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IV.a. One Hour Single Layer Floor° /Ceiling — 100 % Design Load —1 Hour Rating — ASTM E 119/NFPA 251 RECEIVED 2 4 i.:i;., 09 2011 �� - -- WIJ -1.1 CITY OFTIGARD Test Date: 2/9/90 II! DING DIVISION Test Number: WHI -651- 11. Witness By: Warnock Hersey International, Inc. a• d, Official Report Number: WHI -651- 0311.1 Endurance Rating: t Hour, ASTM E 119/NFPA 251 6 3 5 1. Floor Topping (optional, not shown): Gypsum concrete, lightweight or normal concrete topping. 2. Floor Sheathing: Minimum 23/32" thick tongue- and - groove wood sheathing (Exposure 1). installed per code requirements with minimum 8d common nails and glued to joist top flanges with AFG -01 construction adhesive. 3. Insulation: Minimum 1 -1/2" thick mineral fiber insulation batts — 2.5 pcf (nominal), supported by furring channels. 4. Structural Members: Wood I joists spaced a maximum of 24" on center. Minimum I-joist flange depth: 1 -1/2" Minimum I joist flange area: 5.25' Minimum Hoist web thickness: 3/8" Minimum I -joist depth: 9 -1/4" 5. Furring Channels: Minimum 0.026 "thick galvanized steel hat - shaped furring channels, attached perpendicular to Hoists using 1 -5/8" long drywall screws. Furring channels spaced 16" on center and doubled at each wallboard end joint extending to the next joist. 6. Gypsum Wallboard: Minimum 5/8" thick Type C gypsum wallboard installed with long dimension perpendicular to furring channels and fastened to each channel with minimum 1 -1/8" long Type S drywall screws. Fasteners spaced 12" on center in the field of the wallboard, 8" on center at wallboard end joints, and 3/4" from panel edges and ends. End joints of wallboard staggered. 7. Finish System (not shown): Face layer joints covered with tape and coated with joint compound. Screw heads covered with joint compound. Fire Test conducted at Gold Bond Building Products Research Center STC and IIC Sound Ratings for Listed Assembly Without Gypsum Concrete With Gypsum Concrete Cushioned Vinyl Ca et & Pad Cushioned Vinyl Ca et & Pad STC IIC STC IIC STC IIC STC IIC 59 a This assembly may also be used in a fire -rated roof /ceiling application, but only when constructed exactly as described. b STC and IIC values estimated by David L. Adams Associates, Inc. M6C1 OFFICE COPY / 4 e &&k 7 Lv1 Courtesy, American Forest & Paper Association, Washington, D.C. • ;l WALLS AND INTERIOR PARTITIONS, WOOD - FRAMED • SYSTEM DESCRIPTION SKETCH AND DESIGN DATA 4 i v GA FILE NO WP 3514 I ': 1 HOUR 35 to 39 STC GYPSUM WALLBOARD, WOOD STUDS :- - FIRE' ' SOUND . . One layer 5 /e' type X gypsum wallboard or veneer base applied parallel with or at right angles to each side of 2 x 4 wood studs spaced 16' o.c. with 1 Type W drywall X \ /' screws 12' o.c. Stagger Joints each side. (LOAD - BEARING) A Thickness: 4 • Approx. Weight: 7 psf Fire Test: SWRI01 -4511- 619,8 -19 -92 Sound Test: See WP 3520 • GA FILE NO. WP 3520 I PROPRIETARY * I 1 1 HOUR I 35 to 39 STC GYPSUM WALLBOARD, WOOD