Loading...
24A-144 (2) l' ASCE 7 -02: EXPOSURE C COMMON RESIDENTIAL GABLE END WIND BRACING REQUIREMENTS — STIFFENERS 100 MPH, 30FT. MEAN HGT, ASCE 7 -02, H LESS THAN 4'6" - NO STUD BRACING REQUIRED CLOSED BLDG, LOCATED ANYWHERE IN ROOF, CAT II, H GREATER THAN 4'6" TO 7'6" IN LENGTH EXP C, Kzt = 1.00, WIND TC DL =5.0 PSF, WIND BC DL =5.0 PSF. PROVIDE A 2X6 STIFFBACK AT MID - HEIGHT AND BRACE STIFFBACK LATERAL CHORD BRACING REQUIREMENTS TO ROOF DIAPHRAGM EVERY 6'0" (SEE DETAIL BELOW OR TOP: CONTINUOUS ROOF SHEATHING REFER TO DRAWING A1003002). BOT: CONTINUOUS CEILING DIAPHRAGM H GREATER THAN 7'6" TO 12'0" MAX: SEE ENGINEER'S SEALED DESIGN REFERENCING THIS DETAIL PROVIDE A 2X6 STIFFBACK AT MID - HEIGHT AND BRACE FOR LUMBER, PLATES, AND OTHER INFORMATION NOT SHOWN TO ROOF DIAPHRAGM EVERY 4'0" (SEE DETAIL BELOW OR ON THIS DETAIL. REFER TO DRWG A1003002). NAILS: 10d COMMON (0.148 "x3 ") OR BOX (0.128 "x3. ",MIN) NAILS * OPTIONAL 2X L- REINFORCEMENT ATTACHED OR GUN (0.125 "X 3. 0 ,min) NAILS. TO STIFFBACK WITH 10D BOX OR GUN (0.128" X 3 ", MIN.) NAILS ® 6" 0.C. 1 IAN 1 � 11111% 1:1441 I. prii dh P 2X4 BLOCKING NAILED TO 45° SHEATHING AND 24" MAX ' 4 1/ EACH TRUSS (TYP) i H MIR � _- ®� ®® ®� . i 2X4 STUD, # H/2 OR BETTER DIAGONAL BRACE *—/ . ATTACH EACH END II FOR 560 #. ' i 4'1 1 i A T I SUS BEARING - 2X6 #2 STIFFBACK ATTACHED TO EACH STUD W/ (4) 10 D BOX OR GUN (0.123" X 3 ", MIN.) NAILS. ••WARNING•• READ FOLLOW ALL br,r NOTES ON THIS SHEET! shipping, � OF M S'� LL PSF REF GE WHALER Trusses requi re extreme care in fabricating, handling, ling, shipping, installing and bracing. Refer to and follow I BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing _ these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord N I PSF DATE 1/1/09 shall have properly attached structural panels and bottom chord shall have n properly attached rigid v ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI 99m ./ ,'• • SCOTT L. ; 1 PSF DRWG GABRST020109 / sections B3 & B7. Sec this job's general notes page for more information. 1 ••IMPORTANT•• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. g SCH URWAN t i PSF ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design, Building Components Group Inc. any failure to build the truss in conformance with TPI, or fabricating, handling, shipping, installing & C., STRUCTURA bracing of trusses. ITWBCG connector plates are made of 20/18/16GA (W,H /S /K) ASTM A653 grade 37/40/60 u II l�. PSF (K /W /H,S) galy. steel. Apply plates to each face of truss, positioned as shown above and on Joint Details. 1 \0. 3�U / � A seal on this drawing or cover page indicates acceptance and professional engineering responsibility solely for the truss component design shown. The suitability and use of this component for any building is the • -' FAC. responsibility of the Building Designer per ANST /TPI 1 Sec. 2. 9 o /�a C 117—BCG: www.itwbcg. com; TPI: www.tpinst.com: WTCA: www.sbcindustry.com; ICC: www.iccsafe.org A g i. 4- SPACING 24" , <_ IST L� Earth City, MO 83045 SsIOn t GABLE DETAIL GABLE TRUSS PLATE SIZE "T" REINFORCEMENT ATTACHMENT DETAIL REFER TO APPROPRIATE ITW GABLE DETAIL FOR FOR LET —IN VERTICALS MINIMUM PLATE SIZES FOR VERTICAL STUDS. "T" REINF MENFORCING "T" MEMBER ABOUT REINFORCING BCU © 0 REFER TO ENGINEERED TRUSS DESIGN FOR PEAK, SPLICE, WEB AND HEEL PLATES. TOENAIL . — OR — ENDNAIL 1 ®IF GABLE VERTICAL PLATES OVERLAP, USE A SINGLE PLATE THAT COVERS THE TOTAL AREA OF — THE OVERLAPPED PLATES TO SPAN THE WEB. , I G BL E TO CONVERT FROM "L" TO "T" REINFORCING MEMBERS, EXAMPLE: 2 X 4 I MULTIPLY "T" INCREASE BY LENGTH (BASED ON 2X4 . 