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645 Mayport Rd . LAN NO. 2162 DESIGN CRITERIA: LOT NO. USE - SE ASCE? 911 DESIGN CODE FSC CH. 1808 of 2001 EXT. ROOF DIAPHRAGM s Location: MINI)-BORNE DEBRIS AREA rn Consider all glesings as openingsBUILDER: FRONT: 8520/34'- 4 248.2 pif Wind Load =1120 MPH COMMUNITY� REAR 8520/34 "= BEGONIA ST. Exposure C Wind North/South '- 4 248.2 plf Category _ = II LEFT: _ g e'y 4322 84' 8' / 86.84 If cv P H H & A CONSTRUCTION Importance = TRU CTION p ace Feretor i ¢� RIGHT: 4322 - 84'- 8' Partially / 88.84 it Encloses Building P 645 MAYPORT RD. 3A � Internal Pressure Coef. 0-+/-0.55 Use: 7/18' APA Rated Sheathing w/ 8d nails • rn JACKSONVILLE, FLORIDA 32225 Basic Wind Pressure - 28.20 PSF 8' o.c. on edges do 12" o.c. on intermediate framing. v v Root Pitch: 8 '12 > 3(• ANCHOR BOLTS N N All bee itaaers, fru e� t reactions N �y and up�t ads are rovidedny the FRONT: 28'- 4'/8520(.2x4AOO)x12 = 33.52' o.c. ro truss manufacturer. (UNO) _ - REAR: 2 ' . 1 10%8520(.2x4,200)x12 = 25.83 o.c. a 1---i Mean Roo[ Height - 9.83 +11.83 /2 15.74 LEFT: 14'- 0%4322(.2x4,200)x12 = 32.85" o.c. w Edge SWT Coefficient 'A" RIGHT: 82'- 0'/ 432E(.2x4,200)x12 144.8" o.c. wSmelier o: 10E of 34'- 4" - 3 43 .� or OX Of:15.74 - f.30 a � Therefore End Zone "X - 22 - 23.43 ( ) - 6.87JOB INFORMATION:ION: Use: 1/2" DIA. 8" Lo ANCHOR z Long BOLTS, on exterior walls o WIND SIDE TO SIDE w/ 2" x 2' x 1/8' washers. For interior bearing walls v) NN _ PROJECT: x W 1/2' x 8" Red Heads are optional. Front Wind Mall- 32.33 p net. U Q PLAN NO.:2162 T/ ((8.67 1.17 2820.+ 0.99 - v 1 )( )( ( 1(28 20)(25.48))9.83/2 -4398 OPTIONAL: � FRAMER TO PLACE CUT NAILS OR 0.14 X 3' 0 8.87 SHOT PINS (( 80 28.20 r AT 24' O.C.8 +2 AROUND 1( 84 28.20 - PERIMETER �n 1/ ) ( )( )(25.48)(8.20) 4124 ETER FOR LATERAL LOADS. � AND T110 .-+ ON EACH SIDE OF PLATE BREAKS. w SITS = 28'- 4' -8p1 E_ BEGONIA ST. 5 r \ Shea = - a] v Shear 8520 // 28'- 4" _ 300.8 pl( COMPONENTS & CLADDING FOR ALL SIDES LOT: 3 Hold Down - 30CI.8 x 9.83 = 2958 / uplift INTERIOR IF OPENING IS >3.43 FROM CORNER � Use 2 Connectors. ZONE 4 Use: 7/16' AREA + PRESSURE -P A / APA Rated Sheathing w/8d's • 4" o.c. -PRESSURE on edges and 12" o.c. on intermediate framing 0- <10 28. 20(-1.1)+_5.08 -25.94 -38.10 x 10- < _ _ 20 _ 2820( 1.05 +_5.08- 24.53 - a Rear Wind W - ) 34.89 Fill- 32.33 . 20- <50 28.20(-0.98)+_5.08--22.58 -32.71 a 50- <100 28.20(-0.92)+_5.08=-20.67 -31.02 z ((8.(I7)(1.17)(28.20:1+(0.93)(28.20)(25.46))9.83/2 =4396/ 100-<200 28.20(-0.87+_5.08=-19.48 - 1 29.81 ((8.87)(.80)(28.20)(4.56)/2)+ (.1134)(20-20)(25-48)(41.20)))( )) =412 41 END ZONE, IF OPENING = o IS < -3.43 FROM CORNER =6520/ v) ENG S1t3 = ._ ZONE 5 ENGINEERING: 21 !0- 0 I AREA + PRESSURE -PRESSURE Shear = 80 // 21'- 10" = 390.3 PIf 0- <IO 28.20 -1.4 +_15.51=-23 .97 -54 .9 Hold Down = 3903 x 9.63 = 3637 / u lift 1D- <20 26.20(_1.3 +_15.51=- �•-t. 1-�--I 21.15 _52.17 BRACKETT OASSOCIATES, INC. 20- <50 28. - 20(-1.15)+_15.51--18.82 -47.94 C.A. N0. 00009714 .r Use 3 Connectors .. 50- 100 2820(-1.05)+_15.51--14.10 -45.12 1` Use: 7/18" APA Retied Sheathing w/8d'o • 3" o.c. 1340 0 SUTTON_ _ N PARK DR. SOUTH o� on edges and 12' o.c. 100 <� �•�(-0.95)+_15.51=-11.28 -42.30 0 g on intermediate framing.g JACKSONVILLE, FLORIDA A 32224 0 - Left Wind Wall= 17.17 DOUBLE SHEAR WALLS: PH. (904) 821-7879 0 • E- ((6.87)(1.17)(28.20)+(0.93 -+((b.e7)(1.17)(z6.zo)+(0.93 28.20 10.30 9s3 =2442/ USE DOUBLE HOLD DOWNS CHARLES T. BRACKETT, P.E. o W )( )( )) /2 HD- FOR DBL. SH UR EAR M W WALLS. P.E. N 4 ((6.67)(.80)(26.20)(4.56)/2)+ (.64)(2ezo)(lo.3o)(szo)) =18801 0. 2319 x a =4322 CU SWS = 14'- 0' U P4 z Shear 4322 !/ 14'- 0' = 308.7 pif ,•,,, W Hold Down - 3083 x 9.83 - 30341P uplift 7 vi Use 2 Connectors. . O w INDEX OF SHEETS: E e U Use: 7/18" APA Rated Sheathing w/8d'a • 4" o.c. � _p on �8ea and 12" c.c. o n intermediate framing. U o W COVER SHEET_ fn 0 = RiQht Wind We.11= 17.17 CALCULATION SHEET ------- ((6.87)(1.17)(28.20)•1-(0.93)(28.20)(10.30))9.83/2 -24421 BEARING, SHEAR WALL, & FOUNDATION PLAN-----S-1 ((8.97)(.80)(28.20)(4.58)/2)+ (.84)(26.20)(10.30)(6(.64)(26-20)(10.30)(8.20)) -18801 FRAMING DETAILS----------------------------S-2 DESIGN CRITERIA & CONNECTOR SCHEDULE_______S-3 Plan ns -43221 Sits - 82'- 0" UPLIFT SCHEDULE---------------------------S-3 0: la Shear - 4322 1/ 32•- 0" 89.70 pif Q Hold Down - 69.70 x 9.83 - 685.2 1 uplift • 'Jac 1 Connectors. ALL PLANS, DETAILS, AND NOTES ON THESE DRAWN ARE Use: 7/18" APA Rated Sheaths r 8d's • 6" GS E Sheathing / o.c. , on edges and 12" o e. on intermediate framing. PROPRIETARY AND CAN NOT BE USED, TRANSFERED, OR g OTHERWISE REPRODUCED WITHOUT THE WRITTEN APPROVAL OF � cAPnsuw or..8RAC1�T� azsis BRACKETT AND ASSOCIATES, INC. OR CHARLES T. BRACKETT 02/20/2004 Job Truss Truss Type Qty Ply ,'a+-- "%` jl'`.':,% gtM•`:., � J.Y. ;1i<:T. .;r1.cc:.i, 12654 PB1 PIGGYBACK 6 1 ! Job Reference(optional) February 2001 SCAB-MACE DETAILL ST-SCAB-BRACE E Granger Lumber g Hardware 5.000 s Feb 6 2003 MiTek Industries,Inc.Tue Feb 24 14:14:43 2004 Page 1 42-0 42-0 12-0 640 - MiTek Industries, Inc.Chesterflald, MO. ' 600 •^S I '.. - S-1..1:13. 1x4= �� Note: Scab-Bracing to be used when continuous >�n lateral bracing at midpoint(or T-Brace)is impractical, , +_ I .L U JL full length of web / 6 _ Scab must cover - i 9 THIS DETAIL S OTAPLICABLE WHEN BRACING IS N REQUIRED AT 1/3 POINTS OR 1-BRACE IS SPECIFIED. cion 12 W1 - - T 1 APPLY 2x SCAB TO ONE FACE OF WEB WITH 2R CyWS OF 10d 3 X 0.131 NAILS SPACED 6"O.C. SCAB MUST BE THE SAME GRADE,SIZE AND SPECIES OR.SEITER)AS THE WEB. ( B 3.41, 2x111 F 4.2_0 4 2-0 42-0 Plate Offsets x :0-1-150-1-81,P:0-1-15.0-1-81 MAXIMUM WEB AXIAL FORCE = 2500 IbS MAXIMUM.WEB LENGTH = 12-0' LOADING psf) SPACING 2-M CSI DEFL In (loc Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) 0.04 B-F >999 M1120 249/190 SGABICE 2X4 MINIMUM WEB SIZE TCDL 7.0 Lumber Increase 1.25 BC 0.26 vert(n) -0.04 D-F >sss MIN 1 M U M WEB G FLA O E OF#3 BCLL 10.0 Rep Stress Ina YES WB 0.07 Horz(TL) 0.03 E Na B 5 0 IB 000 Matrix 1st LC LL Min I - CDL Code C2 (Matrix) Idefl-360 Weight 28 Ib - - LUMBER BRACING TOP CHORD 2;(4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP N0.2 BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. WEBS 2X 4 SYP No.3 REACTIONS iblsize A=326/0-3.8 E=326/0-3-8 hkix HorcA=1340oad case 2) M;wx U IRA=247 4 load case oad case 5 PI ( ).E=247 It ) j FORCES (lb)-First Load Case Only TOP CHORD /\-B=162,B-0=466,C-D=-466,D-E-162 BOT CHORD 13-F--375,D-F=375 WEBS C-F=222 NOTES 6 1)Unbalanced nlof live loads have been considered for this design. 2)Wind:ASCE 7-98 per IBC2000;120mph;h=15ft;TCDL=4.2psF,BCDL=3.OpsF,occupancy category 11;exposure C;partially;MWFRS gable end zone;Lumber DOL1.33 p a= I 'to grip =1 33 p DOL 3)Bearing at jdr t(s)A,E considers parallel to grain value using ANSVTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. Nab Sooflon DeW 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 247 Ib uplift at Joint A and 2471b uplift at joint E. 5)SEE MiTek S'�ANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS 6)This truss has been designed specifically for Turbo Web ®� SC,3b BfBCe LOAD CASE(S)Standard Web A, - web member. S'' - ce • same cies rade or better as • Cab-Bra must be m Wbbe John CIatClarkr, PE#17455 1210 Lane Ave. South Jacksonville, FL 32205 ;.. ..�...:,.:.