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HomeMy WebLinkAbout0005.01 Truss Plans2-0-0 5-7-8 I 30-4-8 2-0-0 EGE BGE co J � co I ro d w > A1GE o O o t" Dl W `I N Q N R7 N n /1 � W m J N I N I co w � � m 3 C I y 0 p � 0 0 II CE Pd 5-2-0 34-10-0 F �e Uorg Fruss russ ype - ty y - J1586558 EL A A OF TRUSS 10 9 Davis Wholesale, In Ianapohs,.. IN. 4 - s ct 9 ek In ustrles, Inc. Tue Mar 21 1 :4 :55 TOO Page -94 o-1-6 1143 17-5-0 '23-0-13 ,r 28-&10 34-10-0 35^A Scale = 1:79.6 "A 0.9-8 6-1-6 5.7-13 5-7-13 57-13 &7-13 6-1-6 em 5x5 = 7.00 12 6 4x5 i 4x5 3x6 i 3x6J 7 q 8 �\ 3x4 s\ 3x4 3, 9 i ��_ % '� / 191 112 to d d 46= 16 15 14 13 12 4x6= 4x5= 3x6= 4x10= 3x6= 45= 8-11-5 17-50 1 25-10.11 1 34-10-0 &11-5 85-11 &5-11' 3_11-5 Plate Ottsets - ,e ge, :-0=0;0=0=- - - :e ga LOADING (psf) SPACING 2-0-0 CSI DEFL .(in) (roc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.36 Vart(LL) -0.10 14 >999 M20 149/104 TCDL '10.0 Lumber Increase 1.15 BC 0.63 Vert(TL) -0.33 12-14 >999 BCLL 0.0 Rep Stress incr YES WB 0.46 Horz(TL) 0.09 10 n/a BCDL 10:0 Code UBC/ICBO 1st. LC.LL Min I/dell = 480 Weight: 147 Ib LUMBER BRACING TOP CHORD. 2 X 4 HF 165OF 1.SE TOP:CHORD Sheathed or 4-3-14 on center purlin spacing. BOT CHORD 2 X'4 HF'165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. WEBS 2 X 4'SPF No.2 WEBS 1 Row at midpt 5-14, 7-14 REACTIONS (lb/size) 2 = 1438/0-3-8, 10=1438/0.3-8 Max Horz 2=1874oad case 3) Max Uplift2 = -298 (load case 4), 10=-298(load case 4) FORCES'(16) -. First Load Case Only TOP CHORD 1-.2=11, 2-3=-2158, 3-4=-1939, 4-5=-1939, 5-6=-1354, 6-7=-1354, 7-8=-1939, 8-9=-1939, 9-10=-2158, 10-11=11 BOT CHORD 2-16=1846, 15-16=1519, 14-15=1519, 13-14=1519, 12-13=1519,'10-12=1846 WEBS 3-16=-270, 5=16=412, 5-14=-553,.6-14=1025, 7-14=-553, 7-12=412, 9-1.2=-270 NOTES 1) This truss has been checked for unbalanced loading .conditions. 2): This truss has been designed for the.wind loads generatedby 80 mph winds at 25 It aboveground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceamine, on an occupancy category 1, condition I enclosed building, of dimensions 45'it by 24 It with exposure C ASCE 7-93 per UBC/ICBO If end. verticals or cantilevers exist, they are 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) Allplates areM20 plates unless otherwise indicated. 4)Provide mechanical connection (by others) of truss to bearing, plate capable of withstanding 298 lb uplift at joint 2 and .298Ile uplift at joint 10. 5) This truss has been designed for both IJBC-94 and ANSI/TPI 1-1996 plating criteria. LOAD CASE(S) ,Standard �4 4L 5' D�-f 22,r` '�OfYAIL •• CPO March 23,2000 WARNING Ver "unlvaysxsndeva and READ NOTES ON THIS A NO REVERSE SIDE BEFORE USE. rums® Design valid tot use only wlth,Mriek connectors. IDB design is based only upon parameters shown, and is fog an Indlvldual building component to be Installed and added vedIcally.,,Appilcablllly of design parameters and propel incorpeiailon of component H tesponslblllty of building designer.- nor huss designer Bracingshown b for IaleiaCtuPparl of adNaual web members only, Addtonol temporary bracleg to Insure stability doting construction is the Iesponsiblllty of ihe'erectoi. Additional permanent bracing of the overall structure B the resporelblllty of the bonding designer. For general gaaonce Gst-BB Duality standard. pill Bracing specification , and HIB-91 agoidlna labricauon, quality control storage, deBvey. erection and bracing, consort M'Tek® Handling installing antl 11-clag iecommendalanavaiable hom Luis Plane Iroaxote, 5s3 D'Onoha Drive, Madison. WI53719: Job I fuss russ ype J1586559 EL A.' Al ROOF TRUSS 5 1 Davis ;Wholesa e, Indlanapehs, IN. 4 -3 s ct7 1999 MiTek Industries, Inc. Tue Mar 21 13i49:03 2-0 age 1111�3 17-5_ 17-50 23-0-13 28-8-10 34-10-0 Scale=1:78.9 _ 0-9-8 6-1-5 5.7-13 57-13 5.7.13 5-7-13 6-1-6 5x5 7.00 12 6 4x5 i 4x5 3x6.= 3x6C / 5 7 4 � 8 3x4 O 3x4�i � \ 9 N \ 10 o 4x10= 15 14 13 12 11 4x10= 4x5= 3x6= 4xl0= 3x6= 4x5= all-s �7-sp zslo-11 3a1 611-5 3-511 8-5-11 bit-5 -ate sets — LOADING (psf)FRep NG 2-0-0 CSI DEFL (in) (too) Ildeft PLATES GRIP TCLL 20.0Increase 1.15 TC 0.37 Vert(LL) -0.10 13 >999 M20 149/104 TCDL 10.0r Increase 1.15 BC 0.64 Vert(TL)-0.3411-13 >999 BCLL 0.0ress Incr VES WB 0.46 Horz(TL) 0.09 10 n/a BCDL 10.0 UBC/ICBO 1st LC LL Min 1/defl = 480 Weight: 147 to LUMBER BRACING TOPCHORD:2 X.4 HF 165OF 1.5E TOP CHORD Sheathed or 4-3-6 on center purling spacing. BOT. CHORD 2 X 4 HF 165OF 1.5E SOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. i WEBS 2 X 4 SPF No.2 WEBS 1 Row at mldpt 5-13, 7-13 _ WEDGE Left: 2 X 4SPF, No.2, Right: 2 X 4 SPF No.2 REACTIONS (Iblsizel 2 = 144110-3-8, 10=139SIO-2-4 (input: 0-1-8) Max Harz 2=2041load case 3, Max Uplift2=-298(load case 4), 10=-254(load case 4) FORCES (lb) - First Load:Case Only 'TOP CHORD 1-2=11„2-3=-2165, 3-4=-1946,.4-5=-1946, 5-6=-1360, 6-7=-1360, 7-8=-1958, 8-9=-1958, 9.10=-2181 BOT;CHORD 2-15=1852, 14-15=1525, 13-14=1525, 12-13=1530, 11-12=1530, 10-11=1872 WEBS 3-15=-269, 5.15=411, 5-13=-553, 6-13=1032, 7-13=-561, 7-11=425, 9-11=-285 NOTES 1) This truss has been.checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 it above ground level, using 5,0 list top chord dead load and 5.0 list bottom chord dead load, 100.mi from hurricane ace ant me, on an occupancy category I, condition I enclosed building, of dimensions 45 it by 24 it with exposure C ASCE 7-93 per UBC/ICBO If end verticals or cantilevers exist, they are exposed to. wind. It porches exist, they. are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 B) All plates are M20 plates unless otherwise indicated. 4) WARNING: Required bearing.size at joint(s) 10 greater than input bearing size. 5) Provide, mechanical connection (by others) of truss to bearing Plate capable of withstanding. 298 Ib uplift atjoint 2 and 254'lb;uplift at joint 10. 