2X8 APPROPRIATE ITW GABLE DETAIL). T MAXIMUM ALLOWABLE "T" REINFORCED GABLE VERTICAL i LENGTH IS 14 ' FROM TOP TO BOTTOM CHORD. WEB LENGTH INCREASE W/ "T" BRACE WIND SPEED "T" REINF. "T' p AND MRH I MBR. SIZE INCREASE 140 MPH 2x4 10 15 FT 2x4 1 0 % 140 MPH 2x4 10 2x6 50 0; . 130 MPH 2x4 10 0 I Ii II 15 FT 2x6 50 0 1 130 MPH 2x4 10 0 O 0 30 FT 2x6 50 0 PROVIDE CONNECTIONS FOR UPLIFT SPECIFIED ON THE ENGINEERED TRUSS DESIGN. 120 MPH 2x4 10 0 ATTACH EACH "T" REINFORCING MEMBER WITH 15 FT 2x6 50 0 END DRIVEN NAILS: 120 MPH 2x4 10 10d COMMON (0.148"X 3. ",MIN) NAILS AT 4" 0.C. PLUS 30 FT 2x6 40 0 (4) NAILS IN TOP AND BOTTOM CHORD. 110 MPH 2x4 10 TOENAILED NAILS: 15 FT 2x6 40 0 RIGID SHEATHING 110 MPH 2x4 10 0 II 10d COMMON (0.148 "x3 ",MIN) TOENAILS AT 4" 0.0. PLUS 30 FT 2x6 50 4 NAILS X X (4) TOENAILS IN TOP AND BOTTOM CHORD. 100 MPH 2x4 I 20 0 T .. THIS DETAIL TO BE USED WITH THE APPROPRIATE ITW GABLE DETAIL FOR ASCE 15 FT 2x6 30 % REINFORCING, WIND LOAD. 100 MPH 2x4 10 0 MEMBER ASCE 7 -98 GABLE DETAIL DRAWINGS I 30 FT 2x6 40 i A13015980109, Al2015980109, A11015980109, A10015980109, i ( 90 MPH 2x4 20 0 A13030980109, Al2030980109, A11030980109, A10030980109 ij 15 FT 2x6 20 \ NAILS ASCE 7 -02 GABLE DETAIL DRAWINGS 90 MPH 2x4 20 0 Li TRUSS S \ SPACED AT A13015020109, Al2015020109, A11015020109, A10015020109, A14015020109, 30 FT 2x6 30 0 i' A13030020109, Al2030020109, A11030020109, A10030020109, A14030020109 II ASCE 7 -05 GABLE DETAIL DRAWINGS EXAMPLE A13015050109, Al2015050109, A11015050109, A10015050109, A1401 050 09, ASCE WIND SPEED = 100 MPH A13030050109, Al2030050109, A11030050109, A10030050109, A140 00 , 0• MEAN ROOF HEIGHT = 30 FT, Kzt = 1.00 SEE APPROPRIATE ITW GABLE DETAIL FOR MAXIMUM GABLE VERTICAL = 24" 0.C. SP #3 UNREINFORCED GABLE VERTICAL LENGTH. / "T" REINFORCING MEMBER SIZE = 2X4 II "T" BRACE INCREASE (FROM ABOVE) = 100 = 1.10 X 4 NAILS V X (1) 2X4 "L" BRACE LENGTH = 6' 7" CEILING ' MAXIMUM "T" REINFORCED GABLE VERTICAL LENGTH 1.10 x 6' 7" = 7' 3" "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! �� Or REF LET —IN VERT Trusses require extreme care in fabricating. handling, shipping. installing and bracing. Refer to and follow ` r ITW SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing �l.Q.y A� ��C DATE 1/1/09 these functions. Installers hall provide temporary bracing per SCSI Unless noted otherwise, top chord [[�• shall have properly attached structural panels and bottom chord shall have a properly attached rigid — ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI ` SCOTT L ' �G sections B3 & B7. See this job's general notes page for more information. '9/15 GP DRWG GBLLETIN0109 ”IMPORTANT* FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ($ SCHURWA ITW Building Components Group Inc. (ITWRCG) shall not be responsible for any deviation from this design. a Building Components Group Inc. any failure to build the truss in conformance with TPI, or fabricating, handling, shipping, installing & + c.? STRUCTU C1 bracing of trusses. ITWBCG connector plates are made of 20 /16 /16GA (W,H /S /K) ASTM A653 grade 37/40/60 N O 32020 T LD . 