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HomeMy WebLinkAboutB09-0210 Truss & Sips Drawingsxakt Department of Community Development. R TRANSMITTAL FORM Revision Submittals: 1. "Field Set" of approved plans MUST accompany revisions. 2. No further inspections will be performed until the revisions are approved & the permit is re- issued. 3. Fees for reviewing revisions are $55.00 per hour (2 hour minimum), and are due upon issuance. Permit #(s) information applies to: i —� 10 Project Street Address: (Number) (Street) Building /Complex Name: Contact Information: Company: .2L Company Address: 5v a City: State: Zip. r, - .� Contact Name. S, � Contact Phone: I 7-D I I-I Axp t E -Mail Attention: (Suite #) Revised ADDITIONAL Valuations (Labor & Materials) (DO NOT include original valuation) Building. $ Plumbing: $ Electrical: $ Mechanical. $ Total. $ ( ) Revisions ( ) Response to Correction Letter attached copy of correction letter ( ) Deferred Submittal () Other Description / List of Changes: (use additional sheet if necessary) Date Received: E � W IE JAN 2 2 2010 TOWN OF VAIL 01-Jan-10 ITW Building Components Group, Inc. 13389 Lakefront Drive Earth City, MO 63045 (314) 344 -9121 Page 1 of l Document ID: 1TW 1716OZO519161557 URL: http: / /ecdra�vings.alpeng.conv-Mird/ Spelts. ttsf / USA/ E4f)5073A56D4614986257654005E5C5I Truss Fabricator: Transmitted From: Job Identification: Model Code: Truss Criteria: Engineering Software: Truss Design Loads: Spelts - Schultz Lunber clarkesstruss.com 20146- -AROSA DR DUPLEX -20146 -,- IBC IBC2006/TPI- 2002(STD) Alpine proprietary truss analysis Roof - N/A Floor - 125 PSF 0 1.00 Duration Wind - 90 SPH (ASCE 7- 05- Closes) VAIL, CO software. Version 9.03. Notes: 1. Determination as to the suitability of these truss conponents for the structure is the responsibility of the building designer /engineer of record, as defined in ANSI/TPI 1 2. As shorn on attached drawings; the drawing number is preceded by: NOUSR7160 Details: A1003005-CBLLETIN-GABRST05-BRCLBSUB-CNBRGBLK-A1001505- Subw tted by NDf 16:15:28 10 -19 -2009 Reviewer: SL SS # Ref Description Drawing# 1 42921 - -A -1 09292098 2 42922 - -B -1 09292123 3 42923 - -C -1 09292099 4 42924 - -D -1 09292100 5 42925 - -E -1 09292101 6 42926 -4-1 09292102 7 42927 - -G -1 09292103 8 42928 - -H1 09292104 9 42929 - -1 -1 09292105 10 42930 - -J -1 09292124 11 42931 - -K -1 09292106 12 42932 - -L -1 09292107 13 42933 - -111-1 09292108 14 42934 - -N -1 09292109 15 42935 - -0 -1 09292125 16 42936 - -P -1 09292110 17 42937 - -Q -1 09292111 18 42938 - -R -1 09292112 19 42939 - -S -1 08292113 20 42940 - -7-1 09292114 21 42941 - -U -1 09292115 22 42942 -4-1 09292116 23 42943 - -f -1 09292117 24 42944 - -X -1 09292118 25 42945 - -Y -1 09292119 26 42946 - -Z -1 09292120 27 42947 - -A -2 09292121 10/19/09 10/19/09 10/19/09 10/19/09 10/19/09 10/19/09 10/19/09 10/19/09 10/19/09 10/19/09 10/19/09 10/19/09 10/19/09 10/19/09 10/19/09 10/19/09 10/19/09 10/19/09 10/19/09 10/19/09 10/19/09 10/19/09 10/19/09 10/19/09 10/19/09 10/19/09 OFFICE 0 Copy Seal Date: 10/19/2009 Douglas Wood Colorado License Number: 26585 JAN 07 2010 TOWN OF VAIL it 7m i) 'c°.t ^ s' r c in r3 it c ail v 5.? Pi a J Lt! s 0_r"toc 7 b ��rJ?orJ Cr CJ r6U'rJ:� Ll 'G t%1 -0 �v L1 UJ 4) r: ti `i L'� is :4 E • �: .'� Lit iri EA n :) r 1 544 COB "° a e, ° c; t' C 6.2 ED C ij L N t� S' C L' Ca .e LJL� °��,tJt# ue a'u+r'm'o U�tiivC �-tu JAN 07 2010 TOWN OF VAIL ( 20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - A -1 ) Top chord 2x4 SPF #11#2 Bot chord 2x4 SPF #11#2 Webs 2x4 SPF #11#2 See DWGS A10030050109, GBLLETIN0109, & GABRST050109 for more requirements. Deflection meets L/360 live and L/240 total load. Truss designed for unbalanced snow load based on Pg= 132.00 psf, Ct =1.00, Ce =1.00, CAT I & Pf =73.92 psf. 4X4= THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 90 mph wind, 25.02 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Wind reactions based on MWFRS pressures. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" OC. Plates sized for a minimum of 2.00 sq.in. /piece. 10 8 8 0 co 0 0 Ln N co co 00 0 2 0 5 -11 -7 Q U- 00 1 -5 -13 0 -1 -13 N 3 X 4 (D1) L 0 :J N Q 6 -8 -8 ILI 8 -8 -8 15 -5 -0 Over Continuous Suppo 3 R =256 PLF U =5 PLF W= 15 -5 -0 v RL =5/ -6 PLF Q Note: All Plates Are 1 . 5X3 Except As Shown. Design Cri t: IBC2006 /TPI -2002 (STD) � Q RG ���•2•• �ST PLT TYP . Wave FT RT =20% (0 %) 10 (0) 9 . 03 . : 1 - 1 - - /R/ Scal e =.4" Ft . **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STREET. SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE �` O • L L 80.0 P S F R E F R 7 1 6 0 51153 DATE 1 0/ 2 1/ 0 9 LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE . TC DL 15 . 0 P S F D RW MOUSR7160 09294007 A PROPERLY ATTACHED RIGID CEILING. �. ;p o. 2 5 p: BC DL 10.0 P S F * *IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS • Oct 2�•' 09 M 0 - E N G S L / N D W ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS '�O �"' �� B L L 20.0 P S F S E 0 N 198403 OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W, K /H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A -Z. - �` �(,e �� 0 ' 0,0 TOT . L D. 1 25 . 0 P S F ITW Building Components Group, Inc. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPIl-2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY � ) 1 !r `+ /���L `�f���������s�,`� D U R . FAC . 1.00 Earth City, 63045 Y, AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. ` SPACING 24.0" - JREF 1TW3716OZ03 10 (20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - B -1) Top chord 2x6 SPF 1650f -1.5E Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 SPF #11#2 :W3 2x6 SPF 1650f -1.5E: :Rt Wedge 2x8 SP 2400f- 2.OE::Lt Wedge 2x4 SPF #11#2: (A) 1x4 "T" brace. 80% length of web member. Same species & SRB grade or better. Attach with 8d Box or Gun (0.113 "x2.5 11 ,min.)nails @ 6" OC. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 90 mph wind, 27.53 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf . (C) 2x6 "T" brace. 80% length of web member. Same species & grade or better. Attach with 16d Box or Gun (0.135 11x3.5 ",min.)naiIs @ 6" OC. In lieu of structural panels or rigid ceiling use purl ins to brace TC (B) scab brace, 80% length of web member. Same size, species & grade or @ 24" OC, BC @ 24" OC. better. Attach with 10d Box or Gun (0.128 "x3 ",min.)nails @ 6" OC. Truss designed for unbalanced snow load based on Pg= 132.00 psf, Deflection meets L/360 live and L1240 total load. Ct =1.00, Ce =1.00, CAT I & Pf =73.92 psf. Plates sized for a minimum of 2.00 sq . i n . /piece . SS0612 (R) Wind reactions 0 -10 -8 T bXb (b2) = 4X4 (K) III 3 X 4 III 8X12 (K) III / Ao= 3X4= 3X4 (D1) 8X12 (R) III 4X 12 III 4 -4 -4 4 -1 -8 1 -6 -4 2 -4 -4 1 -7 -12 2 -0 -0 2 -0 -0 2 -0 -Q 1-1-1 2 -10 -15 2 -2 -1 1 -9-1 4 -0-0 -711 4 -4 -4 4 -1-8 3 -10 -8 1 -7 -12 2 -0 -0 1 -11 -14 2 -0 -2 2 -0 -0 1 -7 -9 2 -4 -7 2 -0 -0 1 4 -0 -0 (� 16 -0 -0 Lf 16 -0 -0 32 -0 -0 Over 2 Supports R =916 PLF U =11 PLF W =2 -5 -8 R =408 PLF U =10 PLF W= 15 -0 -8 RL= 70/ -70 PLF 0 -1 -13 T Note: All Plates Are 1.5X4 Except As Shown. 10r11� Design Cri t: IBC2006 /TPI -2002 (STD) fit% %% { REG`�ff�i� PLT TYP . K , 18 Gauge HS , WAVE FT RT =20% (0 %) 10 (0) 9 . 03 . �� .�� • 0 : 1 CO/ - -/-/R/- Scale =.25"/Ft. 'WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. �� (:;v • 10 L • REFER TO B C S I (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY T P I (TRUSS PLATE INSTITUTE, 218 [ ,v �• �Q L L 80.0 P S F R E F 8 7 16 0 5 1 1 5 4 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 �+ ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS Q D L 1 5. 0 P S F D A T E 10 / 2 1/ 0 9 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. •a: Of cc) 09 BC DL 10.0 PSF DRW MOUSR7160 09294068 * *IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITW BUILDING COMPONENTS • Oct 2�j 09 ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS B C L L 2 0. 0 P S F M 0- E N G N D W/ N D W IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. ado •. •a ��' DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE TOT. L D. 125 . 0 P S F S E Q N 1 9 9 2 7 4 CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W, K /H,SS) GALV. STEEL. APPLY I f A PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. �/� • S . r y `` ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEY. A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT S ITW Building Components Group, Inc. I s 1�NAL. �"' vl, D U R. F A C. 1.00 Earth City, 63045 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING 1S THE RESPONSIBILITY OF THE ZIA Zjl�����% Y� BUILDING DESIGNER PER ANSI /TPI I SEC. 2. I * S PAC I N G 24.011 J R E F- 1 T W 3 7 1 6 0 Z 0 3 (20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - C -1) Top chord 2x6 SP 2400f -2.OE :T4 2x8 SP 2400f -2.OE: Bot chord 2x6 SP 2400f -2.OE Webs 2x4 SPF #11#2 :Lt Wedge 2x6 SPF 1650f -1.5E: Special loads - - - - -- (Lumber Dur.Fac. =1.00 / Plate Dur.Fac. =1.00) TC - From 70 plf at 0.00 to 70 plf at 7.75 TC - From 70 plf at 7.75 to 70 plf at 16.00 TC - From 70 plf at 16.00 to 70 plf at 29.26 TC - From 70 plf at 29.26 to 70 plf at 32.00 TC - From 196 plf at 32.00 to 196 plf at 34.13 BC - From 60 plf at 0.00 to 60 plf at 16.00 BC - From 60 plf at 16.00 to 60 plf at 32.00 BC - From 5 p f at 32 .00 to 5 plf at 34. 13 8X8 (R) III Wind reactions THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 90 mph wind, 27.40 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Roof overhang /cantilever supports 2.00 psf soffit load. (A) Continuous lateral bracing equally spaced on member. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" OC. Deflection meets L/360 live and L1240 total load. Truss designed for unbalanced snow load based on Pg= 132.00 psf, Ct =1.00, Ce =1.00, CAT I & Pf =73.92 psf. . /piece. 5X5 � 8 4X6 (R) (A) 8 4X6 I (A) (A) (R) 0 6 X 6�� 11- 0 co CD ° N W co -8 0 U N a a 0o a 0 -10 -8 T4 0 -10-8 T 3X4111 T r 8X8 (132) = 1010= 3 X 4 III a N 8X8 (B1) L �2� :J 7 -0 -13 -7-0 -13- �TF 8 -11 -3 Q� a 16 -0 -0 16 -0 -0 32 -0 -0 Over 2 Supports 3 R =3883 U =100 W =5.5" R =4165 U =131 W =5.5" U RL= 207/ -195 a Design Cri t : IBC2006 /TPI -2002 (STD) � G zz �T PLT TYP . WAVE FT RT =20% (0 %) 10 0) 9 . 03 . `. 2.2.. 1 0/-/I/-/-/R/ - Scale =.2"/Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. PEFER TO B C S 1 ( B U I L D I N G COMPONENT SAFETY INFORMATION), PUBLISHED BY T P I (TRUSS PLATE I N S T I T U T E , 2 1 8 F# • 0 •# N C L L 80.0 P S F R E F R 7 16 0 5 1 1 5 5 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 • l� �• rr LNTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL T C D L 15 . 0 P S F DATE 1 0/ 2 1/ 0 9 HAVE A PROPERLY ATTACHED RIGID CEILING * *IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS • :°C 26585 �� OCt 28:' 09 BC DL 10.0 P S F DRW MOUSR7160 09294069 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS • ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. •� i r B C L L 20.0 P S F M 0- E N G N D W/ N D W DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20 /18 /16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W. K /H,SS) GALV. STEEL. APPLY ! • -P, fa � TOT L D. 1 25 0 P S F S E N 199987 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA -Z. ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1 ZU02 SEC.3. A SEAL ON THIS •/► �0 �� �y I��[► S • + • • ` I �� ;�► ♦ (� `` . . Q ITW Building Components Group, Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT �`�sJ0 ■f Ai ,`� D U R . F A C . 1.00 Earth City, 63 045 y, DLSIGN BUILDING SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. ��zi; i� SPACING 2 4. O _ J R E F 1 T W 3 7 1 6 0 Z 0 3 • (20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - D -1) Top chord 2x8 SP 2400f -2.OE :T2, T3 2x6 SP 2400f -2.OE: Bot chord 2x6 SPF 1650f -1.5E :B2 2x6 SP 2400f -2.OE: Webs 2x4 SPF #11#2 :W2 2x4 SPF 2100f -1.8E: :Rt Wedge 2x6 SPF 1650f-1.5E: 90 mph wind, 27.40 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Wind reactions based on MWFRS pressures. Left end vertical not exposed to wind pressure. (A) Continuous lateral bracing equally spaced on member. Deflection meet Plates sized fc 2- -3 J THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Brg blocks:0.128 "x3.25 ",_ min. _nails brg x -loc #blocks length /blk #nails /blk wall plate 1 0.000' 1 17" 21 Rigid Surface Brg block to be same size and species as bottom chord. Refer to drawing CNNAILSPOI09 for more information. Roof overhang /cantilever supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" 0C. Truss designed for unbalanced snow load based on Pg= 132.00 psf, 8X14= Ct =1 .00, Ce =1 .00, CAT I & Pf =73.92 psf. 8X12 (B2) SS1319= -9 -:*J 2 ' >J — 3 -0 -12 5 -10 -7 7 -0 -13 ATE 7 -0 -13 _T_ 8-11 -3 �3 -0 -12,x` 12 -11 -4 �, 16 -0 -0 32 -0 -0 Over 2 Supports R =5086 U =134 W =5.5" R =5571 U =127 W =5.5" RL =191/ -193 11 -16-8 0 -10 -8 T ,111111111f/e j�,� Design Cri t : IBC2006 /TPI -2002 (STD) ���V ��S 'e T 1 -PLT 8 Gauge HS,WAVE FT RT 20% (O %) 10(0) 9.03.G� C /-/l/-/-/R/- — Scale .225"/Ft . * *WARNING ** TRUSSES REQUIRE E(TREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 • ` 0 a• " • • TC LL 80.0 P S F R E F 8 7 16 0 5 1 1 5 6 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 • O � DATE 10/21/09 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS '~ • OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE r, �+ T D L 15 . 