61 This truss has been designed for both UIBC-94 and ANSI/TPI 1-1995 plating criteria, Oq LOAD CASEIS) Standard S. REDIV� � Y�Kill, DC ` S 2� NALti yeeg9gn March 23,2000 ®WABNPNO - VaHfy deelyrs panne eavv end Re%AD NOTES ONTNZS AND REVEB'BE (SIDE BEFORE UW.. Design valid for use only with Mlles connectors. This design b based only upon parameters shown, and Into, an Indivkluol building component to be Incorporation of component H iesponslblllly of building designer - not truss pal Installed and boded ve,46.RV. Applicability of dedgn ,alameters and proper designer. Bracing shown is for bteral sappart of BWNlcual web members only. Addllbnal tem POlary bracing to Insure. stability during constiucibn b the espondbillty of the erector. Addllbnal pvmonent bracing of the ovbraB structure 4 the responsfalilty of the building designer. For general guidance delivery, and bracing, consult QST-BE Quality standard, DSB-89 Bracing spocutcotion, and HIB-91 regarding fabrbotbn, quoilly control, dotage, erection Handling Installing and Bracing pocommendallon avalbbie from.Tmsi Rdte Institute, 583 D'Onofib Drive, Madigan. W153719. M iTek® Job I fuss Truss Type Uty y J1586560 EL —A A1GE GABLE 1 1 _ Davis wholesale,-ndianapohs, IN.4 4. - s ct 7 1 ITek ndustnes, Inc. Tue Mar i 1 :4 :1 Page 1 - sa 17-so Sam-o Scale = 1:78.9 _ _ I 0.9-8 17-Se 17-M 5x5- 7.00 12 12 13 3X6 i / 14 3x6 1 3 34 It 8 -9 4 '3x5 II 8x8= 3 1516 77 3x5 11 3x5 11 3 3 3 6 3x5 3x51 3 18 5 37� 19 q 4 3 3x511 612 I I .�1 35 3 20 3x5 39� 2, N m 30 3x5 II 293x5 . 28 27 26 25 11 24 23 I 3x5I 602= 3x6= 4x10= 3x6= 9-8-3 A -be 24-4-13 34-10-0 9-5-3 7-4-5 7-i5 10-6-3 1 ate: sets - - - - - LOADING Psf) TOLL 20.0 SPACING 2-0.0 Plates Increase 1.15 CSI TO 0.27 DEFL (in). (roc) I/defl Vert(LL) -0.06 25-27 >999 PLATES GRIP M20 149/104 TCDL 10.0 Lumber Increase 1.15' BC 0.48 Veft(TL) -0.15 25-27 >999 - BCLL '0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.08 22 n/a k ,BCDL 10.0 Code UBCIICBO (Matrix) 1st LC LL. Min I/dell = 480 Weight: 212 lb E6 LUMBER BRACING:. ' TOP CHORD 2: X;4 HF 1650E 115E TOP CHORD Sheathed or 6-0-0 on. center purlin spacing. BOT'CHORD 2X'14"HFd65OF 1.5E BOT CHORD Rigid ceiling, directly applied or 10-0-0 on center bracing, Except: WEBS 2 X'4 SPF No.2 *Except* 6-0-0 on center bracing; 2-30. 31-35i2:X-6 HF 165OF 1;SE, 31-40 2 X 6 HF 165OF 1.5E WEBS 1 Row at midpt 27-40, 27-35 30-40-2 X,6 HF 165OF 1.5E, 24-35`2 X 6 HF 165OF 1.5E 2 Rows. at 1/3 pts 24-31, 30-31 OTHERS 2'X 4SPFNo:2 REACTIONS (Ibfsize) 2=31312-3-8, 23=-312-9-0, 30=116112-3-8; 22=29412-9-0, 24=111512-9-0 Max'Hora 2=525(load case 1), 30=-525(load case l) Max Uplitt2=-66(load. case 2), 23=-159(load case 2), 30=-262(load case 4), 24=-204(load case 4) Max Gray 23=11(load case 6). 30= 1101(load case 1), 22=294(load case 1), 24=1115(load case 1) FORCES (Ib)— First Load'Case Only TOP': CHORD 1-2=23, 2=3=-597,-3-4=-623, 4.5=-572, 576=-565, 6-7=-553, 7.8=.569, 8-9=-537, 9-10=-558, 10-11 =-548, 11.12=-508, 12-13=-472, 13-14 -520,, 14.15=-533, 15-16=.461, 16-17=-515, 17-18=-492, 18-19=.504. 19-20=-549..20-21 =-524, 21-22=-478 �BOT CHORD 2-30=0, 29-30=1604, 28-29=. 1603, 27-28=1603„26-27=1589, 2626=1589, 24.25=1590, 23-24=421, 22-23=421 WEBS. 31-32=-709;-32-33=.716, 33-34=-769, 34 35=-848,-35-36=-1219,.36-37=-1297, 3738='-1345,-38-39=-1367, 24.39=-1452, 13-32=-13, 27-40==637,"27-35=-643, 14-33=-106, 15=34=-155, 17-36=-154,'18-37=-97, 19-38=-43,.20-39=-168, 21-23=-164, 30-41=-1345, 41-42=-1329, 42-43=-1276, 40-43=-1230,.40-44=-787, 44-45=-736,.45.46=-679,.31-46=-669, 1146=-28, 10-45=-112, 9-44=-98, 7-40=-180, 6-43=-95, 5-42=-106, 4-41 =-33, 3-30=-216, 12-31=221, 27-31 =830, 29-40=146, 25-35=144 NOTES 11 ThWtruss:has been checked for unbalanced loading conditions. This, truss has. been designed for the wind loads generated by80, mph winds at 25 ft above ground level. using 5.0 psf top chord dead load arid 5.0�psf bottom chorddead load, 100 mi from hurricane, ocean line, on an occupancy category I, conditian J'enclosed building,of dimensions 45'1t by 24 it with -exposure C; ASCE 7-93 per UBC/ICBO If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wintl. The lumber DOL increase tag 1 33, and the plate grip increase is 1.33 3),AII plates are M20 plates unless otherwise indicated. r3.REDh, 4) All plates are 3x4 M20 unless otherwise indicated. 5) Provide mechanical connection (byothers)of truss to bearing', plate capable of withstanding 66 lb uplift at joint 2, 159 tb uplift at joint 23, 262 lb uplift at joint 30 and 204.lb uplift at joint 24. (� 6) This truss has been designed for. both UBC-94 and ANSI/TPI 1-1995 plating criteria. NIX PIP LOAD CASEIS) Standard a .gyps 0 r�ONAL��►��� haeawso March 23,2000 A WARPRIYO Verily daadgn Z..0 itterns end REAU'NOTES ON THIS AND REYFAM SIDE BL°P"®RE U58- Design valid for use,only with MITek connectors this design Is based only upon parameters shown; and Is far an Individual building component to be Installed and loaded vodbally 3Apolo.blllly of design parameters and propel Incorpolatbn of component Is responsibility of buBCing designer - not truss temporary bracing to Insule sootily during conslmctbn is the designer Braolnp-;shown hire, lateral support of Individual web memtes only. Addilbnal of the erector. Additional peimonent.biadng of the oveiau strucfare Is the iesponslblBry of the bulkding designer. For general guidance and HIB-91 iresponslblllly regarding fabrication, auallty aonhol, storage, delNely, erection and bracing, consult CST --BB Quality standard; DSB-59 tracing SpocMloallan, MiTek® Handling Installing and Bracing recommendation available from Luu plofe Institute, 583 D'Onohb Drive, Motlkon, WI53]10. J=4,AGE russ russ ype ty y E-AREMONT-EGA J1586561 GABLE 1 1Davis Wholesale,ndianapois,. IN. 4 - s ct 9 I e Industries,Inc, ue ar 1 1 :4 ADPage 1 :p-9-� n-so 3a10-0 35-1,g Scale = 1:79.6 c 0-9.8 17-6-0 11-5-0 0-9-8 3x6 = 7.00 I 13 v 14 3x6 i 5 i / 16 3z6J 8 8 1718 7 19 6 \ 20 21 22 23 vl v o 0 _ 45 44 43 42 41 40 3938 37 36 35 34 3332 31 30 29 28 27 26 3x6= 3x6= a4-10 0 H 34-10-0 ate sets , - - ,e ge, --0�6-DT7i"6U=0=0t0-0=0i1i7:U-0�0-6DT[T80=DOT['L.00-0-07, [2�U0�• - . [22:0-0-0,0-0-01, 123:0-0-0,0-0-01, [26:0-0-0,0-0-01, 127:0-0-0,0-0.01, 128:0-0-0,0-0-01, 129:0-0-0,0-0-01, [30:0-0-0,0-0-01, [31:0-0-0,0-0-01. [320-0-0,0-0-01, --- - 0-0,0-0-01 LOADING (psf) SPACING 2.0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TIC 0.09 Vert(LL) n/a - n!a M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vcrt(TL) 0.00 1-2 >999 - BOLL 0.0 Rep Stress Incr YES WO 0.14 Horz(TL) 0.00 n!a BCDL 10.0 Code UBC/ICBO (Matrix) 1 st LC LL Min III = 480 Weight: 19B Ib LUMBER BRACING TOP CHORD 2 X 4HF'165OF 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. SOT CHORD 2 X 4 HF-165OF 1.5E SOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. OTHERS 2 X 4 SPF No,2 WEBS- 1 Row at mldpt 12-36, 14-35, 11-37, 15-34 REACTIONS (lb/size) 2=129/34-10-0, 38=15/34-10-0, 36=101/34-10-0, 35=101134-10-0, 37=118/34-10-0, 39=154134-10-0, 40=161/34.10-0, 41=160/34-10-0, 42=161/34-10-0, 43=158/34-10-0, 44=168/34-10-0, 45=115/34-10-0, 34=118/34-10-0, 32=154/34-10-0, 31 =161/34-10-0, 30=160134-10.0, 29=161/34-10-0, 28=158134-10-0 Max Harz 2=275(load case 3) Max Uplift37=-57(load case 4), 39=-63(load case 4), 40 =-51 (load case 3), 41=-53(load case 4), 42=-53(load case 3), 43=-52(load case 4), 44=-58(load case 3), 45=-45(load case 3), 34=-57goad case 4), 32=-63(load case 4). 