- S, Job Truss Truss Type Qty Ply Job Truss Truss Type Qty Ply 12654 CJ5 ROOF TRUSS 2 1 12654 A07 ROOF TRUSS 1 1 Job Reference(optional) Job Reference(optional Granger Lumber&Hardware 5.000 s Feb 6 2003 MTek Industries,Inc. Tue Feb 24 14:14:32 2004 Page 1 Granger Lumber&Hardware 5.000 s Feb 6 2003 MTek Industries,Inc. Tue Feb 24 14:14:19 2004 Page 1 I SO-0 -2410 0-06 4-11-1 1-12 iS9-N 1860 25+0 z56a a 34.4-0 36.1-0 241-0 0041 ry0,p ` 2-0-0 411-1 4-0-15 2¢ 662 362 Se WY1L 3-2.8 1-7-12 4-1-12 244 ' OeaN.1:19. BUM•1:03. 4.4= 4ae= '. Sam- 3x8= 2.4 II 12 5.00/2 3x60 8.00 ' 2x10 3.6,1 I t A VA 8x12 MIt2oFK P 4.12- 1112 x121112 G 3x4 = l A 3x4= T 0 R N M 6x10= 3x8= 2x411 2.II 7x8= zz D 214= A 0641 1-12 iS&11 194a 254-0 2564 2a 34I" . 006 sa-0 soo Baz 3az ss1 �'� 3za 1-7-t2� 4-tn2 sao ttf,4$ Plate Offsets X Y: :0-0-12 0-2-0 :0-1-12 0-3-4 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP LOADING(psf) SPACING TC o.51 Vert LL -0.03 B-D >999 M1120 249/190 Plates Increase 1.25 Vert(LL) LOADING s SPACING 2-0-0 CSI DEFL in loc Udefl PLATES GRIP TCLL 20.0 (p f) ( ) TCDL 7.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.20 A >134 TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) -0.22 B-T >999 MII20 249/190 0.0 R Sttess Incr YES WB 0.00 Horz(TL) -0.00 C n1a TCDL 7.0 Lumber increase 1.25 BC 0.73 Vert(TL) -0.32 B-T >999 M1120H 187/143 BCLL 1 Rep BCDL 5.0 Code IBC2000 (Matrix) 1st LC LL Min Udell=360 Weight 20 lb BCLL 10.0 Rep Stress Incr YES WB 0.86 Horz(TL) -0.05 M n/a LUMBER BRACING BCDL 5.0 Code IBC2000 1st LC LL Min 1/dell=360 Weight 214 Ib TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-0-0 43C purlins. LUMBER BRACING T HORD Rigid ceiling directly applied or 10-0-0 oc bracing. - BOT CHORD 2 X 4 SYP No.2 BO C g g Y PP 9 TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4 7 14 oc pudins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 53-3 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midP t E-T,H-Q - - 1 REACTIONS Ib/size C=991Mechanical,B-346/0-3-8,D-71/tAecharoca Max HorzB=321(load case 5) -2 load case 5 B=28 load case 4 REACTIONS Ib/size K=156J03-8 M=1933/03-8 B=1323/0-3-8 Max Up1itC--66( ). 6( ) ( ) Max HorzB=314 load case 2 FORCES (lb)-First Load Case Only Max UpIdK=-307(load case 6),M=1463(load case 2),8=1004(load case 4) TOP CHORD A-8=62,B-C=42 Max GravK=328(load case 3),M=1933(load case 1),B=1323(load case 1) BOT CHORD B-13=0 FORCES (lb)-First Load Case Only NOTES (3) TOP CHORD A-B=31,B-C=1637,C-0=1437,D-E=1235,E-F=1427,F-G=1427,G-H=1427,H-1=-844,1-J=-43,J-K=772,K-L=31 1)Wind:ASCE 7-98 per IBC2000;120mph-,h=1511;TCDL=4.2pst,,BCDL=3.Opsf-,occupancy category 11;exposure C;partially,MWFRS gable end zone;Lumber DOL=1.33 plate grip DOL=1.33. BOT CHORD B-T=1342,S-T=1404,RS=-0,Q-R=53,G-Q=253,P-Q=689,O-P=36,N-0=22,1-0=-1159,M-N=O,K-M=-632 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 266 Ib uplift at joint C and 286 Ib uplift at joint B. WEBS D-T=501,C-T-180,E-T=234,ES=150,E-Q=43,QS=1435,H-P=442,H-0=988,I-P=883,J-M=-1535,M-0=706,J-0=1135 3)This truss has been designed specifically for Turbo Web NOTES (6) LOAD CASE(S)Standard 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per IBC2000;120mph;h=1511;TCDL=4.2psf;BCDL=3.Opsf,occupancy category II;exposure C;parlially;MWFRS gable end zone;Lumber DOL=1.33 plate grip DOL=1.33. 3)Provide adequate drainage to prevent water ponding. 4)All plates are MII20 plates unless otherwise indicated. 5 Provide mechanical connection b others of truss to bearing late capable of Mthstandin 3071b uplift at joint K,14631b uplift at joint M and 1004 Ib uplift at (Y ) 9P9 P 1 P 1 P joint B. 6)This truss has been designed specifically for Turbo Web LOAD CASE(S)S Standard Ili PLAN NO. 2162 ------------ LOT N0. DD Z DENOTES A SHEAR WALL SEGMENT XX'SWS 3-#4 OR 2-#5-DIA. RE-BAR CONT. 6 CD COMMUNITY L DENOTES WINDOW AND DOOR OPENINGS 4 12' ONE STORY 8' d T-10' 18' d BEGONIA ST. DENTES A CONNECTOR SCHEDULE LOCATION NO. A A E: ❑ ❑ DENOTES A FRAME OPENING CONNECTOR SCHEDULE A 4 16' 2 2X 's TYP. 51- 41 sys 3-10' sys co co STEP FTG. FOR OPT. BRICK =____ __= 3 DENOTES convEnTloNa FRAMING i.w»�«' OPTIONAL MONOLITHIC FOOTING --- - CONVENTIONAL FRAMING O SCALE,KTS. II 4 P S `O'er 0 1 I of RAFTERS: USE 2 X 6 3-#4 OR 2-#5-DIA. RE-BAR CONT. a USE WWgy 6 ® d 3'- 0• ' I A I JOIST: USE 2 X 4 I WEB MEMBERS: USE 2 X 4 0 1/4 PTS III • Zr ---------------- -------- I II I C I Ccv m 11 11 ��� ° e II—III...Ii_ 11 - I 11PROPRIETARY AND CAN NOT BE USED, TRANSFERED, OR G4 -I-------4---------A-09---------------- ALL PLANS, DETAILS, AND NOTES ON THIS DRAWING IS ,d I B. n I'14' III �8I ONE STORY Ats It OTHERWISE REPRODUCED WITHOUT THE WRITTEN APPROVAL OF 1 (3) RT24 <2) RT24 T ' 8' 1'-8' 8' W T R w I i BRACKETT AND ASSOCIATES, INC. OR CHARLES T. BRACKETT � `J INTERIOR BEARING FOOTING B II W I z II ,KT. I N SCALE S I II I w v O 1 ('� I W II n I I v F-�•-I 1-115-RE-BAR CONT.FOR NON BEARING _ 2-#5-BAR d 3 #4 OR CONT. FOR BEARING WA LS a m I V1 X THESE USS ENGINE-SHEETS ARE TO BE WORKED MATH THE DESIGN PLANS O I ` N i AND TRUSS ENGINEERING BY 0711192S A:FRONDED HATH THESE ORAIMNCS. O SEE DESIGN PLANS FOR ALL DIMENSIONS. .•+ I (=1 111 I 1 11=_ 11-1 I I—i I I 111 N 1 CONTRAC TOR IS TO VERIFY ALL DIMENSIONS AND TO NOTIFY E- cu O A II i THE ENGINEER of ANY DISCREPANCY AS SOON AS POSSIBLE. q I I IN AND DETAILS. CAI1 i SEE"S-2"FOR FRAMING TYP.SECTION u 4' THK. 2500 PSI CONC. SLAB I ® SEE"S-3"FOR SHEAR WALL,UPLIFT CONNECTORS,k SIGN SPECIFICATIONS. 8' 4'4' 4' NON BEARING a) II 1 W/ 6X6X70/10 W.W.M. OVER A Uj 8' 18-18'14' BEARING WALLS 6 MIL VAPOR BARRIER OVER II I CLEAN. WELL COMPACTED, d CURB DETAIL / t, \ I TERMITE TREATED FILL. SCALE,KT.S i F - 1-#5-RE-BAR CONT. - I I I—I 1 1—III—I I i �v Cl IIIIII A s'- o• I SEE SHEET S-3 FOR HD REQUIREMENTS D 6 USE WHOLE WALL SHEAR WALL xd 150p, 4 zs'-a• s' SHEAR WALL DESIGN:.------------ p� I z — = n � o II_: —i 11,111" I 111=1 11�1 I— I I Front: USE 7 16' 058 W Bd's O 4" O.C. ON EDGES ec I 1 II � / / 4. II 12" O.C. ON INTERMEDIATE AND WITHIN 12" p 8• 6 I (n SVS A I II � USE HD-2 O EACH END OF SWS. 11 m Reor. USE 7/16" OSB W 8d's O 3" O.C. ON EDGES dt PATIO/PORCH FOOTING DETAIL D I GO � .. 12" O.C. ON INTERMEDIATE AND WITHIN 12' o SCALE,KT.S '^ r----� I x USE HD-3 O EACH END OF SINS. II tO I I A � .., I Left: USE 7 16" OSB W 8d's O 4" O.C. ON EDGES & 1 I / / + 1 II v v 12" O.C. ON INTERMEDIATE AND WITHIN 12" GT RT7 MTW 12 GTI I 1 ao H END OF SINS. II USE HD 2 O EACH t` z ------------- v I ® d rn r\ z � Right. USE 7/16 OSB W/6d s O 6 O.C. ON EDGES dt p E a 0 i b I A-1 0 I I A T 6 T o 12" O.C. ON INTERMEDIATE AND WITHIN 12' oC) ��_ B-02 D] r---------- ------- 11 USE HD- 1 O EACH END OF SWS. p m tum 1 ----B-- -----1 •• 1 0 -3-#4 DR 2-#5-DIA. RE-HIR CONT. I^ L -------- -_-_---1 0• SVS ® ® 4'- 41 SVS I O _ 8' z Z ]41_12'J. +------- - - 1 �� �� U] Q 4- B SVS 2-e Sys 'in �I a,� a I-4 U) -� TEP FTG. FOR OPT. BRICK I I c I � � ro CONVENTIONAL FRAMING LINO 1 � ) I MONOLITHIC CURB FOOTING USE/2 SYP SCALE,KT.S STEMWALL VERTICAL BARS I I ROOF: U '� - (2) 2X10'3 TYP. RAFTERS: USE 2 X 6 O 24" O.C. z 1 (J #5 # 4' O.C. FOR STEM < 48' - CLIP END OF RAFTER W(SIMCO) O I I 4X4 POST _ <!) #5 # 32' O.C. FOR STEM < 72' (1)RT-7 w/8-ed'. MIN. �} ,� <!) #5 # 24' D.C. FOR STEM < 96' H I I USE CONN. #18 W I I FLOOR JOIST: USE 2 X 8 0 24"O.C. E-, di LAP 25' #5 DOWLS WHEN BARS ARE NOT CONT. m I 1 FOR SPANS LESS THAN IT m 1 Q4 Q - I y CEILING T: USE 2 X 4 0 24'O.C. W I CEL G JOIS U 1 WEB MEMBERS: USE 2 X 4 0 1/4 PTS / o x z¢ i ------------------- . m w f g m g a I I I USE (2)MIN. 16d COM. NAILS AT W U] IIF III I 1—�I 1—I I 1-1 I 1-1 I 1-1 I 1-1 I I au, END OF EACH MEMBER O I — 8' CONC. BLOCK TYP. 1 ... CU 111_1 I 111= Z-BAR 4 ® 48' 0. . W/12" A I I w 0 11 Plan Revtsio BEND ® TOP & 8" ® BOTTOM. x II 111 —nI nl Ili j 1 d 111—III—IIT T CONC. FTG. ONE STORY W/ ------- ------ 1'-4' f 2-#5 OR 3-#4 DIA. RE-BAR CONT. 0 I'-8' CONC. FTG. TWO STORY W/ W/ OPT. BRIG 3-#5 DIA. RE-BAR NT. i�- lo• sys © t'- 10• sv N' TYPICAL STEMWALL FOOTING A F 126 • / I 6 ',. T CHARLES . BNAC[ORr P.