0 P S F A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS Q r" • o OCR ' 09%% BC DL 10.0 PSF DRW MOUSR7160 09294070 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS .•� 7 B C L ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. DESIGN •� +� [}. L 2 0. 0 P S F M 0 - E N O N D W/ N D W CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF8PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40 60 (W. K /H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A ^` �/� * • 4 ` TOT. L D 125 0 P S F S E Q N 199990 ITW Building Components Group, In C. Earth Cit M063045 Y� -Z. ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX. A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. ��f�, �Sr�sj�y �l������ ` • ` ` ���� D U R . F A C . 1.00 rr SPACING 24.011 _ 1TW37160Z03 >ti (20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - E -1) Top chord 2x8 SP 2400f -2.OE :T2, T3 2x6 SP 2400f -2.OE: Bot chord 2x6 SP 2400f -2.OE Webs 2x4 SPF #11#2 :W2 2x4 SPF 2100f -1.8E: :Rt Wedge 2x6 SPF 1650f -1.5E: Left end vertical not exposed to wind pressure. Roof overhang /cantilever supports 2.00 psf soffit load. (B) Continuous lateral bracing equally spaced on member. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" OC. Truss designed for unbalanced snow load based on Pg= 132.00 psf, Ct =1.00, Ce =1.00, CAT I & Pf =73.92 psf. 8X 14= THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (I) - plates so marked were sized using a Fabrication Tolerance of 0% and a Rotational Tolerance of 0 degrees. 90 mph wind, 27.40 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Wind reactions based on MWFRS pressures. (A) 1x4 "T" brace. 80% length of web member. Same species & SRB grade or better. Attach with 8d Box or Gun (0.113 "x2.5 ",min,)nai1s @ 6" OC. Deflection meets L/360 live and L/240 total load. Plates sized for a minimum of 2.00 sq. in. /pi ece. 8 F— 6X6% 8 T3" 1010% SS1319 (R) III (B) (B) (B) 4 X 6 (R) /// 6 X 6 o 00 o Ln N o 11- -8 N Q < 4- - 3 W2 (A) 00 c a 0 -10 -8 SS1319 ( I) = 1214= 2 X 4 III 7X10 III N 8X12 (B2) E o :J 5 -0 -12 �_ 3 -10 -7 _�_ 7 -0 -13 1 7 -0 -13 1 +TE 8 -11 -3 Cn 5 -0 -12 10 -11 -4 7 -0 -13 �T� 8 -11 -3 Q (! 5 -0 -12 10 -11 -4 ,�, 16 -0 -0 32 -0 -0 Over 2 Supports 3 R =4728 U =142 W =5.5" R =5518 U =124 W =5.5" U RL =181/ -193 a Design Cri t: IBC2006 /TPI 2002 (STD) t�� �Q R GIs PLT TYP . 18 Gauge HS, WAVE . . . : 1 CO - 1 - - R - Scale =.1875"/Ft. **WARNING** TRUSSES REOUIRE COMPONENT EXTREME CARE IINFORMATION), FABRICATION. D ' SHIPPING, D CI REFER TO BCSI UILDING SA ETY PUBLISHED BY TPI (TRUSS PLATEIN INSTITUTE, NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE LANE, MADISON, FOR 0 *t ' dor Q TC L L 80.0 P S F REF R7160- 51157 DATE 10/21/09 WI 53719) SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE T C D L 1 5 . 0 PSF A PROPERLY ATTACHED RIGID CEILING. DRW MOUSR7160 09294071 QY/• BC DL 10 0 PSF * *IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS �'7. 0ct 2� ' 09 M 0 - E N G N D W / N D W ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. ( •0 B L L 2 0 . 0 PSF DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20 /18 /16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W, K /H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A Z. * . � 1� i• • 1�(� `1 � TOT. L D 1 2 5 0 PSF S E Q N 199993 ITW Building Components ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEY. A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE PROFESSIONAL �' • r `` ,t�� D U R F A C 1 Group, Inc. Earth City, OF ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE r�+s1 f `` �,`�� Zfr■`il0 . . .00 S P A C I N 24.0" J R E F - 1TW3716OZ03 Y� 63045 BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. ff J #• ♦ 4 (20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - F -1) Top chord 2x8 SP 2400f -2.OE :T2, T3 2x6 SP 2400f -2.OE: Bot chord 2x6 SPF 1650f -1.5E :B2 2x6 SP 2400f -2.OE: Webs 2x4 SPF #11#2 :W3 2x4 SPF 1650f -1.51: :Rt Wedge 2x6 SPF 1650f -1.5E: 90 mph wind, 27.40 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Left end vertical not exposed to wind pressure. (C) Continuous lateral bracing equally spaced on member. (A) 2x6 "T" brace. 80% length of web member. Same species & grade or better. Attach with 16d Box or Gun (0.135 "x3.5''min.)nails @ 6" OC. Deflection meets L/360 live and L1240 total load. Plates sized for a minimum of 2.00 sq.in. /piece. 5- -3 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Brg blocks:0.128 "x3.25 11 ,_min._naiIs brg x -loc #blocks length /blk #nails /blk wall plate 1 0.000' 1 12" 12 Rigid Surface Brg block to be same size and species as bottom chord. Refer to drawing CNNAILSP0109 for more information. Wind reactions based on MWFRS pressures. Roof overhang /cantilever supports 2.00 psf soffit load. (B) 1x4 "T" brace. 80% length of web member. Same species & SRB grade or better. Attach with 8d Box or Gun (0.113 "x2.5 ",min.)nails @ 6" OC. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" OC. Truss designed for unbalanced snow load based on Pg= 132.00 psf, Ct =1.00, Ce =1.00, CAT I & Pf =73.92 psf. 8X12 8X12 (B2) R =4425 U =150 W =5.5" 4X6 (R) III R =5440 U =119 W =5.5" RL= 170/ -193 9 �� 3 -6 -6 3 -6 -6 1 -10 7 7 -0 -13 7 -0 -13 8 -11-3 7 -0 -12 1 -10-7 7 -0 -13 7 -0 -13 8 -11 -3 7 -0 -12 _�_ 8 -11 -4 1, 16 -0 -0 1 32 -0 -0 Over 2 Supports 11, 11111 R 1 11C1IeS /, f - 11 -6 -8 0- 10 -8 Design Cri t : IBC2006 /TPI -2002 (STD) %N X©Q PLT TYP. 18 Gauge HS,WAVE FT RT =20% (0 %) 10(0) 9.03.0 CO - - - R - t Scale = .1875 " /Ft. **WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. � C L L 80.0 P S F R E F R 7 1 6 0 51158 REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 .`[1ti NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 t Q. (� ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS T C D L 15 . 0 P S F DATE 1 0/ 2 1/ 0 9 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE C A PROPERLY ATTACHED RIGID CEILING. :� ��� 0� BC DL 10.0 PSF DRW MOUSR7160 09294072 % * *IMP 0 R T A N T * *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITW BUILDING COMPONENTS •O •� GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS Oct C t 2^'� O 9 ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. 'Q B C L L 20 0 P S F M O- E N G N D W / N D W DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE ���r CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W. K /H,SS) GALV. STEEL. APPLY 4 /•/^ a ` Y ���� TOT. L D. 125 . 0 P S F S E Q N 199996 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ��V • • ♦ �rK� ��� ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS � J V ITW Building Components Group, Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT j�►� S'ONAL� �,� DUR . FAC . 1 . 00 Earth City, 63045 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE ��f, �1jjjIjl1��,� BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. ii SPACING 24.0 JREF- 1TW37160Z03 r i SPACING 24.0 JREF- 1TW37160Z03 r i (20146-- P,ROSA DR DUPLEX -20146 -- VAIL, CO - G -1) Top chord 2x8 SP 2400f -2.OE :T2, T3 2x6 SP 2400f -2.OE: Bot chord 2x6 SPF 1650f -1,5E :B2 2x6 SP 2400f -2.OE: Webs 2x4 SPF #11#2 :W3 2x4 SPF 1650f -1.5E: :Rt Wedge 2x6 SPF 1650f-1.5E: 90 mph wind, 27.40 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Wind reactions based on MWFRS pressures. Left end vertical not exposed to wind pressure. (D) Continuous lateral bracing equally spaced on member. (C) 2x4 "T" BRACE. 80% length of web member. Same species & grade or better. Attach with 16d Box or Gun (0.135 "x3.5 ",min.)nails @ 6" OC. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" OC. Plates sized for a minimum of 2.00 sq.in. /piece. 6-9-3 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Brg blocks:0.128 "x3.25 ",_min._naiIs brg x -loc #blocks length /blk #nails /blk wall plate 1 0.000' 1 12" 12 Rigid Surface Brg block to be same size and species as bottom chord. Refer to drawing CNNAILSP0109 for more information. Roof overhang /cantilever supports 2.00 psf soffit load. (B) 1x4 "T" brace. 80% length of web member. Same species & SRB grade or better. Attach with 8d Box or Gun (0.113 01x2.5 ",min.)nails @ 6" OC. (A) 2x6 "T" brace. 80% length of web member. Same species & grade or better. Attach with 16d Box or Gun (0.135 "x3.5''min.)nails @ 6" OC. Deflection meets L/360 live and L/240 total load. Truss designed for unbalanced snow load based on Pg= 132.00 psf, Ct =1.00, Ce =1.00, CAT I & Pf =73.92 psf. 8X12= R =4425 U =161 W =5.5" RL =159/ -207 1lHJ 8X12 (B2) R =5336 U =113 W =5.5" 4 -6 -6 4 -6 -6 6 -11 -4 =4111 1 7 -0 -13 8 -11 -3 9 -0 -12 6 -11 -4 7 -0 -13 8-11 -3 9 -0 -12 _�, 6 -11 -4 16 -0 -0 � 32 -0 -0 Over 2 S 1 P�9Pr 1 /116 iis ! M! 0- to -a Design Cri t: IBC2006 /TPI -2002 (STD) %Y0 Q R�G� PLT TYP . K , 18 Gauge HS, WAVE FT RT -20% 0 %) 10 (0) 9 . 03. 6 �k �., T . 1 CO 1 R - Scale =.1875"/Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. • T C L L 80.0 P S F REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY T P I (TRUSS PLATE I N S T I T U T E , 218 *! !• R E F R 7 16 0 5 1 1 5 9 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 0 •� '� TC D L 15 . 0 P S F DATE 1 0/ 2 1/ 0 9 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ! "� A PROPERLY ATTACHED RIGID CEILING. !a: 0. •� o, BC DL 10.0 P S F DRW MOUSR7160 09294073 **IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS r` 0 C t ! ' 09Z: GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS •'- B C L L 20.0 P S F M 0- E N G N D W/ N D W ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SNIPPING, INSTALLING 8 BRACING OF TRUSSES. ♦ .1 (� ,�► DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND (PI. ALPINE . CONNECTOR PLATES ARE MADE OF 20 /18 /16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W, K /H,SS) GALV. STEEL. APPLY 0 • ♦ ` TOT L D 1 2 5. 0 P S F S E 0 N 200011 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A Z. ��'� !� ,•9`. 00 `����� ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1 2002 SEC.3. A SEAL ON THIS ,/`! Sit /ON AL ��� D U R F A C 1.00 ITW Building Components Group, In C, DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT Earth City MO 63045 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING 1S THE RESPONSIBILITY OF THE �,�,� �A% City, R1 lf1 11 1Nr flrflrur0 DFD eucI /TDI 1 SEC 2 I l111ltll SPACING 24 .0" JREF - 1TW3716OZ03 (20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - H1) Top chord 2x8 SP 2400f -2.OE :T2, T3 2x6 SP 2400f -2.OE: Bot chord 2x6 SPF 1650f -1.5E :B2 2x6 SP 2400f -2.OE: Webs 2x4 SPF #11#2 :W3 2x4 SPF 1650f -1.5E: :Rt Wedge 2x6 SPF 1650f-1.5E: 90 mph wind, 27.40 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Wind reactions based on MWFRS pressures. Left end vertical not exposed to wind pressure. (D) Continuous lateral bracing equally spaced on member. (C) 2x4 "T" BRACE. 80% length of web member. Same species & grade or better. Attach with 16d Box or Gun (0.135 "x3.5 11 ,min.)nails @ 6" OC. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" OC. Plates sized for a minimum of 2.00 sq.in. /pi0rn 6-10-3 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Brg blocks:0.128 "x3.25 ", —min ._naiIs brg x -loc #blocks length /blk #nails /blk wall plate 1 0.000' 1 12" 12 Rigid Surface Brg block to be same size and species as bottom chord. Refer to drawing CNNAILSP0109 for more information. Roof overhang /cantilever supports 2.00 psf soffit load. (B) 1x4 "T" brace. 80% length of web member. Same species & SRB grade or better. Attach with 8d Box or Gun (0.113 "x2.5''min.)nails @ 6" OC. (A) 2x6 "T" brace. 80% length of web member. Same species & grade or better. Attach with 16d Box or Gun (0.135 "x3.5 ",min.)nails @ 6" OC. Deflection meets L/360 live and L/240 total load. Truss designed for unbalanced snow load based on Pg= 132.00 psf, Ct =1.00, Ce =1.00, CAT I & Pf =73.92 psf. 8X12= R =4425 U =161 W =5.5" RL= 159/ -209 l 8X12 (B2) R =5329 U =112 W =5.5" 4 -7 -2 _�, 4 -7 -2 6912 1 7013 1 8113 J 9 -2 -4 6-9-12 T 7-0-13 T 8-11-3 1 ( 9 -2 -4 6 -9 -12 16 -0 -0 32 -0 -0 Over 2 Supports Q 0 co 0 0 L, N W 00 O O U N n U Q 11-6-8 co a Ln 0-10 - F- 0 LT 3 ro i a Design Cri t : IBC2006 /TPI -2002 (STD) ����� R t J#' 1 PLT TYP. K,18 Gauge HS,WAVE FT RT -20% (O %) 1O(0) 9.03. 0 E .Q � .1 CO 1 R Scale —.1875 /Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY T P I (TRUSS PLATE INSTITUTE, 2 1 8 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE, MADISON, W1 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE � % • � � V O .�! • Q T C L L 80.0 P S F T C D L 15.0 P S F R E F R 7 16 0 5 1 1 6 0 DATE 1 0/ 2 1/ 0 9 A L PINE ITW Building Components Group, Inc. Earth Cit MO 63045 Y� A PROPERLY ATTACHED RIGID CEILING * *IMP 0 R T A N T * *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITW BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W, K /H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A Z. ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. :Q 26 �� � C t 2* 09 +� �• Li_ �j� ` • • �`�Y ��� fi f�f �sf�,r�s ,��� '���,{`4��, BC DL 10 . 0 P S F BC LL 20 .0 P S F TOT. L D. 125 . 0 P S F D R W MOUSR7160 09294074 M 0 - E N G N D W / N D W S E Q N 200014 D U R . F A C . 1.00 „ SPACING 24.011 _ 1TW37160Z03 (20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - I -1) Top chord 2x8 SP 2400f -2.OE :T2, T3 2x6 SP 2400f -2.OE: Bot chord 2x6 SPF 1650f -1.5E :132 2x6 SP 2400f -2.OE: Webs 2x4 SPF #11#2 :W3 2x4 SPF 1650f -1.5E: :Rt Wedge 2x6 SPF 1650f -1.5E: 90 mph wind, 27.40 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Left end vertical not exposed to wind pressure. (C) Continuous lateral bracing equally spaced on member. (A) 2x6 "T" brace. 