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HomeMy WebLinkAboutTrussSPACING NC>TE ALL TKU55C5 ARE TO DE 5ET AT 2'-O+ ON CCNTIM CXCCtT AS NOTCD j MULTIPLE PLY TRU55E5 MUST I BE FASTENED TOGETHER PER ENGINEERING BEFORE THEY i ARE 5ET. DON'T LIFT SINGLE TRUSSES WITH SPANS LONGER THAN qn. nv xsr nr.v ARRANGE WITH CRANE OPERATOR IN ADVANCE,,FOR A SPREADER BAR OF 20 Q s �It III III III �li - _ f - NONE Mimi N 18`--1 7 69 'S II <J !l runi 11 W I� W I� La 11 w !� L''1 II w I� W �� W 11 W 11 wit W '-�26'INLENGTH WII WII WII WII WII WII MII C011. WII WII III I II I I � �I I \ ^ II I II I I II I c 321 1 7 1 ODI SP 3E I � Jcs L r h I F' ll II i� I 1 il> L..� t` a a n , p I) n n 1+ n n �i t•- I n Wi I O O I� O O I O G O O O �r a II r" O \ O iI Q II O rM'+ C. 1) C] G f t1i ..,aI VA u JC5 A I' FY M_ L1V��4Y/`j Mariew tl Ihm.PF— *""FABRICATION AGREEMENT. TRUSSES CANNOT BE"STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED The legal description of the property where the trusses will be installed Is: The undersigned acknowledges and agrees; 1. Trusses will be made in strict accordance with this layout, which is the sole authority for determining successful fabrication of the trusses. 2. All dimensions in this layout have been verified by the undersigned. 3. Unless written notice Is provided by certified mail to Chambers Truss within ten (10) days of delivery the undersigned agrees that no backcharges will be allowed. In the event such written notice Is furnished Chambers Truss shall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. 4. The undersigned acknowledges receipt of "HIB-91" sheet by Truss Plate Institute 5. Delivery is to job site. It Is the buyer's responsibility to make the job site suitable for delivery. Chambers Truss has the sole authority to determine the suitability of the job site or a portion of the Job site for delivery. Chambers Truss will be responsible for dump delivery only. The buyer Is responsible for additional delivery expenses if Chambers Truss has to redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer Is responsible to Chambers Truss for towing costs due to site conditions. 6. Price as shown in paragraph 7 below is subject to change If any changes are made In this layout. A $50 per hour fee for eevisions may be charged by Chambers Truss. 7. This Is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price.. Invoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled dale of delivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss reasonable attorneys fee for collections in event of payment not timely made. 1.1/2 % per month service charge will be added for all sums not paid within terms. 8. Signature or Initials anywhere on this sheet constitutes agreement to all terms herein. 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees payment when due of any and all Indebtedness owed to Chambers Truss by any entity receiving material and the undersigned: agrees to pay such Indebtedness Including attorneys fees, if default In payment for material be made by the recipient. 10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to herein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida. - 11. Design responsibilities are per "Standard Design Responsibilities WTCA-1995" A spreader bar maybe required as per "HIB-01"to prevent injury & damage. Multiple ply trusses must be fastened together per engineering 7 before they are set, failure to do so can result in roof collapse. Temporary and permanent bracing are required and can save life and property and is the responsibility of the truss erector. Study the contents of the infoftnation packet Included on delivery before setting trusses. Trusses must beset and braced per design to prevent Ir)juv & damage. Trusser t a - �_ D—l-u-mbb-a-ndd F,; care Do not-wfliunks or stack of plywood, roofir ; RItrio-WI or any other co rentrated loads on trusses, this ca- cause co r e. DO NOT SET TRUSSES USING T14 S LAYOUT USE LAYOUT DELIVERED WITH P'' _GES TO SET TRUSSES CHAMBERS -RUSS INC A. 0 3105 Oleander Avenue A3 tO Fort Pierce, Florid- 34982-E"'? 800-5511-5 232 A3 Fort Pierce 5'51-465-2312 Fax 561-495-87"1 V- ro r ^^.h 51".9-2012 Stuart 50-2 ;5-3302- A; I l ` '✓ "L CHAMBER'TRt S COM • ` .L®ll.�.: d I 11 .,��, ,tom s� �- • - 92" SEAT Pt�4'►' ` ]A MBERS 30' Sp or, lose 301 to • I GO de $Keck r D, e or kt&69r �._®„Waure of occupancy a — w » -� _ ` A9 tndtihet sad struaLrns asxarat thoan IYtad I alorr Lk)* 1/2� tr. '.,9AAdm;* am struaturss Mao " prMrwl asamanoy Is , y I!7 i3 ap m hoc. N ��++ �" � • ...-... ._. ,? " mean than 300 psapls aongrw4aG N orn spa. ALL �' � �'�., -.� ' fN AT 1 '�Ns� Y F Mtll �rl ..EF'9' o� s4wsaeess osagns^ w essential foatitta. 1) t. •'"• :�'' '"ii• Rill, w mrs �wv �ait tar wy p a.. cod am ..M b -t Hw aoYM r ..» wsa ' 1 badY bet riot Milted to: M f•A•T t6M 00y qt �.{� RWliAw.].�bW 4ktr� st aw ep.+ca' .sh trw trr ra .e s ••r ww"x..r i. ' 1 a-r , '! r•ha b madkd /oelfiMe haNnq w.+rry a ,� �� —� r ti *na, `pm .t ,& B t; ; Y i BUJt Z_ n • �'d 3t sr..ierx and oenter a bt govarnmant - �f « ^.:aw-batlai aantars and atMr hWltiw n9ond for mriTrws to Truss Carsreetieas IiP VALLEY NOTE 5t o.Y� i �'omadmu aUar etlttMa nquFsd br an aamwganey t r F ® t ®t �' �tY w p�ILE consMt of harpers only. NIP vaby Ineeli'Tel" e 4 4Y:4ft .rvip aralod natlanal daf«rs oapabltUsa � �' t i �t I7' a • i1AT ho'taalta. ttoMs or tla dour tx tt 2 si orter m h I w Wk «nit.. for +wrtwnas ) A ors;. ° r 14 :' eh01 ref se l .u:k ltr11. M ; '1'vcWrar that nnrewt a low hazard to ` Tr be supplied by Chambers'! tlmr K Y J k IV rttatel 419 ^,nu avert of blurs, much as agnout .ai Truss. `'' wsa oeriave tarpaw: PoWttY�, one moor 1 l It r ",wcvY>ww,cox.wnoc mu r ST , a1P��- �E �q�p�� �?cEvrvt oN C�IONt�te,�(� E ODE a� Jog /2Z.2 - LOADING/DESIGN CRITERIA REDUCIBLE ' DESIGNCRITERIA PER CODE SUCH AS SSC 1604.6.1 County SAINT LUCIE Building De.:�artment FORT-PLEB4.E__-,, Wind Design. Criterid, ,ASCE 7-93 t Roofing Mo erial hingle"or Shake Loading in 'SF Roof R.D1. Top Chord '_ive 20 Tor, Chord Dead 7 7 Bottom Chord Live 0 Bottom Chord Dead 10 5 TOTAL Load 37 12 f " Durc:ian Fcctor 1.25 Wind 'Speed 11Omph Top Chord C.B. Sheet'g by 5ui1<:ar. Bottom Chord C.B. She>ting b, bu;: �• . C.B.=Continuous Bracing �igh5s' : •.n Height 1 f `-15" Puilaing Tye,e ENCLOS_ Building Co.egory I: "on Restrictive. Evnnsure Category C: NON -CO �STAL Miles f; om Ocaan 10 I:.Et:l_-=Rest:-oining Dead Load Verify,DFSIGN CRITERIA shown Y ,w:' ... tn the building diapartmert and your erainee Chom:Ders, 'r-uss Inc. Dra'ving "Jame: 4836 Scz'i s: i /4 1, 167 total tlfissrs, 44 diff-ent trusses. MI 4: SAE) ACAD: SAB Reviewed By: i,.o o%_Lv4oc Date' 01 2')/01 ;= OR G. K, . W" ` DESCRi TION: MASOMC.\ LODGE PAGE 1 of 2 l.L'STOMERINITIA'_S cA�H ,AGE •e ZONES:�H9RZOJENGTH S CH /T1 ZONES: -®4ENG1H sl G2t ii 7� /71 /� A 2 ZONES: HOR7° VNGTH �_ 1-0iz PI CH A 3 ZONES: HORI. LENGTij PI CH 14-10 s/6 5i2 ZONES: HORZ.I,ENGTH PI CH �` e'-oiz 2= 7'-7 1/4 C 1 ZONES: HORS. �,EMG1H 11-0ia 2_ 5-7 1/4 PI CH C 2=1-0i2 ZONES: HOR7. LENGTH 2_ 3-7 1/# PI CH A 2= 5'-10 5 Ffot 3- 94'-10 S//g8°" FaIt AlA 2_ 34 0 5/ • Flat 3_ 14'-10 5 a' .Flat 2= 9 -90 5/8• at 3- 14°-10 5/8" Flat 2- 14'-,0 S 8" at BARING Lod SI;E at 3- 18 -7 5 e Flat LOOCC 3= 18'-7 1 /4" LOOCC of Flo! 3= /8'-7 f l4" Lf3C of Flat BEARING LOc SIjE 4�ARING L IIE SPRING LOC ��E W-8 7/8" 3 9/2" 4�ARING BCE OFrARINC BCE OARING 87E 14'-8 7/8" 3 1/2' 14'-8 7/8" 3 1/2° 14'-8 7/8' 3 1/2' 16'-5 1/2" 3 1/2" 18'-5 1/2" 3 1/2" 16 -5 1/2° 3 1/2" TRUSS ID: A Q1Y: 2 TRUSS ID: Al " QTY: 2, 4- l 1/16" TRUSS ID: A2 SPAN 14'-10 5/q QTY: 2, HGT: 5- 1 98" 5 / TRUSS ID: A3, SPAN : 14-10 5/ Q QTY: 1¢ I HGT: 8 1 2 5 / • TRUSS ID: C CITY. 1 / j / 6" 1lEFT� 2 0 RIdiT40 1 1 TRUSS ID: C1 SPAN 16'-7 1/4� QTY: 1 HGT: 4'-11 11/116" TRUSS ID: C2 SPAN 18'-7 1,4' Q1Y: 1 HGT: 5'-y 1/16" SPAN 14'-10 5/i HGT: 4'-1 1/16" RIGHT: 0" SPAN : 14-10 5/!J, OVERHANG LEFT: 2 -0 HGT: RIGHT: 0, OVERHANG LEFT- 2 -0 RIGHT: 0 OVERHANG LEFT. 2 0 RIGHT. 0 OVERHANG HEEL LEFT: 4 1/16" RIGHT: 4'-1 1/16" OVERHANG LEFT. 2-0 HEEL LEFT- 4 1/16- RIGHT: 0" RIGHT: V11 1/16" OVERHANG LEFT: 2-0" HEEL LEFT: 41/16" RIGHT: 0 RIGHT- V-9 1/16" OVERHANG LEFT. 2 -0 HEEL LEFT: 41/16" RIGHT- V-1 1/16" HEEL LEFT: 4 1/16" RIGHT: 4-11 1/16" HEEL LEFT- 41/16" RIGHT: V-9 1/16• HEEL LEFT: 4 1/16" RIGHT: 6'-6 1/2" C 5 ZONES:/® 087�7LE11V�4jH S X 7 /T D ZONES: H037_1LENGJH PI tCH /T 2,'-14 ZONES * H097_'LENGJH 51 CZi 1_ i D 1 2_ i9'_,Q ,32 D 2 ZONES: HORi!!. LEiOIR PI CH 1- 2 5/1 2_ 17'_9- D 3 ZONES: OR7. LENGj1{ PI CH f 23-1 1/2 5 12 2_,�'-9• Figt ZONES: HOR7. LENGTH PI CH 18-7 1/4" 5I ZONES: ®OR7 I ENGTH PI CH qg R g/T C 3 2=; 7 ,/4" Ffait C 4 2_ 16'-7 ,/4 Flat 2•,6'-7 , 4 BEARING LOC I fat S17E 2. 17%2 Flat 3= 39 -0 Flat at 3_ 39'-0 Flat 3= 'I �,/2: 5 1 5/12 3= 2 -1 v2" 5/12 3= 18°-7 5/4° Flat BARING LaSC �7E 4 8 4 8 BEARING LOC S17E BARING LOC S17E 4= 39 -0 Flat 4= 39'-0 Flat t SEARING L OC 87E 16'-5 1/2" 3 1/2" W-5 1/2" 3 1/2- 4 8 38-10 1/4' 3 1/2" 4 8 38-10 1/4' 3 1/2' SPRING LOG S17E BEARING LOC S17E 3 16'-5 1/2" 3 1/2" 2 2 3 38'--10 1/4" 3 1/2" / 3 38'-10 1/4' 1/2" I ib/ TRUSS ID: C3 QTY: 1 TRUSS ID: C4 QTY: 2 Y 1/16" TRUSS ID: C5 SPAN IV-7 1/4 QTY: 19 HGT'. T-a3 1/16" TRUSS ID: D SPAN 39'-0' QTY: 2 MGT. 7'-5 11/16' TRUSS ID: D, CITY. 2 :PAN 39'-0" HGT: 8'-; 11/16' TRUSS ID: 02 SPAN 39'-0' OTY: 2 HGT: 9'-j 11/18' TRUSS ID: D3• SPAN 39'-0" QTY: 2 HGT: 9°-11 11/18" SPAN i8'-7 1/e OVERHANG LEFT: 2-0 2 HGT: 6'-7 1/16' RIGHT- 0 SPAN 16'-7 1/4; OVERHANG LEFT- 2-0 HGT: sT RIGHT: 0 OVERHANG LEFT: 0 RIGHT: 0 OVERHANG LEFT: T-O" RIGHT: 0 7'-5 11/16" OVERHANG LEFT: 2'-0" RIGHT: 0 HEEL LEFT: 4 1/16" RIGHT: 8'-3 11/16" OVERHANG LEFT. 2°-0" HEEL LEFT. 4 1/16" RIGHT: 0 RIGHT. 9'-1 1/16" OVERHANG LEFT: 2'-0' HEEL LEFT: 4 1/16" RIGHT: 0" RIGHT: 9'-1 1/16" HEEL LEFT: 1/16" RIGHT: 6'-7 9/16' HEEL LEFT 4 1/16' RIGHT: 7°-3 9/18" HEEL LEFT: 4 1/18" RIGHT. 7°-3 1/16" HEEL LEFT: 4 1/16" RIGHT: E_ 1 ZONES: H1 I®ENGTH PITCH 17-0 5/12 2= 4-3 1 ////� Ffat ZONES: HOR LENG PPI/T7CH �5 9/2�' 2 ZONES: iHOR . LENGj}I P ii= 2j 1 ,/2, 5 ,2 lv� i 7i9_! ,/2 5 ,2 D ^ ZONES:#HOR7. LENG(FI P 3Q-Q 5j,2 ®� ZONES: HOR7. LPGTH PI 2 D ZONES.+H15 LENGTH PINCH i_ ,5_, 1/2 5/,2- 2= 23'-iQ 1/2" FLat ZONES: HORS. 4ENGTH SPII12 1�-0 Fl 12 2= 8 -3 1 D 4 2. 9 -9 i 3_ 4'-1 3 Pt qq4 S/t D 5 2- 5,-9 qt 3- 8 -1 1/2" 6/12 2= 1 -9 3. 8'-1 1/2.. yqt 5/92 2= 9 -0 5��12 3- 39'-0" Flat 3- 39'-0 Flat 3- 21'-3 2" L666666CCCCCC at Flat 517E 3= 21'=3 112" Ltl6660000 Fiat 3g°_° j/2' 4EARING LOC Fl®t 87E 4- 39'-0 FTa4 SPRING LOC 87E 4= 39'-0 3 BEARING LOG- 38 FFlfat a BARING LOC SIjrE 38'-10 1/4" 3 1/2" BARING LOC S17E 38'-10 1/4' 3 1/2' BARING et°-1 3/4" 3 1/2" BARING 21'-1 3/4' 517E 3 1/2' 3 38'-10 1/4" 3 1/2" 3 38'-10 1/4' 3"i/2• -10 1/4 3 1/2' s t TRUSS ID: D4 OTY. 2 , TRUSS ID: DS SPAN 39'-0•, QTY: 2 , HGT- 11 1.YI6 TRUSS ID: 06 SPAN 39'-0•, CITY. 2 HGT: 12'-511/16" TRUSS ID: D7 SPAN 39°-0", QTY: 10, HGT: 12;10 1/16" TRUSS ID: DS QTY: i SPAN 39'-0" HGT: 6'-J 11/16" TRUSS ID: E SPAN 21'-31/2'Y QTY: 1 HGT- 6'-7 1/16" TRUSS ID: E1 SPAN 21'-3 1/2; QTY: 1 HGT: 7'-a'S 1/16" SPAN 39'-O", " OVERHANG LEFT: 2 -0 HOT: 10-9 11/16" RIGHT: 0" OVERHANG LffT- 2 -0" ;7 RIGHT: 0 OVERHANG LEFT- 2 -0 ° RIGHT: 0, OVERHANG LEFT: 2 -0• HEEL LEFT. 4 1/16- RIGHT. 0 RIGHT. 9 -1 1/16' OVERHANG LEFT. 2'-0° RIGHT: 0 HEEL LEFT: 4 1/18" RIGHT: 6'-7 11/18" OVERHANG LEFT' 2-0* HEEL LEFT: 4 1/16" RIGHT: 0" RIGHT- 6'-7 t,h6" OVERHANG LEFT. 2-0' HEEL LEFT. 4 9y18' RIGHT: 0, RIGHT: 7*-5 1/18' HFEL LEFT: 4 1/16" RIGHT: 9'-1 1/16" HEEL LEFT: 4 1/16" RIGHT: 9'-1 1/18" HEEL LEFT. 4 1/16- RIGHT: 9 -1 1/18' ZONES HORZ LENGTH 9R-0 PI 5 12 ZONES:+HOR7IsEPIGTH PI I'� 21 - 5 12 r 4L ZONES:*HOR7. LjH 1= 21 3 1/ PCH 5 12 ZONES:+HORZ. �ENG7HTCH i 8_0� 5/12 P� ZONES:¢HORZ. LENGTH PI CH 1 T-0° 5 ,2 R 20NES:i"Ho7RzGJENGTH i= 9'-7 PI CH 1 G R ^ /V ZONES:/�t�RZOJENGTH 1= 2 T;10 5! •SITE PIT(zi 571 E 2= 2-3 1/ at 3_ 21'-3 1/z2" Flat 2 3 t 2 nt 3- 21 -3 1 2• Flat " 2= 21 -3 1 2 at SPRING L S17E 2- 8 0 5 12 3- 16'-0' at I4. 2= 2°-0 t 3= T.0' 5 12 �t 2 1/ " 3- 18°-7 11,/ LOC at Flat S17E ° at 3-,4-10 5IIS Flat BEARING LOC BEARING LOC 97E BARING LOC S17E 4 8 SPRING LOC S17E 4� 16'-0" . ..., BEARING BARING 4 8 4 8 4 8 4 8 21 -1 3/4" 3 1/2" 4, 8" LOC 9` 16°-5 1/2' 3 i/2" 14-8 7/8" 3 1/2- ` 21°-i 3/4" 3 9/2' 21 -14 1 3/4" 3 l/2" 15-8" B. 15'-8" 8" c , 'ram 3 rp: rip / TRUSS ID: E2, QTY: 2 TRUSS ID: E3, Q1Y: 2, HGT: 9-J 1/16" TRUSS ID: E4, SPAN at-3 1/2* QTY. 1§ HGT: 9 � 1/2' TRUSS ID: F SPAN 16'-0' QTY: 2 HGT: 3'-8 1/18' TRUSS ID: GRA QTY: ,, SPAN 18'-0' HGT: 3-3 9/96" TRUSS ID: GRP " SP!N 16-7 1/4 Q1Y: 1 HGT: 3'-a3 1/16" TRUSS ID: GR9 SPAN 14-10 5/1' - CITY: 2 HGT: 3-,i 1/16" SPAN 21 -3 1/2; OVERHANG LEFT. 2 -0 HGT: 8'-5 1/18" RIGHT: 0 SPAN 21-3 1/2; OVERHANG LEFT: 2 0 RIGHT: 0 OVERHANG LEFT: 2.-0 RIGHT: 0 , OVERHANG LEFT: 2 - o" RIGHT: 2'-0 OVERHANG LL%-T: 2'-0" RIGHT: 2'-0 OVrRHANG LEFT: 2-0".. LEFT: 4 1/1 RIGHT: 0 RIGHT: V-3 1/16" OVERHANG LEFT: 2'-C HEEL LEFT: 4 1/18' RIGHT: 0 RIGHT: 3'-3 1/16' HEEL LEFT: 4 1/16' RIGHT: 8'-3 9/18' HEEL LEFT: 4 1/16' RIGHT: V-1 1/16" HEEL LEFT- 4 1/16• RIGHT: 9' -2 1/2" HEEL LEFT. 4 1f18" RIGHT: 4 1/16' HEEL LEFT: 4 1/16" RIGHT: 4 1/16" HEEL �� - ZONES: V'8 LENQjH 1 ,B_, 78 2_ 18'-1 7006• PITCH ZONES: HORZ.,}EFIGTH PI CH 7-02 ZONES:{HDRZ-�}.EFIGTH PI7TCqFt i! 9;-0 5/12 - 20NES: HOF�Z. �ENC1N PI CH �= 11=° 512 ZONES: HOR7 IsENGTH PI CH H 2 1.,ai_Q2 - ZONES:/�OR7. 4ENGTH P CH H 3 1 15-D 5 12 ZONES:OHOR7. ! 6TH P CH i=,j-Q 5 ,2 2- 1-- 1 7 8' GR D 2-11°-9 7/8® at 7//8" H 2- 8 -1 7/g FFlfat 3- 18-1 i/8' Flat l i I 2_ T 9 7/g at 3- 18'-1 ?A" Flat 2- S -1 7/a at 3- 18'-1 7/8" Flat 2- 3 -1 7/g a4 3- 18'-1 i Flat /8" at Flat BEARING L F5f/,2 at 3=,8'-9 BEARING L17C Flat SITE BEARING LOC 517E I BEARING LOC 517E BEARING L 517E _S" BEARING LOC S17E B RING BEARING LOC 4 SI 8 4 , 18-0 9/8' 8 8 3 1/2" 4' 18'-0 1/8" 8 3 1/2" 4 8 98`-0 1/8" 3,/2'4 -- -. �.. . - 4, 8-0,/8" u 3 1/2' 4 8 18'-0 1/8" 3 1/2' 4 B / 18'-0 7/8' 3 1/2" 16'-0 ,/8' 3 ,/2 ow - ®- /. 3--------- / TRUSS ID: GRQ CITY: 9, TRUSS ID: H QTY: 1, HGT: 4 1/16- TRUSS ID: H1 SPAN 18'71 7/8; QTY: 1 HGT- 4'•-11 1/16" TRUSS ID: H2 SPAN 18'-1 Us" p1Y: 1 MGT., 5-� 1/16' TRUSS ID: H:S QTY: 1 SPAN : ,8'-1 7/8' RBgiT6'Q7 1/16• TRUSS ID: H4 1L FT: 2�0' Q1Y: 1 RIgiTT0a5 1/16" TRUSS ID: H5, OV RHANG 1LEPT' 2�u' QTY: 1 RIgiTTo10..13/16' SPAN : 18-9 7 8" OVERHANG LEFT: 2f 0" HGT: 3 rT 1/16" RIGHT: 0 SPAN : 18'-1 7/8p , OVERHANG LEFT: 2 -0 RIGHT: 0, OVERHANG LEF • 2 0 RIGHT: 0 OVERHANG LEFT° 2 _ p RIGHT: 0 OVERHANG LEFT: 2 0 RIGHT: V-7 1/16" pVtRHANG HEi1 LEIT: 4 1/16" RIGHT: 7'-5 1/16' HEEL LEFT: 4 1/18 RIGHT: 7-10 13/16- HEEL LEFT: 4 1/16" RIGHT' 3'-3 1/98" HEEL LEFT- 4 ,/16" RIGHT: 4-1 1/18' -HEEL LEFT: 4 1/18" RIGHT: 4'-11 1/16" HEEL LEFT: 4 1/16" RIGHT: 5'-9 1/i8' HEEL LEFT: 1 1/18' T ZONES: HORZ. LENGTH PI CH D 5,2 ZONES: A=H03RZ. PEN SI1CH ii J C 5 ZONES:ir=H05RZo}ENGTH PITCH ' J E ZONES:-OR2o�ENGTH 51 t2 ZONES: gRZ10LE�NGTH PITCH J ii)- V12�/11 ZONES:- BRZO,.ENGTH Pia 5 2 V16 ZONES:I®TzOLENGTH PITCH T 5Z12 2- 8'-0" v 1=1 2- 1'-0" BEARING LOC at S17E J C 3 2= 3'-0 Fh BEARING LOC 517E 2= V 0' BEARING LQC F� at 517E / '`i 2_ T-0" at BEARING LOc SIZE / .. 