31=-51(load case 2), 30=-53(load case 4). 29=-53(load case 2), 28=-52(load case 4) Max Grav 37=120(load case 5), 39=154(load case 5), 40=161(load case 1), 41=160(load case 5), 42=161(load case 1), 43=158(load case 1), 44=168(load case 5), 45=116(load case 5), 34=120(load case 6). 32=154(load case 6), 31 =161(load case 1), 30=160(load case 6), 29=161(load case 1), 28=158(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=23, 2-3=-47, 3-4=-53, 4-5=-55. 5-6=-55, 6-7=-55, 7-8=-55. 8-9=6, 9-10=6, 10-11=-57, 11-12=-43, 12-13=-45, 13-14=-45, 14-15--43, 15.16=-57, 16-17=-54, 1.7-18-6, 18-19=-55, 19-20=-55;. 20-21 --55, 21-22=-55, 22-23=-53, 23-24=-47, 24-25=23 BOT'CHORD 2:45=0,. 44-45=0, 4344=0, 42-43=0, 41-42=0, 40-41 =0, 39-40=0,38-39=0, 37-38=0, 36-37=0, 35-36=0, 34-35=0, 33-34=0, 32-33=-0, 31-32=0, 30-31 =0, 29-30=0, 28-29=0, 27-28=0, 26-27=0, 24-26=0 WEBS 12-36=-70,, 14-35=-70, 11-37=-94, 10-39-=-124, 9-40=-119, 7-41 =-120, 6-42=-120, 5-43=-119, 4-44=-125,.3-45=-92, 15-34=-94, 16-32=-124, 17-31 =-119, 19-30=-120, 20-29=-120, 21-28=-119, 22"27=-125, 23-26=-92 RM NOTES y 5� REDh/ 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads. generated by 80 mph winds at 25 It above ground level, using 5.0 psf 0 '9+ top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, -of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC/ICBO If end verticals or cantilevers exist, they are exposed to wind If porches exist, they arenot exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 a }� �( • 3) For studs exposed to wind, see MiTek "Standard Gable End Detail" 4) All plates, are M20 plates unless otherwise indicated. 'd cc S. 'plates indicated. 51 All are 3x4 M20-unless otherwise 61 Gable requires continuous bottom chord bearing. 7; Gable studs spaced at 2-0-0 on center. 81 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 Ib uplift at joint 37, 63 lb 40, 53 It, uplift at joint 41', 53d11 uplift at joint 42, 52 1b uplift at joint 43. 58 lb S�ONALE�r.A'' uplift atjoint 39, 51 .lb uplift at joint uplift at joint 44, 45 lb uplift at joint 45, 57 It, uplift at joint 34, 63.Ib uplift at joint 32, 51 Ib uplift atjoint 31, 53 It, �fiM�PN►� uplift. at joint 30, 53 lb uplift at joint 29, 52 It, uplift at joint'28, 58 It, upidt at joint 27 and 4S Ib uplift at joint 26. 9) This truss has been designed for both UBC-94 and ANSI/TPI1-1995 plating criteria. March 23,2000 -.Tom® L &WARNINI Vcrtfy daeipn parmmetesa and READ NOTES ONTAIIS AND REVERSE SIDE BEFORE 6/52" Design volld for use only with II connectors. Thh design Is based onty upon parameters shown, and h for an Individualbuming component to be Applicability of design pammefess and popm Ineotpowlbn of component h responslbillty of Cullding designer - not truss Installed and boded vertically, designer, Bitting shown Is far 01-1-1 support of Indlvldual web members only. Additional lempoich, bating to Insure slablllly durino'condmctlon h the __ . __- __ -_ - _...:_. „ ,-' k rn .... lblllty of the buNClno desloner. For genewl guidance o toss Truss ype ty y J1586562 EL A B ROOF TRUSS 9 1 Davis ho esale, Intllanapolis, N. 4 -3 s ct 7 7�SS MITee ndustnes, Inc. Tue Mar 1 1 age 1 -¢9-B' 7-9.15 41324 22-6-9 3b4-8 Scale=1:69.7 7-9-15 7-45 7-0.5 7-9-15 0-9-8 Sx5 = 7.00 F12' 5 3x6 i 3x6,'� 4x5 i 4x5 4 67 3 : / \- 8y N .ry12 i4 0 3x8= 12 11 10 3x8= 3x411 5x8= 3x411 7-9-15 152-4 22-G9 l 30-4-8 7-9-15 7-45 7-45 7-9-15 ate sets - - LOADING .(Psf) SPACING 2-0-0 CSI DEFL (in) (roc)/deft PLATES GRIP TCLL 20.0: Plates Increase 1.15 TC 0.62 Vert(LL) -0.07 11 1999 M20 149/104 TCDL 10.0 Lumber Increase 1.15 SC 0.49 Vert(TL)-0.22 to- 11 >999 BOLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.07 8 n/a BCDL 10.0 Code UBCACBO 1st LC ILL Min I/defl = 480 Weight: 113 lb LUMBER BRACING TOP"CHORD 2X 4.HF-'165OF 1.5E TOP CHORD Sheathed or 4-3-5 an center purlin spacing. GOT CHORD 2rX'4 HF`7650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. WEBS' 2'X 4:SPF No.2 WEBS - i"Row at midpt 3-11, 7-11 REACTIONS (lb/size) 2=1260/0-3-8, 8=1260/0-3-8 Max Horz42=,164(load case 3) Max ,Uplift2=-265lload case 4), 8=-265(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=11, 2F3=-1742, 3.4=-1177, 4-5=-1177, 5-6=71177, 6-7=-1177, 7-8=-1742, 8-9=11 BOT CHORD 2-12=1493J 11-12=1493, 10-11=1493, 8-10='1493 WEBS- 3-.12=1S0.3-11=-562, 5-11=744, 7-11=-562, 7-10=150 NOTES' 1) This truss has been checked for unbalanced loading conditions. 2)"This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord_, dead Ioad,.100 mi from hurricane oceanline, on,an occupancy,category I, condition I enclosed building,. of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 Per UBCACBO If end verticals or cantilevers exist, they are 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 aw M20 plates unless otherwise indicated. 4) Provide mechanical' connection (by others) of truss to bearing plate capable of witbistanding 265 Ib uplift at joint 2 and 265 lb uplift at joint S. 6) This truss has been designed for bath UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(SI Standard IIIi 0,� S, REDjw NAL�a 1014 March 23,2000 t m WARNIND Ver(fy design pasametese and READ NOTES ONTITIS AND IM",WFESE SIDE BZPO Z Ef=- Deslgn valld for use only wBh Mgek connectors. ibis design Is based onN upon parameters shown, and 4 for on Indlvlaual bulming component to be �t Installed and boded vertkalN APpllaablllty of design Parameters and proper Incolporafbn of component H rasponsbl4ty of bulming designer - not buss ®®® temporary bracing to Im:u1e slablllly during construction isthe designer. Bracing. shown Is, for lateral suppoi(of IndNiduai web members onl.'Additbnal of„the ereclor. Addltbnot Permanent bracing of the overall structure is the sespomlbllily Of the burding designer. For genewl gulaanca "Sp tesponslbillty Ki.arron, and! HIS-91 (egording labilcolbn, Gsonty cpnilol, slolage, denvery etecllon and blactng, consult BST -BB gualfty standard, DSB-89 Bracing iTek® Handling, Installing and Brade ng Rxommndollon available from Smss Hare Immune. 