80% length of web member. Same species & grade or better. Attach with 16d Box or Gun (0.135 "x3.5 ",min.)nails @ 6" OC. Deflection meets L/360 live and L/240 total load. Plates sized for a minimum of 2.00 sq.in. /piece. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Brg blocks:0.128 "x3.25 ",_ min. _nails brg x -loc #blocks length /blk #nails /blk wall plate 1 0.000' 1 12" 12 Rigid Surface Brg block to be same size and species as bottom chord. Refer to drawing CNNAILSP0109 for more information. Wind reactions based on MWFRS pressures. Roof overhang /cantilever supports 2.00 psf soffit load, (B) 1x4 "T" brace. 80% length of web member. Same species & SRB grade or better. Attach with 8d Box or Gun (0.113 "x2.5 ",min.)nails @ 6" OC. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" OC. Truss designed for unbalanced snow load based on Pg= 132.00 psf, Ct =1.00, Ce =1.00, CAT I & Pf =73.92 psf, 8X12 (C) 11-6-8 co LO 5- -3 W3 (B) (C) (C) 6X6�� c Ln tn a 0 -10 -8 L 8X1 (R) III 8X12 (R) III SS1012= B23X4 III t 4X6 (R) III 8X12 (B2) R =4425 U =151 W =5.5" R =5434 U =119 W =5.5" RL= 169/ -193 `n 3 -7 -2 3 -7 -2 1 -8 -15 7 -0 -13 7 -0 -13 8 -11-3 Ln U) 7 -2 -4 1.8.1 7 -0 -13 7 -0 -13 8 -11 -3 3 7 -2 -4 _I_ 8 -9 -12 _I, 16 -0 -0 v 32 -0 -0 Over 2 Supports ,� Design Cri t: IBC2006 /TPI -2002 (STD) PLT TYP 18 Gauge HS WAVE �111111111111t, X11 p REG � � ��C. . , FT RT =20% (0 %) 10 (0) 9 . 03. -o2.n.ST '` : 1 CO/ 1 - - R - Scale =.1875"/Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 216 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA TRUSS COUNCIL �� 0• �* T C L L p 8 0. 0 P S F R E F R 7 1 6 0 51161 (WOOD OF AMERICA, 6300 ENTERPRISE LANE, MADISON, W1 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OIHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE T C D L 15 . 0 P S F DATE 1 0/ 2 1/ 0 9 A PROPERLY ATTACHED RIGID CEILING. 0 .26585 Q; BC DL 10.0 P S F D R W MOUSR7160 09294075 ** IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITW BUILDING COMPONENTS GROUP, INC. SHALL 0 t 2C ) ' 09 `+� ALPINE NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY ''� �• : •S`j B C L L 20. 0 P S F M 0 - E N G N D W / N D W AF &PA) AND TPI. ALPINE CrjNNECTOR PLATES ARE MADE OF 20 /18 /16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W. K /H,SS) GALV. STEEL. APPLY �Q" [� �� O0 + TOT L D 125 0 P S F PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. , . ` +��/�� i . . . S E 0 N 200019 ITW Building Components Group, Inc. ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR 'e>/ S �� r � %�i��i. �G. � � f�� D U R . F A C . 1 .00 Earth City, 63 04 5 y� ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. ,1 ZzIasIIII I SPACING 24 .0 J R E F - 1TW3716OZ03 (20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - J -1) Top chord 2x8 SP 2400f -2.OE :T2, T3 2x6 SP 2400f -2.OE: Bot chord 2x6 SP 2400f -2.OE Webs 2x4 SPF #11#2 :W2 2x4 SPF 2100f -1.8E: :Rt Wedge 2x6 SPF 1650f -1.5E: Special loads - - - - -- (Lumber Dur.Fac. =1.00 / Plate Dur.Fac. =1.00) TC - From 196 plf at -1.75 to 196 plf at 5.19 TC - From 196 plf at 5.19 to 196 plf at 16.00 TC - From 196 plf at 16.00 to 196 plf at 29.26 TC - From 196 plf at 29.26 to 196 plf at 34.13 BC - From 5 plf at -1.75 to 5 plf at 0.00 BC - From 60 plf at 0.00 to 60 plf at 16.00 BC - From 60 plf at 16.00 to 60 plf at 16.15 BC - From 100 plf at 16.15 to 100 plf at 22.56 BC - From 60 plf at 22.56 to 60 plf at 32.00 BC - From 5 plf at 32.00 to 5 plf at 34.13 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (I) - plates so marked were sized using a Fabrication Tolerance of 0% and a Rotational Tolerance of 0 degrees. 90 mph wind, 27.40 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf. (A) 1x4 "T" brace. 80% length of web member. Same species & SRB grade or better. Attach with 8d Box or Gun (0.113 "x2.5 11 ,min.)nails @ 6" OC. (C) 2x4 "T" BRACE. 80% length of web member. Same species & grade or better. Attach with 16d Box or Gun (0.135 "x3.5 11 ,min.)nails @ 6" OC. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" OC. Deflection meets L/360 live and L /240 total load. Wind reactions based on MWFRS pressures. Truss designed for unbalanced snow load based on Pg= 132.00 psf, Ct =1.00, Ce =1.00, CAT I & Pf =73.92 psf. Left end vertical not exposed to wind pressure. ° co 8X14= 0 0 Roof overhang /cantilever supports 2.00 psf soffit load. Ln N (B) Continuous lateral bracing equally spaced on member. 8 r- 00 00 0 Plates sized for a minimum of 2.00 sq.in. /piece. g o 6X6% T3 N 3 X 4 III a (C) a° 1010% 1 (B) 11-6-8 Ln SS1319 (R) III (B) 6X6�� (A) 4- -3 W2 (A) Q 0 -1$- 7X III SS1319 (I ) = 1010= 5X 12 (R) III J 8X12 (B2) R =4706 U =155 W =5.5" R =5514 U =160 W =5.5" RL =180/ -193 5 -2 -4 3 -8 -15 7 -0 -13 7-0 -9 8 -11 -7 3 L 5 -2 -4 10 -9-12 7 -0 -9 8 -11 -7 5 -2 -4 10 -9 -12 1jD -0 -0 a L, 32 -0 -0 Q&11101Wrwirts D e s i g C r i t. IBC2006 /TPI 2002 (STD) �� pQ REG� PLT TYP . 18 Gauge HS , WAVE FT RT =20% (0 %) 10 (0) 9 . 03 �9� ��. fi 0/ - 1 - - R/ - S c a 1 e =.1875"/Ft. 10 **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 0 t p REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 •• •� r C L L 8 0. 0 P S F R E F R 7 1 6 0 51162 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 • w ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS T C D L 15 . 0 P S F DATE 1 0/ 2 1/ 0 9 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. r. 0 � 0 585 Q� BC DL 10.0 P S F DRW MOUSR7160 09294076 **IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITW BUILDING COMPONENTS f •� 0 C t i• 0� F Z ALPINE SHALL OR FABRICATING. HANDLING, SHIPPING,TINSTALLING &ABRACINGUOF TRUSSESD THE TRUSS �� •�. 'a f'Q �� B 1 L L 20.0 P S F M 0- E N G N D W / N D W DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE • • �-4f CONNECTOR PLATES ARE MADE OF 20 /18 /16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W, K /H,SS) GALV. STEEL. APPLY 0 • a • ++ �`� �1�� TOT. L D. 125 . 0 P S F S E Q N 200024 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA -Z. :� I� j• ` * o o 0 ANY ITW Building Components Group, Inc. DRAWINGPINDICATES PACCEPTANCEOOFDPROFESSIONALLENGINEERINGERESPONSIBILITYOOSGLELY3FOR THE TRUSSACOMPUNENT •� MON D U R F A C 1 0 O Earth C1t MO 63045 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE fljll NA City, BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. 11a 1 I 1 SPACING 2 4. 0" J R E F 1 T W 3 7 1 6 O Z 0 3 ( 20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - K -1 ) Top chord 2x4 SPF #11#2 Bot chord 2x4 SPF #11#2 Webs 2x4 SPF #11#2 See DWGS A10030050109, GBLLETIN0109, & GABRST050109 for more requirements. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" OC. Unbalanced snow loads have not been considered. 0 -3 -5 1 . 5 X 3 111 3X4 (Al) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 90 mph wind, 23.17 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Wind reactions based on MWFRS pressures. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. Plates sized for a minimum of 2.00 sq.in. /piece. 1.5X311 2 -3 -4 3 -0 -0 Over Continuous Suppo R =254 PLF U =4 PLF W =3 -0 -0 RL =17 PLF a Design Cri t: IBC2006 /TPI -2002 (STD) PLT TYP . Wave FT RT =20% (O ) 10 (0) 9 . 03. w111 11ll / /o/ ENO fl REG/S� *Z ...��.� T :1 0 _ _ _ R _ Scale =1"/Ft. ALPINE ITW Building Components Group, Inc. Earth City, 63045 Y, **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 2 1 8 NORTH LEE STREET. SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ftop * *IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS„ GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS �- IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING a BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20 /18 /16GA ( W , H / S S / K ) ASTM A653 GRADE 40/60 ( W , K / H , S S ) GALV. S T E E L . A P P L Y PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. W ` ,� \- • V f -� r •Cr 0• f0 �, Q' Oct ' 09•` i•� .Q •�. . +• O y � • f • ~ � ��/ f� , a + \� L{il(1 a ♦ 7 �� S�C�NAL�l� t rlttil�f������1 T C D L BC DL LJ C L L TOT. L D 80.0 P S F 15 . 0 P S F 10.0 P S F 20.0 P S F 1 2 5 0 P S F R E F R 7 16 0 5 1 1 6 3 DATE 1 0/ 2 1/ 0 9 DRW MOUSR7160 09294005 M 0 - E N G S L N D W / S E Q N 198501 DUR . FAC . 1 .00 SPACING 24.0" JREF - 1TW3716OZ03 (20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - L -1) Top chord 2x8 SP 2400f -2.OE Bot chord 2x4 SPF #11#2 Webs 2x4 SPF #11#2 :Lt Wedge 2x4 SPF #11#2: Roof overhang /cantilever supports 2.00 psf soffit load. (H1) _ (J) Hanger not calculated (2) 2x6 SPF 1650f-1.5E supporting member. Deflection meets L/360 live and L/240 total load. Unbalanced snow loads have not been considered. 1- -0 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 90 mph wind, 23.19 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Wind reactions based on MWFRS pressures. Right end vertical not exposed to wind pressure. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" OC. Plates sized for a minimum of 2.00 sq.in. /piece. 2 -0 -0 2 -10 -4 1 1112 —3-0 -0 Over 2 Supports —� R =906 U =16 W =5.5" RL= 84/ -49 R =256 U =21 1.5X4111 3 -0 -0 /r4i Design Cri t . IBC2006 /TPI 2002 (STD) ,�i��it1�111t/t �� 0 REGIS�.14i PLT TYP . WAVE FT RT =20% (0 %) 10 (0) 9 . 03 � 6 ��. l' Y • 2 PSF **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 15.0 0 • • BC DL REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 21H NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 PSF • • t�. • 20.0 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TOT.LD. ` • PSF OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 1.00 • •cr of RM SPACING 24.0" o o; * *IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITW BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS 0Ct 0 • '* ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE Ir' '� a PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20 /18 /16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W. K /H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS /'�•�� �� ` ri ��'`� i//� ITW Building Components Group, Inc. Earth Cit MO 63045 y+ AND, UNLESS OTHERWISE LOCATED ON THIS UESIGN, POSITION PER DRAWINGS 160A -Z. DRAWING PLATES THE TRUSS DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI /TPI I SEC. 2. �j'� Si� A M ` '��/�����������,�* ` CO - 1 - - R - TC L 80.0 PSF TC DL 15.0 PSF BC DL 10.0 PSF BC LL 20.0 PSF TOT.LD. 125.0 PSF DUR.FAC. 1.00 SPACING 24.0" Scale = .7" /Ft. REF R7160- 51164 DATE 10/21/09 D R W MOUSR7160 09294077 MO -ENG NDW /NDW SEQN- 199811 JREF- 1TW37160Z03 (20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - M -1) Top chord 2x6 SP 2400f -2.OE :T3 2x8 SP 2400f -2.OE: Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 SPF #11#2 :Rt Wedge 2x6 SPF 1650f -1.5E: Wind reactions based on MVIFRS pressures. Left end vertical not exposed to wind pressure. (A) 2x6 "T" brace. 80% length of web member. Same species & grade or better. Attach with 16d Box or Gun (0.135 "x3.5 11 ,min.)nails @ 6" OC. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" OC. Deflection meets L/360 live and L 1240 total load. Truss desi,gned for unbalanced snow load based on Pg= 132.00 psf, Ct =1.00, Ce =1.00, CAT I & Pf =73.92 psf. Special loads - - - - -- (Lumber Dur.Fac. =1.00 / Plate Dur.Fac. =1.00) TC - From 196 plf at 0.00 to 196 plf at 11.00 TC - From 196 plf at 11.00 to 196 plf at 24.26 TC - From 196 plf at 24.26 to 196 plf at 29.13 BC - From 60 plf at 0.00 to 60 plf at 11.15 BC - From 100 plf at 11.15 to 100 plf at 13.00 BC - From 100 plf at 13.00 to 100 plf at 17.56 BC - From 60 plf at 17.56 to 60 plf at 27.00 BC - From 5 plf at 27,00 to 5 plf at 29.13 Plates sized for a minimum of 2.00 sq.in. /piece. 1.5 4 -� -8 5X12 R =3541 U =135 RL= 179/-193 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Brg blocks:0.128 "x3.25',_ min. _nails brg x -loc #blocks length /blk #nails /blk wall plate 2 26.542' 1 12" 7 Rigid Surface Brg block to be same size and species as bottom chord. Refer to drawing CNNAILSP0109 for more information. 90 mph wind, 27.40 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Roof overhang /cantilever supports 2.00 psf soffit load. (B) Continuous lateral bracing equally spaced on member. (D) 1x4 "T" brace. 80% length of web member. Same species & SRB grade or better. Attach with 8d Box or Gun (0.113 "x2.5 11 ,min.)nails @ 6" 0C. (C) 2x4 "T" BRACE. 80% length of web member. Same species & grade or better. Attach with 16d Box or Gun (0.135 "x3.5 ", min. )naiIs @ 6" OC. 8X12= 8X12(B2)= R =4023 U =153 W =5.5" I� 1 3 -11 -3 _�_ 7 -0 -13 1_ 709 1_ 8117 11 -0 -0 1 7-0-9 T� 8-11-7 11 -0-0 _�_ 16 -0 -0 27 -0 -0 �,v,if 2 Supports Design Cri t: IBC2006 /TPI -2002 (STD) 1�i�1 t Ir�l� /� 0 co 0 0 N �D Go 00 0 0 U N Q a ao 1- -g a cn c �7 L 0-10,8 T~ E 0 CL J LT Q 3 L U aJ r T TYP , WAVE FT RT =20% 0 %) 10 (0) 9 . 03 . 0 Vk G1s t' �Y : 0 - 1 - - R - Scal e =. 1875" /Ft. * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 10 �• /1 •a , C L L 80.0 P S F R E F R 7 5116 5 REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 `� • L7 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 • ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS a• T C D L 15 0 P S F DATE 1 0/ 2 1/ 0 9 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE • A PROPERLY ATTACHED RIGID CEILING. ♦ • • �j C` BC DL 10.0 PSF DRW MOUSR7160 09294078 * *IMPORTANT * *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS ♦ N � 2 4 0 9 LP/NE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS B C L L 2 0 .0 P S F M 0 - E N G N D W / N D W IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. • • DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE •/�� CF,NNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W. K /H,SS) GALV. STEEL. APPLY 9 •• "f,/ TOT. L D. 1 25 . 