STUDS FIRE SOUND One layer 5 /e' type X plain or predecorated gypsum wallboard applied parallel to each • side of 2 x 4 wood studs 24' o.c. with 6d coated nails 1 long, 0.0915' shank, 1 /4" v ry heads, 7' o.c. at joints and 3 /e' beads of adhesive on intermediate studs. Wallboard ' nailed to top and bottom plates at 7' o.c. Stagger joints 24' o.c. each side. (LOAD - BEARING) Thickness: 4 Approx. Weight 7 psf Fire Test: FM WP 90, 8 -21 -67 Sound Test: GBHNG- 246FT,7 -2 -65 GA FILE NO. WP 3605 1 1 HOUR I 30 to 34 STC ji GYPSUM WALLBOARD, WOOD STUDS FIRE SOUND One layer 5/8' type X plain or predecorated gypsum wallboard, water resistant backer :: ..::... • board or veneer base applied parallel with or at right angles to each side of 2 x 4 wood V \ studs 16' o.c. with 6d coated nails, 1 long, 0.0915' shank, V4' heads, 7' o.c. Joints of square edge, bevel edge or predecorated wallboard may be left exposed. Stagger joints each side. (LOAD - BEARING) ■ 11>t< 1 Thickness: 4 Approx. Weight 7 psf Fire Test: UL R1319 -4, 6, 6 -17 -52 UL R2717- 39,1 -20-66 ULR3501- 52,3 -15 -66 Design U305 ULC Design W301 Sound Test: OR 64 -8, 2-4 -64 — i GA FILE NO. WP 3615 I PROPRIETARY * I 1 HOUR 30 to 34 STC I GLASS MAT GYPSUM BOARD, WOOD STUDS FIRE SOUND i One layer 5 /8' proprietary type X glass mat water resistant gypsum backing board applied parallel or at right angles to 2 x 4 wood studs 16" o.c. with 1 long, 1/4' 4. � 11 diameter cupped head, phosphate coated nails 8' o.c. along all framing members. �/M'J f l Joints staggered each side and covered with 10 x 10 mesh glass tape and tile adhesive. M. •� . • • : - • • . • • - •. • (LOAD - BEARING) PROPRIETARY GYPSUM BOARD Georgia - Pacific - 5 /e' Dens - Shield® Flrestop® Thickness: 4 { Approx. Weight: 7 psf i Fire Test: WHI -495- 0853, 5 -14-87 WHI -495 -0854, 5 -15-87 ( t , i).) 3 Sound Test: See WP 3605 j 52 'Contact the manufacturer for more detailed Information on proprietary products i S ENGI NE R'I NG, I NG. 1410 NH ICY, 05n, PORTLAND, OR q 12oq 1 (503) 226 -4"145 FAX (503) 230 -8816 PHONE J NOTES: Lod - THIS WALL REQUIRES A GONG IN t' 1" WO SLAB -ON -GRADE AT THE BASE �` l � -C % �� PG = 2,500 PSI ® 28 DAYS BACKFILL WALL FY =GRADE 60 � PRIOR TO FRAMING �� FLOOR / -E V - 1I DE 7 20 1 i dry 11 B • UILD/ GD V/Si . 2" GLR VI `SI � �c Ss V r #4 12" O.G. —Q —• R N _ 6 "V "BARSX 0, 4 '1(0 2 4" GONG SLABON- OA R AP 30" GRADE PER PLAN SHE EXPIRES: 6/30/ 4" DIA. FTG DRAIN • . "T" BARS "L" BARS W/ /.1 IS" HOOKS CORNERS \ 1) 3(l — OCl94.. . 1 —� -- -- � _ ° City of Tigard 1 Fn �iIIilI- 111HI_Illtll_IIII1 IIIII_IIUII_mill 111111_IIIIII_ 111111_111111 = 111111 = 11111. ` • roved Plans - r By A * " ' Date 1 4 6 1 I I / A / B / 154 C f-E RETAINING 1NALL SCHEDULE H (FT) A B G D "V" BARS ' 'T" BARS "L" BARS REVISION 5' -0" 8" 1 8" 12" #4 @ 12" #4 © 24" 4 - #4 6' -0" 8" 1' -2" 1' -2" 12" #4 ( 12" #4 © 24" 4 - #4 . OFFICE COPY 7' -0" 8" 1' -8" 1' -4" 12" #4 © 10" #4 © 24" 4 - #4 8' -O" 8" 2' -2" 1' -4" 12" #4 © q" #4 © 12" • 5 - #4 