583 D'Onof x, Drive, Madlson, W 153719., 'tl'p o mss truss ype Cry y - J1586563 EL A BIG GABLE 1� avls oesae, Indianapolis, IN. usttles, Inc. Tue Mar 211 :4 Page -p-4a 152-4 30-4-8 31-2-p Scale=1:69.8 0-9-8 15-2-4 16-2-4 0-M 3x6 = 7.00 12 12 13 14 3x6 i 3x6 g � 15 7 8 617 6 18 19 5/ 4 20 3 21 N o � 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 t 3x6 = aaa-a 30-4-8 late Offsets (X,Y): [12:0-3-0,adgel LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates In>rease 1.15 TC 0.07 Vert(LL). n/a - nla M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(T6) 0.00 22-23 >999 BCLL 0:0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 me BCDL 10.0 Code USCIICBO (Matrix) 1st LC LL Min Ildefl = 460 Weight: 161 Ib LUMBER BRACING TOP CHORD, 2 X 4,11F 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X'4.HF 165OF 1.5E BOT CHORD Rigid ceiling directly appiled or 6-0-0 on center bracing. OTHERS 2X'4SPF No.2 WEBS 1 Row at midpt 11-33, 13-31 REACTIONS (lb/size) 2=123/30-4-8, 32=20/30-4-8, 33 = 85/30-4-8, 31=85/30-4-8, 34 = 128/30-4-8, 35=165/30-4-8, 36 = 159/30-4-8, 37=161/30-4-8 ' 38 = 158/30-4-8, 39 = 169/30-4-8, 40 = 102/30-4-8, 30 = 128/30-4-8, 29 = 165/30-4-8, 28 = 159/30-4-8, 27=161/30-4-8, 26=158/36-4-8 , 25=169/30-4-8, 24=102/SO-4-8 Max Harz 2=243(load case 3) Max Uplift34=-51(load case 4), 35=-56(load case 4), 36=-52(load case 3), 37=-53(load case 4), 38=-51(load case 4), 39=-58(load case 3), 40=-39(load case 3), 30=-51 goad case 4). 29=-56(load case 4), 28=-52(load case 2), 27=-53(load case 4), 26=-51(load case 4). 25=-58(load case 2), 24=-39goad case 2) Max Grant 32=20(load case 5), 33=86goad case 1), 31=85(load case 1), 34=130(load case 5), 35=166(load case 5), 36=159(load case 1). 37=161(load case 5), 38=158(load case 1), 39=169(load case 5), 40=103(load case 5), 30=130(load case 6), 29=166(load case 6), 28=159goad case 1), 27=161(load case 6). 26=1585oad. case 1), 25=169(load case 6), 24=103(load case 6) FORCES (lb)- First Load Case Only TOP CHORD 1-2=23, 2-3=-44, 3-4=-53, 4-5=-56,,5-6=-55, 6-7=-56, 7-8=5, 8-9=6, 9-10=-57, 10-11 =-44, 11-12=-46, 12-13=-46, 13-14=-44, C 14-15=-57, 15-16=-55, 16-17=5, 17-18=-56, 18-19=-55, 19-20=-56, 20-21 =-53, 21-22=-44,.22-23=23 SOT CHORD 2-40=0, 39-40=0, 38-39=0, 37738=0, 36-37=0, 35-36=0, 34-35=0,.33-34=0,. 32-33=0, 31-32=0, 30-31 =0, 29-30=0, 28-29=0, 27-28=0, 26-27=0, 25-26=0, 24-25=0, 22-24=0 WEBS 11-33--70, 13-31 =-70, 10-34=-94, 9-35=-124, 8-36=-119, 6-37=-120, 5-38=-119, 4-39=-125, 3-40=-85, 14-30=-94, 15-29=-124, 16-28=-119, 18-27=-120, 19-26=-119, 20-25=-125, 21-24=-85 NOTES -U This truss 4ms been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psi top chord dead load and 5:0; psf bottom chord dead load, 1001 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building,. of dimensions 45 ft. by 24 ft with exposure C ASCE 7-93 per UBC/ICBO If end verticals or NM cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase L� is 1.33, and the plate grip increase is 1.33 3) For studs exposed to wind, see MiTek "Standard. Gable End Detail" 4) All are M20 plates unless otherwise Indicated. plates 5) All plates are 3x4 M20 unless otherwise indicated. Milk 1 6) Gable requires continuous bottom chord bearing. I 7) Gable studs spaced. at 2-0-0 on center. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding: 51 ib uplift atjoint 34. 56 lb uplift atjoint 35,.52 Ith uplift at joint 36, 53 lb uplift atjoint 37,-51 ib uplift atjoint 38,.58 lb':uplift atjoint 39, 39 lb uplift at joint 40,.51 lb uplift at joint 30, 561b uplift atjoint 29, 52 lb uplift atjoint 28, 53 ib uplift at joint 27, 51 lb uplift atjoint 26, 58 Ill uplift atjoint 25 and 39 to uplift atjoint 24. for both UBC-94 ANSI/TPI 1-1995 criteria. 9) This truss has been designed and plating N LOAD CASEIS) Standard ONN March 23,2000 f_ AWARMNG veejfy detden pararnatera and RE.9D NOTES ON TWS AND RZVERSE SWE SO FORE. USE" Design void! to/use only with. MITek connealors. This design Is based only upon parameters shown, and Is dos an Individual building component to be Israsponsluilly of bulltllnq tlasgner - nod buss Installed and loaded vertically.. Applicoctifty of design parameters and placer Incorporation of component b lot lefewl support of Individual web members only. Addabnol temporary, bracing to Insure. stablllly, during constra ction Is the tlezpner. Bracing'shown respondblllly o1 the elector. AddItlonal pmmonent bracing of the overall struclme a the responsibility of tha.bullding deslgn_ef. For general guidance bracing, consult BST411 Quality standard, DSB-69 Bracing Spoctticatbn, and RIB-91 recordingfabrication, quality control, storage. dellvery, erection and Handling Installing and Bracing Rem eoarendalion available from Truss Plate Irislllute. 563 D'OnoBb pit.. Madigan, WI53719. iTek® 7513-- Truss truss type Ity y I J1586564 EL.A C ROOF TRUSS 1 i O ours o esa e, Indranapolls; . 4 - . -3 s ct. 7 1 I cis Industries, Inc. ue ar 21 IT 4: Ta—I66 age FJ 6A8 11-7-0 12=4-8� Scale = 1:40.9 0-9-8 59-8 5-9-8 49-8 5x5 = 3 10.00 12 \ S Im 0 a 5x6 11 6 Sx6 I I 3x4 11 S9-a 11-7-0 5-9-8 —PlateOffsets :0TT,OT6T-F4:0=0_O�_O_2-2T, T • - LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (roc) I/dell PLATES GRIP TCLL 20:0 Plates Increase 1.15 TC 0,38 Vert(LL) -0.00 6 >999 M20 1491104 TCDL 101p Lumber Increase 1.15 BC 0.18 Vert(TL) -0.03 4-6 >999 BCLL 0 Rep,Stress met YES WB 0.03 Horz(TL) 0,00 4 n/a BCDL 10:0 Code UBC/ICBO 1st LC LL. Min I/defl = 480 Weight: 40 lb LUMBER BRACING TOP CHORD X 4.HF 1650F 1.5E TOP CHORD Sheathed or 6.0.0 on center Purim spacing, ,2 BOT.,CHORD 2 X'4 HIP 165OF'1.SE BOT CHORD Rigid ceiling directly applied or 10-0-0 an center bracing. WEBS 2 X'4.SPF No.2 WEDGE 'Left: 2 X 4 HE'165OF..ti5E; Right:'2 X 4 HF 1650F 1,5E 'REACTIONS (Ib/sze) 2.=508/0-3-8, 4=508/0-3-8 Max Harz 2� 211(load case 3) Max Uplift2=-128(load case 4), 4=-128(load case 4) FORCES'.