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truss detail ENGINEERING BY ENCO A M Tek Affiliate'�Z Trenco 818 Soundside Rd Edenton,NC 27932 Telephone 252/482-7000 Fax 252/482-7115 Re: Schille Wolf Schille-Lake George The truss drawing(s)referenced below have been prepared by Truss Engineering Co. under my direct supervision based-on the parameters provided by Stock Building Supply-Schenectady, NY. Pages or sheets covered by this sealE2701965 tluuE2701966 My license renewal date for the state of New York isAugust 31,2006. OF NEy� p, STRWCO � C} n - W rn 0 September_ 9,2005 Strzyzewski,Marvin The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI-1995 Sec. 2. Engineering services provided by Truss Engineering Company. Job, Truss Truss Type Qty Ply Wolf Schille-Lake George E270196 SCHILLE RT01 COMMON 9 1 Job Reference(optional) Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Fri Sep 09 09:08:09 2005 Page 1 -3-0-0 6-1-14 11-6-0 16-10-2 23-0-0 26-0-0 3-0-0 6-1-14 5-4-2 54-2 6-1-14 3-0-0 Scale:1/4"=1' 6x6= 4 4.00 12 2x4 2x4 3 5 2 6 I 1 7 Io 4x8= 10 9 8 4x8= 3x5= 3x5=3x5= 7-11-4 15-0-12 23-0-0 7-11-4 7-1-8 7-11-4 Plate Offsets(X,Y): [2:0-1-10 0-0-21 [6:0-1-10 0-0-2] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.19 8-10 >999 360 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.71 Vert(TL) 0.10 7 >380 240 BCLL 0.0 * Rep Stress Incr YES WB 0.41 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:99Ito LUMBER BRACING TOP CHORD 2 X 6 SPF-S 1650F 1.5E TOP CHORD Sheathed or 4-5-1 oc purlins. BOT CHORD 2 X 4 SPF-S 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 9-11-9 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 2=1965/0-5-8,6=1965/0-5-8 Max Horz2=-74(load case 9) Max Uplift2=-218(load case 6),6=-218(load case 7) Max Grav2=2302(load case 2),6=2302(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/145,2-3=-3366/711,34=-2847/652,4-5=-2847/652,5-6=-3366/711,6-7=0/145 BOT CHORD 2-10=-513/2975,9-10=-333/2174,8-9=-333/2174,6-8=-513/2975 WEBS 3-10=-798/189,4-10=-77/963,4-8=-77/963,5-8=-798/189 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is designed for C-C for members and forces,and for MWFRS for reactions specified. 2)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. #�, 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will{ 01F NE , +Y fit between the bottom chord and any other members. STR 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 218 lb uplift at joint 2 and 218 lb uplift at '�� Z (�} Y joint 6. 2- LOAD CASE(S) Standard i � C? Q "�O.67 A �;9op s S4 co) September 9,2005 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU--7473 BEFORE USE. E 14GI WEERI NG BY Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown � �® is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding TRh P.1i Tek Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI7 Quality Criteria,DSB-89 and BCSII Building Component Rd 818 Soundside Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC Rd f Job Truss Truss Type Qty Ply Wolf Schille-Lake George ` E270196 SCHILLE RT01GE COMMON 1 1 Job Reference o tional Stock Building Supply,Schenectady,NY 12306 5.200 s Jan 16 2004 MiTek Industries,Inc. Fri Sep 09 09:08:10 2005 Page 1 • -3-0-0 11-6-0 23-0-0 1 26-0-0 3-0-0 11-6-0 11-6-0 3-0-0 Scale:1/4"=1' 5x6= 2x4 11 7 2x4 11 4.00 12 2x4 11 6 8 2x4 11 2x4 11 5 9 2.4 II 2x4 11 4 10 2x4 11 3 11 12 2 13Io 1 4x5= 23 22 21 20 19 18 17416 15 14 4x5= 2x4 11 2x4 11 2x4 11 2x4 I 2x4 11 3x5= 2x4 I I 2x4 11 2x4 11 2x4 11 23-0-0 23-0-B LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.57 Vert(LL) n/a - n/a 999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.17 1 >208 240 BCLL 0.0 Rep Stress]nor YES WB 0.10 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight:1031b LUMBER BRACING TOP CHORD 2 X 6 SPF-S 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purtins. BOT CHORD 2 X 4 SPF-S 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 2=773/23-0-0,12=773/23-0-0,19=265/23-0-0,20=282/23-0-0,21=271/23-0-0,22=328/23-0-0,23=184/23-0-0,18=271/23-0-0,16=267/23-0-0, 15=329/23-0-0,1 4=1 8412 3-0-0 Max Horz2=101(load case 8) Max Uplift2=-184(load case 6),12=-191(load