q' -0" 8" 2' -8" 1' -4" 12" #5 © 12" #4 © 12" 6 - #4 • 10 -0" 10" 3' -2" 1' -10" 12" #5 @ 12" #4 ©12" 6 - #4 11' -0" 10" 3' -8" 1' -10" 14" #5 ® q" • #4 © q" 6 - #4 12' -0" 12" 4' -2" 2' -0" 14" #5 @ 8" #5 © q" 6 - #4 T'A'P R- TAI \I .AALL RW4B - SCALE: NOT TO SCALE c' f RW 2 Sherman Engineering, Inc. I2 -6 -1 I 14 I 0 NW Kearney #5 17 Portland, Oregon 97209 (503) 230 -5876 (503)• 226 -4745 fax LOT BRENTWOOD EST. EQUIV SOIL EQUIV SURCH VERT WFIITEHOUSE COLLECTION ACTIVE WT PASS LOAD FILE: RW4S.XL5 35 125 150 0 150 .\ QRaces Wall Specs WALL FTG �5 _vG l N F. `s� / , 4 WALL PASS THICK TOE HEEL THICK FTG EFFECT TOT ' HT HT A' B' C' D' WIDTH WIDTH WT II% 5.00 1.00 0.67 1.00 0.67 1 .00 2.34 2.18 1 547 i PI E N 6.00 1.00 0.67 1 . 1 7 I . 1 7 I .00 3.01 3.00 2228 ✓L �V 10, 199 P * 7.00 1.00 • 0.67 1.67 1.33 1 .00 3.67 3.90 2777 OA, S��p. 8.00 1.20 0.67 2.17 1.33 .00 4.17 4.37 3231 9.00 I.20 0.67 2.67 1.33 I.00 4.67. 4.74 3652 PIRES:61301 1 0.00 1.20 0.83 3.00 1.83 I .00 5.66 6.74 4982 1 1 .00 I .00 0.83 3.50 1.83 1.17 6.16 7.01 5554 ' 12.00 1.00 1.00 4.00 2.00 1.17 7.00 8.54 6679 Sliding tt Overturning. WALL SOIL MOM MOM F.5. Effect SOIL SOIL HT LAT RESIST O.T.- O.T. Length Pressure P /A +M/S 5.00 330 2184 1060 2.06 2.18 1420 1413 6.00 558 4026 1801 2.24 3.00 1487 1487 7.00 820 6393 2787 2.29 3.90 1425 1420 8.00 1 055 8692 3986 2.18 4.37 1479 1475 9.00 1387 11332 5567 2.04 4.74 1542 1542 10.00 1755 18696 7498 2.49 6.74 1477 1423 11.00 2239 23242. 10259 2.27 7.01 1584 1554 12.00 2682 32075 I 3070 2.45 8.54 1565 1489 Design Reinf (Vertical) Wall Ht. MOM Mu d As a Mcap Steel (Ft) STEM K ft (in) (in) K ft Reinf 5.00 729 I .24 4.02 0.20 0.47 I 3.41 USE #4 @ 12° o.c. 6.00 1260 2.14 4.02 0.20 0.47 I 3.4 I USE #4 @ 12" o.c. 7.00 2001 3.40 4.02 0.20 0.471 3.41 USE #4 @ 12" o.c. 8.00 2987 5.08 6.00 0.26 0.61 2 6.67 USE #4 @ 9" o.c. 9.00 4253 7.23 6.04 0.3 I 0.729 7.92 USE #5 @ 12" o.c. 1 0.00 5833 9.92 7.96 0.31 0.729 1 0.60 USE #5 @ 12" o.c. I 1.00 7764 13.20 7.96 0.41 0.965 1 3.80 USE #5 @ 9" o.c. 1 2.00 1 0050 17.14 10.00 0.4 I 0.965 1 7.56 USE #5 @ 9" o.c. FTG Mu . Mcap . 5.00 0.71 9.00 0.10 0.235 4.00 USE #4 @ 24" o.c. 6.00 1.02 9.00. 0.10 0.235 4.00 USE #4 @ 24° o.c. 7.00 1.95 9.00 0.10 . 0.235 4.00 USE #4 @ 24" o.c. • 8.00 3.45 9.00 0.20 0.47 I 7.89 USE #4 @ 12" o.c. 9.00 5.50 9.00 0.20 0.471 7.89 USE #4 @ 12" o.c. 1 0.00 6.65 9.00 0.20 0.471 7.89 U5E #4 @ 12° o.c. I I .00 9.70 I 1 .04 0.27 0.635 13.03 _ U5E #4 @ 9° o.c. 12.00 1 2.52 1 1 .04 0.27 0.635 13.03 USE #5 @ 9" o.c. . l 1 4� no+ v.m x „s -- �r --mo— RECE { / / /�G. '.. I IP h NOV 0 9 2011 �/ \ ‘ 3 p -44 -4” m .44 CITY OFTIGARD 7:*.o .. / . .. / . � BUILDING DIVISION J2 ". ' .. , \ . 4, I t i ‘ '74ir 3 4 . 1 * • - , \ , . 4■ 0 ,40 0.•'': 1 /\,,, , 717:*"....m..... j • I_ - -- tom: - ca. , J y ia iii "; N o I : � `. 4:2[11 i OFFICE COPY • ro It ' t I \ l eo�- r fr i - _ J. e o m F \ m D = \ r F W i 1, I a� IlM Z • ELI 1 ,4 : on ? m — _ .:AII 3s I _, 1 1 "A I � �g �i�j Ib. �I i �® \ p. , ,:. mi 1 r \ AI\ \ 4 . > 4 ' At I ' - V 1 1 r . 