0 P S F S E 0 N 200027 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. • • • ' i . • `�` ANi' INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS /i/�r �(1 ITW Building Components Group, Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT ��r VS >� ,� DUR . FAC . 1 .00 Earth City, 63 04 5 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING 1S THE RESPONSIBILITY OF THE **04(;;'j of N a� Y, BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. �� 1111 `��� SPACING 2 4. 0" J R E F 1 T W 3 7 1 6 0 Z 0 3 (20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - N -1) Top chord 2x8 SP 2400f -2.OE Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 SPF #11#2 :W1 2x6 SPF 1650f -1.5E: Special loads ------ (Lumber Dur.Fac. =1.00 / Plate Dur.Fac. =1.00) TC - From 196 plf at -2.13 to 196 plf at 3.00 BC - From 5 plf at -2.13 to 5 plf at 0.00 BC - From 60 plf at 0.00 to 60 plf at 3.00 PLB- 3538 LB Conc. Load at ( 1.06,21,94) 90 mph wind, 23.12 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Roof overhang /cantilever supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC-@ 24" OC. Unbalanced snow loads have not been considered. Plates sized for a minimum of 2.00 sq.in. /piece. 1-0-0 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 2 COMPLETE TRUSSES REQUIRED Nail Schedule: 0.128 "x3.25 ",_min._nai1s Top Chord: 1 Row @12.00" o.c. Bot Chord: 2 Rows @ 2.00" o.c. (Each Row) Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. ( * *) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Wind reactions based on MWFRS pressures. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. 2 -0 -0 R =3345 U =143 W =5.5" 1 . 5 X 3 II R =1354 U =39 WIINEI 1 12 1 -0 -4 1 -10 -0 1 -0 -4 1 1-11 -12 a �3 -0 -0 Over 2 Supports ti Design Cri t: IBC2006 /TPI 2002 (STD) ��� ��0 REGIS PLT TYP . WAVE FT RT =20% (0 %) 10 (0) 9 . 03 . .(Q6• v - **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. PEFER TO B C S I ( B U I L D I N G COMPONENT SAFETY INFORMATION), PUBLISHED BY T P I (TRUSS PLATE I N S T I T U T E 2 1 8 0 • • • 1 T C L L 80.0 P S F R E F R 7 16 0 5 1 1 6 6 , NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE, MADISON, W1 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY • �. ,(ti•• VV • mop T C D L 15 .0 P S F DATE 1 0/ 2 1/ 0 9 ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. •cr o DRW MOUSR7160 09294079 *AM :O 0• 6885 o: BC DL 10.0 P S F **IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITW BUILDING COMPONENTS GROUP, INC. SHALL Oct �* ' 09 • M 0 - E N G N D W / N D W ALPINE NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. '� +` ( ; B C L L 20.0 P S F DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20 /18 /16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W, K /H,SS) GALV. STEEL. APPLY •i • i 4 OA • • + + TOT L D 1 25 P S F S E 0 N 200030 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-Z. ANY INSPECTION !1►' �Y `�� • * r 9 r �1� �"N . . .0 D U R . FAC . 1.00 ITWBuilding Components Group, inC. OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX, A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE f �/ �lf�/�A�� 1,�� Earth City, 63045 Y � BUILDING DESIGNER PER ANSI /TPI I SEC. 2. I f i j i SPACING 2 4. 0" J R E F 1 T W 3 7 1 6 0 Z 0 3 (20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - 0 -1) Top chord 2x8 SP 2400f -2.OE :T2 2x6 SPF 1650f -1.5E: :T3 2x6 SP 2400f -2.OE: Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 SPF #11#2 :W2, W3 2x4 SPF 1650f 1.5E: :Rt Wedge 2x8 SP 2400f -2.OE: Special loads - -- -(Lumber Dur.Fac. =1.00 / Plate Dur.Fac. =1.00) TC - From 196 plf at -1.75 to 196 plf at 5.00 TC - From 196 plf at 5.00 to 196 plf at 16.00 TC From 196 plf at 16.00 to 196 plf at 29.26 TC From 196 plf at 29.26 to 196 plf at 34.13 BC - From 60 plf at 0.00 to 60 plf at 14.00 BC - From 60 plf at 14.00 to 60 plf at 16.15 BC From 100 plf at 16.15 to 100 plf at 22.56 BC From 60 plf at 22.56 to 60 plf at 32.00 BC - From 5 plf at 32.00 to 5 plf at 34.13 BC - 1354.1b Conc. Load at 4.87 Left end vertical not exposed to wind pressure. (A) 2x4 "T" brace. 80% length of web member. Same species & grade or better. Attach to each web ply with 16d Box or Gun (0.135 "x3.5 ",min.) nail s @ 6" OC. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" OC. Deflection meets L/360 live and L1240 tots Truss designed for unbalanced snow load ba Ce -1.001 CAT I & Pf =73.92 psf. USE SIMPSON HANGERS INSTALLED PER MANUFAC7 SIZED FOR MAGNITUDE AND ANGLE OF TIE -IN LC CARRYING /TIE -IN MEMBER DEPTH AND /OR WIDTH. 3A-0 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 2 COMPLETE TRUSSES REQUIRED -'-� Nail Schedule :0.128 "x3.25 ",_min._nai1s Top Chord: 1 Row @ 6.75" o.c. Bot Chord: 1 Row @10.25" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. 4" o.c. spacing of nails perpendicular and parallel to grain required in area over bearings greater than 4" ( * *) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 90 mph wind, 27.40 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Wind reactions based on MWFRS pressures. Roof overhang /cantilever supports 2.00 psf soffit load. Plates sized for a minimum of 2.00 sq.in. /piece. 8X12= U A U Hi R =5664 U =201 W =5.5" R =5521 U =179 W =5.5" 1 -9 -0 32 -0 -0 Over 2 Supports 2, 5 -0-0 3 -11 -3 7 -0 -13 7 -0 -13 5 -10 -6 2 -11 -2 5 -0 -0 3 -11 -3 7 -0 -13 7 -0 -13 5 -10 -5 3 -0 -14 5 -0 -0 ,�, 11 -0 -0 �, 16 -0 -0 ���i� ��R11�11Gt. I1 Design Cr i t : I BC2006 TPI - 2002 ( STD ) �`, � ��ll' PLT TYP . 18 Gauge HS ,WAVE FT RT /2 0% 0 %) 10 (0) 9 . 03. o � 1 CO 1 R Scale - . 2 11 /Ft . **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. � T C L L 80.0 P S F REFER TO B C S I (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY T P I (TRUSS PLATE I N S T I T U T E , 218 R E F R 7 16 0 5 1 1 6 7 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. 6300 w OTHERWISEEINDICATEDDTOPNCHORD PRACTICES THESE T C D L 15 . 0 P S F DATE 1 0/ 2 1/ 0 9 A PROPERLY ATTACHED RIGID CEILING. � ! G��1C)5 �! BC DL 10.0 P S F DRW MOUSR7160 09294080 **IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS OCt•' 09 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS ALPINE 7 B L L 20.0 P S F M 0- E N G N D W/ N D W IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. 410 40 ♦ �` DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W. K /H,SS) GALV. STEEL. APPLY �'� 0 !f + ! +• � �` TOT L D 1 25 . 0 P S F S E 0 N 200037 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA -Z. ! ,� •r �• ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL RE PER ANNEX A3 OF TPI1-2002 5EC.3. A SEAL ON THIS � � � �� ITW Building Components Group, Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT ��� V10�A1 � ,`� DUR . F A C . 1.00 Earth �'lt y MO 63045 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING 1S THE RESPONSIBILITY OF THE f`n1.������, � BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. S P A C I N 24 . 0" J R E F 1TW3716OZ03 0 00 CD CD Ln U, N CIO 00 0 4 0 (\j Q Q 00 6 -8 V) 4- V1 ca- V) 0 -10- - E 0 :) 01 v a 3 U v a (20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - P -1) Top chord 2x8 SP 2400f -2.OE :T2 2x6 SP 2400f -2.OE: :T3 2x6 SPF 1650f -1.5E: Bot chord 2x4 SPF 2100f -1.8E Webs 2x4 SPF #11#2 :Rt Wedge 2x10 SP 2400f -2.OE: Left end vertical not exposed to wind pressure. (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L1240 total load. Plates sized for a minimum of 2.00 sq.in. /piece. 6X12= THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 90 mph wind, 27.40 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf . Wind reactions based on MWFRS pressures. Roof overhang /cantilever supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" OC. Truss designed for unbalanced snow load based on Pg= 132.00 psf, Ct =1.00, Ce =1.00, CAT I & Pf =73.92 psf. 4X 6X641 7X10 (R) III (A) T3 --j g 5X5 (A) (A) (R) 6X6�� 1 . 5 X 3 0 11-6-8 Q co o 00 00 o Q..) 4- -8 (A) r, Q U- 00 Ln 0 -10 -8 4X8= 4X4 (R) III T N 8X8= 8X8= 8X8 III n 1014(133)= 2 �>J 2, >J F- o :J 1 3 -11 -3 ,�_ 7 -0 -13 7013 3 -7 -3 5 -4 -0 J 3 -11 -3 7 -0 -13 'TF �TF 7-0-13 8 11 3 1 11 -0 -0 ,�, 16 -0 -0 27 -0 -0 Over 2 Supports 3 R =3835 U =130 W =5.5" R =3866 U =125 W =5.5" RL =197/ -223 n Design Cr i t : I BC2006 /TPI - 2002 (STD) REG cif PLT TYP . WAVE FT RT =20% (0 %) 10 (0) 9 . 03. �6..��►�•.!�'�' 6 CO - 1/ - - R - Scal e =. 225 " /Ft . **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 ` O • � * • .�r T C L L 80.0 P S F R E F R 7 1 6 0 51168 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE LANE, MADISON, W1 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY • 'r T C D L 15 . 0 P S F DATE 1 0/ 2 1/ 0 9 ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. •cc ow •o O. 6585 00 BC DL 10.0 PSF DRW MOUSR7160 09294081 * *IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITW BUILDING COMPONENTS SHALL •.�1 OCt 1-0 109 ALPINE OR FABRICATING, HANDLING, HIPPING THIS NSTALLING ANY TRUSSES. THE TRUSS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS DESIGN SPEC, BY AF &PA) TPI. +. •� �� B C L L 20.0 P S F M O- E N G N D W / N D W (NATIONAL AND ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W, K /H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. � ` �� I� �� �, + ,� 0-11 TOT . L D. 1 25 . 0 P S F S E A N 199909 ITW Building Components Group, Inc. ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX. A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT �`, �r Sl��t� l,`� e'j'S������.���,`i D U R . F A C . 1.00 Earth City, 63045 Y, DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. f S P A C I N 24.0" J R E F - 1TW3716OZ03 (20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - 0 -1) Top chord 2x8 SP 2400f -2.OE :T2, T3 2x6 SPF 1650f -1.5E: Bot chord 2x4 SPF #11#2 :B2 2x4 SPF 1650f -1.5E: Webs 2x4 SPF #11#2 End verticals not exposed to wind pressure. Roof overhang /cantilever supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" OC. Plates sized for a minimum of 2.00 sq.in. /piece. 7 4- -8 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 90 mph wind, 28.67 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf . Wind reactions based on MWFRS pressures. (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L1240 total load. Truss designed for unbalanced snow load based on Pg= 132.00 psf, 6X12= Ct =1 .00, Ce =1 .00, CAT I & Pf =73.92 psf. 7X6111 "A" 4Xb— 3AC 7X6111 L< 2 , >J 4X8= L< 2 >J F 3 -11 -3 � }F 7013 ATE 7013 �� 5 -1-3 3-11 -3 7-0-13 7-0-13 5-1 3 11 -0 -0 ,L, 12 -2 -0 23 -2 -0 Over 2 Supports R =3360 U =130 W =5.5" R =3360 U =125 W =5.5" RL= 175/ -182 3- 3 -3 Mool Design Cri t: IBC2006 /TPI -2002 (STD) `r PLT TYP . WAVE FT RT =20% (0 %) 10 (0) 9 . 03 . �.') 2 �GI5 C Y : 4 CO - 1 - - R - Scale =. 25" Ft . **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. � �Q 80.0 REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY T P I (TRUSS PLATE INSTITUTE, 218 � ` � 0 � f • � O � � • `� � i C P S F R E F R 7 16 0 5 1 1 6 9 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 + • ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS L 15 , O P S F D A T E 10 / 2 1/ 0 9 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE • • A PROPERLY ATTACHED RIGID CEILING. ! I 0 CL: :BC DL 10.0 P S F D R W MOUSR7160 09294082 * *IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITW BUILDING COMPONENTS •0 2•' 09 A LP/NE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC L L 20.0 P S F MO - E N G N D W / N D W IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W. K /H,SS) GALV. STEEL. APPLY + 0 +i�j � TOT. L D. 125 . 0 P S F S E A N 199916 PLATES TO EACH FACE OF TRUSS AND, UNLESS UTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. �� �^ ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX, A3 OF TPII -2002 SEC.3. A SEAL ON THIS ��. /•�'` •�� fir• �'`��� ITW Building Components Group, In C. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT I�' 4s_�1j �i��7 i�� D U R . F AC . 1.00 Earth City, MO 63045 DESIGN SHDESIGNERTHERSUITABILIT1 AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE !%e�j� l�NAL E ��`,` - I 1i1/M11111 i S P A C I N 24.0" J R E F 1TW3716OZ03 ( 20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - R -1 ) Top chord 2x4 SPF #11#2 Bot chord 2x4 SPF #11#2 Webs 2x4 SPF #11#2 See DWGS A10015050109, GBLLETIN0109, & GABRST050109 for more requirements. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" OC. Unbalanced snow loads have not been considered. 0 -5 -10 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 90 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Wind reactions based on MWFRS pressures. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. Plates sized for a minimum of 2.00 sq.in. /piece. 1 . 5 X 3 III 3X4 (B1) = 1 .5X3 "I 1 .5X3 1.5X3111 4 -( ) -4 5 -4 -0 Over Continuous Support- R=256 PLF U =0 PLF W =5 -4 -0 RL =13/ -5 PLF Desi gn Cri t : IBC2006 /TPI -2002 (STD) PLT TYP . Wave FT RT =20% (0 %) 10 (0) 9.03. 0,Jill�Ilrr►1�l -fig �� GIS Y . 1 CO -/I/ - - R - Scale =.625"/Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE �• �' 0 11'" `` L .r T C L L T C D L 80.0 15. 