(Ib) - Rrsfhoad Case Only TOP CHORD 1-2=12,2-3'=339,-3-4=-339, 4-5=12 BOT%CHORD 2-6=253,:4-6--253 'WEBS - ... 3-6=113 NOTES t) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed.for the, wind loads. generated by 80, mph winds, at 25'. it above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load', 100 mi.from hurricane oceanline, on an occupancy category I, condition I-enclosedbuilding, of dimensions 45 it by 24 It with exposure C ASCE 7-93'per UBC/ICBO If: end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1'.33,-and the plategrip; 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'l 26 to uplift atjoint 2 and 128'Ib uplift':' at joint 4. 5) This truss'has=been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. LOAD CASE(S) Standard am 0y,5. RED►k " I a 'ONAL�� a+aaa41 March 23,2000 - - ®m® ®4VARMIVO - Veu{fg dem9yn peanaaeetera axed RP�.1D AfOTE$ tDR TRd3 AND REVERSE SdDE1 EISFO IS UM- Desgn.valld for use oIMEM nry wllh Wei connectors. the design It'based only upon parameters shown. and k for an Individual building component to bra Installed and loaded vedkalN Applkcblllry. of desa n parameters and proper Incapowtlon of component 4 rasponsblllty of bulkling designer -not buss k support, Individual web members only. Additional temporary bracing to Insure sloblllty dwing consbuctbn Is the designer. Biccing shown ton lateral of responslblltry of the erector Addllbnalpermanent bracing of I" g4el09 su"tute Is the tesponstwiv of the buading deslpnel.. Far, ganesal guidance bracing, consull,Qsl-88 Quality standard, Dse-a9 Uacing Spoclllcallon, and BIB-91 M iTeke regolding fobrbatbn, quality coneeLstorage, dellvery, erectbnand Handling Installing and Brocing. Recommendation avolloble from Truss Pbte Institute, 563 D'OnoBb Drive, Madison, WI 53719. aTruss Truss ype aty Ply ULATc-MON] EL -A EL A CGD GIRDER 1 2 J1586565 Davis Wholesale, Indianapolis, W. 46222 , nc. Tue Mar 1 1 :4 :5 Page 1 }1-13 !}9-B e-b3. 11-7-0 Scale=1:39.7 &1-13 2.7-11 2-7-11 -1-13 5x6 3 t0.00 12 3x4 /� \\ 3x4 /i� \4 2 0 0 4x10— 7 8 6 9 10 4x10= 10x10 = 3-9-8 11-7-0 M 5 9-8 b9-8 rM—afe sets F:O- 1 a�,Cr2=61= f :Q b-T 7zr: - LOADING(pst) SPACING 2-0-0 CS] DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.22 Veit(LL) -0.04 1-6 >999 M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.66 VerhTL)-0.08 1-6 >999 8CLL 010 Rep Stress ]net NO WB 0.58 Horz(TL) 0.01 5 Na BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min I/defl = 480 Weight: 133 to LUMBER BRACING TOP -CHORD 2 X 4'.HF 165OF 1.5E TOP CHORD Sheathed orb-0-0 on center purlin spacing. BUT CHORD 2 X 8''SVP. No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. WEBS 2 X.4SPF No.2 REACTIONS (16/size) 1,=373310-3-8, 5=3995/0-3-8 Max Harz 1 =-188foad case 2) Max Upbftl=-692(load case 4), 5=-741 (load case 4; FORCES gig) - First Load .Case Only TOP CHORD 1-2=-3974,2-3=-3868, 34=-3869, 4-5=-3974 BOT'CHORD 1-7=2994,'7-8=2954, 6-8=2954, 6-9=2955, 9-10=2955, 5-10=2955 WEBS 2-6=-21; 3-6=4704, 4.6=-24 NOTES 1)'2-ply,truss to be connected together with 10d Commom. 148"x3") Nails as follows- Top chords connected with 1 row(s) at 0-9-0 on center. Bottom chards connected with 2 row(s)at 0.4.0 on center. Webs connected as follows: 2.X 4 - 1 row(s) at 0-9-0 on center. 2) This truss has been checked for unbalanced loading conditions. 3) This truss has been designed for the wind loads generated. by 80 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chard dead load, 100 mnfrom hurricane oceanlme, on an occupancy category I, condition 1 enclosed building, of dimensions 45 It by 24 It with exposure C ASCE 7-93 per UBC/ICBO If.end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, andtheplate grip increase is 1.33 4) Except as shownbelow, special connection(s) required to support concentrated load(s). Design of connections) is delegated to the. building _tlesigner. 5) Allplatesiare' M20 plates unless otherwise indicated. 6),Provide mechanical connection.(by others) of truss to bearing plate capable of withstanding 692 Ib uplift at joint 1 and 741 Ib uplift at joint S. 7)This truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. •b LOAD CASE(S) Standard e�5• ��{�� 1) Regular: Lumber. Increase =1.15, Plate Increase =1.15 Uniform Loads (PIT) Vert: 1-2=-60.0, 2-3=-60.0, 3-4=-60.0, 4.5=-60.0, 1-7=-20.0, 7-8=-20.0, 6-8=-20,0, 6.9=-20.0, 9-10=-20.0, 5-10=-20.0 Concentrated Loads (Ib) Vert: 6=-1365 7=-1365 8=-1365 9=-1365 10=-1365 S�QNALFa .. MlNidi March 23,2000 A WARNING - VerM design parannsters and READ NOTES 9N THIS AND REVERSE SUDS BEFORE USE. ®m® Design valid for use only with Minsk connectors. The design Be based only upon parameters shown, and Is for an Individual building component to ba Isfesponsblllty of building cosigner - not Luse Installed one leaded vertically. Applbabllty of design parameters and proper nompoetbn of component designer. Bracing shown Is far lateral support of Individual web members only. Additional tempolary bracing to Insute stability during construction Is the iesponslblllty of the ejector.. AddObnal permanent bracing Of the overall structure h the tesponsibillly of the building designer. Fobgeneral guidance fob cannot storage, delivery, erection and biacing, consul CSUPP quality Standard, DSO-89 Bracing Specification. and HIP-91 �/I �Tek® fegording r cation, quality Handling Installing and Bracing Reoommgndishon available eom ❑uu tscle refutute, Sea D'Onohb Dive, Madison, W153719, Tom-ICG uss Truss Type - ty y J1586566 EL A E GABLE 1 1 DavrsW olesale, n lanap- ells„IN.4 - 4. - s et 1 i Industries, Inc. Tue Mar 11 :4Page'1 0.9-8 S9-B it-7-0 12-d-8 Seale=1:40.9 0.9-8 59-8 59-8 0-9-8 3x6 = 3x4 11 6 3x4 3x4 11 10.00 12 % 7 3X4 11 - 3x4 11 3x411 \"\9 3 / �\10 2i� I 11�ro W1� o � 5x6 11 1 5x6 11 3x4 11 3x4 113x4 I I 3x4 113x4 I I 3x4 I I 1-7-e 11-7-p ate se s. - - :e ge,--CBi0-34�>3:0=0- - - - :0=4=7,D=�6T T1�0-0�03- Pf- - - (13kOF0-0,0-0-01 LOADING (psf) SPACING 2-0-0 CSI. DER (in) (fee) /deft PLATES GRIP TCLL 20.0 Plates Increase 1.15 7C 0.05 Vert(LQ nla - Wa M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0:02 Vert(TL) 0.00 1 >999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Herz(TL) 0.00 Wa BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min /deft = 480 Weight: 55 It, LUMBER BRACING TOP CHORD 2`X 4,HF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. SOT CHORD 2 X 4`HF.165OF 1.5E BOT CHORD Rigid ceiling directlyapplied or 6-0-0 on center bracing. OTHERS 2 X 4SPF No.2 WEDGE Left: 2 X 4 HF 165OF 1.511-Right: 2 X 4 HF 165OF'1.5E REACTIONS,(lb/size) 2-152111-7-0, 10=152/11-7-0, 15=84111-7-0, 14=84/11-7-0, 16=133/11-7-0, 17=139/11-7-0, 13=133/11-7-0, 12=139/11-7-0 Max Herz 2,='•17.7(loao case 3), 10=-177(load'case 2) Max `Uplift2=..,-41(load case 2), 10=-41(load case 3), 15=-10(load case 3), 14=-10(load case 2), 16=-77(load case 4), 17=-89(load case 3), - 13=-77(load case 4), 12=-89(load case-2) , Max Grav 16=134(load case 5), 17=141(load case 5), 13=134(load case 6), 12=141(load case 6) " FORCES 0b)- First Load "Case Only TOP,CHORD 1-2=24,.2-3=-73, 3-4=-73, 4-5=-61, 5-6=-55, 6-7,=-55, 7-8=-61, 8-9=-73, 9-10=-73, 10-11 =24 BOT CHORD. 