9'-10 13 ,6 Flat BEARi�G L SIZE 415/16 11 518 2_ 8-0"• 3- 12'-0 at 3_ 16'-0' 5 2 at 3 4 B V-10 1/4" 3 1/2"+ 4 4-10 1/4' 8 3 1/2" 4 8 V-10 1/4" 3 1/2' 11-8 5/18' 3 1� 10 1/4' 1/2" TRUSS ID: JCtt OTY: 12 TRUSS ID: JC3 QTY. 17 1-J 1/16" TRUSS ID: JC5 SP!V4 5'-0" QTY. 1? HGT: 2-5 1/16• TRUSS ID: JE7 SPAN 7'-0' QTY: 21 MGT. 3-i3 1/16- TRUSS ID. K.17 QTY: 6 SPAN 9'_1U 13/16" HGT: 3'-�2 13/16" TRUSS ID: VI$ SPAN 12-0" QTY. , HGT: 2'-6" TRUSS ID: VIS SPAN 16'-0" OTY. 1 HGT- 3'-4" SPAN 1-0' OVERHANG LEFT: 2'-0" HGT: 9 1/98" RIGHT: 0 SPAN : 3'-0" OVERHANG LEFT: 2'-0" HGT: RIGHT: 0 OVERHANG iEFT- 2'-0" RIGHT: 0 OVERHANG LEFT: 2'-0" RIGHT: 0 OVERHAN3 LEFT- 2'-9 15(18" RIGHT: 0' 3 RIGHT: V-2 13/16" OVERHANG LEFT: 0" HEEL LEFT: 0" RIGHT: 0" RIGHT: 0`� OVERHANG LEFT: 0" HEEL LEFT: 0" RIGHT: 0' RIGHT: 0' HEEL LEFT: 4 1/18" RIGHT: 9 1/98" HEEL LEFT: 4 1/18' RIGHT. V-7 1/16" HE& ).EFT. 4 1/16- RIGHT. 2'-5 i/16" HE0. LEFT. 4 9/98" RIGHT: 3' -3 1/18" HEEL LEFT: 13/16 ` , ZONES:= ZRZQLENGTH PSITCH i2= A 0 ^ ZONES: t H04RZ. JENGTH APP1 CH i38 \Vi 2'-0" 3- 4'-0" V//�'2 at V IMJ 6,-®, ME TRUSS ID: VJ TRUSS SPAN 4-0 QTy: 1 HOT: 10" TRUSS ID: V>J SPAN 8 -0 QTY: 1 HGT: 1'-5" OVERHANG LEFT- 0" HEEL LEFT- 0" RIGHT: 0" RIGHT: 0' OVERHANG LEFT- o" HEEL LEFT. 0" RIGHT: 0" RIGHT. 0 I FABRIC ATI&h AGR8EiVIENT :. TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED The legal description of the property where the trusses will be installed Is: - The undersigned acknowledges and agrees: - 1. Trusses will be made in strict accordance with this layout, which is the sole authority for determining successful fabrication of the trusses. 2. All dimensions in this layout have been verifiedbythe undersigned. 3. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the undersigned agrees that no backcharges willbe allowed. In the event such written notice is furnished Chambers Truss shall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. 4. The undersigned acknowledges receipt of "HIB-91" sheet by Truss Plate Institute 5. Delivery Is to job site. It Is the buyses responsibility to make the job site suitable for delivery. Chambers Truss has the sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will be responsible for dump delivery only. The buyer is responsible for additional delivery expenses if Chambers Truss has to redeliver because job site is not prepared for delivery or buyer Is not prepared for delivery of trusses. Buyer is responsible to Chambers Truss for towing costs due to site conditions. 6. Price as shown in paragraph 7 below Is subject to change if any changes are made in this layout. A $50 per hour fee for revisions may be charged by Chambers Truss. 7. This Is a PURCHASE ORDER. to Chambers Truss of the sum agreed to, or If no agreement a reasonable price. Invoice will be made on delivery and paid within terms of net Dn delivery. Invoice may be made at scheduled date of delivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss reasonable attorney's fee for collections in event of payment not timely made. 1-1/2 % per month service charge will be added for all sums not paid within terms. 8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein. 9. In consideration of Chambers Truss extending credit for this material the undersigned inconditlonally guarantees payment when due of any and all Indebtedness owed to "hambers Truss by any entity receiving material and the undersigned agrees to pay such ndebtedness Including attorneys fees, if default in payment for material be made by the ecipient. 10. In the event of any litigation concerning this agreement, the items furnished hereunder )r payments referred to herein, the parties agree that the sole venue for any such action will )e Saint Lucie County, Florida. 11. Design responsibilities are per "Standard Design Responsibilities WTCA-1995" A Upreader bar may be required as per'"IB-91 " to prevent injury & damage. Multiple ply trusses must be fastened together per engineering before they are set, failure to do so can result in roof collapse. Temporary and permanent bracing are required and can save life and property and is the responsibility of the truss erector. Study the contents of the information packet included on delivery before setting trusses. Trusses must beset and braced per design to prevent injury & damage. Trusses must be set plumb and square Do not set bunks or stack of plywood, roofing material or any other concentrated loads on trusses, this can cause collapse. DO NOT SET TRUSSES USING THIS LAYOUT USE LAYOUT DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBERS TRUSS INC 3105 Oleander Avenue Fort Pierce, Florida 34982-6423 `800-551-5932 Fort Pierce 561-465-2012 Fax 561-465-8711 Vero Beach 561-669-2012 Stuart 561-286-3302 Web Site: CHAMBERSTRUSS.COM Email: MAIL@CHAMBERSTRUSS.COM N'OC MMMWNTU W WM S7 LLICI 'RE � k'Eb pQ T`TV 141, 4T WEbap� t D3vGD L IgCE I�N O�� AA P� TI V k�T$,6 o O JO$ )' /22.2 DESIGNCRITERIA PERDESIGN CO CODE SUCH ASITERIA SBC 16046C'BLE County SAINT LUCIE Building Department FORT PIERCE Wind Design Criteria ASCE7-93 Roofing Material Shingle' or Shake Loading , in PSF Roof R.D.L. Top Chord Live 20 Top Chord Dead 7 7 Bottom Chord Live 0 Bottom Chord Dead 10 5 TOTAL Load 37 12 Duration Factor 1.25 Wind Speed 110mph Top Chord C.B. Sheeting by builder. Bottom Chord C.B. Sheeting by builder. C.B.=Continuous Bracing Highest `Mean Height 16'-6" Building Type ENCLOSED i Building Category I: Non Restrictive Exposure Category C: NON -COASTAL' Miles from Ocean 10 R.D.L.=Restraining Dead Load Verify DESIGN CRITERIA shown above with the buildinc department and your engineer. TRUSS SHAPES NOT TO SCALE - Chambers Truss Inc. Drawing Name: 48361 Scale: 1/4 — 1 r MI 4. 5AB ACAD. SAB Reviewed By. ?A*- -1 L2•t-t _ Date: 01/20/01 - FOR G.M. WORLEY DESCRIPTION" I MASONIC LODGE PAGE 2 of 2 CUSTOMER INITIALS -EACH. PAGE I r t 48. ,i 61 r _ - _ _ Job Truss Truss Type Qty Ply G.M.Worley/Masonic Lodge 48361-1 D1 ROOFTRUSS 2 n Chambers Truss Inc., tor? Pierce FI. 34Vtl2-64Y3 -2-0-0 6-8-0 2-0-0 6-8-0 3x6= Plate Offsets LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 3x4 4.U-32 s Jun v 1Vyd MIIeK Indystries, Inc. I•n JUI 13 u6n i:ul ZUUI Page 1 11-'0-0 19-1-8 39-M 4-4-0 B-1-8 19-10-8 SPACING 24)-0 Plates Increase 1.25 Lumber Increase •1.25 Rep Stress Incr YES Code SBC/SBCCI 5.00 12 5x10= 3x4= 3x4 11 45= 6 7 8 9 3x6 % W = 3x4 i } 3 W 4 5 J cif Z W U I'LaLU �Xa moo® 15 1413 12 11 10 W O Q 3x4= 3x6= 5x6= 5x10= 3x411CC O Z W 3x4= ZrxL.. , X 19-1-8 39-0-0 8-1-8 19-10-8 [11:0-3-1,0-2-61 CSI DEFL (in) (loc) I/defl PLATES GRIP TC 0.91 Vert(LD 0.3214-15 >999 M20 249/190 BC 0.89 Vert(fU -0.56 2-15 >831 WB 0.69 Horz(TU 0.12 10 n/a (Matrix) 1st LC ILL Min I/defl = 360 Weight: 239 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-6-6 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-M on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 9-10, 4-14, 6-12. 9-11, 7-11 REACTIONS (lb/size) 10=1429/0-3-8, 2=1554/0-8-0 Max Harz 2=611(load case 3) Max Uplift10= 841(load case 3). 2=-957(load case 3) FORCES (Ib) - Flrsi Load Case Only TOP CHORD 1-2=42, 2-3=-3019, 3-4— 2733, 4-5=-1986, 5-6=-1969, 6-7=-1570, 7-8=-1002, 8-9=-1002, 9-10=-1363 BOT CHORD 2-15=2727, 14-15=2486, 13-14=1768, 12-13=1768. 11-12=1570, 10-11=22 WEBS 3-15=-282, 4-15=359.4-14=-834, 6-14=543, 7-12=367, 8-11=-377, 6-12=-310, 9-11=1552, 7-11=-899 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top �tHI-41 chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceonline, on an occupancy category I, condition I enclosed building, of dimensions 92 It by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or D, + oA *! " cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 4p!�2�i Q+4,ao• -5 1.33. and the plate grip increase is 1.33 6 :' 2) Provide adequate drainage to prevent water ponding. N _ 4$?, JP 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 841 lb uplift at joint 10 and 957 lb uplift at joint 2. •• ,p �. • a 5) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. �/ '+,� rF 1•° LOAD CASE(S) Standard � £ D JUL 1 6 2001 Awmmwo - v.Wy aoatyn pammet. and READ BTorEs o111 THIS AND REvERse siDE BEFORE use. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Appllcabll8y of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of lndlvWual web members only. Additional temporary bracing to Insure stabll8y during construction is the responsibility of the erector. Additional permanent bNcing of the overall structure is the iesponslblllty of the bulkding designer. For general guidance regarding fabrication, quality control, storage, dellvery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 593 D'Onofrlo Drive, Madison, WI53719. • Symbols PLATE LOCATION AND ORIENTATION 13/4 * Center plate on joint unless dimensions indicate otherwise, Dimensions are in inches, Apply plates to both sides of truss and securely seat; *For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web, *This symbol indicates the required direction of slots in connector plates, * For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots, Second dimension is the length parallel to slots, LATERAL BRACING Indicates location of required continuous lateral bracing, BEARING Indicates location of joints at which bearings (supports) occur, N u.mbering System �l TOP CHORDS s J5 Q WEBS ' O _ O O F- a O ce cw cs BOTTOM CHORDS J1 J8' _•; ' J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TOTH E LEFT. WEBS ARE NUMBERED FROM LEFTTO RIGHT. 'a CONNECTOR PLATE CODE:APPROVALS BOCA 86-93, 85-75,.91-28 HUD/FHA TCB 17.08 ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N MiTeke TM PANEL CLIP AGeneral Safety Notes Failure to Follow Could Cause Property Damage or. Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties., 2. Cut members to bear tightly against each other, 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane,, at joint locations. _ 4, Unless otherwise, noted, locate chord splices at �A panel length(+ 6" from adjacent joint,) 5. Unless otherwise noted, moisturecontent of"-% lumber shall not exceed 1*9 % at -time of fabrication, 6. Unless expressly noted, this design is•not applicable for use with fire retardant or preservative :treated lumber. 7. Camber -is a non-structural consideration'bnd is the responsibility of truss fabricator. General practice is.to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. "C 9. Lumber shall be of the species and size, and In all respects, equal to or better than the grade specified, 10. To chords must be sheathed�or >•i p purlins provided at spacing shown 'on design, 11, Bottom chords require lateral bracing at 10 ft, spacing, or less, if no ceiling Is installed, unless otherwise noted, 12. Anchorage and/or load.transferring connections to trusses are the responsibility of others unless shown, 13, Do not overload roof or floor trusses with stacks of construction materials, 14. Do not cut or alter truss member or plate without prior approval of a professional engineer, 15, Care should be exercised In handling, erection and installation of trusses. ©1993 Mitek Holdings, Inc. FORM018,019 Job Truss Truss Type Oily Ply 48361-1 D ROOFTRUSS 2 1 r"/ Chambers Truss Inc., Fort Pierce Fl. 34982-6423 4.U-3Z s Jun v ivyu Ml l exlrlaUslnes, Inc. Inu Jul 1z 1 /:Utl:4D zuul rage 1 -2-M 6-8-0 11-0-0 17-1-8 39-0-0 2.0-0 6-8-0 4-4-0 6-1-8 21-10-8 3x411 5.00 12. 5x8 = • 3x4= 3x6= 45= 3x4 5- 6 7 8 9 10 ` 3x6 3x4 4 5 Li 14 3 2 / 2 al 0 1 3x6= 16 15 14 13 12 L'oastsy 11 3x4= 3x4= 3x6= 3x4= x8= (III ��INI. 3x411 r C C4;7 11 b 0 17-1-8 39-0-0 11-0-0 6-1-8 21-10-8 . CL 59 = W J � X ¢tea 000 C O J id1 Q a. �I Plate Offsets MY): 12:0.0-6,0.0-21, 16:0-5-8,0-2-81. It0:0-2-1,0-2-41. 112:0-2-8,o-1-51 LOADING (psf) SPACING 2-M CSI DEFL (in) j0oc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) 0.31 15-16 >999 M20 249/190 TCDL-- 7.0 Lumber Increase 1.25 BC 0.88 Vert(TU -0.57 2-16 >811 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.12 11 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/defl = 360 Weight: 231 lb LUMBER BRACING 'TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-6-12 on center puriin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-0-0 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 10-11, 6-13, 10-12, 7-12 REACTIONS (lb/sae) 11=1429/0-3-8, 2=1554/0-8-0 Max Harz 2=557(load case 3) Max Upliftl 1= 830(lood case 3), 2=-967(load case 3) FORCES 0b) - First Load Case Only TOP CHORD 1-2=42, 2-3=-3025, 3-4=-2714, 4-5=-2630, 5-6=-2138.6-7=-1841, 7-8— 1210, 8-9— 1210, 9-10— 1210, 10-11=-1356 BOT CHORD 2-16=2734, 15-16=2457, 14-15=1932, 13-14=1932, 12-13=1841, 11-12=32 WEBS 3-16=-324, 5-16=364, 5-15=-666, 6-15=505, 7-13=240, 9-12=-406, 6-13=-127, 10-12=1665, 7-12=-891 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 92 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or �+ to The lumber DOL increase is C� "• cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed wind. 1.33, and the increase is 1.33 •+• o • plate grip 2) Provide adequate drainage to prevent water ponding. 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 830 lb uplift at joint 11 and 967 lb uplift at joint 2. 1 ; Nis .• 67,6 3 i • ` ,k u 5) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria./� LOAD CASE(S) Standard J U L 1 6 2001 AWARNINO - VerW design panarrretens and READ NOTES ONTbM AND REVERSE SIDE BEBORE USE. �1 Design valid for use only with MRek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent brlacing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult CST-88 Quality Standard, DSO.89 Bracing Specification, and HIB-91 M iTek® e te Institute, Sea D'Onofrlo Drive, Madison, WI53719. Handling Installing and Bracing Recommendation available from Plat Symbols PLATE LOCATION AND ORIENTATION 13/, * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches, Apply plates to both sides of truss and securely seat; /81/e„ T 0 i` *For 4 x 2 orientation, locate 0 plates 1 /8" from outside edge of o truss and vertical web, I— *This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MRek/Gang-Nall Joint/Plate Placement Chart. FARTHESTTO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 4011, continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur, ` MiTeke PANEL TM CLIP FORM018,019 GAn G NuuL (a)HYDRO,AIRO AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, locate chord splices at �A panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions - Shown indicate minimum plating requirements, 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design, 11. Bottom chords require lateral bracing at 10 ft, spacing, or less, if no ceiling is installed, unless otherwise noted, 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials, 14. Do not cut or alter truss member or plate without prior approval of a professional engineer, 16, Care should be exercised In handling, erection and Installation of trusses, ©1993 Mitek Holdings, Inc. Job Truss Truss Type Sty Ply G.M.Worley/Masonic Lodge 48361-1 D2 ROOFTRUSS 1 1 J Chambers Truss Inc., Fort Pierce Fi. 34982-6423 0 Plate 4.0-32 s Jun 9 1998 MTek�ndustries, Inc. Fri Jul 13 06:15:11 2001 Page 1 -2-0.0, 6-8-0 11-0.0 15-11-8 21-1-8 38-10-8 391" 2-0-0 6-8-0 4-4-0 4-11-8 5-2-0 17-9-0 0-1-8 5.00 12 5x8= 3x4= 3x411 4x5= 2�Z/ 2X¢. 114)-0 21-1-8 39-0-0 r 11-0-0 10-1-8 17-10.8 LOADING (psf) SPACING 24)-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LU 0.3214-16 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.96 Vert(TU -0.51 2-16 >907 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TU 0.11 11 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/deft = 360 Weight: 256 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-7-1 on center puriin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 3-11-4 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 6-14. 