& NO. 42319 l/ 02/20/2004 S-1 FG Truss Truss Type Qty Ply Job Truss Truss Type Qly Fy i4 FG1 ROOF TRUSS 1 12654 A01 ROOF TRUSS 4 Job Reference(optional) Job Reference o tionai Granger Lumber&Hardware Inger Lumber&Hardware 5.000 s Feb 6 2003 MTek Industries,Inc. Tue Feb 24 14:14:38 2004 Page 1 9 a 5.000 s Feb 6 2003 MTek Industries,Inc. Tue Feb 24 14.21.04 2004 Page 1 II . 6O 4 -z-0-0 2-M �'0 68s 6.65 63-17 I QM13-1-123-i11 767-7 43A3 �-3`1/227-M 641 a 27-7-72 2� 30.2,4 4-t iz �� z-0-0 -0 oa`o ea u S.i-1:12.1 Sc.W-1:62 04= 4x4= 4x4= E F 0 4x1 1 4.4 i3.4 3x4 J D 81 W ' 21411 5.00 F,2 2 _ W2 W2 C n B K y dALt d A 3x4= R O P O N M l 3x4= 2x4 II 3x4= 3x30= 3x12= 3x1= BxH= 0-01 0." 474 4-74 B+M737-i2 12 ,4-0 31,4-0 1�.'t72 ea-e �iZ112r bto,4 30.2,4 47-12 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Well PLATES GRIP LOADING(psf) SPACING 2-M CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) -0.20 P-R >999 M1120 249/190 TOLL 20.0 Plates Increase 1.25 TC 0.00 Vert(LL) -0.06 A-B >999 TCDL 7.0 Lumber increase 1.25 SC 0.72 Vert(TL) -0.30 P-R >999 TCDL 7.0 Lumber increase 1.25 BC 0.47 Vert(TL) -0.09 A-B >999 BCLL 10.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.04 M Na BCLL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 A Na BCDL 5.0 Code IBC2000 - C 1st LC LL Min Udefl-360 BCDL 5.0 Code IBC2000 (Matrix) 1st LC LL Mm Udefl=360 Weight:50 Ib Weight:210 Ib LUMBER BRACING UMBER BRACING T H D Rigid ceiling directly applied or 10-0-0 oc bracing. TOP CHORD 2 X 4 SYP No.2 TOP CHORD Rigid call or 438 oc purlins. BOT CHORD 2 X 8 SYP No.2 BO COR g g y pp g , BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-8 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt F-P,F-O RIACTIONS(lb/size) B=462/0-4-15,A=462/04-15 FORCES (Ib)-First Load Case Only REACTIONS(Ib/size) B=1345/038,M=1651/0-3-8,K=104/0-3-8 Max HorzB=4470oad case 3) BUT CHORD B-C=O,A-C= Max Uplif6=1064(load case 4),M=1073(load case 5),K=2490oad case 5) Max GravB=1345(load case 1),M=1651(load case 1),K=146(load case 7) NOTES (4) 1)2-ply truss to be connected together with 0.131"X3•Nails as follows: Bottom chords connected as follows:2 X 8-2 rows at 0-9-0 oc. FORCES (lb)-First Load(ase Only • occupancy TOP CHORD A-B=31,B-0=1733,C-D=1733,D-E=1207,E-F=-1010,F-G=821,G-H=983,H-1=332,h)�32,J-K=337 K-L�12 Wind.ASCE 798 per IBC2000,120 h h-15 TCDL_4. sfBCDL_3.0 sf catego ry11 ex osure C �rtiall ••lumber DOL=1.33 late9riPDOL=1.33. BOT CHORD B-R=1426,Q-R=1333,P-Q=1333,O-P=977,N-0=378,M-N=378,K-M=276 3)Special hanger(s)or connection(s)required to support concentrated load(s)694.01b down at 4-0-7 on bottom chord. Design for unspecified connection(s)is delegated to the building designer. WEBS E-13=399,F-13=88,F-0=-338,G-0=246,H-0=535,H-M=1428,J-M=186,D-P=-402,D-R=216 4)This truss has been designed specifically for Turbo Web NOTES (6) LOAD CASE(S)Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98 per IBC2000;120mph;h=15ft;TCDL=4.2psf;BCDL=3.0psf;occupancy category 11;exposure C;partially;MWFRS gable end zone;Lumber Uniform Loads(plf) DOL=1.33 plate grip DOL=1.33. Vert A-B--30.0 3)Provide adequate drainage to prevent water ponding. Concentrated loads(Ib) Vert:C-694.0 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 10641b p uplift at joint B.1073 lb uplift at joint M and 249 lb uplift at joint K. 5)Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s)M. 6)This truss has been designed specifically for Turbo Web LOAD CASE(S)Standard i f , Job Truss Truss Type Qty Ply Job Truss JTruss Type 7J—JobR Ply 12654 CJ3 ROOF TRUSS 2 1 12654 A09 ROOF TRUSS Pl Granger Lumber&Hardware Job Reference tional eference o tional { 5.000 s Feb 6 2003 MTek Industries,Inc. Tue Feb 24 1414 30 2004 Page 1 Granger Lumber&Hardware {I 5.000 s Feb 6 2003 MTek Industries,Inc. Tue Feb 2414:14:22 2004 Page 1 z-0a 36p 30-0 -280 280 0-0-0 34-2 342 37-14 � ^-12 183 11-7-1s 1ss1 335 14-12 79$d 367 73q-7 311-13 -}+t 2e1=1912732 41-12 3N0 241-0 OBdO Sab"1:14. scak t63 Sus_ 4.4 211 II axe= 40 O E F O _ H e4x4 11 mu , 9.00 12 20 we W9 4ze J C $+ $ 0 L $p. A 4 - O 1 z4 W v U T X $ 3z9= O N M 6z8= O 4x8= 5x9. 3x1 II 6x72- 3z1= 7xe= 2,4 11 '.. 2,4 e A 0-0 3" 300 0-041 740 142 5-3e 75.5-4 4812 741-4 � nLOADIN G(cast) SPACING 2-0-0 � 41u JI�O CSI DEFL Plate Offsets X Y: :0-2-8 0- - T in (loc) Udefl PLATES 1 13 :0-2-0 0-3-0, :0-4-0 0-4-8 :0-9-8 _ CLL 20.0 GRIP 0 4 4 R:0-2 8 P 0 3-0 Plates Increase 1.25 T C 0.50 Vert(LL) -0.00 B-D >999 TCDL 7.0 Lumber Increase 1.25 M1120 249/190 BC 0.05 LO Vert 0.20 > ADING(Psf) SPACING (TL) A 136 2-0-0 BCU- CSI TCLL 20.0 Plates Increase 1.25 DEFL in (loc) Udefl PLATES GRIP 10.0 Rep Stress Inti YES WB 0.00 Her2(TL) -0.00 C Na TC 0.80 VBrt(LL) 0.35 T-V >999 M1120 249/190 BCDL 5.0 Code IBC2000 (Matrix) 1st LC LL Min Udefl=360 TCDL 7.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.31 T-V >999 Weight 141b BCLL 10.0 Rep Stress Incr NO LUMBERWB 0 .68 H L -0.07 BCDL 5.0 Code orz(T ) N Na BRACING IBC2000 TOP CHORD Matrix 2X4SYPN ( - 0.2 ) 1st L C LL Min Udefl-360 TOP CHORD Weight 477 Ib Sheathed or 3.0.0 oc dlns. BOT CHI Pu ARD 2 X 4 SYP No.2 LUMBERBOTCHORD Rigid coiling directly applied Or 10-0OG bracing. TOP CHORD 2 X 4 SYP No.2 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 6 SYP N0.2*Except B4 2 X 6 SYP No.t BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS(lb/size) C=24/Mechanical,B--n3/0-3-8,D=41/Mechanical WEBS 2 X 4 SYP No.3 Max HorzB=237(load case 4) Max Up1iftC=138(load case 5),6=315(load case 4) FORCES (lb)-First Load Case Only REACTIONS Ib/' - - TOP CHORD A-B�2 B-C=72 (MaxHo B=243(load N-3754/03 8,B=298210-3-8 x HorzB=243(load case 2) BOT CHORD B-D-0 Max Upl!fL=-685(ioad case 6), case 2 N=-3632 load ( ).B=2785(load case 3 Max Gravl-772(load case 3),N�754(load case 1 NOTES (3) ).6=2982I(oad case 1) 1)Wind:ASCE 7-98 per IBC2000;120mph;h=1511 TCDL=4. sf BCD = 2p L 3.0 sf•occupancy cat FORCES I - p p II•ex _ b First Load Case cY egory posure C,partially,MWFRS gable end zone;Lumber DOL-1.33 lot ( ) Only 2)Provid3 mechanical connection(by others of truss to bearinga plate grip DOL=1.33. plate capable of withstanding 138 Ib uplift TOP CHORD A-B�5 - - - 9 ft of joint B C-�834 Can C-0 P ) d 315 Ib uplift at B. --4724,D-E-3978,E-F-4911 F- - - __ _ 3 ThG-473 - _ This truss has been d 1 G-H-4893 designed H I 1141 hJ-1687,J-K-665,K-L-1352,L-M�5 gn specifically for Turbo Web BOT CHORD B-W=39 - - 15 V- - W-3915 U V - - -4573,T-U-4573,T-X-778,S-X=778,R-S=119,G-R=172,Q-R=3189,P•(�1093 O�P=299 - - = J P-1049 LOAD CASE(S)Standard N 0=1436 L-N 1073 . O b _ _ _ WEBS - _ D V-2323,C V-12,F-T-47,F-R-252,R-T-4210 E-T=537 - - _ ,E V-856,H-R 2403,H-Q- --2870,I-Q=1283,K-N-.3471,K-P=2733,N-P=411 NOTES (7) 1 2-ply truss in be connected together with 0.131"x3"Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)Unbalanced roof live loads have been considered for this design. 3 Wind:ASCE 7-98 - er IBC2000; - p 00,120mph;h-15ft TCDL-4.2psf BCDL .OpsF occupancy category II;exposure C;parliaUy,MWFRS gable end zone;Lumber DOL--1.33 plate grip DOL=1.33. 4)Provide adequate drainage to prevent water ponding. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 685 Ib uplift at joint L,3632 ib uplift at joint N and 2785 Ib uplift at joint B. 6)Special hanger(s)or conneclton(s)required to support concentrated load(s)639.01b down and 661.71b up at 7-0.0,and 185.01b down and 191.61b up at 27-4-0 on bottom chord. Design for unspecified connection(s)is delegated to the building designer. 