2-17=0, 16.17=0, 15-16=0, 14-15=0, 13-14=0, 12-13=0, 10.12=0 WEBS 5-15=-56: 7-14=-56, 4-16=-101, 3-17=-106, 8-13=-101, 9-12=-106 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads`generated by'80. mphwinds at 25 it above ground level, using 5,0 psf top. chordtdead load and-5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, onan occupancy category I, condition I enclosed'ouilding, of dimensions.45 It by 24 It with'exposure CASCE7-93 per UBC/ICBO If end verticals or cantilevers exist,, they -are exposed to wind. If porches exist, they are not. exposed to wind. The.lumber DOL increase is'l.33, andthe plate grip Increase is 1.33 3) For studs exposed to�wind; see MiTek "Standard, Gable End Detail" 4) All plates areM20 plates unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studsspaced at 2 0-0:on center. truss to bearing capable of withstanding 41 Ile uplift,at joint 2, 41 to Y4 7) P(ovide"mechanical connection,(by others) of plate: uplift at joint 10 10 Ib uplift at 15, 10 Ib uplift at joint 14, 77 Ito uplift at joint 16, 89 Jb uplift atjoint 1.7, 77 lb uplift at joint 13 and 89 Ib`upbft at joint 12. 8) This truss has been designed for both UBC-94 and ANSI/Ti 1-1995 plating criteria. mQ7 $ LOAD CASES) Standard. tY ONAL yaeae40140� March 23,2000 l,WARNPrVG Ver" "on pare-ta- and READ AlOTES OH'THH3 AIM REVERSE SHOE BEPOR3 USE. Design valid for use oWy wilh Miff eb connectors. This design It based only upon parameters shown, and k for an Indlvldwl bulbing component to be Instclled and boded vedbally. Applicability of design parori and propel IncorPoratbn of component k iesponslbllltyof bulking deslgner - not Luse deslgner. Brachg showmk. for btelol i6pport of individualweb members only.. Addli temporary bracing to imule stoblllly,dullnq consbuctbn k the respongbllliy of the elector. Addllbnol permanent Wooing of the ovelaft structme'k the responsibility of the buiUIW designer. For general gulden. regordli,fabrbaibn, quality conhol. storage. delivery, erection antl bwcing, consUff 6Si-BB gualBy standard. DSB-89 Bracing'Gi icallon, and NIB-91 iTek® u:.,.nnnr. mdemno end Brddlno BeeammMrdallon ay.11ablo Vora Iruu Rate halltule, 584 D'Onobb D,Ive, Madkon, WI53719: Job russ I russ I ype City Ply J1586567 EL A D MONO PITCH 9 1 - aver Wholesale, Indianapolis, IN. 4 4. -3 �9-9$ N� < Industries, nc. ueMaar 1 1 :05. Page -0-9-8 a-a14 �2-0 Scale = 1:12.4 p-sa 4-s-14 0.6-2 3 4.00 rl2 a 0 2 /uT3x4= 4-8-14 <at4 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.30 Vert(LL) n/a - n/a M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.09 VerbTU 0.05 1-2 >226 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hmz(TL) -0.00 3 me 6CDL 10.0 Code UBC/IC80 (Matrix) 1st LC LL Min I/dell = 480 Weight: 131b LUMBER BRACING TOP CHORD 2.X 4 HF 165OF 1.5E TOP CHORD Sheathed. BOT CHORD: 2 XA HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6.0-0 on center bracing. REACTIONS,(ib/size) 3=141/0-3-8,:2=25210-3-8, 4=44/0-3-8 Max Herz 2=80(load case 3) .MaxUplift3=-77(load case 3), 2=-86(load case 3) FORCES (Ih) - First Wad Case Only TOP CHORD 1-2=14,2-3=37 SOT CHORD 2-4=0 NOTES 1) This truss has been designed for the wind loads. generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 pst bottom chord dead. load, 100 mi.fromhurricane oceanline, on an occupancy category I, condition I. enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93per UBC/ICBO-If end verticals or cantilevers exist, they are 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 77 Ile uplift atjoint 3 and 86 It, uplift at joint 2. 4) This truss has been designed for both UBC-94-and ANSI/TPI 1.1995 plating criteria. LOAD CASES) Standard ,�S.RfDh, K' ! S�ONAL h"0064f' March 23,2000 A WARMNG - Veejfy decIg. parameter-'s v-L BEAD NOTES ON TDPS AND RB VERsE 9IDE BEFORE USE. ®®® Design valid for use only wlth+Mnex connector. This design is based only upon parameters shown, and a for on Individual building component 10 be of component Is Iespordblllty of building designer - not buss NOR Installed and loaded vertically. Applicability of design,ammeter and propel Incorporation designer. Bracing shown is lot to eial suppoil of Individual web members only, Addiibnal temporary bracing to Insure Mobility during consimction is the esponsibully of the erector. Additional permanent bracing or the Overall structure 4 the lesponslbill y of the building designer. For general guidance fabrication- control, stotoge, delivery, erection and blocIng, consult CST-88 Quality Standard. DSB-89 Bracing BpocBlcatlom and.HIB-91 Mffek® regarding quality Handling installing and Braciw Recommendation avarobb from Truss Race Insllture. 583 D'OnOLio Drive. Madison. W 153719. o Truss russ Type ty Fly - J1586568 EL A D1 MONO PITCH 1 1 Davis holesa e, indlanapohs, 1 . 4 2 4. - s ct 1 l ekln[ustries, Inc. Tue Mar 21 13:50:10 2000 Page 1 -o=9-e F 2-0-0 Scale=1:7.3 0-9-8 4.00 rl2 3� 2 / m % A d 1 i i 2-ao 2-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 PlatesIncrease 1.15 TC 0.04 Vert(LL) n/a - n/a M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) 0.00 1 >999 BOLL 0.0 Rep -Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min I/defl = 480 Weight: 6lb LUMBER BRACING TOP CHORD 2'X 4°,11F 1650F 1,5E TOP CHORD Sheathed. BOT CHORD 2 X 4':HF'166OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 on center,bracing. REACTIONS (lb/size) 3'=48/0.3-8, 2 = 13710-3-8, 4=1910-3-8 MaxHoa.2=40(load case 3) Max Uplift3=-23(load case 3), 2=-63(lead case 2) FORCES (Ib)- First Load Case Only TOP CHORD 1-2=14,.2-3=12 BOT CHORD 2-4=0 NOTES 1) This truss has been designed for the wind loadsgenerated' by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead .load, '100 mi from hurricane oceanline, an an occupancy category I; condition I enclosed building, of dimensions 45 ftby 24.ft with exposure C ASCE 7-93 per URC/ICBO If end verticals or cantilevers'exist, they are 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 Vuss to bearing plate capable of withstanding 23 lb uplift atjoint 3 and 63 lb uplift at joint 2. 