6 0 P SF (K /W /H,S) galy. steel. Apply plates to each face of truss, positioned as shown above and on Joint Details. L A seal on this drawing or cover page indicates acceptance and professional engineering responsibility solely t for the truss component design shown. The suitability and use of this component for any building is the IA f1, - e C, ANY responsibility of the Building Designer per ANST /TPI 1 Sec. 2. www.it m: A � /� Earth City, MO 63045 ITW —BCG: wbcg.co TPI: www.tpinst.com: WTCA: w .e wwbcindusiry . com ww. ; ICC: wiccsafe.org •Oj, Q /STE R •,�., / • ,. 6PACING 24.0" F s3 /UNAL t. v GABLE STUD REINFORCEMENT DETAIL ASCE 7 -02: 100 MPH WIND SPEED, 15 MEAN HEIGHT, ENCLOSED, I = 1.00, EXPOSURE C, Kzt = 1.00 2X4 BRACE (1) 1X4 "L" BRACE • (1) 2X4 "L" BRACE • (2) 2X4 "L" BRACE •• (1) 2X6 "L" BRACE • (2) 2X6 "L" BRACE •• GABLE VERTICAL NO SPACING SPECIES GRADE BRACES GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP H #1 / #2 4' 2 7' 3" 7' 5" 8' 7" 8' 9" 10' 2" 10' 6" 13' 5" 13' 10" 14' 0" 14' 0" BRACING GROUP SPECIES AND GRADES: Q P F #3 4' 1" 6' 9" 6' 9" 8' 7" 8' 7" 10' 2" 10' 2" 13' 5" 13' 5" 14' 0" 14' 0" GROUP A: HF STUD 4' 1" 6' 9" 6' 9" 8' 7" 8' 7" 10' 2" 10' 2" 13' 5" 13' 5" 14' 0" 14' 0" 11 SPRUCE - PINE - FIR HEM - FIR 0 STANDARD 4' 1' S' 9" 5' 9" 7' 8" 7' 8" 10' 2" 10' 2" 11' 11" 11' 11" 14' 0" 14' 0° #1 / #2 STANDARD #2 STUD i — #1 4' 7" 7' 3" 7' 9" 8' 7" 9' 3" 10' 2" 11' 0" 13' 5" 14' 0" 14' 0" 14' 0" #3 STUD #3 STANDARD #2 4' 6" 7' 3" 7' 9" 8' 7" 1 #3 4' 3" 6' 11" 6' 11 8' 7" 9' 0" 10 2" 10' 9" 13' 5" 14' 0" 14' 0" 14' 0" DOUGLAS FIR - LARCH SOUTHERN PINE Q' c DFL STUD 4' 3" 6' 10" 6' 10" 8' 7" 9' 0" 10' 2" 10' 9" 13' 5" 14' 0" 14' 0" 14' 0" #3 # STUD STUD Q STANDARD 4' 2" 5' 11" 5' 11" 7' 10" 7' 10" 10' 2" 10' 6" 12' 2" 12' 2" 14' 0" 1 14' 0" STANDARD STANDARD #1 / #2 4' 10" 8' 3" 8' 6" 9' 9" 10' 1" 11' 8" 12' 0" 14' 0" 14' 0" 14' 0" I 14' 0" i H . S P F #3 4' 8" 8' 3 " 8' 3" 9' 9" 9 9" 11 8" 11' 8" 14' 0" 14' 0" 14' 0" 14' 0" 7 T STUD 4' 8" 8' 3 8' 3" 9' 9" 9' 9" 11 8" 11' 8" 14' 0" 14' 0" 14' 0" 14' 0" Q 11 STANDARD 4' 8" 7' 1" 7' 1" 9' 4" 9' 4" 11' 8" 11' 8" 14' 0" 14' 0" 14' 0" 14' 0" GROUP B: #1 5' 3" 8' 3" 8' 11 9' 9" 10' 7" 11' 8" 12' 7" 14' 0" i 14' 0" 14' 0" 14' 0" i) E & HM R SP #2 5' 2" 8' 3" 8' 11" 9' 9" 10' 7" 11' 8" 12' 7" 14' 0" 14' 0" 14' 0" 14' 0" #1 1 - 1 QC #3 1 4' 11" 1 # 8' 3" 8' 6" 1 9' 9" 10' 4" 11' 8" 12' 4" 14' 0" 14' 0" 14' 0" 14' 0" !_ ■ . - 1 DFL STUD I 4' 11" 8' 3" 8' 5" 9' 9" 10' 4" 11' 8" 12' 4" 14' 0" 14' 0" 14' 0" 14' 0" SOUTHERN PINE DOUGLAS FIR - LARCH STANDARD 1 4' 10" 1 7' 3" 7' 3" I 9' 7" 9' 7" 11' 8" 12' 0" 14' 0" 14' 0" 14' 0" 14' 0" # #1 ' # 1 / #2 j 5' 3" 1 9' 1" 9' 4" 1 10' 9" 11' 1" 12' 10" 13' 3" 14' 0" 14' 0" 14' 0" 14' 0" i # #z r � SPF F #3 5' 2" 9' 1" 9' 1" i 10' 9" i 10' 9" 12' 10" 12' 10" 14' 0" 14' 0" 14' 0" 14' 0" rr �. ' U u P STUD 5' 2" 9' 1" 9' 1" 10' 9" 10' 9" 12' 10" 12' 10" 14' 0" 14 0" 14' 0" 14' 0" 11 STANDARD 5' 2" 8' 2" 8' 2" 10' 9" 10' 9" 12' 10" 12' 10" 14' 0" 14' 0" 14' 0" 14' 0" GABLE TRUSS DETAIL NOTES: X I Q 1 #1 5' 9" ! 9' 1" 9' 10" 10' 9" I 11' 7" 12' 10" 13' 10" 14' 0" 14' 0" 14' 0" 1 14' 0" ‹ 1 SP #2 5' 8" 9' 1" 9' 10" 10' 9" 11' 7" 12' 10" 13' 10" 14' 0" 14' 0" 14' 0" ' 14' 0" LIVE LOAD DEFLECTION CRITERIA IS L/240. C #3 5' 5" 9' 1" 9' 7" 10' 9" 11' 4" 12' 10" 13' 6" 14' 0" 14' 0" 14' 0" 14' 0" PROVIDE UPLIFT CONNECTIONS FOR 60 PLF OVER r i DFL STUD 5' 5" 9' 1" 9' 7" 10' 9" 11' 4" 12' 10" 13' 6" 14' 0" 14' 0" 14' 0" 14' 0" CONTINUOUS BEARING (5 PSF TC DEAD LOAD). STANDARD 5' 3" 8' 5" i 8' 5" 10' 9" 11' 1" 12' 10" 13' 3" 14' 0" 14' 0" 14' 0" 14' 0" GABLE END SUPPORTS LOAD FROM 4' 0" OUTLOOKERS WITH 2' 0" OVERHANG, OR 12" SYMM 1a, PLYWOOD OVERHANG. ABOUT ' / 0 ATTACH 0128 ACHrn a)BRACE WITH 1Od NAILS. GABLE TRUSS II � * FOR (1) "L" BRACE: SPACE NAILS AT 2" O.C. � 2X4 #2N OR BETTER DIAGONAL BRACE OPTION: * * IN 18" END ZONES AND 4" O.C. BETWEEN ZONES. VERTICAL LENGTH MAY BE 18 * ' 0 FOR (2) "L" BRACES: SPACE NAILS AT 3" O.C. DOUBLED WHEN DIAGONAL ■ w IN 18" END ZONES AND 6" 0.C. BETWEEN ZONES. BRACE 13 USED. CONNECT °L" L — 1 "L" BRACING MUST BE A MINIMUM OF 802 OF WEB DIAGONAL BRACE FOR 480# BRACE MEMBER LENGTH. AT EACH END. MAX WEB ** /, f TOTAL LENGTH IS 14'. 