7)This truss has been designed specifically for Turbo Web LOAD CASE(S)Standard 1 RegularLumber Increase-1.25 Plate Increase- 1.25 Uniform Loads(plf) Vert A-D=-54.0 D-1=54.0 - - - _ - 1 M-54.0,B-W-30.0,W X-177.0,5-X=93.0,Q-R=93.0,P Q=30.0,L-O--30.0 Concentrated Loads Ib V - - ert.V639.0 Q-185.0 i i GENERAL NOTES PLA7NO. TRUSSES: 2 ROOF d: FLOOR TRUSSES, ARE DESIGNED BY TRUSS MANUFACTURER. CONNECTORS ARE TYPED AND SIZED FOR UPLIFT & THE FOUNDATION lB3-W/(4) 5/16'0 X 3, LAG SCREWS lAT N0. DESIGNED BY !AADS PROVIDED HY THE TRUSS ENGINEERING. 1/2' 0 X 5' THRU BOLT S WHOLE WALL SHEAR WALL: W/1/20 HEX NUT AND 3 3 � WHOLE WALL SHEAR WALL DESIGN ON THE SIDES ONLY (UNO) 2 X 2 X 1/8' WASHER rn o C27 2 X _ STUDS 1. • USEING WHOLE WALL SHEAR WALL DESIGN REQUIRES HOLD DOWNS o DBL STUDS e ENDS'. m COMMUNITY � ' ONLY AT THE END OF THE WHOLE WALL AND NOT AT THE END OF o i EACH SHEAR WALL SEGMENT. 1/20 HEX NUT AND W/ OPT. 2'_0' LONG MI, BEGONIA ST. 0 t BRACING: 2 X 2 X 1/8' WASHER 8' X 2' X 14gauge L-SHAPE A36 STEEL SCAB W/ 6- 12d's MIN.i j THE SPA m S CEING FOR LiTTE;RA L BRACING IS TO BE DESIGNED BY THE (2) X - 2 T TRUSS MANUFACTURER I161D PROP _ SUDS v IDED WITH THE TRUSS ENGINEERING 2 X 2 X 1/8' WASHER 1/20 HEX WILL BE DESIGNED USING 1 0 2 E NUT AND O X 4 /3 PINE K/ 2-8d's INTO EA. TRUSS. 2 X 2 X8/ WASHER 8 X2 9 X14 su9e L- SHAPE S L SHAPE A36 STEEL ° DBL STUDS 2 ENDS o <2) X - 2 STUDS _ - v l (2) 2 X STUDS W/ OPT. 2' 0' LONG MIN. DS _ tv t SCAB W/ 6- 12d's MIN. C N tt A. LOADS LB3-W/(4) 5/16'0 X 3' LAG SCREWS co ! _�' 1. ROOF LOADS: 112' X 4 1/2' ALLTHREAD ANCHOR O I J Live Londa Root: 20 PSF w/EPDXY W/3 MIN. EMBEDMENT f---1 Dead Load Roof 15 PSF B. „ ALLOWABLE MATERIAL LOADS 1. ConcreteLH1, LB2, OR LB3 LBl LB2 0 �J n r cu R LB3 LB1 LB2 OR LB3 went Edition ACI) LB1 LB2 OR LB3 (wig 1M , , Footings Concrete f'c = 2,500 (UNO) Slab Concrete �• = STUD WALL SECTION W r . 2,Soo t urlo STUD ALL ELEV. STUD WALL SECTION STUD WALL V o En L� (UNO) L ELE 2. Structural Steel (Design per current Edition A1SC) x All Steel bo ASTM A38 (LINO) v 3. Timber (Design per current Edition NDS TOP OF WALL CONNECTION DETAILS BOTTOM OF WALL CONNECTION DETAILS 4. ReinforcingSteel Des f (Design n and detail r ACI and CRS[ All reinforcing g 1M ri in steal to be Grade 40 g deformed LINO o if. GENERAL STRUCTURAL NOTES: 2' ALL PLANS, DETAILS AND NOTES ON THI WIN I 18 - .148 CASE HARD NAILS 'n A. FOUNDATIONS: SORA G S 1' t' PROPRIETARY AND CAN NOT BE USED, TRANSFERED, OR (2785 tS3. UPLIFT) W O 1. Footings shall bear on firm undisturbed soil at 1'-0" OTHERWISE REPRODUCED WITHOUT THE WRITTEN APPROVAL OF 18 - .182 NAILS f minimum below natural rade. g GIRDER TRUSS � HRACKETT AND ASSOCIATES, INC. OR CHARLES T. BtACKETT 19 1,BS. UP11F'!' 2 Footingsfor steno-wall co � ( ) N construction traction shell be at least 7/16'0 HOLE (1500 LBS. +) 10 inches thick and 18 inches wide with 2-15 or 3-14 ; mi iu . reinforcing bars. vi g a, MAX LB. CAPACITY QGT 14CA. 3. Reinforcing bars shall have a 90 Degree bend at all ^ � A corners with a 12 LB's CAN BE USED AS ALTERNATE FOR HD's OR GT's o 0 0 � inch bend and a 25 inch lap. ^ GAI,Y. METAL TIE P v FOR UPLIFT LOADS UP TO THE FOLLOWING CAPCITIES. o 0o A 4. Optional Monolithic Slab of 4" concrete with 8x8 10/10WWM � O1 O o°o y� or fiberglass reinforced concrete must be no less then 20" �� LB2-W/(4) 5/16'0 X 3' LAG SCREWS 1400# 3'x3"xl/4" WASHER G: inches thick at I:he perimeter, and 12 inches wide. The d LB3-W/(4) 5/16'0 X 3' LAG SCREWS slope of the compacted fill on natural soil shall be no a c W/ Cl) RTS, RCDP, HCPRS OR USP2 greater pa 5/8'0 HOLE 1780# g r than 45 Degrees with the bottom of the tooting. � � z v� USED AS ALTERNATE F i .. E E DR LB's There shall be 2-/5 or 3-14 reinforcing ban a, (I) RT-24F RUN UNDERTHC BOTTOM PLATE { with) / g continuous L E L E 1565# 11/16- ROUND HOLE' 1 2" STEEL ROD n 3 Inches of the bottom of the tooting (See Details). EQUAL ON EA. SIDE W/9-16d's ON EA.SIDE. / � . II DR111.ED 1N TOP � Around perimeter bend outside reinforcing 25" at corner. F- 2" W/(1) 1/2'0 ALLTHREAD W/4 1/2' EMBEDMENT _ H. ANCHOR BOLTS (0P7i Ns) AND W/NUT & 2X2X1/8' WASHER. PLATE I. Compression Anchor shall be 1/2" diameter and spaced as shown LB2 INSTALLATIONN — ,QGT. QUICK GIRDER TIE oov 4 on plana. LINO, and not more than 12" from corners, frame openings >8' and at the end of each shear wall segment (UNO). i v z. All compression s INSTALLATION INSTRUCTIONS. .. inc Q anchor shall have a 2 inches by 2 inches by 1/8 h thick washer UNO. ALLTHREAD ROD CAPACITIE 2X4 BLOCKING (TMP.) " TIE DOWN TO BE INSTALLED BY (ROD) S HEADER (A 4 1 n the ALLTHREAC 3 W 2-16d's ® EA. END o System 1 2 x 5 KEDG- BOLT A / Y / Anchors am W R DUCTIONS FO EDGE DIS C . _,/ � R TAN CE , used with the system to meets spacing and fond requirements BRACKET T ENGINEERING SERVICES A o Pe cots ng Union Otherwise No reg Z C f Noted (UNO) for shear ee uplift at bottom lata. HOLD DOWNS LOAD CAPACITIES FOR SHEAR _ P P OR PLANS V BECOME NUL & DID. L w i C. sHEETINGCALL (904) 821-7879 TWO DAYS WALLS AND CONCENTRATED LOADS z a 1. ROOF SHEETING: ON MONOLITHIC SLABS. d j use 7/18" APA Rated Plywood Sheathing or OSB on Croup If BEFORE FRAMMING & ROOF DRYIN _ _ WINDOW NAILING FIN HD 1 CI) /2'0 ROD W/2X2X / ' W SHOWN DASHED Species Framing. 8d Nails 1 1 8 WASHER & 3' EMB. 2150# I 1 a8" OC. o g n edges and (� _ g " TO SCHEDULE INSTALLATION. v w 12" O.C. intermediate framing. Provide 2x4 Blocking at 4-0 HD-2 xCl)]/2'0 ROD w/3X3X1/4" WASHER & 4 1/2" EMB.-3130# w USE ONE / '0 1 2 A36 ST THREADED R R B3 N .`Z". EEL E DED OD ❑ L ❑ IR T P O.C. in the first Imo (rami spaces from endwalla. HD- x '0 R - C CLE � E- 2. Pn 3 (lli/2 OD W/3)(3X1/4' WASHER & 6' EMB. 4 44# 1 W U1 EACH SIDE F CU O ALL LOAD BEARING EXTERIOR CORNERS HD-4 C1> HD-3+ C1) LB-3 -5420# a' � z. WAu. SHEETING: TRANSOM � z AND ON EACH SIDE OF ALL OPENINGS 6' OR GREATER. For Sheer Walls use APA RATED Shooting UNLESS NOTED OTHERWISE HD-5 (2) HD-2 -6260# ANCHOR (TYP.)DENOTES SCREW LOCATION (UNO), blocking all unsupported edges. See (rami AND THEN AT 6' O.C. IN BETWEEN AND ALONG INTERIOR 23 z O f g ng plan for lengths HD-6 C2) HD-3 -8288# of shear walls and the following nailing patterns. BEARING WALLS WITH UPLIFT LOADS OR UNLESS NOTED x OPT. USE <1>3X3X1/8' W/ (1) 2x2x1/8' WASHER ON TOP < Z 0 Nail with Bd nailu at 8" O.C. on edges and 12" O.C. on intermediate OTHERWISE. GIRDER & CONCENTRATED LOAD _ _ _ C-) v framing UNLESS OTHERWISE NOTED. D. WOOD FRAMING USE ONE 1/2'0 A36 STEEL THREADED ROD 2 6'O.0 & TIE DOWNS W/QGT's & HD's ABOVE c t] w I. All wood to be Group and Grade as specified or UNO on details. No EPDXY INT❑ SLAB WITH 4.5' MIN. EMBEDMENT INTO SLAB 2X BfLOC ING (TYP.) W) w Z damaged wood to be used. FOR 2X4 & 2X6 WALLS ON SLABSH AT30 SIMPSLIN ACRYLIC EPDXY, UNO) A 2. GROUP II k III wood species are to be used as specified GTI USE (1)QGT W/HD-1 -2150# according to "The National Design Specifications for Wood1A I AND THRU THE TOP PLATE SECURE WITH 1/2' HEX NUT GT2 USE <i)QGT W/HD-2 + Cl> MTS12 DR BETTER -3130# 24' 24' Construction. W/ 2 X 2 X 1/8' WASHER FOR UPLIFT <-24000 GT3 USE (I)OGT W/HD-3 + (2) MTS12 OR BETTER -4144# 6" VAps Group 11 species: Southern Yellow Pine For Walls Over 10' TO 11'P1. Ht. AND W/ 3 X 3 X 1/4' WASHER FOR UPLIFT <-4800# Plan R (WITH FOR OVER 11 USE 2X8 GTI E (2)RT- 4T/F W - -2150#• 18" 0 USE 2 /HD 1 Grou 111 SPF For Wella U C. LINO. ADDITIONAL STRAPPING ON THE HEADERS IS ONLY NEEDED GTI USE (1)RT-24T/F + <1) MT W _ - V TO 10' Pl. Ht. AND UNDER. U MTS12 /HD 1 2150# P VA i ELE TON O�CIRC�LETQP FRAMINGpa 3. Double Top plates laps: be no leas than 48" with nail s WHEN THE TOTAL UPLIFT EXCEED 2000#'s AS INDICATED f Ps i cin et GT2 C2)RT- 4T/F - -3130# sckc:hn 8" ands staggered. spacing USE 2 W/HD 2 a � _ NOTES ON SHEET S-2 F FRAMING DETAILS. GT2 + _ as OF USE <3> MTS12 <3) 12d s W/HD 3130# 4. Plywood 2 or OSB wall nail w _ 1 DESIGN PRESSURE CAPACITY OF WINDOW & INSTALLATION IS 40.0 PSF. Yw it _ h 8d nails unless otherwise noted. GT3 USE C3)RT 24T/F W/HD 3 -4144# ) IT � I ALL THE CONCENTRATED LOADS WILL USED COMBINATION GT3 USE C4) MTS12 + C3) 12d's W/HD-2 -4144# 2 F ti. Header and Stud Schedule to be used to determine the number of ) OR INSTALLATION OF FIN FRAME WINDOW IN WOOD FRAME OPENING WITH } header studs and adjacent full length studs, (UNO). OF THE ABOVE ALONG WITH GIST'S AND ADDITIONAL STRAPS TWO BY WOOD STUDS, USING #8 SCREWS OF SUFFICIENT LENGTH TO t 6. Max. I" hole drilled into exterior structural studs. AS REQUIRED. PROVIDE MIN. 1 IN. EMBEDMENT INTO SUBSTRATE. PLACE SCREWS 6" MAX. ^`. FROM CORNERS & 24" O.C. MAX. BETWEEN. 1_ 7. Studs to be doubled at each end of shear walls. THE TRUSS TO TOP PLATE CONNECTION WILL USE STANDARD 3) INSTALLATION ACORDING WITH GENERAL ALUMINUM CORP. INSTALLATION J HURRICANE CLIPS AS SPECIFIED ON THE TYPICAL SECTION SPECIFICATIONS ON DWG. If GEN0026 DATED 3/11/02 cxw>:trs r. srtAcxerr S. HLP SETS with 24"o.e. step down trusses may be sheathed with 7/18" ON SHEET S-2. P.B fro. 42919 OSB without blocking the top chords provided the OSB strands are lll�i� oriented perpendicular to the stop down trusses. 02/20/2004 1 i Ply Granger LumberInaris — 1s-"t,,21." 63.13 city e 1 131-t2 8-64 Type 4 1 job Reference o 8ona1 6s6 RIGHT --�— Truss TyP J es,Inc.Tue Feb 2414:14:36 2004 page s1-1x z,-,2 T 6 ' s Feb 6 2003 MiTek Industri -sbo zbo 9aa 61-u Truss 5.000 Job ROOF TRUSS EJ7B u 4 H 121154 766 su1..12a. 4x6 H 608 1-zb LEFT u C,ranger Lumber 8 Hardware 4.,.12 7-,2 F 8.80 it 51 ' 41-12 266 24 11 D 1 W6 34,1 E 2111 ]3,6 D t 3.6 p W19 C C w4 02 K } d 512= VA 58— 512= 70= 51x= e 83 � 8 A 3.4_ exa= 24 II 24= F 34-46 2611-19 4.46 9 B1 �� 67-10 H 196-0,-0.p 3x4= 131-12 684 24 n 63,6 ,p.6-0 Ed a PLATES GRIP 6+-12 2-+-+2 2491190 o-ob 61-1z :0-4-0 0-3-0 Ildeft M1120 = DEFL in 11-1 >999 21A :0-5 12.0-2-0 H:0-5-12,0 2-0, I:0-0 2 0'3 0 Vat(LL) -0.17 M44 Plate Offsets XY: CSI -0,25 M-N >999 SPACING 2-0-0 TC 0.74 Vert(TL) M Na Weight 234 lb ss6 1-2-6 TOLL GlP 1 Plates Increase 1.25 BC 0.49 Haz(TL) 0.03 ,.,.,z ,a-1z GRIP TCLL 20.0 Lumber increase YES WB 0.66 1st LC LL Min Vdefl=3� PLATES 2491190 TCDL 7.0 Rep Io«BC2000 Excep 10.0 BRACING -0 oc purlins- ".0 oc bracing• t 6� in (loc) Well M1120 BCLL Code TOp CHORD Sheathed 0r iracBY applied 6-0 DEFL >999 5.0 Rigid ceiling CSI Veft(L.L) -0.01 8"i >175 BCDL BOT CHORD 2 0 0 TC 0.50 TL 0.15 A 1 Row at midpt H-N SPACING Vert(TL) 0.00 E nla Weight 40 lb LUMBER WEBS 1Rowatmidpt 1.25 BC 0.09 Hp¢(TL) TOP CHORD 2 X 4 SYP No.2 LOADING(Psf) Plates increase a 1.25 Wg 0.12 1st LC LL Min Udell=3� BOT CHORD 2 X 4 SYP No.2 0.0 Lumber increase 2 X 4 SYP No.3 L 2 Lumb S 'x WEBS TCL YE Matn) t 7.0 Stress Ina ( G oc Purlins raC10Q, Ex P TCDL Rep C2000 BRACING 8iad or 6-0.0 a 6.p-p oc b IB ea Shapplied 1 M -126 .0 D -8 BCLL 10 Code TOP CHORD id ceiling dlrecBYg 7=140610 3 5.0 Hip Rig •n :F G. 0.3 _ load case 5) L 7 C brag 9 =9410-3-6.K=2391 ��3),pl1-915( 1 BCD BO to-0-0 oc REACTIONS(Ib/size) B 1 299(load rase 5),T=1055(load 1 M-- max case ) LUMBER No.2 Max HorzBUpIWO 25i(lod case 2 X 4 SYP 251(toad case 51,K 249 oad case 7),T=1g06(load case ). D Max Gre,1= TOP WORD load case 6),K= � �=102.K-L=31 BOT CHORD 2 X 4 SYP No 3 Marr Grav6=206( 100,J 729,H-I=755,W= X63,K M=83 ,994.J-M=177 BS Case Only 729,G H- 223,N-0=p,M•N --319,1-M- WE oad E=765.E-F=765.F G 5 �c21.G P— _ N-P=707.I-N- Ib -First L D=-376,D _ p-Q-635. H P-582. 1 1=34310.3-8 FORCES ( ) _ 1 B-0=238,G =-647,Q-8-—1' - = 9 H_N=-365, �I g=20410-3-8,F=tanica. 70P CHORD A-B-3 . n RD F_p=145.C R=860.GT=1228.R T 20 a 4 HO B-T=196,5-7=0,OR-S=30,D R IMech d case ) BOT C - p Q-39 g gable end zone;Lumber -39 _ a R (size) E q 1�381(lo F.Q--28, TIONS(Ib _ load case ) d Pse 4). BS REAL -499( WE 11•exposure C:Parlialry;MWF i Max HprzB 1 oad case 5) B--J94(103, =9 n d for this design• sf:occupancy category joint I Max UPI1fE NOTES (61 roof. h h=15ft;TCDL=4.2p f;BCDL�.Op b)-First Load Case only —39 D-E=18 1)Unbalanced live loads have been considered 10551b uplift at joi CES lI =77, - F-G=O umber Wind-ASCE 7-98 P�IBC2000;120mp withstanding 251 Ib uplift at joint B,2991b uplift at joint K. FOR _g=62,8 C 5 D G-37, 2) p A 5 gab's end zone,L = 33 late 9dP )OL-J.33. ventwater ponding• late capable of TOP CHORD _ G-H S 1 P re do P CHORD 8-1=-24.H-1-2 51 osure C;p3,dially;MWFR 93, DOL others)of truss to bei 9 OT C-H II;exp tilt at 3 Provide adequate drainage to P at joints)M. B C-1=215, category 381 ib uP ) nectron(bY n and Mechanical con With truss chord a cY • 'ntB a vide m ce w Wt L=3.0psfoecuP 0ldtatta 4)Pro atointM. beatin9surfa sf BCD E 1gq ib P Ib uplift j vide full L-4.ZP � at ant and 915 d to pro 3 1201110-h=15ft TCD standing 91 Ib uplrft j 7 late or shim require for Turbo Web ES l l 000. of with Beveled P ed spec�flcally NOT -98 er 18C2 ate capable 5) • SCE 7 P ring PI truss has been design A - 3. s 1)Wind. late 9dP cone 3 others of truss TQ bei g)This Dp1=1.33 P connec60n(by Bard e mechanical 2)Provid 11 for-Turbo Web LOAD CASE(S)Stan joint I. baso designed speci9ca Y 3 This truss has C ASE(S)Standard LOAD I Job Truss Truss Type =Job Job Truss Truss Type Qty Ply 12654 CJ1 ROOF TRUSS 12654 B01 ROOFTRUSS 7 1 Job Reference tional Reference(optional) Granger Lumber&Hardware 5.000$Feb 6 2003 MTek Industries,Inc. Tue Feb 24 14:14:25 2004 Pae 1 H 5.000 s Feb 6 2003 MiTek Industries,Inc. Tue Feb 24 14:14:28 2004 Paget g 9 Gran er Lumber&Hardware 9 -z-0-0 24)4 B'B'B 1-0-0 141-0 -241-0 2-04 0 6-4-0 "4 &40 12-0-0 2�0 i480 8-6 1:27.' 4x4= c 1 B . .. 8.0012 6.00 12 T1 ° t t • 2x4= ° B A a F 2x4 11 3.4= 34= E A 1 1 PO-0 id0 7-0-0 OOB 644 61-0 6„4-0 12-60 LOADING SPACING 2-0-0 CSI DEFL in poc) Udefl PLATES GRIP LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP 20.0 TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.00 B >999 MII20 249/190 TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) -0.04 D-F >999 MI120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) 0.12 A >218 TCDL 7.0 Lumber Increase 1.25 BC 0.32 Vert(TL) 0.09 A >313 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C Nt LC Na BCDL 10.0 Rep Stress Ina YES WB 0.06 Is ) 0.01 D Na BCDL 5.0 Code IBC2000 (Matrix) 1st LC LL Min Udefl=360 Weight:7 Ib BCDL 5.0 Code IBC2000 1st LC LL Min Udefl=360 Weight 55 Ib LUMBER BRACING LUMBER BRACING TOP CHCRD 2 X 4 SYP No.2 TOP CHORD Sheathed or 1-0-0 oc purlins. TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP N0.3 REACTICNS(Ib/size) C=1O2/Mechanical,B=281/0-3-8,D=14/Mechanical REACTIONS(Ib MaxHorz6=224(load case 3)B=640/0-3-8,D=640/0-"s3) Max HorzB=165(load case 4) x Ho Max UpIW,=-102(load case 1),B=-473(load case 4) Max GravC=251(load case 4),B=2810oad case 1).D--14(load case 1) Max UpIit1B=567(load case 4),D=567(load case 5) FORCES (lb)-First Load Case Only FORCES (Ib)-First Load Case Only TOP CHORD A-B=31,B-0=457,C-D=-457,D-E=31 TOP CHCIRD A-B=61,B-C=91 BOT CHCIRD B-13=0 BOT CHORD B-F=1 6,D-17=376WEBS C-F-186 NOTES (3) NOTES (4) 1)Wind:ASCE 7-98 per IBC2000;120mph;h=15ft;TCDL=4.2psf,,BCDL=3.Opsf;occupancy category Il;exposure C;parOaily;MWFRS gable end zone;Lumber 1)Unbalanced roof live loads have been considered for this design. DOL=1.33 plate grip DOL--1.33. 