0 ', 7 I % 1 rit .7 / . / / w 1 .11* . , '. .1.1\/. ,:.;A V -4 \ 4 ,/,4)? . Y 1 1 ' %\iK .\ 4, / Customer: Fill in later 0 D -• o Owner: WARNER RESIDENCE m ao Plan: Not Found • � va7 m aeoina,a/+.. z o r.. z Salesman: Dean Haworth TRUS• Y m mmt Project: RICK WHITE - WARNER T„golden ▪ e O wCw.a,M�MJ11 4 ITW Building Components Group, Inc. 8351 Rovana Circle Sacramento, CA 95828 (916) 387 -0116 Page 1 of2 Document ID:IUG9561- Z1518103512 Truss Fabricator: Trus -Way, Inc Job Identification: 113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR Model Code: IRC Truss Criteria: I RC2008/TP I -2007 (STD) Engineering Software: Alpine proprietary truss analysis software. Version 10.03. Truss Design Loads: Roof - 42 PSF ® 1.15 Duration Floor - N/A Wind - 110 MPH (ASCE 7- 05- Closed) Notes: 1. Deternination as to the suitability of these truss conponents for the Garold W. Heal structure is the responsibility of the building designer /engineer of Oregon 19575 PE 2. record. as on defined neand fie drawing nunber is preceded by: CAUSR561 Details: A1101505-6BLLETIN- A1103005- Subnitted by 6WH 10:32:04 10 -18 -2011 Reviewer: TSB ' $$ Ref Description Drawing! Date if Ref Description Drawing! Date 8 Ref Description Drawing! Date 1 61800 - -T1 11291007 10/18/11 39 61838 - -T38 11291044 10/18/11 - 77 61877 - -T79 11291080 10/18/11 2 61801 - -T01 11291008 10/18/11 40 61839 - -T39 11291045 10/18/11 78 61878 - -T80 11291081 10/18/11 3 61802 - -T02 11291009 10/18/11 41 61840 - -T40 11291046 10/18/11 79 61879 - -T81 11291082 10/18/11 4 61803 - -T03 11291010 10/18/11 42 61841 - -T41 11291047 10/18/11 80 61880 - -T82 11291154 10/18/11 5 61804 -404 11291011 10/18/11 43 61842 - -T42 11291048 10/18/11 81 61881 - -T83 11291155 10/18/11 6 61805 - -T05 11291012 10/18/11 44 61843 - -T44 11291049 10/18/11 82 61882 - -T84 11291156 10/18/11 7 61806 - -T06 11291013 10/18/11 45 61844 - -T45 11291050 10/18/11 ' 83 61883 - -T85 11291157 10/18/11 8 61807 - 4 11291014 10/18/11 46 61845 - -T47 11291051 10/18/11 84 61884 - -T86 11291158 10/18/11 9 61808 - -T08 11291015 10/18/11 47 61847 - -T49 11291052 10/18/11 85 61885 - -T87 11291159 10/18/11 10 61809 - -T09 11291016 10/18/11 48 61848 - -750 11291053 10/18/11 86 61886 - -T88 11291160 10/18/11 11 61810 - -T10 11291017 10/18/11 49 61849 - -T51 11291054 10/18/11 87 61887 - -T89 11291083 10/18/11 12 61811 - -T11 11291018 10/18/11 50 61850 - -T52 11291055 10/18/11 88 61888 - -T90 11291084 10/18/11 13 61812 - -T12 11291019 10/18/11 51 61851 - -T53 11291056 10/18/11 89 61889 - -T91 11291085 10/18/11 14 61813 - -T13 11291020 10/18/11 52 61852 - -T54 11291057 10/18/11 90 61890 - -T92 11291086 10/18/11 15 61814 - -T14 11291021 10/18/11 53 61853 - -T55 11291058 10/18/11 91 61891 - -T93 11291087 10/18/11 16 61815 - -T15 11291022 10/18/11 54 61854 - -T56 11291059 10/18/11 82 61892 - -T94 11291088 10/18/11 17 61816 - -T16 11291152 10/18/11 55 61855 - -T57 11291060 10/18/11 93 61893 - -T95 11291089 10/18/11 18 61817 - -717 