1 GABLE VERTICAL PLATE SIZES 2X4 STUD, #3 OR - VERTICAL LENGTH NO SPLICE BETTER DIAGONAL LESS THAN 4' 0" 1X4 OR 2X3 VERTICAL LENGTH SHOWN BRACE; SINGLE 18" * GREATER THAN 4' 0 ", BUT IN TABLE ABOVE. OR DOUBLE CUT L L 2X4 I � (AS SHOWN) AT ■ ■ ■ ■ • Y •1 YAbilill■- LESS THAN 11' 6" UPPER END. ■ ■ ■ ■ • ■ • • r GREATER THAN 11' 6" 2.5X4 / / / / / ONTINUOUS BEARIN I / / / / / + REFER TO COMMON TRUSS DESIGN FOR PEAR, SPLICE, AND HEEL PLATES. CONNECT DIAGONAL AT R EFER TO CHART ABOVE FOR T ABLE VERTICAL LENGTH. MIDPOINT OF VERTICAL WEB. I ,r— ••WARNING•• READ AND FOLLOW ALL NOTES ON THIS SHEET! A�Iu OF M a ss' REF' ASCE7- 02- GAB10015 � Trusses require extreme care in fabricating. handling, shipping, installing and bracing. Refer to and follow r IIITW SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing _ \ DATE 1/1/09 these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord V shall have properly attached structural panels and bottom chord shall have n properly attached rigid ` SCOTT L ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI „ DRWG A10015020109 sections B3 & B7. See this job's general notes liege for more information. G 9SCHURWAN ...IMPORTANT** IMPORTANT•• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. Q ITN Building Components Group Inc. ( ITWBCG) shall not be responsible for any deviation from this design, C.) STRUCTURAL Building Components Group Inc. any failure to build the truss in conformance with TPI, or fabricating, handling, shipping, installing & bracing f trusses. ITWBCG connector plates are made of 20/16/16GA (W,H /S /K) ASTM A653 grade 37/40/60 No. 3 (K /W /H,S) galy. steel. Apply plates to each face of truss, positioned as shown above and on Joint Details. TOT. LD. 60 PSF A seal on this drawing or cover page indicates acceptance and professional engineering responsibility solely A for the truss compo nent design shown. The suitability and use of this component for any building is the n esponsibility of the Building Designer per ANST /TPI 1 Sec. 2. % O � / ST ITW —BCG: www.itwbcg.com; TPI: www.tpinst.com; WTCA: www.sbcindustry.com; ICC, ww F w.iccsate.org A Earth City, MO 63045 � � ONn r • SPACING 24.0" , CIE WEB BRACE SUI. T— BRACING THIS DETAIL IS TO BE USED WHEN CONTINUOUS LATERAL BRACING (CLB) OR T —BRACE IS SPECIFIED ON A TRUSS DESIGN BUT AN ALTERNATIVE WEB L— BRACING: OR BRACING METHOD IS DESIRED. L —BRACE ,• �` APPLY TO EITHER SIDE OF WEB NARROW FACE. �, ATTACH WITH 10d BOX OR GUN (0.128 "x 3. ",MIN) NAILS. NOTES: AT 6" I BRACE IS ACE IS A THIS DETAIL IS ONLY APPLICABLE FOR CHANGING THE SPECIFIED MINIMUM 807 OF WEB MEMBER LENGTH A CLB SHOWN ON SINGLE PLY SEALED DESIGNS TO T— BRACING OR SCAB , BRACING. ALTERNATIVE BRACING SPECIFIED IN CHART BELOW MAY BE CONSERVATIVE. ► ` 1 FOR MINIMUM ALTERNATIVE BRACING, RE —RUN DESIGN WITH APPROPRIATE 1 v V BRACING. . . T— BRACE L —BRACE i WEB MEMBER SPECIFIED CLB ALTERNATIVE BRACING SIZE BRACING T OR L— BRACE SCAB BRACE SCAB BRACING' 2X3 OR 2X4 1 ROW 2X4 1 -2X4 