10-11, 9-12, 7-13. 10-12, 8-12 REACTIONS (lb/size) 11=1429/0-3-8, 2=1554/0-8-0 Max Horz 2=665(load case 3) Max Upliftl 1 =-852(lood case 3), 2=-945(load case 3) FORCES 0b) - First Load Case Only TOP CHORD 1-2=42, 2-3=-3047, 3-4— 2721, 4-5=-2714, 5-6=-2656, 6-7=-1752, 7-8=-1340, 8-9=-828, 9-10=-828, 10-11— 1370 BOT CHORD 2-16=2741, 15-16=1995, 14-15=1995, 13-14=1580, 12-13=1340, 11-12=15 WEBS 3-16=-328, 4-16=-226, 6-16=783, 6-14=-685, 7-14=703, 8-13=454, 9-12=-333, 7-13=-427, 10-12=1471, 8-12— 928 a o �3= J ca W 2aJ I-tiU CC moo® CgCq a z a NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 pill bottom chord dead load, 10 mi from hurricane oceonline, on an occupancy category I, condition I enclosed building, of dimensions 92 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or �y �'+ cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber D_OL increase is • N o 7 1 1.33, and the plate grip increase is 1.33_,4 46 6i°. 'e , 2) Provide adequate drainage to prevent water ponding. 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 852 lb uplift at joint 11 and 945 lb uplift at joint 2. • zr� y� 5) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard4��'F, enei� � 3A 0 JUL 1 6 2001 AwAitzmm - vertu design parameter. and READ 11Tores oxTms AND Re mm smE iBzmm use. Design valid for use only with Mifek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent brbrcing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, election and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIS-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute, SW D'Onofrlo Drive, Madison, WI53719. Symbols PLATE LOCATION AND ORIENTATION 13/, * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches, Apply plates to both sides of truss and securely seat: T *For 4 x 2 orientation, locate plates 1/s" from outside edge of truss and vertical web, *This symbol indicates the required direction of slots in connector plates. * For tabular plating format refer to the MRek/Gang-Nall Joint/Plate Placement Chart. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension Is the length parallel to slots, LATERAL BRACING Indicates location of required continuous lateral bracing. 0$01 BEARING Indicates location of joints at which .bearings (supports) occur, a cr O x U a O Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N n Im! 0 M)Teke ®General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other, . 3, Place plates on each face of truss at each a: joint and embed fully. Avoid knots and wane = at joint locations, a 4. Unless otherwise noted, locate chord splices o at /4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication, TM PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber, 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements, 9. Lumber shall be of the species and size, and In all respects, equal to or better than the grade specified, 10. Top chords must be sheathed or purlins provided at spacing shown on design, 11. Bottom chords require lateral bracing at 10 ft, spacing, or less, if no ceiling is Installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, 13, Do not overload roof or floor trusses with stacks of construction materials, 1.4. Do not cut or alter truss member or plate without prior approval of a professional engineer, 15, Care should be exercised in handling, erection and installation of trusses, ©1993 Mitek Holdings, Inc. FORM018,019 _ HYDRO -AIR Job Truss Truss Type Qty Ply G.M.Worley/Masonic Lodge 48361-1 D2 ROOFTRUSS 1 11 L Chambers Truss Inc., Fort Pierce Fl. 34982-6423 -2-M 6-8-0 2-0-0 6-8-0 4.0-32 s Jun 9 1998 Mifek Indldstries, Inc. Fri Jul 13 06:15:37 2001 Page 1 11-0-0 15.11-8 21-1-8 38-10-8 391" 4-4-0 4-11-8 5-2-0 17-9-0 0-1-8 5.00 12 5x8= 3x4= 3x411 45= 11 0 0 21-1-8 11-0-0 10-1-8 LOADING (psf) SPACING 2-0.0 CSI DEFL (in) (loc) I/deft TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.3214-16 >999 TCDL 7.0 Lumber Increase 1.25 BC 0.96 Vert(TU -0.51 2-16 >907 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TU 0.11 11 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/clef] = 360 LUMBER TOP CHORD 2 X 4 SYP No2ND BOT CHORD 2 X 4 SYP No2ND WEBS 2 X 4 SYP No.3 REACTIONS (lb/sae) 11=1429/0-3-8, 2=1554/0-8-0 Max Harz 2=665(load case 3) Max Upliftl 1=-852(load case 3). 2=-945(load case 3) 2,x4, 39-M 17-10-8 PLATES GRIP M20 249/190 Weight: 256 lb BRACING TOP CHORD Sheathed or 2-7-1 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied. or 3-11-4 on center bracing. WEBS 1 Row at midpt 6-14, 10-11, 9-12, 7-13. 10-12, 8-12 FORCES 0b) - First Load Case Only TOP CHORD 1-2=42, 2-3=--3047, 3-4=-2721, 4-5=-2714, 5-6=-2656, 6-7=-1752, 7-8=-1340. 8-9=-828, 9-10=-828, 10-11=-1370 BOT CHORD 2-16=2741, 15-16=1995, 14-15=1995, 13-14=1580, 12-13=1340, 11-12=15 WEBS 3-16=-328, 4-16=-226, 6-16=783, 6-14=-685, 7-14=703, 8-13=454, 9-12=-333, 7-13=-427, 10-12=1471, 8-12=-928 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 It above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead bad, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 92 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 852 lb uplift at joint 11 and 945 lb uplift at joint 2. 5) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard v a Y4,X 6�ae -A JUL 1 6 2001 ® WARMING - Verify design parameters and READ NOTES ON TAM AND REVERSE SIDE BEFORE USE. Design valid tot use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 683 D'Onofrlo Drive, Madison, WI63719. Symbols PLATE LOCATION AND ORIENTATION• , 13A *Center plate on joint i hless, dimensions indicate otherwise. Dimensidns are' in inches, Apply plates to both sides -of truss and _ securelyseat. T 0 *For 4 x-2 orientation, locate 0 X plates 1/8" from outside edge of o truss and vertical web. *This symbol indicates the required direction of slots in connector plates. * For tabular plating format refer to the MITek/Gang-Nall Joint/Plato Placement Chart. PLATE SIZE The first dimension Is the width 4 X 4 perpendicular to slots, Second dimension Is the length parallel to slots.''* LATERAL BRACING Indicates location of required continuous lateral bracing, BEARING Indicates location of joints at which bearings (supports) occur, FORM018,019 Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TOTH E LEFT. WEBS ARE NUMBERED FROM LEFTTO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane = at joint locations. a 4. Unless otherwise noted, locate chord splices. o at /4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N', 910080-N O MiTek® f �"" �� CLIP L NEL TM o-'W"'' O OffDRO,A/RO 6, Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator, General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and In all respects, equal to or better than the grade specified. 10, Top chords must be sheathed or purlins _ provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless otherwise noted, 12. Anchorage and/or load transferring - connections to trusses are the responsibility of others unless shown. 13. Do not overload,roof or floor trusses with - - stacks of construction materials. 14, Do not cut or alter truss member or plate without prior approval of a professional engineer, 15, Care should be exercised in handling, erection and Installation of trusses. 01993 Mitek Holdings, Inc. Job Truss Truss Type Sty ply G.M.Worley/Masonic Lodge 48361-1 D3 ROOFTRUSS 1 1 Il�,r �,I IVI I IVGIi II— II IV., I — r10 1. — JY Op V 49 Offsets 4.u-3L s Jun Y TYYtl mrleK 1naUSTrres, Inc. I•n JUI 13 u6:1 B:u4 2uul Pagel -2-&0 6.8-0 114)-0 17-0-12 23-1-8 36-10-8 i39 0 0 2-0.0 6.8-0 4-4-0 6-0-12 6-0-12 13-9-0 2-1-8 5.00 Fl2 5x6= 3x8= 3x6= 'AvA i 3x6= 16 15 14 13 t. ` 12 11 3x4= 3x4= 3x6= 3x8= 3x4 11 3x4= -�Y9 scaa ! Facrc 10 iu4,ct b' o/c 110-0 17-0-12 23-1-8 39-0-0 I 1 11-0-0 640-12 6-0-12 15-10-8 LOADING (psf) SPACING 2-U CSI DER (in) (loc) I/deft PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LO 0.3015-16 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.56 2-16 >828 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.12 11 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/defl = 360 Weight: 248 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-6-11 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 3-10-15 on center bracing. WEBS 2 X 4 SYP No.3 'Except' WEBS 1 Row at midpt 6-13, 16-11, 8-13 8-11 2 X 4 SYP No.2ND, 8-13 2 X 4 SYP No.2ND 2 Rows at 1 /3 pts 8-11 REACTIONS (lb/size) 11=1429/0-3-8, 2=1554/0-8-0 Max Horz 2=712(load case 3) Max Upliftl 1=-852(load case 4). 2=-945(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-3023, 3-4=-2716, 4-5=-2144, 5-6=-2031, 6-7=-1575, 7-8=-1402, 8-9=-27, 9-10=-99, 10-11=-191 BOT CHORD 2-16=2731. 15-16=2461, 14-15=1 924.13-14=1924, 12-13=961, 11-12=961 WEBS 3-16=-317, 4-16=364, 4-15=-675, 6-15=497, 6-13=-801, 7-13=207, 8-12=158, 8-11=-1489, 8-13=703 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 17 it above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceonline, on an occupancy category I, condition I enclosed building, of dimensions 92 it by 60 it with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 852 lb uplift at joint 11 and 945 lb uplift at joint 2. 6) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard JUL 1 6 2001 ,&WARNING - Ve ft design pai nmeten and READ NOTES oN THFs AND RE VERSE SIDE BzmRE USE. Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web memberc only. Additional temporary bracing to Insure stability during construction B the responsibility of the erector. Additional permanent bNoIng of the overall structure Is the responsiblitty, of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consuR CST -Sit Quality Standard, DSB-89 Bracing Specification, and HIB-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drlve, Madison, WI63719. 0 ®i Symbols PLATE LOCATION AND ORIENTATION 13/. * Center plate -on joint unless . dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 *For 4 x 2 orientation, locate 0 plates 1/8" from outside edge of o truss and vertical web. *This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MITek/Gang-Nall Joint/Plate Placement Chart. FARTHESTTO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 1�e continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. Mi! MiTeke FORM018,019 ,A.'zs,@ ® HYDRO -AIR O AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties„ 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane i at joint locations, a 4. Unless otherwise noted, locate chord splices o at /4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. TM PANEL. CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber, 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements, 9. Lumber shall be of the species and size, and In all respects, equal to or better than .the grade specified, 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14, Do not cut or alter truss member or plate without prior approval of a professional engineer. 15, Care should be exercised In handling, erection and installation of trusses, © 1993 Mitek Holdings, Inc. Job Truss Truss Type Sty Ply G.M.Woriey/Masonic Lodge 48361-1 D3 ROOFTRUSS 2 1 Chambers Truss Inc., Fort Pierce Fl. 34982-6423 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 4.032 s Jun 91998 M7ek Industries, Inc. Tue Jul 2413:23:06 2001 Page 1 -2-" 6-8-0 11-0.0 17-0.12 23-1-8 36-10.8 39.0 0 2-0-0 6.8-0 4.4-0 6-0-12 6-0.12 13-9-0 2-1-8 5.00 12 5x6= 3x8= 3x6= ' 411 0 3x6= 16 15 14 13 12 _ — 11 3x4= - 3x4= 3x6= 3x8= 3x411 11-0-0 , 17-0-12 , 23-1-8 , 39-M 11-0-0 6-0-12 6-0-12 15-10-8 SPACING 2-0-0 CSI DER (in) (loc) I/defl PLATES GRIP Plates Increase 1.25 TC 0.90 Vert(LU 0.3015-16 >999 M20 249/190 Lumber Increase 1.25 BC 0.87 VerKTU -0.56 2-16 >828 Rep Stress Incr YES WB 0.77 Horz(TU 0.12 11 n/a Code SBC/SBCCI (Matrix) 1 st LC LL Min I/deFl = 360 Weight: 248 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND HOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 'Except' 8-11 2 X 4 SYP No.2ND. 8-13 2 X 4 SYP No.2ND REACTIONS (lb/size) 11=1429/0-3-8, 2=1554/0-8-0 Max Horz 2=712(load case 3) Max Upliftl 1=-852(load case 4). 2=-945(load case 4) 3x4= BRACING TOP CHORD Sheathed or 2-6-11 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-10-15 on center bracing. WEBS 1 Row at midpt 6-13. 10-11. 8-13 2 Rows at 1 /3 pts 8-11 FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-3024, 3-4=-2717, 4-5=-2145, 5-6=-2032, 6.7=-1575, 7-8=-1402, 8-9— 27, 9-10=-99, 10-11=-191 BOT CHORD 2-16=2733, 15-16=2462, 14-15=1925, 13-14=1925, 12-13=961, 11-12=961 WEBS 3-16=-318, 4-16=365, 4-15=-675, 6-15=497, 6-13=-801, 7-13=207, 8-12=158, 8-11=-1489, 8-13=703 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 17 It above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 92 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 852 lb uplift at joint 11 and 945 lb uplift at joint 2. 6) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard o • N 46765. t •• .. ft ti 'tdd JUL 252001. 1 AWARNINO - Ve ft design parameter and REM NOTES ON TR1S AND REVERSE SDE REBORE USE. Design valid for use only with MBek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss � designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult CST-88 Quality Standard, DSB-89 Bracing Specification, and HIS-91 M iTe k® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI53719. Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/, * Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and 1. Provide copies of this truss design to the securely seat. building designer, erection supervisor, property .-- Ye �4 J2 J3 Ja TOP CHORDS owner and all other interested parties„ 2. Cut members to bear tightly against each cs other, J5 3, Place plates on each face of truss at each * For 4 x 2 orientation, locate _ � Z;C6 Q joint and embed fully, Avoid knots and wane plates 1/8" from outside edge of a= atjoint locations. truss and vertical web, a o 4. Unless otherwise noted, locate chord splices at �/4 length(+ 6" from � panel adjacent joint,) *This symbol indicates the BOTTOM CHORDS 5, Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19 % at time of connector plates. fabrication, JOINTS AND CHORDS ARE NUMBERED CLOCKWISE * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MITek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFTTO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. 4e ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. Mi! MiTeke ® PANEL TM CLIP 6, Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be, of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, 13. Do not overload roof or floor trusses with stacks of construction materials, 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses, © 1993 Mitek Holdings, Inc. FORM018,019 ® HYORO,IISR Job Truss Truss Type Qty Ply G.M.Worley/Masonic Lodge 48361-1 E2 ROOF TRUSS 2 1 Chambers Truss Inc., Fort Pierce R. 34982-6423 4.0-32 s Jun 91998 MiTek Industries, Inc. Tue Jul 2413:23:37 2001 Page 1 -2-" 6-4-13 13-10.14 19.0.0 21-3-8 2-H 6-4-13 7-6-1 5-1-3 2-3-8 3x6= 5.00 F12 3x411 6 7 3x4 3x6 5 4 3x4 3 2 1 3x5= 10 9 8 3x6= 3x4= 3x4= 10-7-12 21-3-8 10.7-12 10-7-12 Plate Offsets (X,Y): [6:0-3-0,0-2-41. [8:0-1-12,0.1-81 LOADING (psf) SPACING 2-0-0 "CSI TC 0.71 DEFL (in) (loc) I/defl Vert(LU 0.07 9 >999 PLATES GRIP M20 249/190 TCLL 20.0 TCDL 7.0 Plates Increase 1.25 Lumber Increase 1.25 BC 0.67 Vert(TU -0.28 2-9 >888 BCLL 0.0 Rep Stress Incr YES WB 0.50 (Matrix) Horz(TU -0.04 8 No 1 st LC U. Min I/defl = 360 Weight:111 lb BCDL 10.0 Code SBC/SBCCI LUMBER BRACING TOP CHORD Sheathed or 4-4-5 on center puriin spacing, except end verticals. TOP CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 5-8-0 on center bracing. BOT CHORD 2 X 4 SYP No.2ND WEBS 1 Row at midpt 7-8.5 8 WEBS 2 X 4 SYP No.3 REACTIONS(lb/size) 8=771/0-3-8,2=902/0-8-0 Max Harz 2=608(lood case 3) Max UpliftB=-516(lood case 3). 