0 P S F P S F R E F 8 7 1 6 0 51170 DATE 1 0/ 2 1/ 0 9 ALPINE ITWBuilding Components Group, In C. Earth City, 63 045 y� A PROPERLY ATTACHED RIGID CEILING * *IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS ++ GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS : IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W. K /H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1 2002 5EC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. �f, _+ 2S C� �� -0 �� !1 �� •� • !! 4! l,(! � ,✓ 'i/�� i••�• ���•��N 1�� �� Ss� `,� �, � � V NAL �A ON �/Ijlrl I I I I I t BC DL B C LL T O T. L D. 10.0 20.0 125 . 0 P S F P S F P S F DRW MOUSR7160 09294008 M 0 - E N G S L / N D W S E Q N 198527 1 D U R . FAC . 1 . 00 SPACING 2 4. 0" J R E F- 1 T W 3 7 1 6 O Z 0 3 (20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - S-1) Top chord 2x8 SP 2400f -2.OE :T2 2x4 SPF #11#2: Bot chord 2x4 SPF #11#2 Webs 2x4 SPF #11#2 :Lt Stub Wedge 2x8 SP 2400f -2.OE: Special loads **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STREET, 0 •• � C L L 80.0 P S F R E F 8 7 1 6 0 51171 ALPINE ITW Building Components Group, In C. Earth City, MO 63045 SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESSr OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. +r. �.. * *IMP 0 R T A N T * *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS „ SHALL OR FABRICATING, HANDLING, THIS TRUSSES. THE TRUSS goo DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA ) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 ( W . K / H , S S ) G A L V . S T E E L . APPLY PLATES FACE OF LOCATED ON A3 THIS DESIGN, POSITION PER DAASEALSON6THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SGLELY FOR THE TRUSS COMPONENT DESIGN THE SEC USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE -■' r •� O• w •Q 585 09 am ' Oct O c t 0 'f 0 / O • • +4• '�� • ` i • '�� 1�j` '� f qyi, L'� r�� l��t�����`j�� `•• - - - - -- (Lumber Dur.Fac. =1.00 / Plate Dur.Fac. =1.00) TC - From 196 plf at -2.13 to 196 plf at 0.00 TC - From 70 plf at 0.00 to 70 plf at 1.17 TC - From 70 plf at 1.17 to 70 plf at 5.33 BC - From 5 plf at -2.13 to 5 plf at 0.00 BC - Frorn 60 plf at 0.00 to 60 plf at 5.33 Wind reactions based on MWFRS pressures. Unbalanced snow loads have not been considered. Plates sized for a minimum of 2.00 sq.in, /piece. 1 -5 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 90 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf . Right end vertical not exposed to wind pressure. Roof overhang /cantilever supports 2.00 psf soffit load. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" OC. Deflection meets L/360 live and L/240 total load. 1.5X3 III 4-1-0 7X10 (G1) III - 2- 0 -0--� 1 -5 -0 _�_ 3 -9 -4 1 U2 Lr-- - J 1- 5 -4 -0 Over 2 Supports R =1020 W =5.5" R =551 U =25 RL= 89/ -56 Design Cri t: IBC2006 /TPI -2002 (STD) 0 ' 0 13 EGISl *z PLT TYP . WAVE FT RT =20% (O %) 10 (0) 9 . 03 O. . T Y .4 ICO - 1 - - R - Scale =.5"/Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STREET, 0 •• � C L L 80.0 P S F R E F 8 7 1 6 0 51171 ALPINE ITW Building Components Group, In C. Earth City, MO 63045 SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESSr OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. +r. �.. * *IMP 0 R T A N T * *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS „ SHALL OR FABRICATING, HANDLING, THIS TRUSSES. THE TRUSS goo DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA ) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 ( W . K / H , S S ) G A L V . S T E E L . APPLY PLATES FACE OF LOCATED ON A3 THIS DESIGN, POSITION PER DAASEALSON6THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SGLELY FOR THE TRUSS COMPONENT DESIGN THE SEC USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE -■' r •� O• w •Q 585 09 am ' Oct O c t 0 'f 0 / O • • +4• '�� • ` i • '�� 1�j` '� f qyi, L'� r�� l��t�����`j�� `•• T C D L 15.0 P S F BC DL 10.0 P S F B C L L 20.0 P S F TOT. L D 1 2 5 0 P S F DATE 1 0/ 2 1/ 0 9 DRW MOUSR7160 09294083 M 0- E N G N D W / N D W S E Q N 199847 D U R . F A C . 1.00 SPACING 24.0" JREF - 1TW37160Z03 ( 20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - T -1 ) Top chord 2x4 SPF #11#2 Bot chord 2x4 SPF #11#2 Webs 2x4 SPF #11#2 Gable end supports 8" max rake overhang. See DWGS A10030050109, GBLLETIN0109, & GABRST050109 for more requirements. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 90 mph wind, 21.62 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Wind reactions based on MWFRS pressures. Deflection meets L/360 live and L1240 total load. Truss designed for unbalanced snow load based on Pg= 132.00 psf, In lieu of structural panels or rigid ceiling use purlins to brace TC Ct =1.00, Ce =1.00, CAT I & Pf =73.92 psf. @ 24" OC, BC @ 24" OC. Plates sized for a minimum of 2.00 sq.in. /piece. 4X4= 1.5X3 8 1.5X3 1. 5 X 3 ��� 8 5X3��i 1. 5 X 3 .5X3�►� 8- a 0 00 0 0 Ln N W 0 -5 0 V N n Q 00 0 -6 -0 0 -6 -0 Ln Q V) � T 1 7 v cn 3X4 (D1) = 3X4= 3X4 (D1) L 0 :J CT al Q (� 12 -2 -0 _I, 12 -2 -0 ,I U) 3 7D 24 -4 -0 Over 2 Support R =250 PLF U =5 PLF W= 23-10 -8 R =251 U =25 W =5.5" U RL =5/ -5 PLF a Note: All Plates Are 1.5X4 Except As Shown. W!o. D e s i g Cri t: IBC2006 /TPI 2002 (STD) ��� �0 REGIS PLT TYP . Wave FT RT =20% (0 %) 10 (0) 9.03. . 6- 060 T f � 1 CO - 1 - - R - Scale =.3"/Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, dANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 � � � 4 •• WOO T C L L 8 0 0 P S F R E F R 7 1 6 0 5 1 1 7 2 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY •4 T D L 15 .0 P S F DATE 10/21/09 ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 10 6�65 BC DL 10.0 P S F DRW MOUSR7160 09294009 * *IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS /O. • 0ct 215:- 09 ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. i i' 1 •i (` B C L L 20.0 PSF M 0 - E N G S L / N D W DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR �I ,/► J 0, V M PLATES ARE MADE OF 20 /18 /16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W, K /H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. i ����' ♦ 0 �� TOT . L D . 1 2 5 . 0 PSF S E Q N 1 9 8 5 3 1 ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX. A3 OF TPII -2002 SEC.3. A SEAL ON THIS 4 `1�� ZONAL; �� " ITW Building Components Group, In C. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE �1� �J M r�fj��!!l1Jft����1► D U R F A C 0 0 Earth City, MO 63045 y� RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI /TPI I SEC. 2. SPACING 24 . 0" J R E F - 1TW3716OZ03 (20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - U -1) Top chord 2x8 SP 2400f -2.OE :T2 2x6 SP 2400f -2.OE: :T3 2x6 SPF 1650f -1.5E: Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 SPF #11#2 :Lt Stub Wedge 2x8 SP 2400f- 2.OE: :Rt Stub Wedge 2x8 SP 2400f -2.OE: (I) - plates so marked were sized using a Fabrication Tolerance of 0% and a Rotational Tolerance of 0 degrees. Roof overhang /cantilever supports 2.00 psf soffit load. (A) Continuous lateral bracing equally spaced on member. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, 81" @ 24" OC. 8X8- Plates sized fc" , -; -; — - -{ nn -- . - i - _ - 1 -2 -11 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Brg blocks:0.128 "x3.25 ",_min._nails brg x -loc #blocks length /blk #nails /blk wall plate 1 0.000' 1 12" 4 Rigid Surface 2 23.875' 1 12" 4 Rigid Surface Brg block to be same size and species as bottom chord. Refer to drawing CNNAILSP0109 for more information. 90 mph wind, 21.63 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Wind reactions based on MWFRS pressures. Deflection meets L/360 live and L1240 total load. Truss designed for unbalanced snow load based on Pg= 132.00 psf, / l 1 11 ll /'. 1 / /1 l l T T n n /` � n n n /• 8X12 (G1) (I) III 8X12 (Gl) (I) III 2' >J 1< 2' >J 6 -1 -7 _T 6 -0 -9 6 -0 -9 6 -1 -7 12 -2 -0 ,�, 12 -2 -0 F Over 2 Supports R =3509 U =49 W =5.5" R =3509 U =49 W =5.5" RL= 174/-174 Design Cri t: IBC2006 /TPI -2002 (STD) PLT TYP . WAVE FT RT =20% (0 %) 10 (0) 9 . 03 6 CO/-/I/-/-/R/ **WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. ��� Q� 116� f ` p T C L L 80.0 P S F REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERP RISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS T C D L 1 5 . 0 P S F OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �>tifi�8 �: BC DL 10.0 PSF * *IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS Oct 2]p+� O7 L PINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS 1/• B C L L 20.0 P S F IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE • CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W, K /H,SS) GALV. STEEL. APPLY I O • s �, `�� TOT. LID 125 0 P S F PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A Z. fir/' ��V of** 000 4 DRAWING DESIGN PACCEPTANCEOOFDPRUFESSIUNALLENGINEERINGERESPONSI6iLITYUOSGLELY3FOR THE TRUSS COMPONENT �f i , ITW Building Components Group, Inc. '� f �aA� D U R. F A C. 1.00 Earth City, 63 045 DESIGN SHOWN, THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Y, BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. S P A C I N 24 . 0" 9 -4 -0 1 -2� -11 Scale = .25 " /Ft. REF R7160- 51173 DATE 10/21/09 D R W MOUSR7160 09294084 MO -ENG NDW /NDW SEQN- 199925 JREF- 1TW3716OZ03 (20146- -4ROSA DR DUPLEX -20146 -- VAIL, CO - V -1) Top chord 2x6 SP 2400f -2.OE :T1 2x8 SP 2400f -2.OE: Bot chord 2x6 SPF 1650f -1.5E :B2 2x6 SP 2400f -2.OE: Webs 2x4 SPF #11#2 :Lt Stub Wedge 2x8 SP 2400f- 2.OE::Rt Stub Wedge 2x10 SP 2400f -2.OE: (I) - plates so marked were sized using a Fabrication Tolerance of 0% and a Rotational Tolerance of 0 degrees. Roof overhang /cantilever supports 2.00 psf soffit load. (A) Continuous lateral bracing equally spaced on member. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" OC. 8X8= Plates sued for a minimum of 2.00 sq.in. /piece. 1 -2 -11 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Brg blocks:0.128 "x3.25 ",_ min. _nails brg x -loc #blocks length /blk #nails /blk wall plate 1 0.000' 1 12" 4 Rigid Surface Brg block to be same size and species as bottom chord. Refer to drawing CNNAILSP0109 for more information. 90 mph wind, 21.63 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Wind reactions based on MWFRS pressures. Deflection meets L/360 live and L/240 total load. Truss designed for unbalanced snow load based on Pg= 132.00 psf, Ct =1.00, Ce =1.00, CAT I & Pf =73.92 psf. 8X12 (G1) ( I ) III K716 (G7) �< 2' 6 -1 -7 _TL 6 -0 -9 _I_ 6 -0 -9 +F 6 -1 -7 12 -2 -0 �, 12 -2 -0 24 -4 -0 Over 2 Supports R =3525 U =50 W =5.5" R =3099 U =28 W =5.5" RL= 145/ -157 1 -2I -11 1 0 � - 0 Design Crit: IBC2006 TPI -2002 STD ,`�`��t���lll���� {'� PLT TYP . K , WAVE FT RT =20% (0 %) 10 (0) 9.03. 6�� .���•.1T 4 0 - 1 - - R - Scale =. 25 " /Ft . **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STREET, SUITE ``� .y• �� T C L L 80.0 P S F R E F R 7 1 6 0 51174 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE PRACTICES PRIOR TO STRUCTURALEPANELSNANDHBOTTOMNCHORDSSHALLNHAVE T C D L 15 . 0 P S F DATE 1 0/ 2 1/ 0 9 A PROPERLY ATTACHED RIGID CEILING. e DRW MOUSR7160 09294085 .26688 p; BC DL 10.0 PSF **IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTGR. ITW BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM �.+� OCt 2�r 09 �+� M 0 - E N O N D W/ N D W LP�NE THIS UESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE �'(� t B C L L 20.0 P S F S E Q N 199932 « 0 CONNECTOR PLATES ARE MADE OF 20 /18 /16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W. K /H,SS) GALV. STEEL. APPLY �Ir 0 4` TOT. LID 125 0 P S F PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS UESIGN, POSITION PER DRAWINGS 160A-Z. `ti�4 « • '/r DUR . FAC . 1 . 00 ITW Building Components Group, In C. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX. A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT z'e;' �� ���� DESIGN SHOWN. THE SUITABILITY r�llllrli��f'����� Earth City, 63045 Y� AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER SPACING 24.0" - JREF 1TW3716OZ03 ANSI /TPI I SEC. 2. •:l (20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - W -1) Top chord 2x8 SP 2400f -2.OE :T2, T3 2x6 SPF 1650f -1.5E: Bot chord 2x6 SPF 1650f -1.5E Web, 2x4 SPF #11#2 :Lt Stub Wedge 2x10 SP 2400f -2.OE: (I) - plates so marked were sized using a Fabrication Tolerance of 0% and a Rotational Tolerance of 0 degrees. Wind reactions based on MWFRS pressures. Roof overhang /cantilever supports 2.00 psf soffit load. (A) Continuous lateral bracing equally spaced on member. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" OC. Deflection meets L/360 live and L1240 total load. M ates sized for a min 1 -ell - 5 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Brg blocks:0.128 "x3.25 ",_ min. _nails brg x -loc #blocks length /blk #nails /blk wall-plate 1 0.000' 1 12" 4 Rigid Surface 2 26.208' 1 12" 4 Rigid Surface Brg block to be same size and species as bottom chord. Refer to drawing CNNAILSPOI09 for more information. 90 mph wind, 22.32 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf . Right end vertical not exposed to wind pressure. Truss designed for unbalanced snow load based on Pg= 132.00 psf, Ct =1.00, Ce =1.00, CAT I & Pf =73.92 psf. 8X8= 8X14 (Gl) (I) III v TA "'— 5X12 (R) III I; =3808 U =61 W =5.5" 8 X 8 = R =3808 U =61 W =5.5" RL =197 / -188 L< 21 >J L< ' 2 7 -11 -0 6 -5 -0 6 -5 -0 4 -5-1 1"Y -4 8 7 -11 -0 6 -5 -0 6 -5 -0 5 -11 -0 14 -4 -0 � 12 -4 -0 � 26 -8 -0 Over 2 Supports �I11/1/ =r 1 2 5 Design Cri t : IBC2006 /TPI -2002 (STD) 0111 ff�rf! PLT TYP . WAVE FT RT =20% (0 %) 10 (0) 9 . 