APPLY SCAB(S) TO WIDE FACE OF WEB. 2X3 OR 2X4 2 ROWS 2X6 2 -2X4 NO MORE THAN (1) SCAB PER FACE. M ATTACH WITH 10d BOX OR GUN —� 2X6 1 ROW 2X4 1 -2X6 2X6 2 ROWS 2X6 2- 2X4( *) (0.128 "x 3. ",MIN) NAILS. AT 6" 0. C. 2X8 1 ROW 2X6 1 -2X8 BRACE IS A MINIMUM 2X8 2 ROWS 2X6 2- 2X6( *) 807 OF WEB MEMBER LENGTH • SCAB BRACE T— BRACE, L —BRACE AND SCAB BRACE TO BE SAME SPECIES AND GRADE OR BETTER THAN WEB MEMBER UNLESS SPECIFIED OTHERWISE ON ENGINEER'S SEALED DESIGN. ( *) CENTER SCAB ON WIDE FACE OF WEB. APPLY (1) SCAB TO EACH FACE OF WEB. 1 N. 1 ' "WARNING** READ AND FOLLOW ALL NOTES ON THIS SHEET! g , { / ' lis, OF M4 L PSF REF CLB SUBST. Trusses require extreme care in fabricating. handling, shipping. installing and bracing. Refer to and follow _ BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing a iiT these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord • PSF DATE 1/1/09 / �`�' shall have properly attached structural panels and bottom chord shall haven properly attached rigid 0 ' / ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI l� sections B3 & B7. See this job's general notes page for more information. 09/ , ` .a PSF DRWG BRCLBSUB0109 **IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. .� I' PSF F' ITN Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design. C.� a Building Components Group Inc. any failure to build the truss in conformance with TPI, or fabricating, handling, shipping, installing & bracing of trusses. 17WBCG connector plates are made of 20/16/16GA (W,H /S /K) ASTM A653 grade 37/40/60 • 1 1 TO . r. PSF (K /W /H,S) galy. steel. Apply plates to each face of truss, positioned as shown above and on Joint Details. • A seal on this drawing or cover page indicates acceptance and professional engineering responsibility solely for the truss component design shown. The suitability and use of this component for any building is the A • � yR7? 1 AC"_ responsibility of the Building Designer per ANSI /TPI 1 Sec. 2. / P w w. O *�({" Earth City, MO 63045 IT—BCG: ww.itwbcg.com; TPI: www.tpinst.com: WTCA: wwsbcindustry.com; ICC: www.•ccsafe.org �' F` O NI\ ' NG THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (340028 -- GOUGEON & LOCKE -- 21 ROE AVE. NORTHAMPTON, MA 01060 - GE -1 33'8" Gable) Top chord 2x4'SPF 2100f -1.8E :T2 2x4 SP 2850f -2.3E: ( * *) 2 plate(s) require special positioning. Refer to scaled plate :T3 2x4 SPF 1650f -1.5E: plot details for special positioning requirements. Bot chord 2x4 SPF 2100f -1.8E :B2 2x4 SPF 1650f -1.5E: :B3 2x4 SPF #1/ #2: 90 mph wind, 15.00 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located Webs 2x4 SPF Stud :M11 2x4 SPF #1/ #2: anywhere in roof, CAT II, EXP C, wind TC DL =4.2 psf, wind BC DL =5.0 psf. Gable end supports 8" max rake overhang. Wind reactions based on MWFRS pressures. See DWGS A10015020109, GBLLETIN0109, & GABRST020109 for more requirements. Truss design per IRC sect. R802.10.2. 10.00 psf non - concurrent bottom chord live load applied per ANSI /TPI 1. Deflection meets L/240 live and L/180 total load. Truss designed for unbalanced snow load using 0.00/1.50 Plates sized for a minimum of 2.40 sq.in. /piece. windward /leeward factors, based on Pg =50.00 psf, Ct =1.10, Ce =1.00, CAT II & Pf =38.50 psf. m 0 4X6(R) III 0 0 0 3X6% T2 T3 0 �, a 4 7 -1' -12 • 8 0 k 3X4( * *) 3X4( * *) - --■ 111111116111111 4 : : : : : : : "... 