2=-555(load case 3) FORCES (lb) - First Load Case Only '► TOP CHORD 1-2=42, 2-3=-1444, 3-4=-1069, 4-5=-926, 5-6=-118, 6-7=-34, 7-8=-167 BOT CHORD 2-10=1290, 9-10=1290, 8-9=663 WEBS 3-9=•436, 5-9=517, 5-8=-807 NOTES CA 1) This truss has been checked for unbalanced loading conditions. '�"�4¢ ��' •" °�+a'•� ph winds at 17 ft above ground level, using 7.0 psf top 2) This truss has been designed for the wind loads generated by 110 mlei a �� { CJ chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I.7� o condition I enclosed building, of dimensions 92 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or • increase is �., d1 cantilevers exist, they are not exposed to d. If porches exist, they are not exposed to wind. The lumber DOL e win J%tA t `..�- • 1.33. and the plate grip increase is 1.33 a ,� •, �h. _?'a ..ram 3) Provide adequate drainage to prevent water ponding. �y�? ° •�e"b l b )•.v' Y 4) All plates are M20 plates unless otherwise indicated. bearing capable of withstanding 516 lb uplift at joint 6 and 555 5) Provide mechanical connection (by others) of truss to plate lb uplift at joint 2 6) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. JUL 2 5 2001 LOADCASE(S) Standard A WARmNG - v-* &silgn parameters and Rww aorzs oil Tms AND =V6B= =81 EMM 1U=- �� o Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss � designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality standard, DSB-89 Bracing Specification, and HIB-91 M iTe k® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'onofrlo Drive, Madison, Wl53719. Symbols PLATE LOCATION AND ORIENTATION 1314 * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. O *For 4 x 2 orientation, locate 0 plates 1/8" from outside edge of o truss and vertical web. *This symbol indicates the required direction of slots in connector plates, * For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFTTO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots, Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 40,00 continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. Uip MiTek° ® AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties„ 2. Cut members to bear tightly against each other, 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations, a 4. Unless otherwise noted, locate chord splices 0 at, A panel length(* 6" from adjacent joint,) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication, PANEL TM CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber, 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection, 8. Plate type, size and location dimensions shown indicate minimum plating requirements, 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10, Top chords must be sheathed or purlins provided at spacing shown on design, 11, Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, 13, Do not overload roof or floor trusses with stacks of construction materials. 14, Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses, © 1993 Mitek Holdings, Inc. FORM018,019 ® HYDRO -AIR Job Truss Truss Type City Ply Worley, Masonic Lodge 48361-2 C3 ROOF TRUSS 1 ''i - Chambers Truss Inc., Fort Pierce Fl. 34982-6423 4.0-32 s Jun 91998 MTek Industries, Inc. Tue Jul 2413:24:46 2001 Page 1 2-0-0 7-8-3 15-0-0 i 16-7-4 2-&0 JAY — 7-8-3 3x4= 7-3-13 1-7-4 4x6= 3x411 3x4= 7-8-3 15- 0 16-7-4 , 7-8-3 7-3-13 1-7-4 Plate Offsets MY): [4:0-3-0,0-1-121, [6:0-1-8,0-1-81 LOADING (psO SPACING 2-M CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LU 0.07 2-7 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.45 Vert(TU -0.15 6-7 >999 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TU -0.01 6 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1 st LC LL Min I/defl = 360 Weight: 91 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 5-0-1 on center puriin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 7-6-15 on center bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6=596/0-3-8, 2=730/0-8-0 Max Harz 2=499(lood case 3) Max Uplift6=-397(load case 3), 2=-482(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-1012, 3-4 -1015, 4-5=-17, 5-6=73 BOT CHORD 2-7=862, 6-7=153 WEBS 3-7=-418, 4-6=603, 4-7=935 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 It above ground level, using 7.0 psf top CJ chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceonline, on an occupancy category I, �e,1 °cr+' 1F'!i condition I enclosed building, of dimensions 92 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers they to If they The Q0�*�i " e� exist, are not exposed wind. porches exist, are not exposed to wind. lumber DOL increase is 1.33, and the plate grip increase is 1.33 zbb �0 2) Provide adequate drainage to prevent water ponding. ., 3) All plates are M20 plates unless otherwise indicated. r 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 397 lb uplift atjoint 6 and 482 lb uplift at joint 2. 5) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASES) Standard JUL 252001 A WAMMO - verify design panametem and READ flOTES ONTMS AND REVERSE SIDE BEFORE UM. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is iesponslblilty of building designer - not truss � designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 M iTek® Handling Installing and Bracing Rocommendatlon available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, W153719. 44 Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 0 *For 4 x 2 orientation, locate 7: plates/e" from outside edge of o truss and vertical web. ,- *This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MITek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. 001, ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur, Ltip M!Teko @01 MMRO,A/R O ►General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations, a 4. Unless otherwise noted, locate chord splices 0 at �/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. PANEL TM CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber, 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements, 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified, 10, Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials, 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. © 1993 Mitek Holdings, Inc. FORM018,019 Job Truss Truss Type Sty Ply Worley, Masonic Lodge 48361-2 H4 ROOF TRUSS 1 1 58 2001 P 1 Chambers Truss Inc., Fort Pierce Fl. 34982-6423 0-1 4.0.32 s Jun 91998 MTek Industries, Inc. Tue Jul 2413.24. age -240 5.8-0 11-2-5 17-M 18-1-14 2.0.0 5.8-0 5.6-5 5-9-12 1-1-14 JAY — 3x6= 5.00 F12 3x411 3x4= 3x4= 8-9-13 18-1-14 8A-13 9-4-1 LOADING (ps0 TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code SBC/SBCCI CSI TC 0.56 BC 0.50 WB 0.36 (Matrix) DEFL (in) (loc) I/defl Vert(LU 0.05 9 >999 Vert(TU -0.15 8-9 >999 Ho¢RU -0.03 8 n/a 1st LC U. Min I/defl = 360 PLATES GRIP M20 249/190 Weight: 95lb LUMBER BRACING TOP CHORD Sheathed or 4-11-4 on center purlin spacing, except end verticals. TOP CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-6-1 on center bracing. BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 7-8. 5-8 REACTIONS (lb/size) 8=654/0-3-8, 2=787/0-8-0 Max Horz 2=554(load case 3) Max Uplift8=-444(load case 3), 2=499(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 23=-1200, 3-4=-926, 4-5=-820, 53=-111, 6-7= 35, 7-8=-163 BOT CHORD 2-9=1052, 8-9=619 WEBS 3-9=-303, 5-9=411, 5-8=-710 NOTES S 1) This buss has been checked for unbalanced loading conditions. + , 2) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top r ° p o e �,✓ chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, te�e°p;t 1Flo e° condition I enclosed building, of dimensions 92 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or �+ •�j� T cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 4676 1.33, and the plate grip increase is 1.33 ° A 3) Provide adequate drainage to prevent water ponding. °� 4) All plates are M20 plates unless otherwise indicated.fir 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 444 lb uplift at joint 8 and 499 lb uplift at joint 2. G'9a" ^ °' �', oc '✓.6 6) This truss has been designed for both TPI 85 and ANSI/TPI 1-1995 plating criteria. n `° LOAD CASE(S) Standard JUL 25 2001 AWAR2 WG - Ve ft design panamet:em and ReAD NOTRS GDI THIS AM =V== SIDa BEMM use. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be � Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-68 Quality Standard, DSB-89 Bracing Specification, and HIB-91 M iTek® Handling Installing and Bracing Recommendallon available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. 6 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t3/. * Center plate on joint unless Damage or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. � J2 J3 Ja TOP CHORDS owner and all other interested parties„ 2. Cut members to bear tightly against each 17 �- cs c� other, ir 0NXt J5 3. Place plates on each face of truss at each *For 4 x 2 orientation, locate 0 ao_ joint and embed full Avoid knots and wane y plates/a" from outside edge of a �y at joint locations, truss and vertical web. a 4. Unless otherwise noted, locate chords lices p o at �/a panel length(+ 6" from adjacent joint.) GB C, BOTTOM CHORDS *This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19 % at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. * For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 4001 unless otherwise noted, SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur, stacks of construction materials. Mi! 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. M iTek® ® 15, Care should be exercised in handling, TM @ PA erection and installation of trusses. © 1993 Mitek Holdings, Inc. CL IPNEL FORM018,019 GANG NAIL ® ffyDRO.AgR Job Truss Truss Type Qty Ply Worley, Masonic Lodge 48361 A ROOF TRUSS 2 1 t;ntamoers i russ mc., rori rierce n. a4=o4-oyco _ ..... -2-0-0 9-0-0 14-10-10 2-0-0 9=0-0 5-10-10 4x10= 3x411 3x4 11 3x4= 9-0-0 14-10-10 9-0-0 5-10-10 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.14 2-6 >999 M20 249/190 TCDL 7.0 um ncrease 1.25 BC 0.45 Vert(TL) -0.29 2-6 >598 BCLL 0.0 Rep Stre Incr YES WB 0.57 Horz(TL) 0.01 5 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min Udefl = 360 Weight: 69 lb LUMBER BRACING TOP CHOR 2 X 4 SYP No.2ND TOP CHORD Sheathed or 5-0-12 on center pudin spacing, except end verticals. BOT CHOR 2 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 8-11-4 on center bracing. WEBS 2 4 SYP No.3 „ REACTIONS Qblsiz 5=531/0- -8, 2=66810-8-0 Max Ho = oad case 3) Max Uplift5=-316(load case 3), 2=-500(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-752, 3-4=-12, 4-5=-102 BOT CHORD 2-6=611, 5-6=619 WEBS 3-6=198, 3-5=-727 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 It above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 It by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. ,,y 3) All plates are M20 plates unless otherwise indicated. 01 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 316 lb uplift at joint 5 and 500 lb uplift at joint 2. 5) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard 31i I Job Truss Truss Type Qty Ply Waday, Masonic Lodge 48301 _ Al ROOF TRUSS 2 1 cnamuers i russ inc., Ton Tierce rv. s4aaz-o4ca -2-0-0 5-6-0 11-0-0 14-10-10 2-0-0 5-6-0 5-6-0 3-10-10 `n 0 4x5 = 4x4= 3x8 = 3x4 11 11-0-0 _14-10-10 11-0-0 3-10-10 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.05 2-7 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.33 2-7 >533 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) -0.01 6 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min Vdefl = 360 Weight: 79 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 5-8-13 on center puriin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 7-2-10 on center bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6=531/0-3-8, 2=668/0-8-0 Max Horz2=394(load case 3) Max Uplift6=-332(load case 3), 2=-485(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-875, 3-4=-465, 4-5=-368, 5-6=-547 BOT CHORD 2-7=775, E-7=0 WEBS 3-7=-432, 4-7=-119, 5-7=600 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2rProvide adequate drainage to prevent water ponding. 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 332 lb uplift at joint 6 and 485 lb uplift at joint 2. 5) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Worley, Masonic Lodge 48351 _ A2 ROOF TRUSS 2 1 GnamDers I ru55 Inc., rurl rlefce rl. o4voz-a%zo-....-..� , .... ,.. �.,.... ,.0 �..�. �.......�.__, ..._. . __ ...-• -- --.. _..- -- -2-0-0, 6-6-0 13-0-0 _ 1 14-10-10 , 2-0-0 6-6-0 6-6-0 1-10-10 4x8 = 3x411 3x4 11 3x4 = 3x4 = 6-6-0 13-0-0 14-10-10 6-6-0 6-6-0 1-10-10 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) pdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) 0.05 7-8 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.31 Vert(TL) 0.11 1-2 >245 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.02 6 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min Vdefl = 360 Weight: 86 lb ' LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 5-7-7 on center puriin spacing, except end.verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 8-0-2 on center bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6=531/0-3-8, 2=66810-8-0 Max Horz2=448(load case 3) Max Uplift6=-351(load case 3), 2=-466(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-913, 3-4=-263, 4-5=-0, 5-6=42 BOT CHORD 2-8=780, 7-8=780, 6-7=187 WEBS 3-8=145, 3-7=-652, 4-7=356, 4-6=-615 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2)-Provide adequate drainage to prevent water ponding. 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 6 and 466 lb uplift at joint 2. 5) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard r. Job Truss Truss Type City Ply Worley, Masonic Lodge 48361 _ A3 ROOF TRUSS 16 1 cnamners i russ inc., Ton Tierce ri. �aaaz-og�a �.� �_� _�_ • _� „���, , .,G _�- . ,_ 7-5-5 14-10-10 2-0-0 7-5-5 7-5-5 3x4 11 3x4= 7-5-5 14-10-10 7-5-5 7-5-5 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.05 2-7 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.35 Vert(TL) 0.13 1-2 >210 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 6 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/deft = 360 Weight: 74 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 5-6-13 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 8-2-3 on center bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6=540/0-3-8, 2=665/0-8-0 Max Horz2=507(load case 4) Max Uplift6=-405(load case 4), 2=442(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3==858, 3-4=-120, 4-5=-4, 4-6=-173 BOT CHORD 2-7=724, 6-7=724 WEBS 3-7=164, 3-6=-751 NOTES 1rThis truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) All plates are M20 plates unless otherwise indicated. 3).Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 405 lb uplift at joint 6 and 442 lb uplift at joint 2. 4) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type City Ply Worley, Masonic Lodge 48361 - C ROOF TRUSS 1 1 i 1 inamoer5 I rusb inu., rull riuiu rl. J9vOCu94Q -2-0-0 9-0-0 2-0-0 9-0-0 4x10= 3x411 9-0-0 7-7-4 16-7-4 7-7-4 3x5 11 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0.14 2-6 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.29 2-6 >670 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.02 5 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/deb = 360 Weight: 76 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-6-14 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 8-1-2 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 3-5 REACTIONS (lb/size) 5=596/0-3-8, 2=730/0-8-0 Max Horz2=339(load case 3) Max Uplift5=-350(load case 3), 2=-537(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-918. 3-4=-54, 4-5=-170 BOT CHORD 2-6=765, 5-6=773 WEBS 3-6=200, 3-5=-807 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 It above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline. on an occupancy category I, condition I enclosed building, of dimensions 80 It by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2yProvide adequate drainage to prevent water ponding. 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 350 lb uplift atjoint 5 and 637 lb uplift at joint 2. 5) This truss has been designed for both TPI-85and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard J Job Truss Truss Type Qty Ply Worley, Masonic Lodge 48361 _ C3 ROOF TRUSS 1 1 t,namoers 1 cuss Ino., rori rleroe rl. J97oz-oYGO V.wc 3 rau ,o , aaa rvn—n MQU-1.65, arts. uo ai Z age -2-0-0 7-6-0 15-0-0 2-0-0 7-6-0 7-6-0 1-7-4 4x8 3x4 11 C3 0 OAv — u v 3x4 11 3x4= 3x4 = 7-6-0 15-0-0 116-7-4, 7-6-0 7-6-0 1-7-4 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) 0.06 8 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.13 2-8 >999 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.02 6 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) list LC LL Min I/de8 = 360 Weight: 98 lb LUMBER I BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 5-0-10 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 7-6-0 on center bracing. WE73S 2 X 4 SYP No.3 WEBS 1 Row at midpt 3-7 REACTIONS (lb/size) 6=596/0-3-8, 2=730/0\8-0 Max Horz2=503(load case 3) Max Uplift6=401(load case 3), 2=-487(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-1021, 3-4=-254, 4-5=-2, 5-6=100 BOT CHORD 2-8=872, 7-8=872, 6-7=169 WEBS 3-8=174, 3-7=-771, 4-7=418, 4-6=-742 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 401 lb uplift at joint 6 and 487 lb uplift at joint 2. 5) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type City Ply Masonic Lodge C 48361 . C1 ROOF TRUSS 1 1 �Wodey, anamoers i russ inc., ron r. ierce n. oaaao-ogto 11 . •,-- •. ­ . -2-0-0 5-6-0 11-0-0 16-7-4 2-0-0 5-6-0 5-6-0 5-7-4 0 JAi - 4x5 = 4x4 = 3x8 = 3x4 11 11-0-0 16-7--� 11-0-0 5-74 • LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Vdefi PLATES GRIP TCLL 20.0, Plates Increase 1.25 TC 0.65 Vert(LL) -0.04 2-7 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.35 2-7 >561 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) -0.02 6 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/deft = 360 Weight: 86 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 5-3-3 on center pudin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-8-14 on center bracing. W9BS 2 X 4 SYP No.3 - REACTIONS (lb/size) 6=596/0-3-8, 2=730/0-8-0 Max Horz2=394(load case 3) Max Uplift6=-364(load case 3), 2=-523(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-1026, 3-4=-628, 4-5=-522, 5-6=-571 BOT CHORD 2-7=912, 6-7=19 WEBS 3-7=-415, 4-7=-96, 5-7=666 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category, I, condition I enclosed building, of dimensions 80 ft by 60 It with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 364 lb uplift at joint 6 and 523 lb uplift at joint 2. 5) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard I Job Truss Truss Type Qty Ply Worley, Masonic Lodge. 48381 C2 ROOF TRUSS 1 1 L,namoers i russ inc., ron rierce n. vgaoz-ovco y.uvc s reu to i oao rvu I on u-u-n—, a -2-0-0 6-6-0 13-0-0 16-7-4 1 2-0-0 6-6-0 6-6-0 3-7-4 48 = 3X4 = ) 3x411 3x411 3x4= 3x4= 6-6-0 13-0-0 16-7-4 6-6-0 6-6-0 3-7-4 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.06 7-8 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.33 Vert(TL) 0.11 1-2 >247 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.02 6 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min l/defl = 360 Weight: 93 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 5-2-0 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 7-4-4 on center bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6=59610-3-8, 2=730/0-8-0 Max Horz2=448(load case 3) Max Uplift6=-381(load case 3), 2=-507(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-1070, 3-4=-423, 4-5=-3, 5-6=-53 BOT CHORD 2-8=924, 7-8=924, 6-7=335 WEBS 3-8=144; 3-7=-648, 4-7=357, 4-6=-619 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or .cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 381 lb uplift at joint 6 and 507 lb uplift at joint 2. 5) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard 011 Job Truss Truss Type Qty Ply Worley, Masonic Lodge 48361 - C4 ROOFTRUSS 2 1 cnamoers i russ inc., Tort Tierce ri. s4acrogw �.� -_ __.. -•-- __- . . -2-0-0 , 8-3-10 16-7-4 2-0-0 8-3-10 8-3-10 lC) 3x5 11 3x4 11 3x4= 8-3-10 16-7-4 8-3-10 8-3-10 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.08 2-7 >999 M20 2491190 TCDL 7.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.19 2-7 >999 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) -0.02 6 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/deft = 360 Weight: 82 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-11-1 on center pudin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 7-6-9 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4-6, 3-6 REACTIONS (lb/size) 6=605/0-3-8, 2=728/0-8-0 Max Horz2=554(load case 4) Max Uplift6=-452(load case 4), 2=-466(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-970, 3-4=-134, 4-5=-4, 4-6=-191 BOT CHORD 2-7=821, 6-7=821 WEBS 3-7=188, 3-6=-853 NOTES I This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) All plates are M20 plates unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 6 and 466 lb uplift at joint 2. 4) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Worley, Masonic Lodge 48361 - C5 ROOFTRUSS 10 1 l,namuers I russ inu., run riwuu n. ovaoc-oyco 8-3-10 10-4 1 8-3-10 8-3-10 0 0 3x6 = 3x411 6 5 3x411 3x4 = 8-3-10 16-74 8-3-10 8-3-10 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.20 1-6 >975 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.49 Vert(TL)' -0.24 1-6 >815 BCLL 0.0 Rep Stress Incr YES WB 0.49 Hcrz(TL) -0.02 5 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min Vdefl = 360 Weight: 79 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-7-13 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-8-4 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 3-5, 2-5 REACTIONS (lb/size) 1=601/0-8-0, 5=613/0-3-8 Max Horz1=459(load case 4) Max Upliftl=-240(load case 3), 5=-456(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-998, 2-3=-133, 3-4=-4, 3-5=-189 BOT CHORD 1-6=B50, 5-6=850 WEBS 2-6=202, 2-5=-886 NOTES 1) This truss has been designed for the wind load's generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) All plates are M20 plates unless otherwise indicated. 37 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 240 lb uplift at joint 1 and 456 lb uplift at joint 5. 4) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type City Ply Worley, Masonic Lodge 48361 D1 ROOF TRUSS 2 1 t.namoem i russ mu., ron r-mut: n. ovroc-oyco ,. . ,,,--- .,, __ ,.,-, -- _-.. _. -2-0-0 6-4-8 12-9-0 19-1-8 25-9-0 32-4-8 39-0-0 2-0-0 6-4-8 6-4-8 6-4-8 6-7-8 6-7-8 6-7-8 - I 5x6 = 3x4= 3x4= 3x411 3x8 = 12 11 10 V 3x4 = 3x8 = _ 3x4 = 3x4 = 9-6-12 19-1-8 29-0-12 39-0-0 9-6-12 9-6-12 9-1,14 9-114 ' LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates'Increase 1.25 TC 0.83 Vert(LL) 0.3211-12 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.43 11-12 >999 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.12 9 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/deft = 360 Weight: 226 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-9-5 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-0-1 on center bracing. WEBS 2 X 4 SYP N0.3 WEBS 1 Row at midpt 8-9. 4-11, 6-10 2 Rows at 1/3 pts 7-9 REACTIONS (lb/size) 9=1429/0-3-8, 2=1554/0-8-0 Max Horz2=615(load case 3) Max Uplift9=-849(load case 3), 2=-967(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-3093, 3-4=-2803, 4-5=-1967, 5-6=-1762, 6-7=-1312, 7-8=-29, 8-9=-160 BOT CHORD 2-12=2786. 11-12=2283, 10-11=1561, 9-10=979 VVEBS 3-12=-332, 4-12=473, 4-11 =-683, 5-11 =378, 6-11 =320, 6-1 0=-651, 7-1 0=870, 7-9=-1 512 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 849 lb uplift at joint 9 and 967 lb uplift at joint 2. 5) This truss has been designed for both TPI-85 and ANSI1TPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply i Worley, Masonic Lodge 48361 - D ROOF TRUSS 2 1 L,namoers 1 russ inc., ron rlerce r1. 34uoz-ovco 11.U-0L , reU 10 l ZIUV Nil I UK IIluullllub, 11IU. I uc lYlal — — I U.— Gum 1 V aqu I - 1-2-0-0 , 8-6-12 17-1-8 24-5-0 31-8-8 1 39-0-0 2-0-0 8-6-12 8-6-12 7-3-8 7-3-8 7-3-8 5x8 = 3x4 = 3x4= 3x411 3x8 = 11 10 9 8 3x411 3x8 = 3x4 = 3x5 = 8-6-12 17-1-8 28-0-12 39-0-0 8-6-12 8-6-12 10-11-4 10-11-4 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.29 10-11 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.46 9-10 >999 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.13 8 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min Udefl= 360 Weight: 213 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed. 4-7 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-2-11 on center bracing. BOT CHORD 2 X 4 SYP No.2ND WEBS 1 Row at midpt 7-8. 3-10 WEBS 2 X 4 SYP No.3 2 Rows at 1/3 pts 6-8 REACTIONS (lb/size) 8=1429/0-3-8, 2=1554/0-8-0 Max Horz2=561(load case 3) Max Uplift8=-839(load case 3), 2=-977(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-3040, 3-4=-2200, 4-5=-1953, 5-6=-1559, 6-7=-41, 7-8=-178 BOT CHORD 2-11=2721, 10-11=2721, 9-10=1819, 8-9=1184 WEBS 3-11=184,3-10=-840,4-10=381,5-10=190,5-9=-574,6-9=829,6-8=-1621 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 839 lb uplift at joint 8 and 977 lb uplift at joint 2. 5) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Worley, Masonic Lodge 48361 D2 ROOF TRUSS 2 1 L;namners I russ Inc., Ton Tierce rl. agaoz-o4za -2-0-0, 7-0-8 14-1-0 21-1-8 27-0-8 32-11-8 38-10-8 394-0 2-0-0 7-0-8 7-0-8 7-0-8 5-11-0 5-11-0 5-11-0 0-1-8 5x6 = 3x8 = 3x4 = 3x411 ir? 0 3x8 = 13 12 11 10 9 3x4 = 3x8 = 3x4 11 3x4 = 3x4 = 10-6-12 21-1-8 27-0-8 32-11-8 39-0-0 10-6-12 10-6-12 5-11-0 5-11-0 6-0-8 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.31 12-13 >999 M20 2491190 TCDL 7.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.52 12-13 >895 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.12 9 n/a - BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min Vdefl = 360 Weight: 248 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-6-11 on center puriin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 3-10-14 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4-12, 6-10, 8-9 2 Rows at 1/3 pts 7-9 REACTIONS (lb/size) 2=1554/0-8-0, 9=1429/0-3-8 Max Horz2=670(load case 3) Max Uplift2=-955(load case 3), 9=-861(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-3062, 3-4=-2736, 4-5=-1785, 5-6=-1583, 6-7=-834, 7-8=-15, 8-9=-142 BOT CHORD 2-13=2754, 12-13=2177. 11-12=1343, 10-11=1343, 9-10=834 WEBS 3-13=-381, 4-13=546, 4-12=-775, 5-12=301, 6-12=440, 6-11=93, 6-10=-915, 7-10=885, 7-9=-1478 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 It above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi -from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 955 lb uplift at joint 2 and 861 lb uplift at joint 9. 5) Tifis truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Worley, Masonic Lodge 48361 ' D3 ROOFTRUSS 2 11 cnamoers i russ inc., Ton Tierce ri. j4aoz-o4zs +.u-cz 5 reo io i aaa Ivu i uK uluubmub, mu. I uC mai zu — 1— 1 — 1, roue 1 r2-0-9 7-8-8 15-5-0 , 23-1-8 30-0-0 36-10-8 39-0-Q 2-0-0 7-8-8 7-8-8 7-8-8 6-10-8 6-10-8 2-1-8 CD 0 5x8 = 3x411 5 6 5x8 = 7 4x5 d) 3x8= 14 13 12 11 10 9 3x4 11 3x4 = 3x4 = 3x8 = 3x4 11 4x4 = 7-8-8 15-5-0 23-1-8 30-0-0 36-10-8 $9-0-9 7-8-8 7-8-8 7-8-8 6-10-8 6-10-8 2-1-8 Plate Offsets (X Y): [5:0-5-8 0-2-8] [7:0-5-8 0-2-8] [8:0-2-8,0-2-4] LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.3313-14 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.38 12-13 >999 BCLL 0.0 Rep'Stress Incr YES WB 0.81 Horz(TL) 0.11 9 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1 st LC LL Min Vdefl = 360 Weight: 264 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed, BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-1-8 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 3-13, 4-12, 5-11, 6-11, 7-11, 7-10, 8-9, 8-10 REACTIONS (lb/size) 2=1554/0-8-0, 9=1429/0-3-8 Max Horz2=717(load case 3) Max Uplift2=-955(load case 4), 9=-861(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-3080, 3-4=-2349, 4-5=-1600, 5-6=-1038, 6-7=-1038, 7-8=-336, 8-9=-1412 BOT CHORD 2-14=2762, 13-14=2762, 12-13=2095, 11-12=1412, 10-11=297, 9-10=7 WEBS 3-14=1 67, 3-13=-724, 4-13=438, 4-12=-899, 5-12=717, 5-11 =-646, 6-11 =-376, 7-11 =1 277, 7-1 0=-1 198, 8-1 0=1 322 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi - from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 955 lb uplift at joint 2 and 861 lb uplift at joint 9. 6) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard 9 Job Truss Truss Type Qty Ply Worley, Masonic Lodge 48361 D4 ROOF TRUSS 2 1 L,namoers i russ inc., ron r,euce n. owroz-oyca r2-0-9 84-8 16-9-0 25-1-8 30-0-0 34-10-8 , 39-0-0 2-0-0 8-4-8 8-4-8 8-4-8 4-10-8 4-10-8 4-1-8 5x6 = 3x4 = 5x6 = i- 3x8 = 13 12 11 10 9 3x411 3x4= 3x8= 3x8= 3x411 8-4-8 16-9-0 25-1-8 34-10-8 39-0-0 , 8-4-8 8-4-8 8-4-8 9-9-0 4-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates increase 1.25 TC 0.84 Vert(LL) 0.30 12-13 >999 M20 249/190 - TCDL 7.0 Lumber Increase 1.25 BC 0.79 Vert(TL)-0.3712-13 >999 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.12 9 n/a • BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/defl = 360 Weight: 257 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND *Except* TOP CHORD Sheathed or 2-7-1 on center purlin spacing, except end verticals. 1-5 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 4-1-13 on center bracing. BOT CHORD 2 X 4 SYP No.2ND WEBS 1 Row at midpt 3-12, 4-11, 6-11, 6-10, 7-10, 8-9, 8-10 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1554/0-8-0, 9=1429/0-3-8 Max Horz2=765(load case 3) Max Uplift2=-955(load case 4), 9=-861(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-3049, 3-4=-2239, 4-5=-1424, 5-6=-1232, 6-7=-520, 7-8=-598, 8-9=-1410 BOT CHORD 2-13=2729, 12-13=2729, 11-12=1987, 10-11=925, 9-10=5 WEBS 3-13=186, 3-12=-805, 4-12=473, 4-11=-982, 5-11=132, 6-11=747, 6-10=-988, 7-10=-50, 8-10=1219 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 955 lb uplift at joint 2 and 861 lb uplift at joint 9. 6) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Worley, Masonic Lodge 48361 D5 ROOF TRUSS 2 1 Gnamoers i russ inc., run rierce n. owaoc-ovco I-- a — ,o iaaa rvu i. a—.11 v., — v o r2-0-Q 6-9-6 13-6-12 20-4-2 27-1-8 32-10-8 39-0-0 r 2-0-0 6-9-6 6-9-6 6-9-6 6-9-6 5-9-0 6-1-8 5x6 = 5x8 = 6 7 3x8= 13 12 11 10 9 3x4= 3x4= 3x8= 3x4= 3x411 9-0-8 18-1-0 27-1-8 32-10-8_ 39-0-0 9-0-8 9-0-8 9-0-8 5-9-0 6-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (Ioc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.3212-13 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.40 12-13 >999 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.10 9 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/defl = 360 Weight: 257 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-8-2 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-0-6 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 5-11, 7-11, 7-10, 8-10 2 Rows at 1/3 pts 8-9 REACTIONS (lb/size) 2=1554/0-8-0, 9=1429/0-3-8 Max Horz2=812(load case 3) Max Upli t2=-955(load case 4), 9=-861(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-3087, 3-4=-2851, 4-5=2044, 5-6=-1203, 6-7=-1044, 7-8=-780, B-9=-1365 BOT CHORD 2-13=2777, 12-13=2217, 11-12=1640, 10-11=656. 9-10=17 WEBS 3-13=-328,4-13=560,4-12=-635,5-12=709,5-11=-946,6-11=101, 7-11=877,7-10=-835, B-10=1140 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead, load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 955 lb uplift at joint 2 and 861 lb uplift at joint 9. 6) This truss has been designed for both TPI-85 and'ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type Qly Ply Worley, Masonic Lodge 48301 ' D6 ROOFTRUSS 2 1 unamoers I russ Inc., run rlerce rl. 04yo4-ogLJ Y.uvc a rcu i o iaac rvu i cn uiuumnca, uw. i uc mai c� w. w.u� avv , , oy� , �2-0-Q 7-3-6 14-6-12 21-10-2 29-1-8 3Q-10r8 39-0-0 2-0-0 7-3-6 7-3-6 7-3-6 7-3-6 1-9-0 8-1-8 5x10 = 54 = 6 7 axis — 13 12 11 10 9 3x4 = 3x4 = 3x8 = 3x4 11 3x4 = 9-8-8 9-8-8 19-5-0 9-8-8 29-1-8 30-10r8 '39-0-0 r 9-8-8 1-9-0 8-1-8 Plate Offsets (X,Y): [6:0-3-0,0-2-4), [7:0-7-0,0-2-4), [8:edge 0-2-8) LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.32 12-13 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.43 11-12 >999 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.10 9 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min Vdefi = 360 Weight: 266 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 2-5-10 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-0-4 on center bracing. WEBS 1 Row at midpt 7-11. 7-10. 8-10 2 Rows at 1/3 pts 5-11, 8-9 REACTIONS (lb/size) 2=1554/0-8-0, 9=1429/0-3-8 Max Horz2=860(load case 3) Max Uplift2=-955(load case 4), 9=-861(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-3063, 3-4=-2807, 4-5=-1926, 5-6=-1019, 6-7=-868, 7-8=-927, 8-9=-1348 BOT CHORD 2-13=2753, 12-13=2136, 11-12=1514, 10-11=775, 9-10=31 WEBS 3-13=-363,4-13=616,4-12=-684,5-12=763,5-11=-1027,6-11=196,7-11=717,7-10=-725,8-10=1112 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) Frrovide mechanical connection (by others) of truss to bearing plate capable of withstanding 955 lb uplift at joint 2 and 861 lb uplift at joint 9. 6) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type City Ply Worley, Masonic Lodge 48381 - D7 ROOFTRUSS 10 1 GnamDers I cuss Inc., tort Fierce m. 3Mb/-b4ZJ 4.uro[ s reo 7 o , wva wa i m uwusmea, un:. i uc rviai cu uv. 1—v — , rayc 1 T2-0-9 7-6-0 15-0-0 22-6-0 30-0-0 34-6-0 , 39-0-0 , 2-0-0 7-6-0 7-6-0 7-6-0 7-6-0 4-6-0 4-6-0 C) 0 5x6= ' 6 lL l I lu 3x4= 3x4= 3x83x4= 9-9-0 19-6-0 30-0-0 39-0-0 9-9-0 9-9-0 10-6-0 9-0-0 In LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Udefl PLATES GRIP - TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.31 11-12 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.42 2-12 >999 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.11 9 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min Udefl = 360 Weight: 249 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 2-4-1 on center pudin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-0-6 on center bracing. WEBS 1 Row at midpt 7-10, 8-9 2 Rows at 1/3 pts 5-10, 7-9 REACTIONS (lb/size) 2=1554/0-8-0, 9=1429/0-3-8 Max Horz2=880(load case 3) Max Uplift2=-955(load case 4), 9=-861(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-3055, 3-4=-2810, 4-5=-1917, 5-6=-956, 6-7=-911, 7-8=-62, 8-9=-124 BOT CHORD 2-12=2744, 11-12=2101, 10-11=1454, 9-10=512 WEBS 3-12=-371, 4-12=655, 4-11=-692, 5-11=803, 5-10=-1037, 6-10=326, 7-10=751, 7-9=-1324 NOTES 1) This truss has been checked for unbalanced loading conditions. ` 2) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 955 lb uplift at joint 2 and 861 lb uplift at joint 9. 5) This truss has been designed for both TPI-85 and ANSVTPI 1-1995 plating criteria. Y LOAD CASE(S) Standard r Job Truss Truss Type Qty Ply Worley, Masonic Lodge 48361 D8 ROOF TRUSS 1 1 L,namuers i rubs mc., run rierue n. ovaorovz� .. I. ... ... -- _ .. _..- --- . . — . -2-0-0 7-6-12 15-1-8 23-2-12 31-2-4 39-0-0 2-0-0 7-6-12 7-6-12 8-1-4 7-11-8 7-9-12 5x10 = 3x4 11 3x8 = 3x4 11 3x8:::-- 12 11 10 9 8 3x4 11 3x4 = 3x8 = 3x4 11 3x4 = 7-6-12 15-1-8 23-2-12 31-2-4 39-0-0 7-6-12 7-6-12 8-1-4 7-11-8 7-9-12 LOADING (psq SPACING 2-0-0 CSI DEFL (in) (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.3211-12 >999 M20 2491190 TCDL 7.0 Lumber Increase 1.25 BC 0.76 Vert(TL)-0.3910-11 >999 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.13 8 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min Vdefl = 360 Weight: 217 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-3-11 on center pudin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-3-0 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 7-8. 3-11 2 Rows at 1/3 pts 6-8 REACTIONS (lb/size) 8=1429/0-3-8, 2=1554/0-8-0 Max Horz2=506(load case 3) Max UpliftB=-829(load case 3), 2=-987(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-3085, 3-4=-2366, 4-5=-2155, 5-6=-2154, 6-7=-41, 7-8=-190 SOT CHORD 2-12=2767, 11-12=2767, 10-11=2123. 9-10=1445, 8-9=1445 WEBS 3-12=164, 3-11=-708, 4-11=428, 4-10=40, 5-10=431, 6-10=908, 6-9=155,,6-8=-1822 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psftop chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 829 lb uplift at joint 8 and 987lb uplift at joint 2. 5) Ais truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type city Ply Worley, Masonic Lodge 48361 ' E . ROOF TRUSS 1 1 cnamoers i russ inc., ron rierce ri. -2-0-0 7-6-0 15-0-0 21-3-8 1 2-0-0 7-6-0 7-6-0 6-3-8 48 = 3x411 3x4 11 3x4 = 3x4 = 7-6-0 15-0-0 21-3-8 7-6-0 7-6-0 6-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) l/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) 0.09 7-8 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.15 2-8 >999 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.04 6 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1 st LC LL Min Vdefl = 360 Weight: 115 lb LUMBER — BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-1-11 on center pudin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-2-12 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 5-6, 3-7, 4-6 REACTIONS (lb/size) 6=771/0-3-8, 2=902/0-8-0 Max Horz2=503(load case 3) Max Uplift6=-484(load case 3), 2=-598(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-1450, 3-4=-699, 4-5=-22, 5-6=-142 BOT CHORD 2-8=1266, 7-8=1266, 6-7=581 WEBS 3-8=171, 3-7=-751, 4-7=424, 4-6=-801 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 It above ground level, using 7.0 prsf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind., The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding., 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 484 lb uplift at joint 6 and 598 lb uplift at joint 2. 5) phis truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Worley, Masonic Lodge 48361 - E1 ROOFTRUSS 1 1 cnamuers I russ Inc., Ton Tierce m. s4vvz-e4za '+.c-az s reu 10 1 ___ IVII I CM1 8-6-0 17-0-0 , 21-3-8 1 2-0-0 8-6-0 8-6-0 4-3-8 4x8 = 3x411 Jx-F - O / U 3x4 11 3x4 = 3x4 = 8-6-0 17-0-0 21-3-8 8-6-0 8-6-0 4-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.11 2-8 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 Be 0.55 Vert(TL) -0.23 2-8 >999 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) -0.04 6 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/defl = 360 Weight: 119 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3-10-4 on center pudin spacing, except end verticals BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-3-4 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 5-6, 3-7 REACTIONS (lb/size) 6=77110-3-8, 2=90210-8-0 Max Horz2=557(load case 3) Max Uplift6=-501(load case 3), 2=-581(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=1402, 3-4=-524, 4-5=-1, 5-6=-53 BOT CHORD 2-8=1216, 7-8=1216, 6-7=407 WEBS 3-8=201, 3-7=-886, 4-7=476, 4-6=-806 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 It with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2j Provide adequate drainage to prevent water ponding. 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 501 lb uplift at joint 6 and 581 lb uplift at joint 2. 5) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type City Ply Worley, Masonic Lodge 48361 E2 ROOFTRUSS 2 1 u namoers i russ inc., ron rierce ri. ovaoc-oyco 1-2-0-0 , 6-4-0 12-8-0 19-0-0 1 21-3-8 1 2-0-0 64-0 6-4-0 6-4-0 2-3-8 4x5 = 4x4 = 3x4= y o r 3x4 = 3x8 = 3x4 11 9-6-0 9-6-0 19-0-0 9-6-0 21-3-8 2-3-8 Plate Offsets (X Y): [5:0-2-8 0-2-4] [6:0-1-12 0-2-4] LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) 0.09 8-9- >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.60 Ved(TL) -0.21 2-9 >999 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) -0.03 7 n/a - BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min Vdefl = 360 Weight: 130 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7=771/0-3-8, 2=90210-8-0 Max Horz2=612(load case 3) Max Uplift7=-521(load case 3), 2=-561(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-1461, 3-4=-1162, 4-5=-294, 5-6=-204, 6-7=-803 BOT CHORD 2-9=1289, 8-9=756, 7-8=1 WEBS 3-9=-354, 4-9=498, 4-6=-710, 5-8=-193, 6-8=830 BRACING TOP CHORD Sheathed or 4-4-3 on center puriin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-9-10 on center bracing. WEBS 1 Row at midpt 6-7, 4-8 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 it above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or • cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 521 lb uplift at joint 7 and 561 lb uplift at joint 2. 5) This truss has been designed for both TPI-85 and ANSI/TPI 1-1996 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Worley, Masonic Lodge 483M E3 ROOFTRUSS 2 1 Vnamoers i russ inc., ron rierce n. ogaoo-owzo -2-0-0 , 7-0-0 14-0-0 21-0-0 210-8 2-0-0 7-0-0 7-0-0 7-0-0 0-3-8 oi CD O 3x4 3X4 = / a 3x4 = 3x4 = w IM O 10-7-12 10-7-12 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC .0.67 Vert(LL) 0.08 2-7 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.31 2-7 >803 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) -0.03 6 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/deft = 360 Weight: 112 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No:2ND TOP CHORD Sheathed or 4-2-10 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 5-9-7 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 5-6, 4-6 REACTIONS (lb/size) 6=771/0-3-8, 2=902/0-8-0 Max Horz2=670(load case 3) Max Uplift6=-544(load case 3), 2=-538(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-1418, 3-4=-1074, 4-5=36, 5-6=-165 BOT CHORD 2-7=1246, 6-7=650 WEBS 3-7=-405, 4-7=552, 4-6=-803 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 It above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) All plates are M20 plates unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 544 lb uplift at joint 6 and 538 lb uplift at joint 2. 4) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type City Ply Worley, Masonic Lodge 48361 E4 ROOF TRUSS 18 1 cnamoers i russ inc., ron rierce ri. svaoc-owco v.uvc s rnu 10 1... mi a < oy� -2-0-0 , 7-1-3 14-2-5 , 21-3-8 2-0-0 7-1-3 7-1-3 7-1-3 3x411 3x4 = 8 3x4 = 3x4 = 10-7-12 10-7-12 21-3-8 10-7-12 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.08 2-8 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.32 2-8 >793 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) -0.03 7 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/deft = 360 Weight: 112 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-2-10 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 5-9-13 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 5-7, 4-7 REACTIONS (lb/size) 7=78010-3-8, 2=900/0-8-0 Max Horz2=682(load case 4) Max Uplift7=-579(load case 4), 2=-533(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-1409, 3-4=-1068, 4-5=35, 5-6=-4, 5-7=-169 BOT CHORD 2-8=1237, 7-8=625 WEBS 3-8=-410, 4-8=569, 4-7=-789 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 It above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 It with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) All plates are M20 plates unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 579 lb uplift at joint 7 and 533 lb uplift at joint 2. 4) This truss has been designed for botLi TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Masonic Lodge 48361 F ROOF TRUSS 2 1 �Wodey, L,namoers i russ inc., ran rierce ri. Jvaoz-u izj r CD 0 v.V-Jc J rcu I. IJDD lulu 11IV. I uc Iv— — . , , oy� -2-0-0 8-0-0 16-0-0 18-0-0 2-0-0 8-0-0 8-0-0 2-0-0 48 = 3x4 11 Io 8-0-0 16-0-0 8-0-0 8-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) l/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.10 2-6 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.47 Vert(TL) 0.19 1-2 >136 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.02 4 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/defl = 360 Weight: 61 lb LUMBER 'BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 5-2-5 on center pudin spacing. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=700/0-8-0, 4=700/0-8-0 Max Horz2=240(load case 3) Max Uplift2=-537(load case 4), 4=-537(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-927, 3-4=-927, 4-5=42 BOT CHORD 2-6=783, 4-6=783 WEBS 3-6=203 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 537 lb uplift at joint 2 and 537 lb uplift at joint 4. 5) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Masonic Lodge ° 48361 GRA ROOF TRUSS 1 1 �Worley, cnamoers i russ inc., ron rimce ri. waoz-oyto .,,, ,, , �. , ..- -1 -2-0-0 , 7-0-0 i 9-0-0 16-0-0 1 18-0-0 1 2-0-0 7-0-0 2-0-0 7-0-0 2-0-0 Y 0 0 4x8 = 4x6 = 3x4 11 3x4= IC) 0 7-0-0 9-0-0 16-0-0 7-0-0 2-0-0 7-0-0 Plate Offsets (X Y): [3:0-5-4 0-2-4] [4:0-3-0 0-2-4] LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) 0.16 7-8 >999 M20 249/190 TCOL 7.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.17 2-8 >999 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) -0.06 5 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min Vdefl = 360 Weight: 69 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3-2-10 on center pudin spacing. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-7-6 on center bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1163/0-8-0. 5=116310-8-0 Max Horz2=216(load case 3) Max Uplift2=-1072(load case 4), 5=-1072(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-2100, 3-4=-1876, 4-5=-2101, 5-6=42 BOT CHORD 2-8=1862, 7-8=1874, 5-7=1863 WEBS 3-8=255, 3-7=3, 4-7=256 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 17 it above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 It by 60 It with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Except as shown below, special connection(s) required to support concentrated load(s). Design of connection(s) is delegated to the building designer. 4) Provide adequate drainage to prevent water ponding. 5) All plates are M20 plates unless otherwise indicated. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1072 lb uplift at joint 2 and 1072 lb uplift at joint 5. 7) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54.0, 2-3=-54.0, 3-4=-54.0, 4-5=-54.0, 5-6=-54.0, 2-8=-20.0, 7-8=-20.0, 5-7=-20.0 Concentrated Loads (lb) Vert: 3=-305 4=-305 8=-158 7=-158 Job Truss Truss Type City Ply Worley, Masonic Lodge 48361 GRB ROOF TRUSS 1 1 Vnamoers i russ inc., run rien:e n. aysoc-ovco 7-0-0 11-11-6 16-7-4 2-0-0 7-0-0 4-11-6 4-7-14 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code SBC/SBCCI 4x8 = 3x4 11 7-0-0 11-11-6 7-0-0 4-11-6 CSI DEFL (in) (loc) I/defl TC 0.91 Vert(LL) 0.15 7-8. >999 BC 0.57 Vert(TL) -0.15 2-8 >999 WB 0.75 Horz(TL) -0.05 6 n/a (Matrix) 1st LC LL Min I/defl = 360 3x5 I I 4x6 = 3x8 = 3x4 11 16-7-4 4-7-14 PLATES GRIP M20 249/190 Weight: 81 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND *Except* TOP CHORD Sheathed or 3-3-11 on center pudin spacing, except end verticals. 3-5 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 4-4-4 on center bracing. BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6=1251/0-3-8, 2=1167/0-8-0 Max Horz2=285(load case 3) Max Uplift6=-1048(load case 3), 2=-1039(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-2132, 3-9=-1516, 9-10=-1515, 4-10=-1515, 4-11=-1515, 11-12=-1515, 5-12=-1515, 5-6=-1156 BOT CHORD 2-8=1895, 8-13=1911, 13-14=1911, 7-14=1911, 7-15=75, 15-16=75, 6-16=75 WEBS 3-8=329, 3-7=-461, 4-7=-520, 5-7=1723 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi • from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Except as shown below, special connection(s) required to support concentrated load(s). Design of connection(s) is delegated to the building designer. 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1048 lb uplift at joint 6 and 1039 lb uplift at joint 2. 6) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54.0, 2-3=-54.0, 3-9=-54.0, 9-10=-54.0, 4-10=-54.0, 4-11=-54.0, 11-12=-54.0, 5-12=-54.0, 2-8=-20.0, 8-13=-20.0, 13-14=-20.0, 7-14=-20.0, 7-15=-20.0, 15-16=-20.0, 6-16=-20.0 Concentrated Loads (lb) Vert: 3=-305 8=-158 9=-110 10=-110 11=-110 12=-110 13=-47 14=-47 15=-47 16=-47 Job Truss Truss Type Qty Ply Worley, Masonic Lodge 48361 GRC ROOF TRUSS 2 1 Chambers Truss Inc., Fort Pierce FI.34982-6423 4.0-32 s Feb 18 1999 MiTek Industries, Inc. Tue Mar 20 06:11:01 2001 Page 1 -2-0-0 7-0-0 14-10-10 2-0-0 7-0-0 7-10-10 4x811 3x4 11 3x6 = 7-0-0 14-10-10 r � 7-0-0 7-10-10 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.13 6 >999 M20 2491190 TCDL 7.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.18 5-6 >997 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) -0.05 5 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/defl = 360 Weight: 68 lb LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Sheathed or 4-3-12 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-4-4 on center bracing. WEBS 2 X 4 SYP No.3 `Except' WEBS 1 Row at midpt 3-5 4-5 2 X 4 SYP SS REACTIONS (lb/size) 5=1103/0-3-8, 2=1031/0-8-0 Max Horz2=285(load case 3) Max Uplift5=-926(load case 3), 2=-923(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-1851, 3-7=-251, 7-8=-251, 8-9=-251, 4-9=251, 4-5=-395 B.OT CHORD 2-6=1648, 6-10=1666, 10-11=1666, 11-12=1666, 5-12=1666 WEBS 3-6=365, 3-5=-1514 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Except as shown below, special connection(s) required to support concentrated load(s). Design of connection(s) is delegated to the building designer. 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) Isrovide mechanical connection (by others) of truss to bearing plate capable of withstanding 926 lb uplift at joint 5 and 923 lb uplift at joint 2. 6) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard 1) f3egular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54.0, 2-3=-54.0, 3-7=-54.0, 7-8=54.0, 8-9=-54.0, 4-9=-54.0, 2-6=-20.0, 6-10=-20.0, 10-11=-20.0, 11-12=-20.0, 5-12=-20.0 Concentrated Loads (lb) Vert: 3=-305 6=-158 7=-110 8=-110 9=-110 10=-47 11=-47 12=-47 Job Truss Truss Type City Ply Worley, Masonic Lodge 48361 GRID ROOF TRUSS 1 1 Chambers Truss Inc., Fort Pierce FI.34982-6423 4.0-32 s Feb 18 1999 MTek Industries, Inc. Tue Mar 20 06:11:04 2001 Page 1 -2-0-0 7-0-0 12-8-11 18-1-14 2-0-0 0 7-0-0 7-0-0 4x8 = 3x411 5-8-11 5-8-11 5-5-3 3x511 5x6= 3x8 = 18-1-14 5-5-3 3x411 - LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.20 7-8 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.18 7-8 >999 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) -0.06 6 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min Vdefl = 360 Weight: 87 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND *Except* TOP CHORD Sheathed or 3-0-12 on center pudin spacing, except end verticals. - 3-5 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 4-0-0 on center bracing. BOT CHORD 2 X 4 SYP No.2ND WEBS 1 Row at midpt 5-7 WEBS 2 X 4 SYP No.3 *Except* 5-6 2 X 4 SYP No.2ND REACTIONS (lb/size) 6=1401/0-3-8, 2=1289/0-8-0 Max Horz2=285(load case 3) Max Uplift6=-1175(load case 3), 2=-1141(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-2450, 3-9=-1902, 9-10=-1902, 4-10=-1902, 4-11=-1902, 11-12=-1902, 12-13=-1902, 5-13=-1902, 5-6=-1280 BOT CHORD 2-8=2188, 8-14=2205, 14-15=2205, 7-15=2205, 7-16=103, 16-17=103, 17-18=103, 6-18=103 WEBS 3-8=342, 3-7=-341, 4-7=-621, 5-7=2062 NOTES 1) This truss has been designed for the wind loads generated by'110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Except as shown below, special connection(s) required to support concentrated load(s). Design of connection(s) is delegated to the building designer. 3) Provide adequate drainage to prevent water ponding. 4) A plates are M20 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1175 lb uplift at joint 6 and 1141 lb uplift at joint 2. 6) This truss has been designed for both TPI-85 and ANSIrrPI 1-1995 plating criteria. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Ufliform Loads (plf) Vert: 1-2=-54.0, 2-3=-54.0, 3-9=-54.0, 9-10=-54.0, 4-10=-54.0, 4-11=-54.0, 11-12=-54.0, 12-13=-54.0, 5-13=-54.0, 2-8=-20.0, 8-14=-20.0, 14-15=-20.0, 7-15=-20.0, 7-16=-20.0, 16-17=-20.0, 17-18=-20.0, 6-18=-20.0 Concentrated Loads (lb) Vert: 3=-305 8=-158 9=-110 10=-110 11=-110 12=-110 13=-110 14=47 15=47 16=47 17=-47 18=47 Job Truss Truss Type Qty Ply Worley, Masonic Lodge 483t91 H ROOF TRUSS 1 1 unamOers 1 russ Inc., ruli rlerce rl. o-+uo4-OY4J Y.VVL J rOV IV IJ�J IYIIIOn IIIV uau, , w. , Vo �rm� cv vim., i.v� w�, , any.. , -2-0-0 4-6-0 9-0-0 13-6-15 18-1-14 1 2-0-0 4-6-0 4-6-0 J 4-6-15 4-6-15 4x4 = 3x4 = 3x4 11 4 5 6 5.00 12 3x4 3 2 01 8 3x8= 3x4= 9-0-0 18-1-V 9-0-0 9-1-14 LOADING (psi) SPACING 2-0-0 CSI DEFL (in) (]cc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) 0.06 7-8 >999 M20 249/190 TCDL , 7.0 Lumber Increase 1.25 BC 0.50 Vert(TL) 0.16 1-2 >164 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.02 7 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min Vdefl = 360 Weight: 93 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 5-0-2 on center pudin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-6-11 on center bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7=654/0-3-8, 2=787/0-8-0 , Max Horz2=339(load case 3) Max Uplift7=-381(load case 3), 2=571(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=1239, 3-4=933, 4-5=-821, 5-6=-46, 6-7=116 BOT CHORD 2-8=1098, 7-8=575 WEBS 3-8=-300, 4-8=83, 5-8=323. 5-7=-697 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 It above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 It by 60 It with exposure C ASCE'7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 381 lb uplift at joint 7 and 571 lb uplift at joint 2. 5) This truss has been designed for both TPI-85 and ANSI/fPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Worley, Masonic Lodge 48301 H1 ROOFTRUSS 1 1 L;namoers truss inc., ron rierce ri. s reu io 1 V V. rvn I on 11IU-9I-, -2-0-0 5-6-0 11-0-0 18-1-14 2-0-0 5-6-0 5-6-0 7-1-14 0 _- o axo = 4x6 = 4x5= 3x8 = 3x4 11 11-0-0 18-1-14 11-0-0 7-1-14 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.05 7 >999 i M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Ved(TL) -0.36 2-7 >594 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) -0.02 6 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/defl = 360 Weight: 92 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-11-1 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-4-13 on center bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6=654/0-3-8, 2=787/0-8-0 Max Horz2=394(load case 3) Max Uplift6=-394(load case 3), 2=-558(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-1161, 3-4=-781, 4-5=-667, 5-6=-601 BOT CHORD 2-7=1035, 6-7=45 WEBS 3-7=-391, 4-7=83, 5-7=751 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 It above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 It by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 394 lb uplift at joint 6 and 558 lb uplift at joint 2. 5) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Worley, Masonic Lodge 48361 H2 ROOF TRUSS 1 1 1,namoers i russ inc., run rieicn n. oyooc-ovco +.� +� rcu i •, ���.,, .,�, -- -- • • -o_ . -2-0-0 6-6-0 13-0-0 18-1-14 2-0-0 6-6-0 6-6-0 5-1-14 4x8 = 3x4 11 3X4 = - - 3x4 11 3x4 = 3x4 = 6-6-0 13-0-0 18-1-14 --� 6-6-0 6-6-0 5-1-14 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.07 7-8 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.35 Vert(TL) 0.11 1-2 >251 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.03 6_ n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min Vdefl = 360. Weight: 99 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-10-1 on center pudin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-10-12 on center bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6=654/0-3-8, 2=78710-8-0 • Max Horz2=448(load case 3) Max Uplift6=410(load case 3), 2=-542(load case 3) ti FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-1210, 3-4=-571, 4-5=-15, 5-6=-112 BOT CHORD 2-8=1053, 7-8=1053, 6-7=473 WEBS 3-8=143, 3-7=-637, 4-7=361, 4-6=-677 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 It with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 410 lb uplift at joint 6 and 542 lb uplift at joint 2. 5) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard 0 Job Truss Truss Type City Ply Worley, Masonic Lodge 48361 H3 ROOF TRUSS 1 1 Vnamoers i russ inc., run rierce ri. ovvot-ovco -2-0-0 7-6-0 15-0-0 1 18-1-14 1 2-0-0 7-6-0 7-6-0 3-1-14 4x8 = o 3x411 3x411 3x4 = 3x4 = 7-6-0 15-0-0 18-1-14 7-6-0 7-6-0 3-1-14 Plate Offsets (X Y): 14:0-5-4 0-2-4) LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) 0.07 8 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.13 2-8 >999 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.03 6 n/a BCDL 10.0 Code • SBC/SBCCI (Matrix) 1st LC ILL Min Vdefl = 360 Weight: 103 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6=654/0-3-8, 2=787/0-8-0 Max Horz2=503(load case 3) Max Uplift6=-428(load case 3), 2=-525(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-1164, 3-4=-399, 4-5=1, 5-6=-15 BOT CHORD 2-8=1004, 7-8=1004, 6-7=302 VyEBS 3-8=173, 3-7=-770, 4-7=416, 4-6=-702 BRACING TOP CHORD Sheathed or 4-8-9 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-11-11 on center bracing. WEBS 1 Row at midpt 5-6, 3-7 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 It above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 428 lb uplift at joint 6 and 525 lb uplift at joint 2. 5) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Worley, Masonic Lodge 483G1 H4 ROOF TRUSS 1 1 r;namoers i russ inc., ron vierce r-i. aaaoz-wizc CD 0 •1.u-az a rum 1 o iv— Iva 1 wa Oluu—iva, ua.. -2-0-0 8-6-0 17-0-0 V-1-1 i ,4 2-0-0 8-6-0 8-6-0 1-1-14 4x8 = 3x4 11 3X4= o / O 3x4 11 3x4 3x4 = 8-6-0 17-0-0 1,6-1-1,, 8-6-0 8-6-0 1-1-14 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.09 2-8 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.21 2-8 >999 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) -0.03 6 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/defl = 360 Weight: 108 lb LUMBER BRACING 1 TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-5-7 on center pudin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 7-1-1 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 3-7 REACTIONS (lb/size) 6=654/0-3-8, 2=787/0-8-0 Max Horz2=557(load case 3) Max Uplift6=-448(load case 3), 2=-504(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-1111, 3-4=-229, 4-5=-10, 5-6=212 BOT CHORD 2-8=948, 7-8=948, 6-7=136 WEBS 3-8=203, 3-7=-890, 4-7=467, 4-6=-908 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mil from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 It with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 lb uplift at joint 6 and 504 lb uplift at joint 2. 5) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Worley, Masonic Lodge 48361 H5 ROOF TRUSS 1 1 onamoers I russ inc., rOn merce rl. I... -.. a .. .." ... ".. uv r -2-0-0 9-0-15 18-1-14 2-0-0 9-0-15 9-0-15 3x511 JX4 - f U 3x4 11 3x4= 9-0-15 18-1-14 __ 1 9-0-15 9-0-15 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) 0.14 2-7 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.27 2-7 >778 BCL0.0 Rep Stress Incr YES WB 0.63 Horz(TL) -0.03 6 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/defl = 360 Weight: 90 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 4-3-1` on center pudin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 7-0-12 on center bracing. WEBS 2 X 4 SYP N0.3 WEBS 1 Row at midpt 4-6, 3-6 REACTIONS (lb/size) 6=663/0-3-8, 2=785/0-8-0 Max Horz2=596(load case 4) _ Max Uplift6=-494(load case 4), 2=-488(load case 3) f FORCES (lb) - First Load Case Only . TOP CHORD 1-2=42, 2-3=-1072, 3-4=-147, 4-5=-4, 4-6=-208 BOT CHORD 2-7=909, 6-7=909 WEBS 3-7=209, 3-6=-944 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 It by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) All plates are M20 plates unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 494 lb uplift at joint 6 and 488 lb uplift at joint 2. 4) This truss has been designed for both TPI-85 and ANSI/fPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply Worley, Masonic Lodge 48361 JC1 ROOF TRUSS 12 1 cnamoers truss inc., ron riume n. ogaoL-oYLo Y.VVL O rGV I V iJ� IV,1 c IlwVau, w. , uc rvm, cv vv. , ry -- 1 2-0-0 1-0-0 1-0-0 1-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deb PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) n/a - n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.00 Vert(TL) 0.11 1-2 >241 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/deli = 360 Weight: 6 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed. BOT,CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing REACTIONS (lb/size) 3= 107/0-1-8, 2=281/0-8-0, 4=9/0-3-8 Max Horz2=120(load case 4) Max Uplift3=-107(load case 1), 2=-492(load case 4) Max Grav3=278(load case 3), 2=281(load case 1), 4=9(load case 1) - FORCES (lb) - First Load Case Only TOP CHORD 1-2=41, 2-3=-68 BOT CHORD 2-4=0 NOTES 11 This truss has been designed for the wind loads generated by 110 mph winds at 17 It above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) All plates are M20 plates unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 3 and 492 lb uplift at joint 2. 5) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard v Job Truss - Truss Type City Ply Worley, Masonic Lodge 48369 - JC3 ROOF TRUSS 12 1 Gnamoers i Russ inc., ron coerce r1.:14VUZ-b4Z3 4.u-az b ruu 10 1 W VU IVII 1 CK 111UUbL11Ub, IIIU. 1 UC IVIGI Lu u0. 