03. 0 .9 PEG ,Y 3 CO - 1 - - R - Scale =. 225" Ft . * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. ` O� • • � • � T C L L 80 0 P S F R E F R 716 0 5117 5 REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 � • NORTH LEE STREET. SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS •• T C D L 15 . 0 P S F DATE 1 0/ 2 1/ 0 9 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE �r • A PROPERLY ATTACHED RIGID CEILING. • �: BC DL 10.0 PSF DRW MOUSR7160 09294086 * *IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITW BUILDING COMPONENTS • No. 2520609 - A ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS j\V.1/ * B 1 L L 2 0 .0 P S F M O E N G N D W / N D W IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. • � DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE '� • • CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W. K /H,SS) GALV, STEEL. APPLY � * �• i �• t,� �� T 0 T. L D. 1 25 . 0 P S F S E 0 N 199954 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA -Z. ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEY. A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS +�� i • r +�"�` `j� ITW Building Components Group,lnc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT �� s_�1 �V o � DUR . FAC . 1 . 00 Earth City, MO 63 04 5 DESIGNNSHDES IGNERTHERSUITABILIT1 AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE ��� /O AL ��� _ I f�1!l�jt�i1ti SPACING 24.0" JREF 1TW37160Z03 (20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - X -1) Top chord 2x6 SP 2400f -2.OE :T3 2x8 SP 2400f -2.OE: Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 SPF #11#2 Special loads PLT TYP . K , WAVE FT RT =20% (0 %) 10 (0) 9 . 03 . .. �' Y 4 /CO/_-/l/-/-/R/- - - - - -- (Lumber Dur.Fac. =1.00 / Plate Dur.Fac. =1.00) TC - From 196 plf at 0.00 to 196 plf at 8.67 TC - From 196 plf at 8.67 to 196 plf at 18.17 TC - From 196 plf at 18.17 to 196 plf at 23.13 BC - From 60 plf at 0.00 to 60 plf at 0.48 BC - From 100 plf at 0.48 to 100 plf at 8.52 BC - From 60 plf at 8.52 to 60 plf at 11.00 BC - From 60 plf at 11.00 to 60 plf at 21.00 BC - Fro,--n 5 plf at 21.00 to 5 plf at 23.13 Wind reactions based on MWFRS pressures. Plates sized for a minimum of 2.00 sq.in. /piece. 5X12 (R) III 4 -1 -10 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 90 mph wind, 22.99 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf . End verticals not exposed to wind pressure. Roof overhang /cantilever supports 2.00 psf soffit load. (A) Continuous lateral bracing equally spaced on member. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" OC. Deflection meets L/360 live and L1240 total load. Truss designed for unbalanced snow load based on Pg= 132.00 psf, Ct =1.00, Ce =1.00, CAT I & Pf =73.92 psf. 8X8= K312 III 8X12 (R) III -`A" �'\j "' �'�l` -- 5X8111 4X6= R 3169 U =79, W 5.5" R =2923 U =78 W =5.5" = 2 RL =142/ -145 1 -4 -8 1 -3 -g 6 5 0 1� 511 0 1 4-8 6-5-0 T 5-11-0 Lr 8 -8 -0 _I, 12-4-0 21 -0 -0 Over 2 Supports Design Cri t: IBC2006 /TPI -2002 (STD) ������ G 1`6*.� PLT TYP . K , WAVE FT RT =20% (0 %) 10 (0) 9 . 03 . .. �' Y 4 /CO/_-/l/-/-/R/- **WARNING* * TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION PUBLISHED BY TPI PLATE � `J e* U � � C L L C 80.0 P S F (TRUSS INSTITUTE, 218 NORTH NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. 6300 7• � *" ENTERPRISE LANE, MADISON, W1 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE b. `` T C D L 1 5 . 0 P S F A PROPERLY ATTACHED RIGID CEILING '� �� **IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTGR. ITW BUILDING COMPONENTS : 2 fi� ' 0 BC DL 10.0 P S F ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS ... t B C L L 20.0 P S F IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING R BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE +0 0• CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W, K /H,SS) GALV. STEEL. APPLY % ♦ i �*� TOT. L D . 125 . 0 P S F ITW Building (:omponentsGroup, Inc. Earth Cit MO 63 045 Y, PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA -Z. ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN, THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING 1S THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. �' a • �� `�' 0 ��fi`1p,f,�0 . 1p ' �, �1 � , NAL DUR . FAC . 1.00 SPACING 24.0" 10- 9-0 Scale = .225 " /Ft. REF R7160- 51176 DATE 10/21/09 D R W MOUSR7160 09294087 MO -ENG NDW /NDW SEQN- 199960 JREF- 1TW3716OZ03 (20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - Y -1) Top chord 2x6 SPF 1650f -1.5E :T3 2x8 SP 2400f -2.OE: Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 SPF #11#2 :Rt Stub Wedge 2x6 SPF 1650f -1.5E: Left end vertical not exposed to wind pressure. Roof overhang /cantilever supports 2.00 psf soffit load. (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L1240 total load. 8X8= Plates sized fc sq.in. /piece. 4 -1 -10 1.5 5X8 lf\j III THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (I) - plates so marked were sized using a Fabrication Tolerance of 0% and a Rotational Tolerance of 0 degrees. 90 mph wind, 22.32 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf . Wind reactions based on MWFRS pressures. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" OC. Truss designed for unbalanced snow load based on Pg= 132.00 psf, ,92 psf. 8X12 (Gl) (I) III 2' >J IF 4-4 -0 _I_ 4 -4 -0 �E 6 -5 -0 alp 1 7 -11 -0 8 -8 -0 T 6 -5 -0 1 7 -11 -0 8 -8 -0 ,I, 14 -4 -0 Ic 23 -0 -0 Over 2 Supports R =2928 U =44 W =5.5" R =3355 U =45 W =5.5" RL= 153/ -168 {IIII1111f Design Cri t: IBC2006 /TPI -2002 (STD) % �G l/ Z PLT TYP . WAVE FT RT =20% O% 10 (0) 9 . 03 . 0 1S : 6 **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. • REFER TO BCS1 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 �� 0~ f ' a "'� r• NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 •y �.,(�• ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. !a: �: * *IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS :0 0' 2�: 09 ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS 'op IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE +� CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W. K /H,SS) GALV. STEEL. APPLY 0 ` R i• �`JE/ PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. iI 0� i ♦ y 1� ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1 -2002 5EC.3. A SEAL ON THIS :�� • p 00,0 ITW Building Components Group, In C. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT ` Earth City, 63 045 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE y� BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. j�lll�l�l ��t CO L - 1 TeD L L BC DL BC LL TOT. LD. DUR.FAC. SPACING 1 -�5 - / - /R /- 80.0 P S F 15.0 P S F 10.0 P S F 20.0 P S F 125.0 P S F 1.00 24 .0" 10 -D -0 Scale = .25 " /Ft. REF R7160- 51177 DATE 10/21/09 D R W MOUSR7160 09294088 MO -ENG NDW /NDW SEQN- 199968 JREF- 1TW3716OZ03 (20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - Z -1) Top chord 2x8 SP 2400f -2.OE :T2 2x6 SP 2400f -2.OE: :T3 2x6 SPF 1650f -1.5E: Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 SPF #11#2 :Rt Stub Wedge 2x8 SP 2400f -2.OE: Left end vertical not exposed to wind pressure. (B) Cont�,,)uous lateral bracing equally spaced on member. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" OC. 5X12= Truss designed F_._ .....L _.___J _._ 1_..J L__ - J on Pg= 132.00 ps Pf =73.92 psf. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 90 mph wind, 22.32 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf . Wind reactions based on MWFRS pressures. Roof overhang /cantilever supports 2.00 psf soffit load. (A) 2x6 "T" brace. 80% length of web member. Same species & grade or better. Attach with 16d Box or Gun (0.135 11 x3.5 ",min.)naiIs @ 6" OC. Deflection meets L/360 live and L 1240 total load. .apiece. —� 8 0 6X61 T3 4X4(R)0' co Ln 0 0 3 X 5 III Ln N (B) 10-9-0 7X10- CD (A) (B) o (B) N V Q Q 4 -1 -10 lzzr Ln Q ZD v- 1- -5 5 X 8 (R) III 6X8= 4X6= 3X4 III C Cn- SS1012 (G1) III F- lE 2 >J (E 2 , >J o U Q� 4 -4 -0 4 -4 -0 _�_ 6 -5 -0 _� 7 -11 -0 _� 8 -8 -0 T 6 -5 -0 r 7 -11 -0 1 Ln 8 -8 -0 ,I, 14-4-0 3 23 -0 -0 Over 2 Supports U R =3338 U =61 W =5.5" R =3338 U =49 W =5.5" RL= 170/ -196 Design Cri t: IBC2006 /TPI -2002 (STD) X ��. 1i * PLT TYP . 18 Gauge HS , WAVE FT RT =20% (0 %) 10 (0) 9 . 03 °,G�s� Y 2 0 - 1 - - /R - Scal e =. 25 " /Ft . * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. O� *♦ ♦ U Gj J • ♦ L L 80 0 P S F R E F R 716 0 5117 8 REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 tt NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 �' cor ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS f_Q � loop T C D L 15 . 0 P S F DATE 1 0/ 2 1/ 0 9 / OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �� •"`. BC DL 10.0 P S F DRW MOUSR7160 09294089 * *IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS ++ YCt ♦ ' 0 VAA4 L.P/NE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS �i B C L L 20.0 P S F M 0 - E N G N D W / N D W IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. �' rfj�, ` O l DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN 40/60 BY AF3PA) AND TPI. ALPINE �� . s +• 1 V TOT. L D 125 0 P S F S E (( N 200040 CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40 60 (W. K /H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ` ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS ���/ • • 0 « •� ��`` lTW Building Components Group, Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT 1(/�// �sZONAL •` D U R . F AC 1 .00 Earth City, 63 045 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE `!1 ` ■ �4,• y, BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. Iz% S P A C I N 24.0" J R E F 1TW3716OZ03 (20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - A -2) Top chord 2x6 SP 2400f -2.OE :T4 2x8 SP 2400f -2.OE: Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 SPF #11#2 :W2, W8 2x4 SPF 1650f -1.5E: :Stack Chord T3 2x8 SP 2400f- 2.OE::Rt Stub Wedge 2x8 SP 2400f -2.OE: Left end vertical not exposed to wind pressure. Calculated horizontal deflection is 0.22" due to live load and 0.09" due to dead load. (A) scab brace. 80% length of web member. Same size, species & grade or better. Attach with 10d Box or Gun (0.128 "x3 ",min.)nails @ 6" OC. Deflection meets L/360 1 i ve and L1240 6X12= total 1 oal . Plates sized f sq.in. /piece. 4 -2 -�5 8 X � Z THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 90 mph wind, 21.96 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Wind reactions based on MWFRS pressures. Roof overhang /cantilever supports 2.00 psf soffit load. (B) 1x4 "T" brace. 80% length of web member. Same species & SRB grade or better. Attach with 8d Box or Gun (0.113 "x2.5 11 ,min,)naiIs @ 6" OC. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" OC. Truss desianed for unbalanced snow load based on Pg= 132.00 psf, 92 psf . 4X6 (R) III SS1012 (Gl) III �< 2' >J _ 2 -8 -0 _I_2 -0 -0 1,2 -0 -0 I_2- 0 -0_1r 3 -4 -8 ,1 3 -6 -0 _I_ 3 -8 -12 3 -8 -12 1 8-8-0 TT 3-4-8 5 -4-6 5-7-2 1 L, 8 -8 -0 ,1,2 -10-0 016-8 10 -11 -8 PSF 23 -0 -0 Over 2 Supports 15.0 R =2928 U =42 W =5.5" R =3355 U =38 W =5.5" RL= 153/ -167 PSF Note: A 1 1 Plates Are 1 . 5X3 Except As Shown. 11j�111111110 D e s i g Cri t: IBC2006 /TPI 2002 (STD) �lti. R� ?.* ?a "IP PLT TYP _ 18 Gauge HS , WAVE FT RT =20% 0 %) 10 (0) 9 . 03 . 2 DUR.FAC. * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 O'er •0 a0 � •� �� i 24.0" NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. 6300 • ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ` • A PROPERLY ATTACHED RIGID CEILING * *IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS `�" OC 0 ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS w r' • ~ +� WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20 /18 /16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W, K /H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A Z. �r1 ` 45 V • ♦ v � ITW Building components Group, Inc. Earth Cit y, MO 63045 ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX. A3 OF TPIl-2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. ��� (1 • � � � 1➢ + � • � ��`� �� Si �f�� 0NAL 1 5 CO /1 - - R/- DATE L 80.0 PSF TC DL 15.0 PSF BC DL 10.0 PSF BC LL 20.0 PSF TOT.LD. 125.0 PSF DUR.FAC. 1.00 SPACING 24.0" 10- 0-4 Scale =.25 " /Ft. REF R7160- 51179 DATE 10/21/09 D R W MOUSR7160 09294090 MO -ENG NDW /NDW SEQN- 199982 JREF- 1TW3716OZ03 ( 20146- -AROSA DR DUPLEX -20146 -- VAIL, CO - B -2 ) Top chord 2x4 SPF #11#2 Bot chord 2x4 SPF #11#2 Webs 2x4 SPF #11#2 See DWGS A10030050109, GBLLETIN0109, & GABRST050109 for more requirements. Deflection meets L/360 live and L/240 total load. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 90 mph wind, 21.36 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =5.0 psf, wind BC DL =5.0 psf . Wind reactions based on MWFRS pressures. In lieu of structural panels or rigid ceiling use purlins to brace TC @ 24" OC, BC @ 24" OC. Truss designed for unbalanced snow load based on Pg= 132.00 psf, Plates sized for a minimum of 2.00 sq.in. /piece. Ct =1.00, Ce =1.00, CAT I & Pf =73.92 psf. 4X4= 0 -5 -10 3X4(D1)= 3X4= 3X4 ( D 1 ) i 0 -5 -10 -/-/R/- 11 -6 -0 I- 23 -0-0 Over Continuous Support 11 -6-0 = .3 " /Ft. R =256 PLF U =2 PLF W= 23 -0-0 REF R7160- 51180 DATE 10/21/09 RL =5/ -5 PLF MO -ENG SL /NDW SEQN- 198586 Note: All Plates Are 1.5X4 Except As Shown. 