1 N 1 / / / / / / / / / / / / / / / / / / / / / /// //////////// / / / / / / / / / / / / / / / / / / / / / / / / / / / / /// /////////////////////////// a 3X6= 3X6 r 0 0 I, 22 -4 -13 _l, 11 -1 -15 J H 33 -6 -12 Over 3 Supports H R =339 U =26 W =5.5" R =415 U =40 W =5.5" RIR4lEl V-Pl45 U =11 PLF W= 30 -1 -0 4) Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2003 /TPI- 2002(STD) H PLT TYP. WAVE FT /RT =20 %(0 %)/10(0) :.l1 jel : 1 MA /- /1 /- / - / -/F Scale =.2"/Ft. "WARNING TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACIN REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 2 ' �wCCZ! �CO . di s ' TC LL 50.0 PSF REF R219-- 60003 NORTH LEE STREET. SUITE 312. ALEXANDRIA, VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6 • SCH U RWAN ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UN • C n TC DL 7.0 PSF DATE 09/15/09 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL ,� A PROPERLY ATTACHED RIGID CEILING. v STRUCTURAL N BC DL 10 PSF DRW MOUSR219 09258003 •..IMPORNT TA. *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPO I �1 o. 32020 — GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE T SS / ry e Q. PL BC LL 10.0 PSF MO - ENG BAF /BAF - ALP1NC ■ DESIGN FCCO Tpl, OR PROVISIONS (NATIONAL INSTALLING ALPINE A •� /� c Q <O ((--�` CON PLATES ARE MADE OF 20/18/1660, (W,H /SS /K) ASTM A653 GRADE 40/60 (W, K /H.SS) GALV. STEEL. APPLY , 4O G/sTvi �v TOT . LD . 77.0 PSF SEQN- 305482 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1600 -2. F/�( + �wQ a W ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS u " I u (L � �\ DU R . FAC . 1.15 FROM J M ITBui/dinp Component Group, Inc. DESIGN SHOWN G C ATES THE SUITABILITY AND PROFESSIONAL T BUILDING ISSOLELY THE RE PONSIBILITYMOFNTHE v11 1'�I Earth City, MO63045 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 1TV3219_Z01 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (340028 -- GOUGEON & LOCKE -- 21 ROE AVE. NORTHAMPTON, MA 01060 - T -1 33'8" Double Pitch) Top clsord 2x41SPF 2100f -1.8E :T2 2x4 SP 2850f -2.3E: ( * *) 2 plate(s) require special positioning. Refer to scaled plate :T3 2x4 SPF 1650f -1.5E: plot details for special positioning requirements. Bot chord 2x4 SPF 2100f -1.8E :B2 2x4 SPF 1650f -1.5E: :B3 2x4 SPF #1/ #2: 90 mph wind, 15.00 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located Webs 2x4 SPF Stud :W1, W5, W6 2x4 SPF #1/ #2: anywhere in roof, CAT II, EXP C, wind TC DL =4.2 psf, wind BC DL =5.0 psf. (A) Continuous lateral bracing equally spaced on member. Or 2x6 #3 or better "T" brace. 80% length of web member. Attached with 16d Box or Wind reactions based on MWFRS pressures. Gun (0.135 "x3.5 ",min.)nails @ 6" OC. Truss design per IRC sect. R802.10.2. 10.00 psf non - concurrent bottom Deflection meets L/240 live and L /180 total load. chord live load applied per ANSI /TPI 1. Truss designed for unbalanced snow load using 0.00/1.50 windward /leeward Plates sized for a minimum of 2.40 sq.in. /piece. factors, based on Pg =50.00 psf, Ct =1.10, Ce =1.00, CAT II & Pf =38.50 psf. m a 0 0 5X8= 4X6% %i! T co 0 w o 6X8% 3X8% 8 5X8 co 1 ,10rAlk 4 ,— 7-11-12 n N_ w Odd L ifilliiiiikkh. O cn N tel 3X4(**) % 4X4 B2 4X7(R)111 3X6= B3 4X60 7. r 4X8. H0310= 3X4= 3X4(**) o E CD ca 22 -4 -13 _l_ 11 -1 -15 '" CD l< 33 -6 -12 Over 2 Supports U R =2603 U =151 W =5.5" R =2612 U =139 W =5.5" RL= 163/ -145 a N Design Crit: IRC2003 /TPI- 2002(STD) „ �p '(t10F M PLT TYP. 20 Gauge HS,WAVE FT /RT =20 %(0 %)/10(0) 0 �!YQ”' As Y:7 MA /- /1 /- / - / -/F Scale = .2 " /Ft. "WARNING.' TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACT C REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, � SCOTT TC LL 50.0 PSF REF R219-- 60002 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA. 22314) AND WTCA ('X000 TRUSS COUNCIL OF AMERICA, J �./ H U RW ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UN .