1 1. 1 u —v 1 rayc 1 -2-0-0 3-0-0 2-0-0 3-0-0 1 3-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) n/a - n/a M20 249/190 r TCDL 7.0 Lumber Increase 1.25 BC 0.04 Vert(TL) 0.21 1-2 >127 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min Vdefl = 360 Weight: 13 lb LUMBER BRACING TOP. CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. REACTIONS (lb/size) 3=28/0-1-8, 2=268/0-8-0, 4=27/0-3-8 Max Horz2=173(load case 4) Max Uplift3=-50(load case 2), 2=-348(load case 4) Max Grav3=103(load case 3), 2=268(load case 1), 4=27(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-50 BOT CHORD 2-4=0 NOTES l iThis truss has been designed for the wind loads generated by 110 mph winds at 17 It above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 It by 60 It with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) All plates are M20 plates unless otherwise indicated. 3}Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 3 and 348 lb uplift at joint 2. 5) This truss has been designed for both TPI-85 and ANSUTPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Worley, Masonic Lodge 48361 JC5 ROOF TRUSS 12 1 L;namoers i russ inc., ton tierce ri. svaa�-ogco -2-0-( 2-0-0 I-- , — 10 I— IYII I on III.aII , — — — cv vv. • ,..-y.- 5-0-0 5-0-0 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) n/a - n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.11 Vert(TL) 0.31 1-2 >85 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Cade SBC/SBCCI (Matrix) 1 st LC LL Min I/deft = 360 Weight: 19 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. REACTIONS (lb/size) 3=10210-1-8, 2=323/0-8-0, 4=47/0-3-8 Max Horz2=228(load case 4) Max Uplift3=-130(load case 2), 2=-338(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=30 BOT CHORD 2-4=0 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi - from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) All plates are M20 plates unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 3. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 3 and 338 lb uplift at joint 2. 5) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type city Ply Worley, Masonic Lodge 48361 JE7 ROOF TRUSS 21 1 L;namoers i russ inc., Ton Tierce r-i. aaanz-o4za -2-0-0 1 2-0-0 7-0-0 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) n/a - n/a M20 249/190 TCDL 7.0 Lumber Increase 1.26 BC 0.23 Vert(TL) 0.42 1-2 >63 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st,LC LL Min Vdefl = 360 Weight: 25 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 on center pudin spacing. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. REACTIONS (lb/size) 3=164/0-1-8, 2=389/0-8-0, 4=67/0-3-8 Max Horz2=282(load case 4) Max Uplift3=-199(load case 2), 2=-352(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=50 BOT CHORD 2-4=0 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 It above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi 'from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) All plates are M20 plates unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 3. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb uplift at joint 3 and 352 lb uplift at joint 2. 5) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard a Job Truss Truss Type Qty Ply Worley, Masonic Lodge 48361 KJ7 ROOF TRUSS 6 1 1 P 1 Chambers Truss Inc., Fort Pierce FI. 34982-6423 4.0-32 s Feb 18 1999 MiTek Industries, Inc. Tue Mar 20 06.11.24 2001 age -2-9-15 7-0-0 9-10-13 2-9-15 7-0-0 2-10-13 7-0-0 9-10-1 9-1 Q-13 7-0-0 2-10-1 0-0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) 1deti PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) 0.03 2-6 >999 M20 P49/190 TCDL 7.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.32 2-6 >356 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) -0.01 6 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min Well = 360 Weight: 39 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 6-0-0 on center pudin spacing. BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. REACTIONS (lb/size) 1=65/0-1-8, 4=66/0-1-8, 2=245/0-11-5, 6=331/0-3-8 Max Horz2=244(load case 4) Max Upliftl=-72(load case 4), 4=-56(load case 2), 2=-161(load case 4), 6=347(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=41, 2-7=-270, 7-8=-341, 3-8=306, 3-9=-54, 4-9=14 BOT CHORD 2-10=293, 10-11=293, 11-12=293, 6-12=293, 5-6=0 WEBS 3-6=-364 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 It by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Except as shown below, special connection(s) required to support concentrated load(s). Design of connection(s) is delegated to the building designer. 3) All plates are M20 plates unless otherwise indicated. 4) Bearing at joint(s) 1 considers parallel to grain value using ANSIrrPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1, 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 1, 56 lb uplift at joint 4, 161 lb uplift at joint 2 and 347 lb uplift at joint 6. 7) This truss has been designed for both TPI-85 and ANSIrrPI 1-1995 plating criteria. LOAD CASE(S) Standard 1) regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-74.0, 2-7=-54.0, 7-8=-54.0, 3-8=-54.0, 3-9=-54.0, 4-9=-54.0, 2-10=-20.0, 10-11=-20.0, 11-12=-20.0, 6-12=-20.0, 5-6=-20.0 Concentrated Loads (lb) Vert: 7=322 8=51 9=-96 10=22 11=-14 12=-54 Job Truss Truss Type Oty Ply Worley, Masonic Lodge 48361 V4 ROOFTRUSS 1 1 1 l:namDers I runs mc., vort coerce r'1. 34ut5z-b4Z3 4.uroc s rvu i o i aoa nu i 2-0-0 4-0-0 2-0-0 3x6 — 2-0-0 5.00 V2 3x4 -5-- 3M4 4-0-0 4-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.04 Vert(LL) n/a n/a M20 2491190 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min Vdefl = 360 Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. REACTIONS (lb/size) 1=94/4-0-0, 3=94/4-0-0 Max Horc1=82(load case 1), 3=-82(load case 1) Max Upliftl=-53(load case 4), 3=-53(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-100, 2-3=100 BOT CHORD 1-3=0 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 17 It above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) All plates are M20 plates unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 1 and 53 lb uplift at joint 3. 6) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard 4-0-0 Job Truss Truss Type Qty Ply Worley, Masonic Lodge 4836-1 V8 ROOF TRUSS 1 1 cnamoers i russ inc., ron rierce n. oveo/-ovzo 4-0-0 3x6 = s_nn 3x4 -�- 3x4---- 8-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) n/a n/a M20 2491190 TCDL 7.0 Lumber Increase 1.25 BC 0.22 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a BCD 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/defl = 360 Weight: 23 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. REACTIONS (lb/size) 1=24218-0-0, 3=242/8-0-0 Max Horzl=212(Icad case 1), 3=-212(load case 1) Max Upliftl =-1 36(load case 4), 3=-136(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-257, 2-3=257 SOT CHORD 1-3=0 NOTES 1) This truss has been checked for unbalanced loading conditions. 23 This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of.dimensions 80 ft by 60 It with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) All plates are M20 plates unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 1 and 136 lb uplift at joint 3. 6) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Worley, Masonic Lodge 4836-1 V12 ROOF TRUSS 1 1 GnamDers I ruse inc., FOn coerce m. J4ytlY-64ZJ 6-0-0 4x411 4.U-JZ 5 r'eD 10 leye MI I UK mUU51TIUS, Inc. I ue IvIdl ZU Uo: I l.Go Guu I ray. I 6-0-0 I 3x4 5- 3x4 11 3x4 12-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) n/a n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.20 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min Vdefl = 360 Weight: 38 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 on center pudin spacing. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 1=166/12-0-0, 3=166/12-0-0, 4=447/12-0-0 Max Horzl=85(load case 3), 3=-85(load case 2) Max Upliftl=-92(load case 4), 3=-92(load'case 4), 4=-252(load case 4) Max Gravl=173(load case 5), 3=173(load case 6), 4=447(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-98, 2-3=-98 BOT CHORD 1-4=0, 3-4=0 WEBS 2-4=-291 NOTES 1) This truss has been checked for unbalanced loading conditions. 2j This truss has been designed for the wind loads generated by 110 mph winds at 17 ft above ground level, using 7.0 psf top chord dead load and 5.0 psi bottom chord dead load, 10 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) All plates are M20 plates unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 lb uplift at joint 1, 92 lb uplift at joint 3 and 252 lb uplift at joint 4. 6) This truss has beendesignedfor both TPI-85 and ANSIIrPI 1-1995 plating criteria. LOAD CASE(S) Standard Job Truss Truss Type City Ply Worley, Masonic Lodge 483rA • V16 ROOF TRUSS 1 1 l.namuerb I Tubb mu., r Vlt riuiuu rl. oYvoz Og4o 8-0-0 8-0-0 4x4 = 8-0-0 3x4 -�-- 3x4 11 3A 11 3x4 11 3x4 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) n/a n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) n/a n/a BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min Vdefl = 360 Weight: 55 lb LUMBER I BRACING ' TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 6-0-0 on center pudin spacing. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 1=103/16-0-0, 5=103/16-0-0, 7=271/16-0-0, 8=299/16-0-0, 6=299/16-0-0 Max Horzl=132(load case 3), 5=-132(load case 2) Max Upliftl=-34(load case 4), 5=-34(load case 4), 7=-109(load case 4), 8=231(load case 3), 6=-231(load case 2) Max Grav8=310(load case 5), 6=310(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=8, 2-3=-73, 3-4=-73, 4-5=-59 BOT CHORD 1-8=0, 7-8=0, 6-7=0, 5-6=0 WEBS 3-7=-194, 2-8=-212, 4-6=212 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 17 8 above ground level, using 7.0 psf top chord dead load and 5.0 psf bottom chord dead load, 10 mi -from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 80 ft by 60 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) All plates are M20 plates unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 1, 34 lb uplift at joint 5, 109 lb uplift at joint 7, 231 lb uplift at joint 8 and 231 lb uplift at joint 6. 6) This truss has been designed for both TPI-85 and ANSIrrPI 1-1995 plating criteria. LOAD CASE(S) Standard r o:. Project: MASONIC LODGE Block No: Model: Lot No:' Name: Phone: aC Tentati a Del' a Da e: Profile: Qty: Truss Id: - s 2 A 2 Al i 12 A2 - � tl A3 C i 1 CI 1 CZ 1 C3 2 C4 10 CS 2 D 2 DI i 2 D2 2 D3 • 12 D4 i 2 D5 2 D6 10 D7 1 D8 To: Reaction Sum G.M. WORLEY Job Number: Page: I Date: 01-22-2001 Project ID: 48361 Account No: Deliver To: Designer: mtm Salesperson: Joe Wilson Quote Number: Span: Truss Type: Slope: Reactions: Joint 2 Joint 5 14 - 10 - 10 ROOF TRUSS 5.00 668 lbs. 531 lbs. 0.00 -5011bs.-3171bs. Joint 2 Joint 6 14-10-10 ROOF TRUSS 5.00 668 tbs. 531 lbs. 0.00 -486 tbs. .333 lbs. Joint 2 Joint 6 14 - 10 - 10 ROOF TRUSS 5.00 668 lbs. 531 lbs. -467 tbs.-3521bs. Joint 2 Joint 6 14-10-10 ROOF TRUSS 5.00 6651bs. 5401bs. 0.00 -443lb-. 4061bs. Joint 2 Joint 5 16 - 7 - 4 ROOF TRUSS 5.00 730 tbs. 596 lbs. 0.00 -5381bs.-3511bs. Joint 2 Joint 6 16 - 7 - 4 ROOF TRUSS 5.00 730 tbs 596 tbs. 0.00 -5241bs. r-3651bs. _ joint - Joint 6 16 - 7 - 4 ROOF TRUSS 5.00 730 lbs. 596 tbs. 0.00 -508 tbs.-3821bs. Joint 2 Joint 6 16 - 7 - 4 ROOF TRUSS 5.00 730 tbs. 596 tbs. 0,00 -4881bs. 402 tbs. Joint 2 Joint 6 16 - 7 - 4 ROOF TRUSS 5.00 728 tbs 605 lbs. 0.00 .4671bs.-4531bs. Joint 1 Joint 5 16 - 7 - 4 ROOF TRUSS 5.00 601 lbs. 613 tbs. 0.00 -2411bs.-4571bs. Joint 2 Joint 8 39 - 0 - 0 ROOF TRUSS 5.00 1554 lbs. 1429 tbs. 0 00 9781bs. --8401bs. Joint 2 Joint 7 39 - 0 - 0 ROOF TRUSS 5.00 1554 Ibs. 1429 tbs. 0.00 •968 tbs,-8501bs. Joint 2 Joint 8 39 - 0 - 0 ROOF TRUSS 5.00 1554 tbs. 1425 tbs. 0 00 L -956 lbs.-8591bs. Joint 7 Joint 9 39 - 0 - 0 ROOF TRUSS 5.00 1554 tbs. 1429 tbs. 0 00 .956 lbs. -862 tbs. Joint 2 Joint 8 39 - 0 - 0 ROOF TRUSS 5.00 1554 lbs. 1429 lbs. 0.00 -956IM.-8621bs. Joint 2 Joint 8 39 - 0 - 0 ROOF TRUSS 5.00 15541b.. 1429 lbs. 0.00 -956 lbs.- -862lbs. Joint 2 Joint 8 39 - 0 - 0 I ROOF TRUSS 5.00 1554 tbs. 1429 lbs. 0.00 -9561bs-8621bs. t Joint 2 Joint 7 39 - 0 - 0 ROOF TRUSS 5.00 1554 tbs. 1429 tbs. 0.00 -956 lbs. -862 lbs. -! Joint 2 Joint 8 39.0 - 0 ROOF TRUSS 5.00 1554 lbs. 1429 tbs. 0.00 -9881'tu.-8301bs. Joint 2 Joint 6 21 - 3 - 8 ROOF TRUSS 5.00 9021bs, 771 lbs. ' 0 00 -599, lbs. 485 lbs. 1 To: Reaction Summary G.M. •WORLEY Job Number: t Page: 2 Date: 01-22-2001 Project: MASONIC LODGE Block No: Project ID: 48361 Model: Lot No: ---�-- Account No: -Contact: Site: Office: Deliver TO: Designer: mtm Name: Salesperson: Joe Wilson Phone: ° Quote Number: Fax: Tbntative Dslive Date: "- Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: Joint 2 Joint 6 C 1 El Zi. - 3 - 8 ROOF TRUSS 5,00 902lbs, 771 lbs. - 0.00-582lbs.-502lbs. -- ,i------• Joint 2 Joint 6 2 E2 21 - 3 - 8 ROOF TRUSS 5,00 902 lbs. 771 lbs. 0 00 -562 lbs. -522 lbs. _ 2 E3 121 - 3 - 8 ROOF TRUSS 5.00 0.00 No Reaction Info y - 21 •3.8 ROOF TRUSS 5.00 0.00 Joint 2 Joint 7 900 lbs. 780 lbs, •534lbs.-580lbs. - 18 E4 Joint 2 Joint 4 - •- 2 F 16 - 0 - 0 ROOF TRUSS 5.00 0.00 700 lbs. 700 lbs. -538lbs.-538lbs. 16 - 0 - 0 ROOF TRUSS 5.00 Joint 2 Joint 5 1163 lbs. 1163 lbs. -1073lbs.-1073lbs. GRA • 1 ° ------•- 1 GRB 116 "� GRC I - 7 - 4 t d - 10 - 10 ROOF TRUSS ROOF TRUSS 5.00 0.00 5.00 0.00 Joint 2 Joint 6 1167 lbs. 1251 lbs. -1040lbs.-1049lbs. Joint 2 Joint 5 1031 lbs. 1103 lbs. -924lbs.-9271bs. - 2 Joint 2 Joint 6 --• 1 GRD 18 - 1 - 14 ROOF TRUSS 5.00 0 00 1289 lbs. 1401 lbs. -1142 lbs.-11761bs. 1 1.8 - 1 - 14 ROOF TRUSS 5.00 0.00 Joint 2 Joint 5 787 lbs, 654 lbs. -5721bs.-3821bs. _ • •--•- H 1 •'��--`O' -•-•• Joint 2 Joint 6 1 H1 18 - 1 -14 ROOF TRUSS 5.00 0.00 787 lbs, 654 lbs. -5591bs.-395lbs, Joint 2 Joint 6 -- • 1 • 118 - 1 - 14 ROOF TRUSS 5.00 0•00 787 lbs. 654 lbs. -543lbs,-411lbs. Joint 2 Joint 6 ------ - I - I 1 H3 18 - 1 - 14 ROOF TRUSS 5.00 0.00 787 lbs. 654 lbs. -5261bs.-4291bs. -52 Joint 2 Joint 6 -- 1 H4 18 - 1 - 14 ROOF TRUSS 5.00 0.00 787 lbs. 654 lbs. -505lbs. .449lbs. --•- - r I Hg 118 - 1 - 14 ROOF TRUSS 5.00 0•00 Joint 2 Joint 6 785 lbs. 663 lbs. -489lbs. 495lbs. Joint 2 Joint 3 Joint 4 - -• 12 JC1 1-0-0 ROOF TRUSS 5.00 0.00 281 lbs. 313 lbs. 9lbs, -563lbs.-108lbs. Joint 2 Joint 3 Joint 4 `-Try 12 JC3 3-0-0 ROOF TRUSS 5.00 0.00 26lbs. lbs119 lbs. 27 lbs. 12 JCS 15 - 0 - 0 ROOF TRUSS 5.00 0.00 Joint 2 Joint 3 Joint 4 • 323 lbs. 102lbs. 47lbs. -407lbs.-1311bs. Joint 2 Joint 3 Joint 4 - 21 JE7 I ", •• 0 - 0 �... ROOF TRUSS 5.00 0.00 389 lbs, 164lbs. 67lbs. -431 Ibs. -200 N. Joint 2 Joint 3 Joint 5 �G 6 KJ7 y 9 -10 -13 ROOF TRUSS 3.54 251171 1 s. -4 9 l s. 131 lbs. , To: Reaction Summary G.M. WORLEY Job Number: Page: 3 Date: 01-22-2001 Project: MASONIC LODGE Block No: Project ID: 48361 _,. ?itodef: Lot' 1"?0 Account No: Contact: Site: Office; Deliver To; Designer: mtm Name: Salesperson: Joe Wilson Pjione: Quote Number; Tentative Delivery Date: Profile:. Qty: Truss Id: Span: Truss Type: Slope: Reactions: Joint 1 Joint 3 Joint 4 V12 12 - 0 - 0 ROOF TRUSS 5.000 173 lbs. 173lbs. 447lbs. 0 931bs. -931bs. 2531bs. ® Joint 1 Joint 5 Joint 6 Joint 7 Joint 8 1 V16 16 - 0 - 0 ROOF TRUSS 5.00 103 lbs. 1 lbs. 03 lbs. 310 lbs,1 lbs. Z35 110 bs. .:-2321bs. 0.00 -35 lbs. .232 � Joint 1 Joint 3 .. 1 V4 4-0-0 ROOF TRUSS 5.00 941bs. 941bs. 0.00 -54lbs. -541bs. o Joint 1 Joint 3 1 VS 8-0-0 ROOF TRUSS 5.00 242lbs. 242lbs. o l 0.00 -1371bs. _ -137lbs. J - s M u