24.0" D e s i g Cri t: IBC2006 /TPI 2002 (STD) ��`���1� 14 %% p REG/ 0 :.e PLT TYP . W Wave FT RT 20% (0 %) 10 (0) 9.03 4-IF �D'r 0 1 **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 o •�� 1 C L L NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS �* ~ f� T C D L OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. wr �+ • • *� Of Z ; O 6585 o .: BC DL * *IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTGR, ITW BUILDING COMPONENTS.. SHALL �� Oct 7 O ALPINE ORSFABRIBATINGR HANDDINGATSHNPPRNM THIS ANY TRUSSESD THE TRUSS �' �` BC LL DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20 ASTM A653 GRADE 40/60 ,� .�' G. O 4 0 <( /18 /16GA (W,H /SS /K) (W. K /H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -2. i r ♦ TOT. L D . ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEY. A3 OF TPI1 -2002 5EC.3. A SEAL ON THIS `` � ! 0 If %0,/� DUR . FAC . ITW Building Components G /OUP, Earth lit y, 63 04 5 Y� In C. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. ,e�r AL�,r 1,��� / t J���r��f���� SPACING i 0 -5 -10 -/-/R/- Scale = .3 " /Ft. 80.0 15.0 10.0 20.0 125.0 PSF PSF PSF PSF PSF REF R7160- 51180 DATE 10/21/09 DRW MOUSR7160 09294006 MO -ENG SL /NDW SEQN- 198586 1.00 24.0" JREF- 1TW3716OZ03 GABLE STUD REINFORCEMENT DETAIL ASCE 7-05: 100 MPH WIND SPEED, 30' MEAN HEIGHT, ENCLOSED, I = 1.00, EXPOSURE C, Kzt = 1.00 CONNECT DIAGONAL AT MIDPOINT OF VERTICAL WEB. SYMM (� ABOUT, REFER TO CHART ABOVE FOR MAX GABLE VERTICAL LENGTH. BRACING GROUP SPECIES AND GRADES: GROUP A: SPRUCE - PINE -FIR HEM -FIR 1 2 ISTANDARD #2 = STUD 3 1 STUD #3 ISTANDARDI DOUGLAS FIR -LARCH SOUTHERN PINE 3 #3 STUD STUD STANDARD STANDARD GROUP B: HEM -FIR 1 & BTR 1 SOUTHERN PINE DOUGLAS FIR -LARCH 1 #1 2 #2 GABLE TRUSS DETAIL NOTES: LIVE LOAD DEFLECTION CRITERIA IS L/240. PROVIDE UPLIFT CONNECTIONS FOR 75 PLF OVER CONTINUOUS BEARING (5 PSF TC DEAD LOAD). GABLE END SUPPORTS LOAD FROM 4' 0" OUTLOOKERS WITH 2' 0" OVERHANG, OR 12" PLYWOOD OVERHANG. ATTACH EACH "L" BRACE WITH 10d NAILS. (0.128 "x3" min) * FOR (1) "L" BRACE: SPACE NAILS AT 2" O.C. IN 18" END ZONES AND 4" O.C. BETWEEN ZONES. * * FOR (2) "L" BRACES: SPACE NAILS AT 3" O.C. IN 18" END ZONES AND 6" O.C. BETWEEN ZONES. "L" BRACING MUST BE A MINIMUM OF 80% OF WEB MEMBER LENGTH. GABLE VERTICAL PLATE SIZES + REFER TO COMMON TRUSS DESIGN FOR PEAK, SPLICE, AND HEEL PLATES. VERTICAL LENGTH N 2X4 BRACE GABLE VERTICAL SPACING SPECIES GRADE NO BRACES (1) 1X4 "L" BRACE * (1) 2X4 "L" BRACE * (2) 2X4 I" BRACE ** (1) 2X6 L BRACE * (2) 2X6 L BRACE ** GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B BRACE IS USED. CONNECT #1 / #2 3' 11 " 6' 10" 7' 0" 8' 1" 8' 4" 9' 8" 9' it" 12' 8" 13' 1 " 14' 0" 14' 0" ' S P F # 3 3' 10" 6' 1 " 6' 1 " 8' 1 " 8' 1" 9' 8" 9' 8" 12' 7" 12' 7" 14' 0" 14' 0" BETTER DIAGONAL • u �i STUD 3 10 „ „ 6' 1 „ 6 1 8 0” „ 8 0 „ 9 8 9' 8 " 12 6 12 6' „ 14 0 14 0 „ W 1 1-1 STANDARD 3' 10" 5' 3" 5' 3" 6' 11 6' 11 " 9' 3" 9' 3" 10' 9" 10' 9" 14' 0" 14' 0" #1 4' 4" 6' 10" 7' 4" 8' 1" 8' 9" 9' 8" 10' 5" 12' 8" 13' 8" 14' 0" 14' 0" S P #2 4' 3" 6' 10" 7' 4" 8' 1" 8' 9" 9' 8" 10' 5" 12' 8" 13' 8" 14' 0" 14' 0" #3 4' 1" 6' 3" 6' 3" 8' 1" 8' 3" 9' 8" 10' 2" 12' 8" 12' 10" 14' 0" 14' 0" Q� D -Fl L STUD 4' 1" 6' 2" 6' 2" 8' 1" 8' 2" 9' 8" 10' 2" 12' 8" 12' 9" 14' 0" 14' 0" STANDARD 3' 11 " 5' 4" 5' 4" 7' 1 " 7' 1 " 9' 6" 9' 6" 11' 0" 11' 0" 14' 0" 14' 0" #1 / #2 4' 6 10" 8' 0" 9' 3 6" 11' 1" 11' 4'; 14' 0" 14' 0" 14' 0'; 14' 0'; SPF #3 4' 5' 7' 6' 7' 6' 9' 3' 9' 3" 11' 1" 11' 1' 14' 0" 14' 0" 14' 0' 14' 0' HF STUD 4' 5" 7' 5" 7' 5" 9' 3" 9' 3" li' 1" 11' t" 14' 0" 14' 0" 14' 0" 14' 0" W 0 STANDARD 4' 5" 6' 5" 6' 5" 8' 5" 8' 5" 11' 1 " 11' 1 " 13' 2" 13' 2" 14' 0" 14' 0" #1 5' 0" 7' 10" 8' 5" 9' 3" 10' 0" 11' 1" 11' 11 14' 0" 14' 0" 14' 0" 14' 0" S P #2 4' 10" 7' 10" 8' 5" 9' 3" 10' 0" 11' 1" 11' 11 14' 0" 14' 0" 14' 0" 14' 0" W #3 4 8 7 8 7 8 9 3 9 9 11 1 „ 11 8 „ 14 0 „ 14 0 14 „ 0 14 0 „ D F L STUD 4 8 7 7 7 7 9 3 9 9 11 1 11 8 14 0 14 0 14 0 14 0 STANDARD 4' 6" 6' 7" 6' 7" 8' 8" 8' 8" 11' 1" 11' 4" 13' 5" 13' 5" 14' 0" 14' 0" / #2 5' 0" 8' 7" 8' 10" 10' 2" 10' 6" 12' 2" 12' 6" 14' 0" 14' 0" 14' 0" 14' 0" SPF#1 #3 4' 10" 8' 7" 8' 7" 10' 2" 10' 2" 12' 2" 12' 2" 14' 0" 14' 0" 14' 0" 14' 0" HF STUD 4 10 8 7 8 7 10 2 10 2 12 2 12 2 14 0 14 0 14' 0 14 0 STANDARD 4 10 „ 7 5 , 7 5 9 9 „ 9 9 „ 12 2 „ 12 2 „ 14 0 „ 14 0 „ 14 0 14 0 „ #1 5' 6” 8' 7” 9' 3" 10' 2" it' 0" 12' 2" 13' 1" 14' 0" 14' 0" 14' 0" 14' 0" S P #2 5' 4" 8' 7" 9' 3" 10' 2" it' 0" 12' 2" 13' 1" 14' 0" 14' 0" 14' 0" 14' 0" #3 5 1 8' 7 8' 10' 10 2 10 9;' 12; 2;' 12; 10" 0 14; 0;' 14; 0; 14 0;; F� DFL STUD 5' 1 " 8' 7" 8' 9" 10' 2' 10' 9" 12 2 ' 12 10 14 0 14 0 ' 14 0 14' 0 STANDARD 5' 0" 7' 7" 7' 7" 10' 0" 10' 0" 12' 2" 12' 6" 14' 0" 14' 0" 14' 0" 14' 0" CONNECT DIAGONAL AT MIDPOINT OF VERTICAL WEB. SYMM (� ABOUT, REFER TO CHART ABOVE FOR MAX GABLE VERTICAL LENGTH. BRACING GROUP SPECIES AND GRADES: GROUP A: SPRUCE - PINE -FIR HEM -FIR 1 2 ISTANDARD #2 = STUD 3 1 STUD #3 ISTANDARDI DOUGLAS FIR -LARCH SOUTHERN PINE 3 #3 STUD STUD STANDARD STANDARD GROUP B: HEM -FIR 1 & BTR 1 SOUTHERN PINE DOUGLAS FIR -LARCH 1 #1 2 #2 GABLE TRUSS DETAIL NOTES: LIVE LOAD DEFLECTION CRITERIA IS L/240. PROVIDE UPLIFT CONNECTIONS FOR 75 PLF OVER CONTINUOUS BEARING (5 PSF TC DEAD LOAD). GABLE END SUPPORTS LOAD FROM 4' 0" OUTLOOKERS WITH 2' 0" OVERHANG, OR 12" PLYWOOD OVERHANG. ATTACH EACH "L" BRACE WITH 10d NAILS. (0.128 "x3" min) * FOR (1) "L" BRACE: SPACE NAILS AT 2" O.C. IN 18" END ZONES AND 4" O.C. BETWEEN ZONES. * * FOR (2) "L" BRACES: SPACE NAILS AT 3" O.C. IN 18" END ZONES AND 6" O.C. BETWEEN ZONES. "L" BRACING MUST BE A MINIMUM OF 80% OF WEB MEMBER LENGTH. GABLE VERTICAL PLATE SIZES + REFER TO COMMON TRUSS DESIGN FOR PEAK, SPLICE, AND HEEL PLATES. VERTICAL LENGTH N NO SPLICE GABLE TRUSS 1X4 OR 2X3 GREATER THAN 4' 0 ", BUT 2 DIAGONAL BRACE OPTION: GREATER THAN 11' 6" 2 2.5X4 VERTICAL LENGTH MAY BE DOUBLED WHEN DIAGONAL BRACE IS USED. CONNECT I „ DIAGONAL BRACE FOR 560# BR AT EACH END. MAX WEB ' TOTAL LENGTH IS 14'. 2X4 STUD, #3 OR , BETTER DIAGONAL VER'T'ICAL LENGTH SHOWN BRACE; SINGLE IN 'TABLE ABOVE. OR DOUBLE CUT (AS SHOWN) AT UPPER END. CONNECT DIAGONAL AT MIDPOINT OF VERTICAL WEB. SYMM (� ABOUT, REFER TO CHART ABOVE FOR MAX GABLE VERTICAL LENGTH. BRACING GROUP SPECIES AND GRADES: GROUP A: SPRUCE - PINE -FIR HEM -FIR 1 2 ISTANDARD #2 = STUD 3 1 STUD #3 ISTANDARDI DOUGLAS FIR -LARCH SOUTHERN PINE 3 #3 STUD STUD STANDARD STANDARD GROUP B: HEM -FIR 1 & BTR 1 SOUTHERN PINE DOUGLAS FIR -LARCH 1 #1 2 #2 GABLE TRUSS DETAIL NOTES: LIVE LOAD DEFLECTION CRITERIA IS L/240. PROVIDE UPLIFT CONNECTIONS FOR 75 PLF OVER CONTINUOUS BEARING (5 PSF TC DEAD LOAD). GABLE END SUPPORTS LOAD FROM 4' 0" OUTLOOKERS WITH 2' 0" OVERHANG, OR 12" PLYWOOD OVERHANG. ATTACH EACH "L" BRACE WITH 10d NAILS. (0.128 "x3" min) * FOR (1) "L" BRACE: SPACE NAILS AT 2" O.C. IN 18" END ZONES AND 4" O.C. BETWEEN ZONES. * * FOR (2) "L" BRACES: SPACE NAILS AT 3" O.C. IN 18" END ZONES AND 6" O.C. BETWEEN ZONES. "L" BRACING MUST BE A MINIMUM OF 80% OF WEB MEMBER LENGTH. GABLE VERTICAL PLATE SIZES + REFER TO COMMON TRUSS DESIGN FOR PEAK, SPLICE, AND HEEL PLATES. VERTICAL LENGTH N NO SPLICE LESS THAN 4' 0" 1 1X4 OR 2X3 GREATER THAN 4' 0 ", BUT 2 2X4 GREATER THAN 11' 6" 2 2.5X4 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! lIIIII11 //� REF ASCE7- 05— GAB10030 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow �1,�/�� 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 'Do IST DATE 1/1/09 shall have properly attached structural panels and bottom chord shall have a properly attached rigid �� 0� • • • • • • • r ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI 7b* sections B3 & B7. See this job's general notes page for more information. O U G D RW G A 10 0 3 0 0 5 010 9 1111T 7 wo *•IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. 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 & low bracing of trusses. ITWBCG connector plates are made of 20/18/16GA (W,H /S /K) ASTM A653 grade 37/40/60 &•+ �� �6r7 :\4A);4, TOT. LD. 60 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 f :� for the truss component design shown. The suitability and use of this component for any building is the ,� responsibility of the Building Designer per ANST /TPI 1 Sec. 2. = '. • Earth City, MO 63045 ITW —BCG: www.itwbcg.com: TPI: www.tpinst.com: WTCA: www.sbcindustry.com: ICC: www.icesafe.org op �� �• „ ,� ., +• SPACING 2AL 4.0 w „T„ REINFORCP MEMBER GABLE TRUSS GABLE DETAIL FOR LET —IN VERTICALS GABLE TRUSS PLATE SIZES REFER TO APPROPRIATE ITW GABLE DETAIL FOR MINIMUM PLATE SIZES FOR VERTICAL STUDS. RIGID SHEATHING EERED TRUSS DESIGN FOR PEAK, HEEL PLATES. AL PLATES OVERLAP, USE A [AT COVERS THE TOTAL AREA OF PLATES TO SPAN THE WEB. ;X4 2X4 2X8 PKUVIDE CONNECTIONS FOR UPLIFT SPECIFIED ON THE ENGINEERED TRUSS DESIGN. ATTACH EACH "T” REINFORCING MEMBER WITH END DRIVEN NAILS: 10d COMMON (0.148 "X 3. ",MIN) NAILS AT 4" O.C. PLUS (4) NAILS IN TOP AND BOTTOM CHORD. TOENAILED NAILS: 10d COMMON (0.148 "x3 ",MIN) TOENAILS AT 4" O.C. PLUS (4) TOENAILS IN TOP AND BOTTOM CHORD. THIS DETAIL TO BE USED WITH THE APPROPRIATE ITW GABLE DETAIL FOR ASCE WIND LOAD. ASCE 7 -98 GABLE DETAIL DRAWINGS A13015980109, A12015980109, A11015980109, A10015980109, A13030980109, A12030980109, Alt03O980109, A10030980109 ASCE 7 -02 GABLE DETAIL DRAWINGS A13015020109, A12015020109, A11015020109, A10015020109, A14015020109, A13030020109, A12030020109, A11030020109, A10030020109, A14030020109 ASCE 7 -05 GABLE DETAIL DRAWINGS A13015050109, A12015050109, A11015050109, A10015050109, A14015050109, A13030050109, A12030050109, A11030050109, A10030050109, A14030050109 SEE APPROPRIATE ITW GABLE DETAIL FOR MAXIMUM UNREINFORCED GABLE VERTICAL LENGTH. "T" REINFORCEMENT ATTACHMENT DETAIL "T" REINFORCING "T" REINFORCING MEMBER MEMBER TOENAIL - OR - ENDNAIL X TO CONVERT FROM "L" TO "T" REINFORCING MEMBERS, MULTIPLY "T" INCREASE BY LENGTH (BASED ON APPROPRIATE ITW GABLE DETAIL). MAXIMUM ALLOWABLE "T" REINFORCED GABLE VERTICAL LENGTH IS 14' FROM TOP TO BOTTOM CHORD. IEB LENGTH INCREASE W/ "T" BRACE WIND SPEED AND MRH "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! "T' INCREASE 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 these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural panels and bottom chord shall have a properly attached rigid 2x4 ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3 & B7. See this job's general notes page for more information. 2x6 * *IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. Building Components Group Inc. ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design, any failure to build the truss in conformance with TPI, or fabricating, handling, shipping, installing & 10 bracing of trusses. ITWBCG connector plates are made of 20/18/16GA (W,H /S /K) ASTM A653 grade 37/40/60 (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 Earth City, MO 63045 responsibility of the Building Designer per ANST /TPI 1 Sec. 2. ITW —BCG: www.itwbcg.com; TPI: www,tpinst.com: WTCA: www.sbcindustry.com: ICC: www.iccsafe.org "T" REINFORCEMENT ATTACHMENT DETAIL "T" REINFORCING "T" REINFORCING MEMBER MEMBER TOENAIL - OR - ENDNAIL X TO CONVERT FROM "L" TO "T" REINFORCING MEMBERS, MULTIPLY "T" INCREASE BY LENGTH (BASED ON APPROPRIATE ITW GABLE DETAIL). MAXIMUM ALLOWABLE "T" REINFORCED GABLE VERTICAL LENGTH IS 14' FROM TOP TO BOTTOM CHORD. IEB LENGTH INCREASE W/ "T" BRACE WIND SPEED AND MRH "T" REINF. MBR. SIZE "T' INCREASE 140 MPH 15 FT 2x4 10 2x6 50 140 MPH 30 FT 2x4 10 2x6 50 130 MPH 15 FT 2x4 10 2x6 50 130 MPH 30 FT 2x4 10 2x6 50 120 MPH 15 FT 2x4 10 2x6 50 120 MPH 30 FT 2x4 10 2x6 40 110 MPH 15 FT 2x4 10 2x6 40 110 MPH 30 FT 2x4 10 2x6 50 100 MPH 15 FT 2x4 20 2x6 30 100 MPH 30 FT 2x4 10 2x6 40 90 MPH 15 FT 2x4 20 2x6 20 90 MPH 30 FT 2x4 20 2x6 30 EXAMPLE: ASCE WIND SPEED = 100 MPH MEAN ROOF HEIGHT = 30 FT, Kzt = 1.00 GABLE VERTICAL = 24" O.C. SP #3 "T" REINFORCING MEMBER SIZE = 2X4 "T" BRACE INCREASE (FROM ABOVE) = 10% = 1.10 (1) 2X4 "L" BRACE LENGTH = 6' 7" MAXIMUM "T" REINFORCED GABLE VERTICAL LENGTH 1.10 x 6' 7" = 7' 3" REF LET -IN VERT `���� �ir� DATE 1/1/09 10 1 0@�' UGC •' fi,�= DRWG GBLLETIN0109 • 1 • w '� • 4• .r MOW a: •p No, 265$5 &X ' ZT. LD. 60 PSF "' •� �J AC. ANY WOW gyp•`•• . PACING 24.0" rte_ S(�,� ASCE 7 -05: EXPOSURE C COMMON RESIDENTIAL GABLE END WIND BRACING REQUIREMENTS - STIFFENERS 100 MPH, 30FT. MEAN HGT, ASCE 7 -05, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, CAT II, EXP C, Kzt -- 1.00, WIND TC DL-5.0 PSF, WIND BC DL-5.0 PSF. LATERAL CHORD BRACING REQUIREMENTS TOP: CONTINUOUS ROOF SHEATHING HOT: CONTINUOUS CEILING DIAPHRAGM SEE ENGINEER'S SEALED DESIGN REFERENCING THIS DETAIL FOR '.:UMBER, PLATES, AND OTHER INFORMATION NOT SHOWN ON T1IIS DETAIL. NAILS: 10d COMMON (0.148 "x3 ") OR BOX (0.128 "x3 ",MIN) NAILS OR GUN (0.125 "X 3. ",min) NAILS. 