-+ TC DL 7.0 PSF DATE 09/15/09 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL 4my STRUCTURAL N A PROPERLY ATTACHED RIGID CEILING. BC DL 10.0 PSF DRW MOUSR219 09258002 " IMPORTANT• •FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS X0.32020 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC LL 10.0 PSF MO - E NG BAF /BAF IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. O ` Q.. ���'�� DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AFBPA) AND TPI. ALPINE A 8 ^ , � ) �' l C � y �` CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W, K /H.SS) GALV. STEEL. APPLY ^ / JT Y �, TOT . LD . 77.0 PSF SEQN- 305485 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. W ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TPII -2002 SEC.3. A SEAL ON THIS O � ` j ss /o ^ � ��1 DUR . FAC . 1.15 FROM JM IT Building Components Group, Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT I 1'�1 City, 63045 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING 15 THE RESPONSIBILITY OF THE Earth ri, BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 1TV3219_Z01 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (340028 -- GOUGEON & LOCKE -- 21 ROE AVE. NORTHAMPTON, MA 01060 - GR -1 2 ply Double Pitch Girder) Top chord 2x6rSPF 2100f -1.8E :T3 2x6 SPF #1/ #2: 2 COMPLETE TRUSSES REQUIRED 1 2 Bot chord 2x4 SPF 2100f -1.8E :B2 2x4 SPF 1650f -1.5E: :B3 2x4 SPF #1/ #2: Nail Schedule :0.128 "x3.25 ",_min._nails Webs 2x4 SPF Stud :W2, W4, W5 2x4 SPF #1/ #2: Top Chord: 1 Row @10.75" o.c. :Lt Slider 2x4 SPF #1/ #2: BLOCK LENGTH = 1.750' Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. 90 mph wind, 15.00 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located Use equal spacing between rows and stagger nails anywhere in roof, CAT II, EXP C, wind TC DL =4.2 psf, wind BC DL =5.0 in each row to avoid splitting. psf. Wind reactions based on MWFRS pressures. Roof overhang supports 2.00 psf soffit load. (A) Continuous lateral bracing equally spaced on member. Girder supports 2 -0 -0 span to TC /BC split one face and 5 -0 -0 span to TC /BC split opposite face. Deflection meets L/240 live and L/180 total load. Plates sized for a minimum of 2,40 sq.in. /piece. Wo m e 0 0 6X8(R) III M N 4X4% T 2 /� o T 0 4 o 4X6% r i8 vA gi .� 5X6 .7c 2X4 7 - 11 12 0 4X6 % 2X4111 C -_--4.11111111111 4411111111111111111116i. N O N 3X4 B2 4X7(R) III 3X4= B3 5X6 ` 4X4 (C6) = 1- 4X6(C6)=' H0308 3X6= 3X4 (A1) 11_,14 13 E 3+ m L 22 -3 -4 _1_ 11 -0 -8 - Ec 33 -3 -12 Over 2 Supports R =4490 U =273 W =5.5" R =4532 U =276 W =5.5" .I z Design Crit: IRC2003 /TPI- 2002(STD) e ,< . ;\ OF Mqi PLT TYP. 20 Gauge HS,WAVE FT /RT =20 %(0 %)/10(0) 05 40 sq al^ 2 MA /- /1 /- / - / -/F Scale = .2 " /Ft. ..WARNING.* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRAG! ` REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 1 _ • • ' G :v• TC LL 50.0 PSF REF R219-- 6000 1 ENTER LEE STREET. SUITE 312, ALEXANDRIA, VS. 22314) AND ESCA (WOOD TRUSS COUNCIL OF CTOIS 1 O , - .l T C DL 7 . 