2)Wind:ASCE 7-98 per IBC2000;120mph;h=15ft;TCDL=4.2psf;BCDL=3.0psf;occupancy category 11;exposure C;par8a8y;MWFRS gable end zone;Lumber 2)Provide mechanical connection(by others)of truss to bearing plate capable ofwithstanding 102 lb upliftatjoint C and 473 Ib uplift atjoint B. 3)This to ss has been designed sperafically for Turbo Web 3)Provide DOLide m plate grip DOL=1.33. mechanical connection(by others)of truss to bearing plate capable of withstanding 567 Ib uplift atjcint B and 5671b uplift at joint D. LOAD C)4E(S)Standard 4)This truss has been designed specifically for Turbo Web LOAD CASE(S)Standard ROOF NOTES: PLAN No. PRE-ENG GABLE END TAUSti— \ / / 2 I• TYPICAL ROOF CABLE OVERHANG TO BE 12'UNLESS OitHERI1CSE NOTED, \ / / CPRE-ENG. GABLE 182 2. TYPICAL ROOF EAVE OVERHANG TO tE 1'4" UNLESS OTHERWISE NOTED. 7/76. OSB THEAt1NG \ \ / TRUSSES a 24' O.C. 3. PROIsOE AND DCSi \ / . . All - Fl,Ag1sCC AS PER NATIONAL ROOFING AND % BRACING V/3-16d' NAILS SMEETYET NAIL V/SOLS a 4' O.C. LINO AL ASSOCIATION STANDARDS Al10 PT a NN A(X2 CONNECTIONS/OR ABLE INDUSTRY -t IN.-.-_ EC IONS STANDARDS, ON EDGES 6 12 O.C. 7/16 APA RATED SHEATHING / \ 3 X-BRACING OF <2%4> a MID I �- IAT N0. 4, ALL ROOF TRUSSES, GIRDERS.BEAYS,HEADERS.ETC. TO BE SIZED 8Y ON INTERIOR FRAMING / \ \ AND 1/4 POINTS W/ 8d NAILS AT 6' O.C. ON EDGES TRUSS MANUFACTURER AND SIGNEDGABLE EN AND SE A DS AN SEALED BY FLORIDAf1.0laDA D 12' T OC ON INTERMEDIATE FRAMING REGISTERED ENGINEER. HURRICANE CLIP @ EA. TRUSS LOCATION ON PRE-ENGINEERED ROOF TRUSSES 9 S. ROOF PLANS FOR REFERENCE ONLY.DESIGN ANO DETAILS TO HE 2 X 4 DIAPHRAGM FRAMING TRUSS/BEAM TIE TO TOP PLATE SCH. AT 24' O.C. \ t` PROMOED BY TRUSS MANUFACTURER. BLOCKING IGe48' D.C. , 6. SEE _ _ TRUSS SHOP DRAWN F m USE USP: C1)RT 7 W/10-sd s FOR UPLIFT <-585# V COl[MUNITY GS OR REQUIRED CEILING OIAPHRAY. FOR FIRST 8' BEGONIA ST. NAIL TOP 6 BOTTOM CHORD TO BALLOON OPT. USE SIMPSON: (I)H2.5A-W/10-8d's FOR UPLIFT <-600# II 2 X 4 e 1O.C. STUD .ALL STUD BLOCKING IOd's a EACH STUD 6 r0 USE USP: (I)MTW12-W/14-IOd's FOR UPLIFT <-1055# � HEADER SCHEDULE UNO 4 WITH 2 X 4 TOP 6 BTM. PLT. 2 X 4 ATT 6' D.C. TVP. LENGTH HEADER TYPE 2 x 4 BLOCKING ./< OPT. USE SIMPSON: (I)MTS12-W/14-10d's FOR UPLIFT <-1000# co 2) 12d's A. ND < e E E USE USP <1>MTW12-W/14-10d's + O T- 1 R 7 A 0• 4• (2) 2 X 6 Vn/2 PLriD/DSB BETWEEN SECTION ® CORNER w/10-8a's FOR UPLIFT <-1640# 0 B 4'- 6' (2) 2 X 8 W/1/2' PLriO/DSH �TVEEN INSURE CORNER IS NAILED OPT. USE SIMPSON: (1)MTS12-W/14-10d's + (ll H2.SA rn .nod' MIN. a 8• D.C. W/10-8d's FOR UPLIFT <-1600# C 6'- or C2) 2 X 10 V/1/2' PLWD/DSH BETWEEN LB2 OR LB3 JACKS 7' LONG & SHORTER MAY BE B- t2• cz) x 2 12 W/t/2• W FASTENED TO TOP PLATE _ cv PL D/OSB BETWEEN L E WITH ONLY DHL. 2X4 #2 PINE TOP PLATE 7 CV ^ 3-lOd's TOE NAILED. OPTIONAL: # OPTIONAL: � D 16' C2) 1 3/4• X 16' LVL 1 ❑ IO AL: #2 GARAGE FRONT ENTRY LB2 @ EA. CORNER & 6'O.C. MAX. — LB3 @ 6' O.C. UNO USE ONE 1/2'm A36 STEEL ALL THREADED ROD .i O GABLES END/JACKS I C2) 2X 12 V/1/2• PLWD FLITCH (UNLESS NOTED OTHERWISE) W/ 2 X 2 X 1/8' WASHER & NUT AT TOP PLATE PLAN AT CORNER NAIL 7/16' APA SHEATHING W/ 8Ds AT 6' O.C. ON W/ 4 1/2" EMBEDMENT INTO SLAB AT 6' O.C. (UNO). SYS-42 BY TRUSS 1HFGR EDGES AND 12' O.C. AT INTERMEDIATE FRAMING w - 1 G (ONO). V/HIP TRUSS 3 1/ X - • 2' Iz s/B" LAN BEAN GABLE ENCUNO> UNLESS NOTED OTHERWISE D BALLOON FRAMING GARAGE SIDE ENTRY ONE STptY/BOt4US 3 - 1/2• X U' LAM BEAM Z TVv) n> E-J-i O STORY l27 1 3/4' X 16• LVL OPTIONAL #1 LB3 @ 6' O.C. UNO OPTIONAL: #3 x PK-ENG GABLE END TRUSS \\\\ /// `PRE-ENG. GABLE 2 X 4 P.T. BOTTOM PLATE USE N / U ONE 3 8 0 A36 STEEL EEL ALL THREADED R TRUSSES D OD a CONNECTOR SCHEDULE )'n6• DSB sHEArING RUSSES a 24• D.C. l/2 DIA. X 8 ANCHOR OR ALLTHREAD W/EPDXY -, v X - W/ 2 X X / HEADERS NAIL V/SOLS e Y O.C. UNO BRACING V/3 t6d' NAILS W/ 2 X 2 X 1/8' WASHERS @ 72' O.C. (UNO) 2 1 8' WASHER & NUT AT TOP PLATE E S _1 a CONNECTIONS112'0 7/-1 ON EDGES a 1z O.C. WITH ONE 1/2 m A36 STEEL ALL THREADED T / t,, STUD � NO. LOCATION ON INTERIOR FRAMING �- / / ��\ 3 X-BRACING OF @X4) a MID �- EPDXY W/ 4 1/2' EMBEDMENT IN SLAB @ 6' O.C. (ONO), o 7 t ASTENE UPLIFT AND 1/4 POINTS Imo-•-4 1 TRUSS TO BEAM 14-100 1 STRAP GABLES > 10' a ENDS 6 1/3RD. PT. �. OF GABLE ENDS. CANTILEVER BOTTOM PLATE OVER EDGE WITH A 1/2' TO 3/8' REDUCER COUPLING. HEADER 70 COLUMN _ Qpp V/RT 24- V/7 8 4 8 160 1$7S 16d's (USP) OF SLAB I/2' AND EXTEND SIDING 1 COLUMN TO SLAB 2' . z . W 1 4 BELOW BOTTOM PLATE 12-80 1265 STRAP GABLES < 10' a ENDS 6 MIDPOINT OF LAE E., O 2 X 4 DIAPHRAGM FRAMING GRADE TO BE 8' MIN.FROM BOTTOM z TRUSS TO TOP PLATEf' DR OPT. 8-18p 1820 V/RT 24- V/7 16d's CUSP) a 48' QC. FOR FIRST S' SIDING 19rOP PU► TTE O STUD )YTw12 14-100 2000 NAIL BOTTOM CHORD !1F GABLE DPT. 2 % 4 BLOCKING/NAILER STUD TO BOTTOM PLATLB2, OR 1.83 SEE S-3 T2BYp; END TRUSS TO 2 X 4 BLOCKING/NAILER1 - - i 3 #4 OR 2-45-DIA. RE- BAR CONT. WITH Vn2d's a b' O.C. INTO NAILER 2 X 4 DBL. TOP PLATE L o e N �2 X 4 e 16' O.C. STUB WALL 161 12' 1 ONE STORY WITH 2 X a TOP AND BTM. PLATES 161 16' L..IVE ST13RY A MINIMUM WALL AND HEADER SECTION ® CORNER `STEP FTG. FOR T. TVP. WALL SECTION O OPT. BRICK STUD REQUIREMENTS N o�5 I SURE CORNER IS NAILED A a V/10d' MIN. a 8' D.C. • UNSUPPORTED STUD MAXIMUM HEADER SPAN WALL HEIGHT SPACING 3' 1 6' 1 B' 1 12' 1 15' 1 18' LB2 OR LB3 HURRICANE CLIP @ EA. TRUSS LOCATION 0 Z TRUSS TIE TO TOP PLATE (SEE SCH.) NUMBER OF HEADER STUDS USE (I)HCPLL/LR-W/8-8d's FOR UPLIFT <- 510# SUPPORTING END OF H USE (2)HCPL / R- - EADER � L L W/8 8d's FOR UPLIFT C-1020# BOTTOM TRUSS CHORD � LB2 @ EA. CORNER & 6'O.C. MAX. — USE (2)HCPLL/LR-W/8-8d's + (1) RTPGA812 ' 1 7 2 (UNLE NOTE OTHERWISE) 2 2 2 W/4-16d's FOR UPLIFT C- 1625# CORNER o �LAI� AT OR ER USE (1) QGT W/18 -0.148 CASE HARD NAILS O NUMBER OF FULL-LENGTH STUDS GABLE END PLATFORM F FOR UPLIFT C-2600# a FRAMING �, AT EACH END OF HEADER 10' OR LESS 12' 2 2 3 3 3 3 FOR OPENINGS < 8'-0' USE OPTIONAL: #1 16" Z 2 3 3 3 3 a 24' t 2 2 2 2 2 2 X 2 X 1/8' WASHER LB2 OR LB3 @ A 12 USE RT12F O 32"O.0 6' O.C. UNO A CRE TER t . 2 2 3 4 5 5 FOR OPENINGS > 8'-0' USE SHEAR WALLS ONLY (MIN.) THAN to' 6 L I ) ONO. 2a' 2 2 3 3 4 4 3 X 3 X 1/8' WASHER DBL. 2X4 #2-PINE TOP PLATE O t NAIL 7/16' APA SHEATHING W/ BDs AT 6' O.C. ON O EDGES AND 12' O.C. AT INTERMEDIATE OPTIONAL: #2 O E MEDIATE FRAMING (ONO). CONTINUOUS <UNO) UNLESS N USE ONE 1/2'm A36 STEEL ALL THREADED ROD O S OTED OTHERWISE— ISE T P 2 2 X 6 TOP A OP LATE ) PLATE / 2 X 2 X I/8' WASHER & NUT AT TOP❑ PLATE O U) GARAGE DOOR OPTIONAL: #1 W/ 3' EMBEDMENT INT❑ SLAB AT 6' O.C. (UNO). X Z I--a HEADER �. USE RT12F O 32"O.0 NAL 2X6'S T G THER LB2, OR LB3 @ 6' O.C. UNO I--I USING 16D NAILS 2 2 X 4 P.T. BOTTOM PLAT 6 Qi E H 16' O.C., STAGGERED ) f37-44 1/2' DIA. X 8' LONG ANCHOR df� �L•L 4W�AD W/ P OR 2-#5-BAR CONT. H W/ E OXY U HE R T 2 X X ADE o 2 ]/ W CC STUDS B WASHER s e W U LENGTH Q C3) 2X f' 2 RT-t2 -t FULL C 6 FULL LENGTH O BOs Z U1 OR OPT. (1j w/18-16d's STUDS ' ----- ------- - ---------- (2) 2'X6' UNDER GARAGE USE 7/18' OSB OR STUDS N ROM TDP r0 ACK STUDS m (� DOOR HEADER PLYWOOD SHEATHING ON =m co I=1 11--I I I I I-1 11--1 I f EW- < z < HEADER TUOS EADER STUDS I - - _ -- - — I—I BOTH SIDES W 8ds — - — LI -- -I I I—i I I III— I I I I III -III I I—III—' '�" O.C. __-ll�-'-'11- '-'-TT-----TT--'- u 1 1 1 d 8' 1'-4' 8' ONE STORY U) (3) 2 X 6's ;�Nq: cTaRs Nq scbgs u 9' I'-8' 8' TWO T C~ 2 X 6 BUCK FOR GARAGE f 1 4= Jv I .I INTERIOR HEARING W ALL SECTIO