case 7),20=-25(load case 8),21=-21(load case 6),22=-63(load case 8),23=-166(load case 10),18=-25(load case 9), 16=-22(load case 7),15=-63(load case 7),14=-167(load case 10) Max Grav2=1078(load case 2),12=1078(load case 3),19=265(load case 1),20=393(load case 2),21=367(load case 2),22=453(load case 2),23=232(load case 2), 18=380(load case 3),16=363(load case 3),15=454(load case 3),14=232(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/144,2-3=-183/30,3-4=-48/49,4-5=-74/81,5-6=-72/119,6-7=-75/154,7-8=-75/154,8-9=-72/119,9-10=-74/81, 10-11=-48/49,11-12=-183/18,12-13=0/144 BOT CHORD 2-23=0/0,22-23=0/0,21-22=0/0,20-21=0/0,19-20=0/0,18-19=0/0,17-18=0/0,16-17=-3/120,15-16=-3/120,14-15=-3/120 12-14=-3/120 WEBS 7-19=-224/10,6-20=-351/90,5-21=-334/100,4-22=-388/135,3-23=-244/160,8-18=-351/90,9-16=-334/100, 10-15=-388/135,11-14=-244/160 NOTES 1)Wind:ASCE 7-98;90mph;h=30ft;TCDL=5.Opsf;BCDL=5.Opsf;Category II;Exp C;enclosed;MWFRS interior zone and C-C Exterior(2) zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.This truss is Q fA, designed for C-C for members and forces,and for MWFRS for reactions specified. +'Y 2)Truss designed for wind loads in the plane of the truss only. pkll STA,,>J, C � 3)TCLL:ASCE 7-98;Pf=50.0 psf(roof snow);Exp C;Partially Exp. 4 �5 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for 1.00 times flat roof load of 50.0 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of 16C-00 r 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 cc. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 184 lb uplift at joint 2,191 lb uplift at joint 12,25 lb uplift at joint 20,21 lb uplift at joint 21,63 lb uplift at joint 22,166 lb uplift at joint 23,25 lb uplift atjoint 18,22 lb uplift atjoint Q 16,63 lb uplift at joint 15 and 167 lb uplift at joint 14. t4 PES 1 O LOAD CASE(S) Standard September 9,2005 WARNING,Verify design parameters and READ NOTES ON THIS AND INCLUDED NBTER REFERENCE PAGE M17-7473 BEFORE USE. ENGINEERING BY Designvolid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. TRENCO Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A tli Tek Alfilialc, fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 MIM% BY f AUGUST 2, 2005 Standard Gable End Detail I REEoNCO ED-GE90-001 A MITek ASiiate Trenco,Edenton,North Carolina Page 1 OF 1 MAXIMUM WIND SPEED=90 MPH MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING TRUSS GEOMETRY AND CONDITIONS 12 EXPOSURE B or C SHOWN ARE FOR ILLUSTRATION ONLY. ASCE 7-98,02 Varies DURATION OF LOAD INCREASE:1.60 GABLE STUD DEFLECTION=U240 GENERAL NOTES AND SPECIFICATIONS: 1. NAIL DIAMETERS AND LENGTHS ARE AS FOLLOWS: 8d=0.131"x 2.50", 10d=0.148"x 3.00",16d=0.162"x 3.50" 2. GABLE STUDS,MINIMUM OF 2x4 SPF STD/STUD 3. CONNECTION OF GABLE TRUSS TO WALL FRAMING SHALL BE PROVIDED BY OTHERS B B 4. BRACING SHOWN IS FOR INDIVIDUAL GABLE STUDS ONLY. 5. "L"BRACES SPECIFIED SHALL BE FULL LENGTH,GRADES 1x4 SRB OR 2x4 STUD OR BETTER. 6. DIAGONAL BRACES SHALL BE INSTALLED AT APPROXIMATELY 45 DEGREES FROM VERTICAL. C DIAGONAL BRACING: ** L-BRACING:REFER 7. HORIZONTAL BRACE(S)TO BE LOCATED TO FORM EQUAL SEGMENTS OF THE LONGEST GABLE STUD. REFER TO SECTION A-A TO SECTION B-B 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. GABLES NOT SUPPORTED FOR FULL SPAN. PLAN VIEW 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR OR CATHEDRAL TYPE TRUSSES. 10.1'-3"MAXIMUM OR 2'-0"MAXIMUM WHEN A DROP TOP CHORD STUD DESIGN IS BASED ON C&C. AND OUT LOOKERS(DESIGNED BY OTHERS)ARE USED CONNECTION OF BRACING IS BASED ON MWFRS. PROVIDE 2X4 SPF STD BLOCKING,ORIENTED PLUMB TO THE GROUND, FROM GABLE TRUSS TO THE ROOF TRUSS PAST THE POINT WHERE THE DIAGONAL DIAGONAL DIAGONAL BRACE HITS THE ROOF SHEATHING. TOENAIL BLOCKING TO WITHOUT 1X4 2X4 BRACES AT BRACES AT TRUSSES WITH(3)-10d NAILS AT EACH END. ATTACH ROOF SHEATHING STUD BRACE L-BRACE L-BRACE 1/2 POINTS 1/3 POINTS TO EACH BLOCK WITH A MINIMUM OF(4)-8d NAILS EQUALLY SPACED. SPACING MAXIMUM STUD LENGTH ROOFSHEATHING 12"O.C. E4-8-4 5 6-1-13 8-8-7 10-3-13 15-5-12 16"O.C. 5-3-15E 7-6-7 9-4-8 14-0-12 24"O.C. 4-1-2 4-4-3 6-1-13 8-2-5 12-3-7 SEE NOTE 10 � / DIAGONAL BRACES OVER 6'-3"REQUIRE A 2x4 