4) This Vuss has been designed for both UBC-94.and ANSI/TPI 1-1995'plating criteria. LOAD CASE(S) Standard *b 0� g, RED4y S �,r• I 'TONAL E0.+p�� °+oeeaoNe►e°� March 23,2000 •k -,&SgARmNG v.Wgdeefga prarmmseGere atsd M,9 NOTES ONTBfS AND aa1MSzeSDW BaFOREOBP56•Intllyaugl Dula Designv rd for use only with MDek connedtoa. Thh design Is based only uponp Ing component to be tit( Inslalled and added veHaally. Applaabllltyot design parameters and Proper Incofporatbn of component Is iesaombillty of bowing designer not JNss ®®i desbnei. Bracing shown IS for steal support of individual 'web members only. Additional temporary biachg to Insma stability duono. con tructlon Is the responsib111fy,oGlhe erector. Addtlanal permanent bracing of the overall -structure Is the responslblldy of the building designer. For general guidance regording fabrication, quality conbok stotago, delivery, eecllon and btaoing,' consult QST-ea Quality Standard, D511-89 Bracing spocricatlon,. and MID-91 pE� Handling Installing and Bracing Reeommandalion available from Truss Pale Insnlute; $83 D-Onoftlo Drive, Madison, WI53719. K oTruss Truss Type ty y - J1586569 EL A DGE MONO PITCH 1 1 Davis fro esale, ntlranapolis, - s ct 1 ITek ndustnes, nc. Toe Mar 21 1 :5 :1 Page 1 -o-s-e 4-3-14 1 5-2-0 Scale = 1:12.4 D-9-8 a&ta 0.S2 4.00 12 3x4 11 3 o 2 3x4 = 3x4 11 I 4-&14 a 8-14 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP + TCLL .. 20.0 Plates Increase 1.15 TC 0.32 Vert(LL) n/a - nla M20 149/104 TCDL 10.0 Lumber Increase 1.15 SC 0.02 Vert(TL) 0.13 3-4 >227 BCLL 0:0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 nla BCDL 10.0 Code UBC/ICBO (Matrix) 1st LC LL Min Ildefl = 480 Weight: 141b LUMBER BRACING TOP CHORD 2 X 4 HE 165OF 1.5E TOP CHORD Sheathed. BOT CHORD 2 *4 HE 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0.0 on center bracing. OTHERS 2 X-4 SEE No.2 REACTIONS (lb/size) 2-=97/4-B-14, 5=13/4-8-14, 6=340/4-8-14 Max Harz 2=98(load case 2) Max'Upiift6'=-212(load case 3) I FORGES - First Load Case TOP CHORD 1-2=14, 2-3 =46, 3-4=-46 BOTCHORD 2-6=0, 5-6=0 WEBS 3-6=-281 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using.5.0 psf top chord dead load and 5.0 psf bottom chord clead load, 100 mi from hurricane oceanline, onan occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure C ASCE 7-93; per UBC/ICBO Ifend-verticals or cantilevers exist, they are 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) For studs exposed to wind, see MiTek "Standard Gable End Detail" 3) All plates are M20 plates unless otherwise indicated.. 41 Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 on center. 6) Provide mechanical connection (by others) of truss to bearing platecapableof withstanding 212 lb uplift atioint 6. 7) This truss has Dean designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. i I, LOAD CASES) Standard i Db ,(g,REDh, e �lc j vn A ; S�ONAL �eeca•wN March 23,2000 m..m® ®Be'ARN7%6, - and READ 175L'. SIDEshow b OM THIS AND RZV&parameters / deadgn txarok . and Is MRak connectors. this bdgn a based pi upon orpor aion grown, and H for sp Individual building component to be ,use ..nnpu ign Is valid for use Doty of componanl H slty of buily designer -not buss of tloslgn parameters and proper Incorporation ns; ?MR Mstallne and boded w colt insane duMq k the to Insure dujhg temporary bracing to Insure to, AppllauPrsot t Bw shown la for biro) support n1 web membea only.cturps desilry fesooner. is un general g.n respongtlllllyof the erector. Additional permanent bwclnq of the overall allucNre k iha.rasponslbBity of Iha bulitllnq deslgnar. For general puioonce at t nt loci and bracing, consult QST-85 quality standard. DsB-BO Bwclnq specdleatlon; and HIB-91 regarding fabrication, quality control storage, delivery, erection Handling Installing and beclrrg Recommendation avalable from Truss Plate institute, 583 D'Ono410 DIN.. Madison, WI53710. M iTeke o russ ype - tY y J1586570 ELA 17rulss VALLEY 1 1 Davis ho esa e, nilanapolis, IN. 4622232 s act 7 1 MI I ex ndustnes, Inc. Yue a( 21 1 age T 4-ua yt.o Scale = 1:27.9 4-e-8 5x5 = 2 10.00 rz ,i 3 1 f V 3x4 9 3x4II 3x4J sl-o svo LOADING (psf) SPACING 2-0-0 CSI DEFL tin) (loci/deft PLATES GRIP TCLL 20.0 Plates Increase 1,15 TC 0.15 Vert(LL) n/a - n/a M20 1491104 TCDL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) n/a - n/a BCLL 0.0 Rep Stress her YES WB 0.04 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC/ICBO 1st LC; LL.Min /tlef = 480 Weight: 27 Ib LUMBER BRACING TOP CHORD 2'X 4 HE 165OF 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X,4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6.0-0 on center bracing. OTHERS 2 X:4SPF No.2 II REACTIONS (lb/size) 1=210/9-1-0, 3=21019-1-0, 4=242/9-1-0 4 -'Max Herz 1=88(load case 3), 3=-88(loadcase 2) Max-.Upliftl =-49(load case 4), 3=-49(load. case 4), 4=-24(load case 4) E FORCES (Ib) - First, Load. Case Only TOP CHORD 1-2="-70,2-3=-70 BOT CHORD 1-4=0, 3-4=0 WEBS 2-4=-159 NOTES 1 ) Thts truss has . been checked : for unbalanced loading conditions. 2pThlstruss-has been'designed for the wind loads. generated by80 mphwinds at25 ft aboveground level, using 5,0 psf top chord dead load and 5.0 psf bottom chord dead. load, 100mi from hurricane oceanline, on'an occupancy category I;. condition I enclosed building, of dimensions 45 dt by 24 ft with exposure C ASCE 7-93'per UBC/ICBO.If end verticals or cantilevers exist, they areexposed 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 M20i 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 49 Ib uplift at joint 1, 49 Ite uplift at joint 3 and 24 Ill uplift at joint 4. 