II it II N OPENER ON INSIDE ONLY Plan Re 1 DOOR OP I I � _ W B . W OPT. L03 LOCATION HEADER'S To SLAB -x ROOF x (1) L83 BRAC(ET 181155 U T I - ALL PLANS,OE AILS, ANO NOTES QN 7)s5 ORAWWC ISTARYaPRDPttIE AND CAN NOT BE USED, 1RANSfEERED OROPTION ##1 OPTION ##2 X 4 O 24'O,C. NAILED OTHERVASSE REPRODUCED wTHOUT TME APPROVAL OFI' CONCRETE SLAB _ BRACKE AND ASSOQATES, INC.OR CHARLES T.BRACKETT' 4 8d's T 0 / TOP PLATE •H K 0 IC EKED AT EDGE — P.T. 1 - 2'X6' PLATE FRAMING OPENING TIEDOWN DETAILS NAIL BOTTOM -- OF TRUSS FOR WHEN OPENING SPAN TO 2 X 4 w/2-80 s EA. END 1 IS GREATER INTERIOR SHEAR WALL GARAGE DOOR WALL L DETAIL WHEN cRARls9 T. et1AC1f3iTT NT GARAGE PROTRUDES W FROM H THAN ROD SPACING. ONO. I INTERIOR SHEAR WALL FRAMING l/ P•7= No• .x11e HOUSE TRUSS TO TOP PLATE SEE TYP. SECTION WALL PARALLEL T❑ TRUSSES oz/zo/zoo4 SCALE, N.rs S-2 Job Truss Truss Type Q PI Job Truss Truss Type Qty Ply h y 12654 A05 ROOF TRUSS 1 1 12654 EV ROOFTRUSS 7 1 ]Job Reference o do al Job Reference(optional) Granger Lumber&Hardware 5.000 s Feb 6 2003 MiTekl us Granger Lumber&Hardware 5.000 s Feb 6 2003 MiTek Industries,Inc. Tue Feb 24 14:14:34 2004 Page 1 toes,Inc. Tue Feb 24 14:14:16 2004 Page 1 222 4-0-0 342 3-t-0 3.72 7-0-0 2-0-0 888 50.9 5-09 5-11-7 hi 11-1.12 5- 364 1-10 1&1E 3-2-18 7980 T}2342 5-2-0 25 t2-0 � 422 314-0 2-04 38-1-0 - 2-0 Seats•1:24.1 Beds: i 83. LEFT RIGHT 4x8= 4x4= 2,411 4x8= D E F 6 51 12 L4\\ EAB 12 3x4 G 3x8. X C 3x6 J Wi W9 e B d' 6x18= D 4x12— 1'1� B7 3x4 A — U 3x1— T S R O ►1 L K 2N II — — AI= 3x4— 3x4— 4x8= 214 11 2,4 11 6x8= E 2,41 A 4-0-0 324 341'4 7.112 'tt"11-1-1z 28 5-t-18 1838 52-10 1980 3241122342 5-22 22 122 3o-3-E 4.6E 314.8 60.9 780 7-0-0 Plate Offsets X Y: :0-5-1 20-2-0 6:0.5-12 0-2-0IP:D-3-12,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.11 B-E >730 M1120 249/190 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Udefl PLATES GRIP TCDL 7.0 Lumber Increase 1.25 BC 0.34 Vert(TL) 0.18 A >146 TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.14 S-U >999 M1120 249/190 BCLL 10.0 Pep Stress Ina YES WB 0.10 Horz(TL) -0.00 E n/a TCDL 7.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.21 S-U >999 BCDL 5.0 Code IBC2000 (Matrix) 1st LC LL Min Udefl=360 Weight 33 lb BCU- 10.0 Rep Stress Ina YES WB 0.73 Horz(TL) 0.05 L n/a BCDL 5.0a IBC2000 Cod C2 0 1st LC LL Min Udell- -360 Weight 234 ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc pudins. LUMBER BRACING BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-5-2 oc purlins. WEBS 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-7 oc bracing. Except WEBS 2X4SYP No.3 1 Row at midpt F- P P REACTIONS Ib/size D=64/Mechanical B=424/0-3-8 E=178/Mechanical Max HorzB=454(load case 4) REACTIONS(lb/size) B=1336/0-3-8,J=57/0-3-8,L=1821/0-3-8 Max UplitD=173(load case 5),B=-345(load case 4),E=159(load case 5) Max HorcB=380(bad case 3) Max U lif1B-1040 1 - - p (cad case 4), — J213(Ioad case 5), — L1217 load case 2 FORCES (Ib)-First Load Case Only Max GravB=1336(load case 1),J=199 load case 3),L=1821load case 1 ( ) TOP CHORD A$-62,8-C=218,GD--36 BOT CHORD B-E=123 FORCES (lb)-First Load Case Only WEBS C-E=145 TOP CHORD A-B=31,B-C=-1801,GD=1335,D-E=1171,E-F=1179,F-6=1179,GH=1023,H-1=191,W=600,J-K=31 BOT CHORD B-U=1478,T-U=1405,S-T=1405,R-S=1117,Q-R=-0,P-Q=46,F-P=186,O-P=845 N-0=159 M-N=22 H-N=1034 L-M- -0,J-L--491 NOTES (3) u WEBS DS=362,CS=342,GU=160,E-R=240,D-R=94,E-P=19 P-R=1206 G-0245 G-P=651,H-0--792,I-N-1105,I-L-1493,L-N--549 1 Wind:ASCE 7-98 per IBC2000;120 ph;h=15ft;TCDL=4. psf;BCDL=3.0 sf;occupancy category ryIP,exposure C.Parball .MWFRS gable end z ne-L mber DOL=1.33 plate grip DOL=1.33. NOTES. (5) 2)Provide mechanical connection(by others)of buss to bearing plate capable of withstanding 173 Ib uplift at joint D,345 lb uplift at joint Band 169 lb uplift at 1)Unbalanced roof live loads have been considered for this design. joint E. 2)Wind:ASCE 7-98 per IBC2000;120mph;h=15ft;TCDL=4.2psf-,BCDL=3.Opsf;occupancy category 11;exposure C;pardally;MWFRS gable end zone;Lumber 3)This truss has been designed specifically for Turbo Web DOL=1.33 plate grip DOL=1.33. 3)Provide adequate drainage to prevent water ponding. LOAD CASE(S)Standard 4)Provide mechanical connection(by others)of thus to bearing plate capable of withstanding 1040 Ib uplift at joint B,213 Ib uplift at joint J and 1217 lb uplift at joint L. 5)This buss has been designed specifically for Turbo Web LOAD CASE(S)Standard ganger i.umaer& Hardware Job Truss TH'IUPSPIGGYBACK Type Oty Ply 1180 S.LANE AVE To: Reaction L1IZ1I11a ry 12654 PB3 2 1 JACKSONVILLE FL 32205 H H&A CONSTRUCTION Job Number:Job Referenp o tlonal 12654 Granger Lumber&Hardware 5.000 s Feb 6 2003 Mrrek Industries,Inc. Tue Feb 24 14:14:45 2004 Page 1 Phone:904-7814119 Fax:904-786-8480 3 BEGONIA ST. Page: 1 Project:3 BEGONIA ST. Block No: Date: 02-24-2004-2:19:38 PM Dao z-,.,z 2-1-12 448 e-z, 2-1-12 eta Model: Lot No: Project ID: 12654 scd.-1:13 Contact: Account No: 175390582 Co t. Site: Office: De • fiver T 0 Name: Designer: CB 3 BEGONIA ST. gn Phone: Salesperson: Fax: Quote Number: Tentative Delivery Date: 4A= o Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: - rz 10-4-3 Joint Joint 11 Joint 13 , sao 4 A01 34-4-0 ROOF TRUSS 8.00 1345 lbs. 146 lbs. 1651 lbs. j W1 210lbs.each 8 Rows Lat Brace 0.00 -1065 lbs. -250 lbs. -1074 lbs. T 1 e 10-4-3 Joint 2 Joint 11 Joint 13 Joint 19 B F 1 A02 34-4-0 ROOF TRUSS 8.00 313 lbs. 547 lbs. 915 lbs. 1334 lbs. e, 215 tbs.each 2 Rows Lat Brace 0.00 -325 lbs. -530 lbs. -708 lbs. -974 lbs. 10-4-3 Joint 2 Joint 11 Joint 13 Joint 20 I� 3 A03 34-4-0 ROOF TRUSS 8.00 206 lbs. 249 lbs. 1261 lbs. 1406 lbs. 3.4= la W u - '"'- 233 lbs.each -252 lbs. -300 lbs. -9161b. 3.e_ 6 Rows Lat Brace 0.00 s -1056 lbs. H a 10-4-3 Joint 2Jom• t 12 Joint 14 4 A04 34-4-0 ROOF TRUSS 8.00 1345 lbs. 96 lbs. 1743 lbs. 1071 lbs. -236 lbs. -108 251 lbs.each 16 Rows Lat Brac 0.00 I lbs. 9-0-3 Joint 2 Joint 10 Joint 12 1 A05 34-4-0 ROOF TRUSS 8.00 1336 lbs. 199 lbs. 1821 tbs. 233 lbs.each 1 Row Lat Brace 0.00 -1041 lbs. -214 lbs. -1218 lbs. 9-0-3 Joint 2 Joint 10 Joint 19 1 A06 34-4-0 ROOF TRUSS 8.00 133 lbs. 1285 lbs. 1801 lbs. 000 2-1.12 z 713 aoa &2-4 e�o z,a 226 lbs.each I 1 Row Lat Brace 0.00 1 -167 lbs. -1031 lbs. -1378 lbs. Plate Offsets X C:0-6-4 0 2-0 :0-2-110-1-13 7-8-3 Joint 2 Joint 11 Joint 13 A07 34-4- 1 . 0 ROOF TRUSS .00 13231bs. 3281bs. 19331bs. LOADING(psf) SPACING 2-0-0 CSI DEFL in loc Udell PLATES GRIP 8 TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) 0.03 G-H >999 M1120 249/190 2141bs.each 2 Rows Lat Brace 0.00 -1005 lbs. -308 lbs. -1464 lbs. TCDL 7.0 Lumber Increase 125 BC 0.27 Vert(TL)TL) -0.03 G-H > 999 7-8-3 Joint 2 Joint 11 Joint 20 BCLL 10.0 Re Strass Ira Y WB 0 OS Rep ES Horz(TL) 0.02 F Na 1 A08 34-4-0 ROOF TRUSS 8.00 227 lbs. 1271 lbs. 190216s. BCDL 5.0 Code IBC2000 (Matrix) 1st LC LL Min Udell=360 Weight 31 Ib 217 lbs.each 0.00 -259 lbs. -991 lbs. -1617 lbs. LUMBER BRACING (1) 2-Ply 6-4-3 Joint 2 Joint 12 Joint 14 TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. 2 A09 34-4-0 ROOF TRUSS 8.00 2982 tbs. 772 lbs. 3754 Tbs. BOT CHORD 2 X 4 SYP Not BOT CHORD Rigid ceiling directly applied or 8-0-4 oc bracing. WEBS 2 X 4 SYP No.3 238 lbs.each 2X4/2X6 0.00 -2786 tbs. 686 tbs. -3633 lbs. 6-4-3 Joint 2 Joint 11 Joint 18 1 A10 34-4-0 ROOF TRUSS 8.00 433 lbs. 1441 lbs. 2686 lbs. REACTIONS(Ib/size) A=326/0-3-8,F=326/0-3-8 219 lbs.each 6 -423 lbs. -1212 lbs. -255612-. 