T-BRACE ADIAGONAL T 1 33 POINTSIF / TRUSSES @ 24"O.C.MAX ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12'-6"REQUIRE 2x4{-BRACES. FASTEN T AND I BRACES TO NEEDED. / 2x6 DIAGONAL BRACE(45 DEGREES NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS SPACED / TO ROOF DIAPHRAGM)SPACED 48"O.C. 8"O.C.,WITH 3"MINIMUM END DISTANCE. BRACES MUST COVER ATTACHED TO VERTICAL WITH(4)-16d 90%OF DIAGONAL BRACE LENGTH. NAILS AND ATTACHED TO BLOCKING WITH (5)-1 Od NAILS. HORIZONTAL BRACE END WALL (SEE SECTION A-A) SECTION CUT VERTICAL STUD TYPICAL_x4 L-BRACE NAILED TO 2x VERTICALS DIAGONAL WITH 10d NAILS SPACED 6"O.C. (4)-16d NAILS BRACE @ 48"O.C. f O NYif y VERTICAL STUD Ti STR 0 co �* _T 16d NAILS * Q �Zp SPACED 6"o.c. r SECTION B-B l!� 2x6 STUD OR (2)-1 Od NAILS INTO 2x6 2x4 NO.2 OR BETTER , TYPICAL HORIZONTAL BRACE �© At- 67�4�` NAILED TO 2x_VERTICALS `� \+ WITH(4)-10d NAILS. SECTION A-A 2x4 Stud September 9,2005 WARNING,Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. ENGINEERING BY Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. ���0 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding A MiTak Affiliate fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-69 and BCSII Building Component 818 Soundside Rd Safety Information available from Truss Plate Institute,553 D'Onofrio Drive,Madison,WI 53719. Edenton,NC 27932 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths g y Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and securely seat. diagonal or X-bracing,is always required. See BCSI1 I. 2. Never exceed the design loading shown and never 0'1 1 2 3 stack materials on inadequately braced trusses. TOP CHORDS c1-2 c2-3 3. Provide copies of this truss design to the building designer,erection supervisor,property owner and o WEBS Aa4all other interested parties. wvQ * U 3 �'1p 4. Cut members to bear tightly against each other. For 4 x 2 orientation,locate U plates 0-'i,s'from outside 5. Place plates on each face of truss at each edge of truss. c7-8 c6-7 cs-e 0 joint and embed fully.Knots and wane at joint BOTTOM CHORDS locations are regulated by ANSI/TPI1. *This symbol indicates the 8 7 6 5 6. Design assumes trusses will be suitably protected from required direction of slots in the environment in accord with ANSI/TPI1. connector plates. * on details available in MiTek 20/20 7. Unless otherwise noted,moisture content of lumber Plate location software ti upon request. shall not exceed 19%at time of fabrication. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted,this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9 Camber is a non-structural consideration and is the . 4 x 4 The first dimension is the width NUMBERS/LETTERS. responsibility of truss fabricator.General practice is to perpendicular to slots.Second dimension is the length parallel camber for dead load deflection. to slots. 10.Plate type,size,orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. 11.Lumber used shall be of the species and size,and Indicated by symbol shown and/or BOCA 96-31,95-43,96-20-1,96-67,84-32 in all respects,equal to or better than that by text in the bracing section of the specified. output. Use T,I or Eliminator bracing ICBO 4922,5243,5363,3907 if indicated. 12.Top chords must be sheathed or purlins provided at BEARING SBCCI 9667,9730,9604B,9511,9432A spacing shown on design. 13.Bottom chords require lateral bracing at 10 ft.spacing, Indicates location where bearings or less,if no ceiling is installed,unless otherwise noted. (supports) occur. Icons vary but 14.Connections not shown are the responsibility of others. reaction section indicates joint number where bearings occur. ® 15.Do not cut or alter truss member or plate without prior approval of a professional engineer. B Industry Standards: ® ® 16.Install and load vertically unless indicated otherwise. ANSI/TPI1: National Design Specification for Metal MiTek Plate Connected Wood Truss Construction. ENGINEERING BY BCSI I: : Design Standard for Bracing. RENCO BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, A!•AfiTek Affilia[e Installing &Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:MII-7473 0 2004 MITek®