0 PSF DATE 09/ 1 5/09 ENTERPRISE LANE. E, WI 71FOR SAFETY PRACTICES T TO PERFORMING THESE FUNCTIONS. OTHERWISE INDICATED ED TOP TOP CHORD SHALL HALL ) SRUC HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL L II A PROPERLY ATTACHED RIGID CEILING. U STRUCTURAL N BC DL 10.0 PSF DRW MOUSR219 09258001 ••INPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS No. 32020 ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC LL 10.0 PSF MO - ENG BAF /BAF MEI DESIGN F CONFORMS W WITH APPLICABLE OF (NATIONAL INSTALLING TPI. ALPINE A ' ' V� PPLATESTTTO PLATES AND. (W.H/SS/K) POSI PERVDRAWINGS APPLY -� �\ DU R . FAC . 77.0 5 PSF FROM J M305519 ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS ITW Building n1 Components Group, Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT E81Earth 1. DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING 15 THE RESPONSIBILITY OF THE tY, MO 63045 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. , SPACING 24.0" J RE F - 1 TV32 1 9_Z01 ITW Building Components Group, Inc. 13389 Lakefront Drive Earth City, MO 63045 (314) 344 -9121 Page 1 of 1 Document ID: ITV3219-Z0115101926 URL: http: / /ecdrawings.alpeng.com/ Third /SRSIoan.nsf/ USA/ 36A7A134B050FE0386257632004B81 15 • Truss Fabricator: S.R. S 1 oan Transmitted From: seals@srsloan.com Job Identification: 340028 -- GOUGEON & LOCKE -- 21 ROE AVE. NORTHAMPTON, MA 01060 Model Code: 1 RC Truss Criteria: I RC2003 /TP 1 -2002 (STD) Engineering Software: Alpine proprietary truss analysis software. Version 8.05. Truss Design Loads: Roof - 77 PSF @ 1.15 Duration Floor - N/A Wind - 90 MPH (ASCE 7 -02- Closed) Notes: 1. Determination as to the suitability of these truss components for the Seal Date: 09/15/2009 structure is the responsibility of the building designer /engineer of record, as defined in ANSI /TPI 1 OF MAS 2. As shown on attached drawings; the drawing nunber is preceded by: MOUSR219 o.' scorn_ 9G Detai Is: BRCLBSUB- A1001502- GBLLETIN- GABRST02- SCHURWAN Submitted by BAF 10:19:19 09 -15 -2009 Reviewer: BAF v STRUCTURAL H $$ No. 32020 # Ref Description Drawing# Date 1 60001 -GR -1 2 ply Doubl 09258001 09/15/09 �0 C,ST�R 2 3 60003 -GE- 1333'8 " Gable 09258003 09/15/09 FFS /ONA1.OG cil/S g 1 (I << a , ue r / V , h c iveyr /Ple1 IliAr)s77 At2 o a/ a c-4figle.i.,-Aric., >70 _ 1-,9 e-4r/C>V7 49I r '?cY S l' E 21 ROE AVE BP- 2009 -1001 GIS #: COMMONWEALTH OF MASSACHUSETTS Map:Block: 24A - 144 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Cateeorv: BUILDING PERMIT Permit # BP- 2009 -1001 Project # JS- 2009 - 001442 Est. Cost: $260250.00 Fee: $1561.20 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: GOUGEON & LOCKE 001992 Lot Size(sq. ft.): 15420.24 Owner: LINDENAUER PETER K & DOROTHEA S VON GOELER Zoning: URA(100)/ Applicant: GOUGEON & LOCKE ?1 PrIc Applicant Address: Phone: Insurance: 26 South Street (413) 268 -9323 Workers Compensation WILLIAMSBURGMA01096 - 9726 ISSUED ON:7/1/2009 0:00:00 TO PERFORM THE FOLLOWING WORK:CONSTRUCT 2 STORY ADDITIONS (KITCH/ DINING /BEDRM /BATH /MUDROOM /1 /2BATH) ,DECKS,REPLACEMENT WINDOWS /DOORS,& SIDING POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: .`t Service: Meter: / <p Footings: Rough: — `0 t \,, dough: / 06 pc Ya House # Foundation: 67 � H bUl$K Driveway Final: Final: Final: cim 0 Rough Frame k 6., ; 7 lll14ai�vr 1, —� v "y /6 ito Fire Department Fireplace /Chimney: � y /d1 7-A M: Rough:'" Insulation: or, /'� a Final: Smoke: l4' Final: (!K 04(241 (0 Cott( THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of OccupancyCf 2410 i..a -uya [664sienature: FeeType: Date Paid: Amount: Building 7/1/09 1561.20 212 Main Street, Phone (413) 587 -1240, Fax: (413) 587 -1272 Building Commissioner - Anthony Patillo