2X4/2X 1 Row Lat Brace 0.00 s Max HorzA=6 load case 3 Max Uplift4=272(load case 3),F=272(load case 2) 5-10-14 Joint 2 Joint 4 7 B01 12-8-0 ROOF TRUSS 8.00 640 lbs. 640 lbs. FORCES (Ib)-First Load Case Only 55 lbs.each 0.00 -568 lbs. -568 lbs. TOP CHORD A-B=162,B-C-704,C-D=-645,D-E=705,E-F=162 BOT CHORD B-H=618,G-H=645,E-G=61<.1 5-10-14 Joint I Joint 3 WEBS C-H=164,D-6=164,C-G=1 4 B02 12-8-0 ROOF TRUSS 8.00 520 lbs. 640 lbs. - 801 . -5 51 3 2-s -568 lbs. ]2-s.each 0.00 NOTES (7) 1)Unbalanced roof live loads have been considered for this design. 5-6-11 Joint 2 Joint 10 Joint 12 Joint 13 Joint 14 2)Wird:ASCE 7-98 per IBC2000;120mph;h=15ft;TCDL=4.2psf;BCDL=3.Opsf,occupancy category II;exposure C;parfially;MWFRS gable end zone;Lumber 1 B03 12-8-0 DROP TC GAB 8.00 263 lbs. 263 tbs. 136 lbs. 180 lbs. 146 Ibs. DOL=1.33gnp OL=1.late D 33 P 67 lbs.each 0.00 325 lbs. -357 lbs. 131]2-s -246 lbs. 3)Provide adequate drainage to prevent vratE,r paling. 4 Bearing at oin s A F considers parallel tr grain value using AN VTPI 1-1995 angle to2-4-3 rain formula. Building designer should ven.fYpP capacity bearing g Joint 2 Joint 3 Joint 4 2 CJ1 1-0-0 ROOF TRUSS 8.00 281 lbs. 251 lbs. 14 lbs. surface. - 5 Provide mechanical connection b others of truss to beano late capable of withstanding 272 Ib uplift at'oint A and 272 Ib uplift at Dint F. (Y ) 9 P9 P 1 P 1 6)SEE MITek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS 7 Ibs.each 1 0.00 1 474 lbs. 403 lbs. 7)This truss has been designed specifically fix Turbo Web 2-4-3 Joint 2 Joint 3 Joint 4 LOAD CASE(S)Standard 2 CJ1A 1-0-0 ROOF TRUSS 8.00 281 lbs. 2511 2-s 14 itis. 7lbs.each 0.00 474 Ibs. -103 lbs. -8-3 Joint 2o t3 J m Joint 4 2 CJ3 3-0-0 ROOF TRUSS 8.00 283 lbs. 24 lbs. 41 lbs. 13 lbs.each0.00 -316 lbs. -139 lbs. _ -8-3 Joint 2 Joint 3 Joint 4 2 CJ3A 3-0-0 ROOF TRUSS 8.00 283 Ibs. 24 lbs. 41 lbs. s 13 lbs.each 0.00 -316 lbs. -139 lbs. 5-0-3 Joint 2 Joint 3 Joint 4 2 CJ5 5-0-0 ROOF TRUSS 8.00 346 lbs. 99 lbs. 71 lbs. 20 lbs.each 0.00 -287 lbs. -267 lbs. 5-0-3 Joint 2 Joint 3 Joint 4 2 CJ5A 5-0-0 ROOF TRUSS 8.00 346 lbs. 99 lbs. 71 lbs. 20 lbs.each 0.00 -287 Ibs. -267 lbs. 6-4-3 Joint 2 Joint 4 Joint 5 7 EJ7 7-0-0 ROOF TRUSS 8.00 424 lbs. 84 tbs. 178 lbs. 346 lbs. -1741 321bs.each 0.00 2-s -160 lbs. kUSS SFX COVER SHEET PROJECT IDENTIFICATION Job Number: 12654 Builder Na &A COWS S TION Job Add r s. 3 BEGONIA ST. �, Hca re Lot: 3 Block: Subdiv' : BEGONIA ST. 3 1180 Lane Ave.e South County: D VAL. o I. Ja �`v e�F� Details/Note . I <.1 1 05 s (904)781-4 119 FAX.(904 - )786 84,80 ' s � Y DESIGN CRITERIA Building Code: Florida Building Code (FBC)2001 Wind Design: A8CE7-98 per FBC 2001 Wind mph: 120 Occupancy Category: 2 Exposure Category: C a Opening Conditions: Partially Enclosed —Design Software: MiTek 2020—Version 5.0 Total Roof Load: 42 psf TCLL 20 TCD L 7 BCLL 10 BCDL 5 Total Floor Load: 55 psf - TCLL 40 TCDL 10 BCLL 0 BCDL 5 Truss ID's: # Truss ID: Date: # Truss ID: Date: #_ Truss ID: Date: # Truss ID: Date . # Truss ID: Date: 1 01 2/24/04 16 CJ3 2/24/04 31 46 61 2 A02 2/24/04 17 CJ3A 2/24/04 32 47 62 3 A03 2/24/04 18 CJ5 2/24/04 33 48 63 4 2/24/04 1 s 04 J5A 2/24/04 34 49 64 5 A05 2/24/04 20 2/24/04 35 50 EJ7 66 s A06 2/24/04 21 EJ7A 2/24/04 36 51 66 7 A07 2/24/04 22 EJ713 2/24/04 37 52 67 8 2 /24/04 23 2 2 08 / 4/04 38 EJ7C 53 sa s A09 2/24/04 24 FG1 2/24/04 39 54 69 10 2/24/04 25 2/24 a 10 HJ7 /04 0 55 70 11 B01 2/24/04 26 HJ7A 2/24/04 41 56 7 12 2/24/04 27 602 HJ76 2/24/04 42 57 72 13 B03 2/24/04 28 PB1 /24/04 43 58 73 14 CJ1 2/24/04 29 PB2 2/24/04 44 59 74 15 J1A 2/24/04 30 PB3 2/24/04 45 60 75 With my embossed seal affixed to this sheet, I hereby certify that this serves as an index sheet in compliance with Rule - _ 61G15 23.002 2 and 61G15 31. O 003 of the Florida Board of Professional Engineers. The embossed seal on this index sheet indicates acceptance of professional engineering responsibility solely for the Truss Design N, Drawings listed above and attached. The suitability and use of each ?•• Cerrf. truss design drawing for an articular building N Gra '• 9 g Y p Is the of the o. .�• 9 BuildingDe sinr e , per ANSI/TPI 1-1995 Section 2. _ _ 9 P _ = r John Clark Weber, PE #17455 - _ - y _ This Index Package Contains 1210 Lane — Ave. SouthStat JS's'�• S ta'r e L Q EfFjoriaa ' • •30 Truss Drawings. Jacksonville FL 322 oti00\1' qiii lO\ ' ENGINEER OF RECORD FOR STRUCTURAL ENGINEERING DOCUMENTS NAME: ADDRESS: LICENSE#: TRUSS DRAWINGS REVIEWED: 1 Job Tr�7A �� Truss Type City Ply 12654 ROOF TRUSS 1 1 JDb Reference(optional) OCTOBER 11 2001I- BRACE I BRAGranger Lumber 8 Hardware fC E 5.000 s Feb 6 2 DETAIL + ST p 003 MTek Industries,Inc. Tue Feb 24 14:14:41 2004 Page 1 �-+� T-B RACE -1-?15 1 � DO R A, 5 510, 51)�3 67-0 MITek Industries tna /� 1-35 ,0.13 r .tlh��(�r�eidr M0. � a4 n D 3x.., a Nailing Patt em Note:T T-Bracing to be used�when corrtinuous race size Nail Size Nail Sparing lateral bracing s im racti 5.�,1 ig ip cal.T-brace 1x4 or 6 K must cover 90% of we 10d 8 o.c. b length. . 2x4 ,6,or 16 d 8 0.0. Note: Nall along entire length of T-Brace (On TWO-Phos Nall all to Both Plies] 83 zx, T-$race SI - ze r B1 for One-Ply Truss H Naps SPeclHed Continuous A4.4 3.4 Web Rows of Lateral Bracing Size t 1 2 2x3 or 2x4 1x4 1x41-Brace 666 rp� 5,03 11632-3-6 61-9 ,b, 910.13 } 2x- 1xt3 t-Brace LOADING(psf) SPACING 2 2X8 0 o Csl DEQ SPACING 2X8 2X8 i-8raoe � TOLL 20.0 Plates increase 1.25 TC 0.96 in (loc) Udefl PLATES GRIP } �� Vert(LL) -0.06 B-1 >999 M1120 ... TCDL 7.0 Lumber Increase 1.25 249N90 BOLL 10.0 BC 0.35 Vert(TL) 0.43 A >86 UIF�,ECT$UBSTfT(fT10hjNOTApL.ICAB(,E, Rep Stress Ina NO WB 0.27 -0.01 E Horz TL ( ) We � BCDL 5.0 Code IBC2000 (Maw) 1st LC LL Min U _defl-360 Weight� k e L 501b VYEB LUMBER - TDP CHORD 2 X 4 SYP No.2 BRACING -A TOP CHORD Sheathed or 5-4-11 oc purlins. k BDT CHORD 2 X 4 SYP N0.2 WEBS 2 X 4 SYP N0.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except 10-0-0 oc bracing:F-G. -A I t REACTIONS(Ib E=116/Mecha B=224/0 4-15,F=75/Mechanica1,1=758/0 4-15 Maxx HoHo � rzB23(load casese 4 T-BRACE T-Brace Size 4) for Two-ply Truss Max UplifE=231(load case 5),B=97(load case 4),F=-30(load case 4),1=4800(load case 4) SpeOltied Continuous Max GravE=116(load case 1),B=231(load case 5),F=75(load case 1),1=758(load case 1) FORCES (lb)-First Load Case Only Rowe of Lateral Bracing TOP CHORD A-8=66,B-C=258,C-D=-67,D-E=40 BOT CHORD B4=174,H-1=174,G-H=204,D-G=159,F-G=o web Size 2 WEBS C-1=608,C-H=298 W or 2X4 NOTES (3) 2x4 41-Brace 1 Wind - .ASCE 7-98 per IBC2000;120mph;h-15fl;TCDL=4.2pst;BCDL=3.Opsf;occupancy category 0;exposure C;partialty;MWFRS gable end zone;Lumber DOL=1.33 plate grip DOL=1.33. Helfs Section detail 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 231 Ib uplift at 2x8 and 800 Ib uplift at joint 1. p jant E,97 Ib uplift at joint B,30 Ib uplift atjoint F 23(8 3)This truss has been designed specifically for Turbo Web DIRECT SUNTrruTION NOT APLICABLE LOAD CASE T- (S)Standard B t'aCe 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(Pit) Vert A-B=54.0 Web Trapezoidal Loads(plf) Vert B= - - - - 2.8-to-E-133.6,B--0.0-to-H--60.5,G--60.5-to-F=74.2 R John Clark W� e�ier, PE#17455 w�f 1210 Lane Ave. So yth hBrace Jacksonville, FL 32205 Naps Y -Brace 1-Brace must be same spades rade or beber member.- V-* as web mem bar. • Y—'deOP!I14=MHars NW 11M I1011E8 ON VUS ANO 111111= 11110 MIYFIC EEFEI!@IOE RAGE M6W477 LFXQNE eSf1i widktt:e �6'tMlhlRrekoanetl9e Thhdagtk6ese4dnly fielded �P�kaaMxlt,,tMkfornirAdsMri is �1 e - shon+t � WA ow� tank d notlmss WA tno�,.a° r blswn �dditlolWPena�nertlkeallpefthe riuohtte �ia�r�on&Iha �li� k qre et1N tbe(pnr,For ' COMMNIq>tr ��ebtape,tk#r'�Perodgltnd ootuek &adngRewmlMnds4otteYa�e61t ��1 fest 681