6) This truss has been'designed for both UBC-94 and ANSI/TPI 1-1995plating criteria. LOAD CASES) Standard RfD{y 2�r �QNAI���ra��• h!!glNNf� March 23,2000 as crisis ,&WAP2v1NU - Verify deaiget pawrvseten, and BEAU BlOTE9 WiTif,l9 AND RE4'p.BSE Sx®E BPP'URE USE' Design vooa.lol use only with Mtek connectors. This design N based only upon parameters shown, and N lot an Individual building component to be Inslalled and boded vertically. Applkablitly of design parameters and Proper Incorporation of component N iesporesitiBlty of building designel - not truss designer. Bracing shown le;for. blssal support of Indlvaual web members only. Additional temporary bracing to Insure stability coding consliuclbn N the responsibBlty of the erector, Additional permanent bracing of the overeat-slmctuse, Ndhe responsibility of the building designer. For general gubance regarding labrkatbn, quality control, storage, delivery, erection and bracing, donut QST-88 Quality standard, DSB-89 Bracing'Specli1callon, and NIB-91 M iTek® Handling Installing and Bracing Recommendation available Vom TiU. Pate Institute, 583 te'Onoeb DMe, Madison, we 53719. -Job- toss truss type ty y J1586571 EL A VC2 VALLEY 1 1 =kn Davis Wholesale, IN. 4622 -3 sOct 7c. Too Mar 1 Page I— 3-t-t t G36 Scale = 1:20.0 }t-11 31-11 3x6 = } I 2, 10.00 r12 / \ / \ 3 i 3x4 636 E36 -Phate.OT fsets ,e ge f}' LOADING (psf) SPACING 2-0-0FTE.C DEFL (in) (loci I/deft. PLATES GRIP TCLL 20.0 Plates Increase 1.150.06 Veft(LL)too- nla M20 149I704 TCDL 10.0 .Lumber Increase 1.150.10 VertlTLl n/a - n/a BCLL 0,0 'Rep Stress Incr VES0.00 HorzITL) 0.00 n/a BCDL 10.0 Code UBC/ICBO 1 st LC LL Min Udell = 480 Weight: 16 1la LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Sheathed or 6.0-0 on center purlin spacing. BOT CHORD "2 X 4 HF 165OF 1.5E EDT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. REACTIONS �(lb/size) 1.=219/6-3-6, 3=219/6-3-6 Max Horz-1=99(load case 1), 3=-99(load case 1) j Max Upliftl=-40(load case 4), 3=-40(load case 4) FORCES (lb) - First Load Case Only ' TOP CHORD 1-2=-128, 2-3=-128 BOTCHORD 1-3=0 ! NOTES 1I This truss has been checked for unbalanced loading conditions. I 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 pal bottom i chorddeadload, 100 mi'from hurricane oceanline, on an occupancy category 1, condition 1 enclosed building, of dimensions 45 It by 24 It with exposure CASCE 7-93-pefUBC/ICBO If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the Plata grip increase is 1.33 3). All plates are M20 plates unless otherwise indicated. 4) Gable,reguires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 Ill uplift at joint 1 and 40 Ib uplift at joint 3. 61 This truss has been designed for both UBC-94 and ANSI/TP( 1-1995 plating criteria. LOAD CASES) Standard RH 6y g. RED;k C% v1s'��o aft � a= 2•r a • 'I NALE� NOeaoNN�� March 23,2000 IkeWARNFNO - Vds, f dealpss gw mina@e a and REFS NOTES ONTHPPS AM REVERSE SWE BEFORE US8 Design valid for use only with MHek connectors. The design he based only upon parameters shown, and is for on Individual buliding component to be installed and added vertically. Applaablily of design porameten and proper Incorporation of component 6 responsibility of building designer - not truss. Additional temporary bracing to Insure stability during construclan 6 the desionei. Bracing shown 4 tar lateral suppolf of IndNaual web members only. responsibility of the erector. Additional permanent bracing at the oveiaB siruatuls, E the wsponslblllly Of the bulking designee. For general guidance fflkatfoo,.and NIB-91 eegdrding fabrkatan, coolly conlai, storage, dnlvery, erection and bracing, consult g5T-30 Quality standard, DSB-89 Bracing Sp MiTek® Handling Installing and ordain Recommendation avallable from Tress %ale Institute. 6113 D'Onolrb Drive, Madison, W153719. Job ype - ty y CiAAEIGiONT - Ji5B6572 EL A VC3 VALLEY 1 1 Davis wholesale, Indianapolis, I . 4 qq s ct 1 l ek lndustnes,Inc. ue et 1 age 3x6'= lafa I. "3-s13 Scale=1:9.5 1-8.14 2 10.00 F12 uf % / \ 3x4 ,� 3-613 }5 13 Plate sets. -0,edqel LOADING''(psf) SPACING 2-0.0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 PlatesIncrease1.15 TC 0.01 Vert(LL) n/a - n/a M20 149/104 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) n/a - We BCLL 0.0 Rep Stress Incr YES WB OAO Hofz(TL) 0.00 We BCDL 10.0 Code UBC/ICBO 1 st1C LL Min I/deft = 480 Weight: 8 lb LUMBER BRACING TOP. CHORD 2 X 4AF1650F 1.5E TOP CHORD Sheathed. BOT CHORD 2 X 4'HF1650F 1.5E ROT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. REACTIONS (lb/size) 1.=107f3-5-13, 3=107/3-5-13 .Max Horz'1'=4811cad'case 1), 3=-48(load case 1) Max Upliftl=-20(load case 4), 3=-20(load case 4) FORCES (lb).- First Load Case Only TOP CHORD 1-2=-63, 2-3=-63 BOTCHORD 1-3=0 NOTES a)'. This trusshasbeen checked for unbalanced.. loading conditions. 2). This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level. using 5.0. fist top chord dead load and 5.0 psf bottom chord_ dead load,. 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 If by 24 ft with exposure C ASCE 7-93 perUBC/ICBO„ If end verticals or cantilevers exist, they are 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.platesunless otherwise indicated. 4) Gablerequirescontinuous bottom chord bearing. S) Provide no connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 1 and 20 lb uplift at joint 3. 6) This truss has been designed for bath UBC-94 and ANSI/TPI 1.1995 plating criteria. LOAD CASE(S) Standard Bb �z s�ONAL BHM March 23,2000 ®WARMTF?D - V.rM daafgn print, a!eva and READ NO ES O N T.h'TS EMD REVERSE SBDE BEFORE USE. mo Design valid tar use only with Mdek connectors. This design,b based only upon parameters shown, and is tot an Individual coming component Io be Installed and loaded vertically. Applicability of design parameters and propel kscorpaalion of component Isresponsiblllly of bustling tlesignar -not buss designer. Bracing shown is lot Wleial suppod of Individual web marnoos only. AddObnal lempowry bracing to Insure stability Busing construction Is the respcodtalilly of the elector. Addriooal permanent Wooing. of the ovoiall structule Is the tesponsiblllty of the bulicing designer. For general guidance regolding fabrication,. quality control, storage, delivery, eleclbn and biocing, consult GST-BB Quality Standard, DS11-89 Bracing Spoctfoalton, and HIB-91 /� I�e �® Handling ItafalAng and Bracing Recommendation ovallablem fro➢uu Mte Instltotei 583 D'Onobb , oil., Moab. WI63719. 0 V