2X4 BLOCKING NAILED TO 450 SHEATHING AND EACH TRUSS H I� 2X4 STUD, #3 H/2 OR BETTER DIAGONAL BRACE ATTACH EACH END FOR 560 #. ?X6 #2 STIFFBACK ATTACHED TO EACH STUD W/ (4) 10 D BOX OR GUN (0.123" X 3 ", MIN.) NAILS. H LESS THAN 4'6" - NO STUD BRACING REQUIRED H GREATER THAN 4'6" TO 7'6" IN LENGTH PROVIDE A 2X6 STIFFBACK AT MID-HEIGHT AND BRACE STIFFBACK TO ROOF DIAPHRAGM EVERY 6'0" (SEE DETAIL BELOW OR REFER TO DRAWING A1003005). H GREATER THAN 7'6" TO 12'0" MAX: PROVIDE A 2X6 STIFFBACK AT MID-HEIGHT AND BRACE TO ROOF DIAPHRAGM EVERY 4'0" (SEE DETAIL BELOW OR REFER TO DRWG A1003005). * OPTIONAL 2X L- REINFORCEMENT ATTACHED TO STIFFBACK WITH 10D BOX OR GUN (0.128" X 3 ", MIN.) NAILS ® 6" O.C. rr►rf� "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! %%III /'� ,�f TC LL PSF REF GE WHALER Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow ,`� f\ R�n f BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing ` Q �JJ 4TI L PSF DATE 1/1/09 these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord �` • • • • 4 9 • shall have properly attached structural panels and bottom chord shall have a properly attached rigid • O u • 10 ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCS[ 1 O �e L PSF DRWG GABRST050109 sections B3 & B7. See this job's general notes page for more information. 1 • *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. C " L PSF ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design, �Q Building Components Group Inc. any failure to build the truss in conformance with TPI, or fabricating, handling, shipping, installing & ••• 2fi585 f OT LD. PSF bracing of trusses. ITWBCG connector plates are made of 20/18/16GA (W,H /S /K) ASTM A653 grade 37/40/60 .�.. r (K /W /H,S) gaiv. steel. Apply plates to each face of truss, positioned as shown above and on Joint Details. f • A seal on this drawing or cover page indicates acceptance and professional engineering responsibility solely f ` 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 AN5T /TPI 1 Sec. 2. •. y ITW —BCG: www.itwbcg.com; TPI: www.tpinst.com; WTCA: www.sbcindustry.com; IM www.iccsafe.org 00' 0� �*****Go** +w SPACING 24" Earth City, 63045 i s f */. _ N A 4 -at � w CLB WEB BRACE SU THIS DETAIL IS TO BE USED WHEN CONTINUOUS LATERAL BRACING (CLB) IS SPECIFIED ON A TRUSS DESIGN BUT AN ALTERNATIVE WEB BRACING METHOD IS DESIRED. N0TF S : THIS DETAIL IS ONLY APPLICABLE FOR CHANGING THE SPECIFIED CLB SIIOWN ON SINGLE PLY SEALED DESIGNS TO T- BRACING OR SCAB BRACING. ALTERNATIVE BRACING SPECIFIED IN CHART BELOW MAY BE CONSERVATIVE. FOR MINIMUM ALTERNATIVE BRACING, RE -RUN DESIGN WITH APPROPRIATE BRACING. WEB MEMBER SPECIFIED CLB ALTERNATIVE BRACING SIZE BRACING T OR L -BRACE SCAB BRACE 2X3 OR 2X4 1 ROW 2X4 1 -2X4 2X3 OR 2X4 2 ROWS 2X6 2 -2X4 2X6 1 ROW 2X4 1 -2X6 2X6 2 ROWS 2X6 2- 2X4( *) 2X8 1 ROW 2X6 1 -2X8 2X8 2 ROWS 2X6 2- 2X6( *) 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. T— BRACING 0R L— BRACING: APPLY TO EITHER SIDE OF WE: ATTACH WITH 10d BOX OR GUr (0.128 "x 3. ",MIN) NAILS. AT 6" O.C. BRACE IS A MINIMUM 80% OF WEB MEMBER LENGTH SCAB BRACING: APPLY SCAB(S) TO WIDE FACE OF WEB. NO MORE THAN (1) SCAB PER FACE. ATTACH WITH 10d BOX OR GUN (0.128 "x 3. ",MIN) NAILS. AT 6" 0. C. BRACE IS A MINIMUM 80% OF WEB MEMBER LENGTH SCAB n A T -BRACE L -BRACE "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! ♦ �fC LL PSF REF CLB S U B ST . Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow �,(vl ttt/ 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 �� O� "� • • 0 0 9 • ��jD L, PSF DATE 1/1/09 shall have properly attached structural panels and bottom chord shall have a properly attached rigid `� ! •� u G C • ?4" 00 ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI )/M%w 2��J�* i�, PSF DRWG BRCLBSUB0109 sections B3 & B7. See this job's general notes page for more information. • w "IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. I � LE PSF ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design, r1 Building Con f)onents Group Inc. any failure to build the truss in conformance with TPI, or fabricating, handling, shipping, installing & • ��� ti�•Jy f bracing of trusses. ITWBCG connector plates are made of 20/18/16CA (W,H /S /K) ASTM A653 grade 37/40/60 T. 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 00 'Q ;� AC. responsibility of the Building Designer per ANSI /TPI 1 Sec. 2. ... • ITW —BCC: www.itwbcg.com; TPI: www.tpinst.com; WTCA: www.sbcindustry.com: ICC: www.iccsafe.org ,� 4� Earth City, MO 63045 r � • ♦ • ,. ••ii.`` �ss•• ING fIr_ {7�4 .•l� BEARING BLOCK NAIL SPACING DETAIL M:iNIMUM SPACING FOR SINGLE BEARING BLOCK IS SHOWN. DOUBLE NAIL SPACINGS AND STAGGER NAILING FOR TWO BLOCKS. GREATER SPACING MAY BE REQUIRED TO AVOID SPLITTING. A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS OF NAILS (6 NAIL DIAMETERS) I3 - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS) C - END DISTANCE (15 NAIL DIAMETERS) II' NAIL HOLES ARE PREBORED, SOME SPACING MAY BE REDUCED BY THE AMOUNTS GIVEN BELOW: * SPACING MAY BE REDUCED BY 50% --SPACING MAY BE REDUCED BY 33% BEARING BLOCK TO BE SAME SIZE AND SPECIES AS BOTTOM CHORD. BLOCKS MAY BE ANY GRADE WITHIN THE SPECIES, PROVIDED THE COMPRESSION PERPENDICULAR TO GRAIN VALUE (Fc -perp) IS AT LEAST THAT OF THE CHORD. C ** NAIL LINE MAXIMUM NUMBER OF NAIL LINES PARALLEL TO GRAIN 1 1 1 1 1 1 1 1 I A T T B* B /2* A A A-1-A-1-A-1 C ** A DIRECTION 1 OF LOAD AND NAIL ROWS LENGTH OF BLOCK SPECIFIED ON SEALED DESIGN (12" MINIMUM - 24" MAXIMUM) ­KWARNING )K* TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 21B NORTH LEE STR., SUITE 312 ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. E= xmIMPORTANT*x FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ITW BCG, INC., SHALL ALPINE NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI, ITW, BCG CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W,K /H,SS) GALV, STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS /TVVBUILDING COMPONENTS GROUP, INC. DESIGN, POSITION PER DRAWINGS 160A -Z, ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3, A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL POMPANO BEACH, FLORIDA ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1 SEC. 2. MINIMUM NAIL SPACING DISTANCES CHORD SIZE NAIL TYPE 2X4 2X6 2X8 2X10 2X12 8d BOX (0.113 "X 2.5 ",MIN) 3 6 9 12 15 10d BOX (0.128 "X 3. ",MIN) 3 5 7 10 12 12d BOX (0.128 "X 3.25 ",MIN) 3 5 7 10 12 16d BOX (0.135 "X 3.5 ",MIN) 3 5 7 10 12 20d BOX (0.148"X 4. ",MIN) 2 4 5 6 8 8d COMMON (0.131 "X 2.5 ",MIN) 3 5 7 10 12 10d COMMON (0.148 "X 3. ",MIN) 2 4 6 8 10 12d COMMON (0.148 "X 3.25 ",MIN) 2 4 6 8 10 16d COMMON 0.162 "X 3.5 ",MIN 2 4 6 8 10 GUN (0.120 "X 2.5 ",MIN) 3 6 8 11 14 GUN (0.131"X 2.5 ",MIN) 3 5 7 10 12 GUN (0.120 "X 3. ",MIN) 3 6 8 11 14 GUN (0.131"X 3. ",MIN) 3 5 7 10 12 1 1 1 1 1 1 1 1 I A T T B* B /2* A A A-1-A-1-A-1 C ** A DIRECTION 1 OF LOAD AND NAIL ROWS LENGTH OF BLOCK SPECIFIED ON SEALED DESIGN (12" MINIMUM - 24" MAXIMUM) ­KWARNING )K* TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 21B NORTH LEE STR., SUITE 312 ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LN, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. E= xmIMPORTANT*x FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ITW BCG, INC., SHALL ALPINE NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI, ITW, BCG CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W,K /H,SS) GALV, STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS /TVVBUILDING COMPONENTS GROUP, INC. DESIGN, POSITION PER DRAWINGS 160A -Z, ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3, A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL POMPANO BEACH, FLORIDA ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1 SEC. 2. MINIMUM NAIL SPACING DISTANCES THIS DRAWING REPLACES DRAWING B139 AND CNBRGBLK0699 DISTANCES REF BEARING BLOCK NAIL TYPE A B* 1�p,�fl REGI ky�.- • • C ** 8d BOX (0.113 "X 2.5 ",MIN) 3/4 1 3/8" 1 3/4" 10d BOX (0.128 "X 3. ",MIN) 7 8" 1 5/8)) 2" 12d BOX (0.128 "X 3.25 ",MIN) 7 8" 1 5/8)) 2" 16d BOX (0.135 "X 3.5 ",MIN) 7 8" 1 5/8" 2 1 8" 20d BOX (0.148 "X 4. ",MIN) 1" 1 7/8" 2 1/4') 8d COMMON (0.131"X 2.5 ",MIN) 7/8" 1 5Z8" 2" 10d COMMON (0.148 X 3. ",MIN) i" 1 7/8" 2 1/4" 12d COMMON (0.148 "X 3.25 ",MIN ) i" 1 7/8" 2 1/4" 16d COMMON 0.162 "X 3.5 ",MIN 1' 2" 2 1/2" GUN (0.120 "X 2.5 ",MIN) 3 4" 1 1/2" 1 7Z8" GUN (0.131"X 2.5 ",MIN) 7 8" 1 5/81) 2" GUN (0.120 "X 3. ",MIN) 3/4 1 1/2 " 1 7/8" GUN (0.131"X 3. ",MIN) 7 8" 1 5/8)) 2" THIS DRAWING REPLACES DRAWING B139 AND CNBRGBLK0699 REF BEARING BLOCK DATE 2/23/07 1�p,�fl REGI ky�.- • • 0 DRWG CNBRGBLK0207 • fo 1, 10 1 �� �'� ro.26585 �y ,. - ENG SJP /KAR *Aft o '%a �frz s�ONAL i% 0 l'011,6111110 GABLE STUD REINFORCEMENT DETAIL ASCE 7 -05: 100 MPH WIND SPEED, 15' MEAN HEIGHT, ENCLOSED, I — 1.00, EXPOSURE C, Kzt = 1.00 �I�++ �-+ 2X4 BRACE GABLE VERTICAL SPACING SPECIES GRADE NO BRACES (1) 1X4 "L" BRACE * (1) 2X4 "L" BRACE * (2) 2X4 "L" BRACE ** (1) 2X6 "L" BRACE (2) 2X6 "L" BRACE ** GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B #1 / #2 4' 2" 7' 3" 7' 5" 8' 7" 8' 9" 10' 2" 10' 6" 13' 5" 13' 10" 14' 0" 14' 0" S 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" • HF STUD 4 1 6 9 6 9 8 7 8 7 10 2 10 2 13 5 13 5 14 0 14 0 W STANDARD 4' 1" 5' 9" 5' 9" 7' 8" 7' 8" 10' 2" 10' 2" 11' it" 11' 11 14' 0" 14' 0" #1 4' 7" 7' 3" 7' 9" 8' 7" 9' 3" 10` 2" 11' 0" 13' 5" 14' 0" 14' 0" 14' 0" SP #2 4' 6" 7' 3" 7' 9" 8' 7" 9' 3" 10' 2" 11' 0" 13' 5" 14' 0" 14' 0" 14' 0" #3 4' 3" 6' 11" 6' 11 8' 7" 9' 0" 10' 2" 10' 9" 13' 5" 14' 0" 14' 0" 14' 0" DFL STUD 4' 3" 6' 10" 6' 10" 8' 7" 9' 0" 10' 2" 10' 9" 13' 5" 14' 0" 14' 0" 14' 0" STANDARD 4' 2" 5' 11 " 5' 11 " 7' 10" 7' 10" 10' 2" 10' 6" 12' 2" 12' 2" 14' 0" 14' 0" #1 / #2 4 10 8 3 8 6 9' 9 10 1 11 8 12 0 14 0 14 0 14' 0" 14' 0" L� SPF #3 4' 8" 8' 3" 8' 3" 9' 9" 9' 9" 11' 8" 11' 8" 14' 0" 14' 0" 14' 0" 14' 0" HF STUD 4, 8„ 8, 3„ 8, 3„ 9, 9,> 9 9 11' 8 11 8' 14 0 „ 14 0 „ 14' 0 , 14 0; W STANDARD 4' 8" 7' 1" 7' 1" 9' 4" 9' 4' 11' 8 11 8" 14' 0 14 0 14' 0" 14 0 #1 5' 3" 8' 3" 8' 11 9' 9" 10' 7" 11' 8" 12' 7" 14' 0" 14' 0" 14' 0" 14' 0" SP #2 5' 2" 8' 3" 8' 11 9' 9" 10' 7" 11' 8" 12' 7" 14' 0" 14' 0" 14' 0" 14' 0" W #3 4 11 8 3 8 6 9 9 „ 10 „ 4 , „ 11 8 12 4 „ 14 0 14 0 14 „ 0 14 , 0 „ D F L STUD 4' 11 8 3 8 5 9' 9' 10 4 11' 8 12 4 14 0 14 0' 14 0 14 0 STANDARD 4' 10” 7' 3" 7' 3" 9' 7" 9' 7" 11' 8" 12' 0" 14' 0" 14' 0" 14' 0" 14' 0" SPF #1 / #2 #3 5' 3" 5' 2" 9' 1" 9' 1" 9' 4" 9' 1" 10' 9" 10' 9" 11' 1" 10' 9" 12' 10" 12' 10" 13' 3" 12' 10" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" H F STUD 5' 2" 9' 1" 9' 1" 10' 9" 10' 9" 12' 10" 12' 10" 14' 0" 14' 0" 14' 0" 14' 0" C� STANDARD 5' 2" 8' 2" 8' 2" 10' 9" 10' 9" 12' 10" 12' 10" 14' 0" 14' 0" 14' 0" 14' 0" #1 5' 9" 9' 1" 9' 10" 10' 9" 11' 7" 12' 10" 13' 10" 14' 0" 14' 0" 14' 0" 14' 0" SP #2 5' 8" 9' 1" 9' 10" 10' 9" 11' 7" 12' 10" 13' 10" 14' 0" 14' 0" 14' 0" 14' 0" #3 5' 5" 9' 1" 9' 7" 10' 9" 11' 4" 12' 10" 13' 6" 14' 0" 14' 0" 14' 0" 14' 0" t--� DFL_ STUD 5' 5" 9' 1" 9' 7" 10' 9" 11' 4" 12' 10" 13' 6" 14' 0" 14' 0" 14' 0" 14' 0" STANDARD 5' 3" 8' 5" 8' 5" 10' 9" 11' 1" 12' 10" 13' 3" 14' 0" 14' 0" 14' 0" 14' 0" DIAGONAL BRACE OPTION: VERTICAL LENGTH MAY BE DOUBLED WHEN DIAGONAL BRACE IS IJSED. CONNECT DIAGONAL BRACE FOR 480# AT EACH END. MAX WEB TOTAL LENGTH IS 14'. VERTICAL LENGTH SHOWN IN TABLE ABOVE. CONNECT DIAGONAL AT MIDPOINT OF VERTICAL WEB. GABLE TRUSS „ , 0 ' BR 2X4 STUD, #3 OR BETTER DIAGONAL BRACE; SINGLE OR DOUBLE CUT (AS SHOWN) AT UPPER END. SYMM ABOUT, BRACING GROUP SPECIES AND GRADES: GROUP A: SPRUCE - PINE -FIR HEM -FIR 1 2 JSTANDARD #2 STUD 3 STUD 3 STANDARD DOUGLAS FIR -LARCH SOUTHERN PINE 3 #3 STUD STUD STANDARD STANDARD GROUP B: HEM -FIR 1 & BTR 1 SOUTHERN PINE DOUGLAS FIR -LARCH 1 #1 2 #2 GABLE TRUSS DETAIL NOTES: LIVE LOAD DEFLECTION CRITERIA IS L/240. PROVIDE UPLIFT CONNECTIONS FOR 60 PLF OVER CONTINUOUS BEARING (5 PSF TC DEAD LOAD). GABLE END SUPPORTS LOAD FROM 4' 0" OUTLOOKERS WITH 2' 0" OVERHANG, OR 12" PLYWOOD OVERHANG. ATTACH EACH "L" BRACE WITH 10d NAILS. (0.128 "x3" min) * FOR (1) "L" BRACE: SPACE NAILS AT 2" O.C. IN 18" END ZONES AND 4" O.C. BETWEEN ZONES. * * FOR (2) "L" BRACES: SPACE NAILS AT 3" O.C. IN 18" END ZONES AND 6" O.C. BETWEEN ZONES. "L" BRACING MUST BE A MINIMUM OF 80% OF WEB MEMBER LENGTH. GABLE VERTICAL PLATE SIZES + REFER TO COMMON TRUSS DESIGN FOR PEAK, SPLICE, AND HEEL PLATES. REFER TO CHART ABOVE FOR MAX GABLE VERTICAL LENGT **WARNING** READ AND FOLLOW ALL NOTES ON THIS SHEET! ` R 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 �� Q • • • • these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord ��► • • • �� shall have properly attached structural panels and bottom chord shall have a properly attached rigid �` 0 • �.� • �fy 0 ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI � • • V � • �,. sections B3 & B7. See this job's general notes page for more information. IT � �• ..w "IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. • w ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design, � y�`�' ��aC O Building Components Group Inc. any failure to build the truss in conformance with TPI, or fabricating, handling, shipping, installing & .n. 10 N 585 Q• � bracing of trusses. ITWBCG connector plates are made of 20/18/16GA (W,H /S /K) ASTM A653 grade 37/40/60 f • (K /W /H,S) galy. steel. Apply plates to each face of truss, positioned as shown above and on Joint Details. • PDT. LD . 60 P S F A seal on this drawing or cover page indicates acceptance and professional engineering responsibility solely ., 0� for the truss component design shown. The suitability and use of this component for any building is the ,r /� • ♦ !` responsibility of the Building Designer per ANSI /TPI 1 Sec. 2. low �/� ♦•�s ��� ITW —BCG: www.itwbcg.com; TPI: www.tpinst.com; WTCA: www.abcindustry . com; [CC: www.iccsafe.orgs� a i SPACING 24.0" Earth City, MO 63045 ot VERTICAL LENGTH NO SPLICE LESS THAN 4' 0" 1X4 OR 2X3 GREATER THAN 4' 0 ", BUT LESS THAN 11' 6" 2X4 GREATER THAN 1l' 6" 2.5X4 REF ASCE7- 05— GAB10015 DATE 1/1/09 DRWG A10015050109