11291023 10/18/11 56 61856 - -758 11291061 10/18/11 94 61894 - -T96 11291090 10/18/11 19 61818 - -T17A 11291024 10/18/11 57 61857 - -T59 11291062 10/18/11 95 61895 - -T97 11291091 10/18/11 20 61819 - -T18 11291025 10/18/11 58 61858 - -T60 11291063 10/18/11 96 61896 - -T98 11291092 10/18/11 21 61820 - -T20 11291026 10/18/11 59 61859 - -T61 11291064 10/18/11 97 61897 - -T99 11291093 10/18/11 22 61821 - -T21 11291027 10/18/11 60 61860 - -T62 11291065 10/18/11 98 61898 - -T100 11291094 10/18/11 23 61822 - -T22 11291028 10/18/11 61 61861 - -T63 11291163 10/18/11 99 61899 - -T101 11291095 10/18/11 24 61823 - -T23 11291029 10/18/11 62 61862 - -T64 11291153 10/18/11 100 61900 - -T102 11291096 10/18/11 25 61824 - -T24 11291030 10/18/11 63 61863 - -T65 11291066 10/18/11 101 61901 - -T103 11291097 10/18/11 26 61825 - -T25 11291031 10/18/11 64 61864 - -T66 11291067 10/18/11 102 61902 - -T104 11291161 10/18/11 27 61826 - -T26 11291032 10/18/11 65 61865 - -T67 11291068 10/18/11 103 61903- -T105 11291162 10/18/11 28 61827 - -T27 11291033 10/18/11 66 61866 - -T68 11291069 10/18/11 104 61904- -T106 11291098 10/18/11 29 61828 - -T28 11291034 10/18/11 67 61867 - -T69 11291070 10/18/11 105 61905- -CHJ12 11291099 10/18/11 30 61829 - -T29 11291035 10/18/11 68 61868 - -T70 11291071 10/18/11 106 61906- -CHJ26 11291100 10/18/11 31 61830 - -T30 11291036 10/18/11 69 61869 - -771 11291072 10/18/11 107 61907 -- CAP -94 11291101 10/18/11 32 61831 - -T31 11291037 10/18/11 70 61870 - -T72 11291073 10/18/11 108 61908 -- CAP -95 11291102 10/18/11 33 61832 - -T32 11291038 10/18/11 71 61871 - -T73 11291074 10/18/11 109 61909 -- CAP -96 11291103 10/18/11 34 61833 - -T33 11291039 10/18/11 72 61872 - -T74 11291075 10/18/11 110 61910 -- CAP -97 11291104 10/18/11 35 61834 - -T34 11291040 10/18/11 73 61873 - -T75 11291076 10/18/11 111 61911- -CAP -A 11291105 10/18/11 36 61835 - -T35 11291041 10/18/11 74 61874 - -T76 11291077 10/18/11 112 61912- -CAP -C 11291106 10/18/11 37 61836 - -T36 11291042 10/18/11 75 61875 - -T77 11291078 10/18/11 113 61913 - -J02 11291107 10/18/11 38 61837 - -T37 11291043 10/18/11 76 61876 - -T78 11291079 10/18/11 114 61914 - -J04 11291108 10/18/11 ITW Building Components Group, Inc. 8351 Rovana Circle Sacramento, CA 95828 (916) 387-0116 Page 2 of 2 Document ID:1UG9561- Z1518103512 Truss Fabricator: Trus -Way, Inc Job Identification: 113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR Model Code: I RC Truss Criteria: I RC2008/TP I -2007 (STD) Engineering Software: Alpine proprietary truss analysis software. Version 10.03. Truss Design Loads: Roof - 42 PSF ® 1.15 Duration Floor - N/A Wind - 110 MPH (ASCE 7 -05- Closed) • Notes: 1. Deternination as to the suitability of these truss components for the Garold W. Heal structure is the responsibility of the building designer /engineer of Oregon 19575 PE 2. MS ssnodviaon defined nee ° drawi�, the drawing nunber is preceded by: CAUSR561 Details: A1101505- GBLLETIN - A1103005- Submitted by GWH 10:32:04 10 -18 -2011 Reviewer: TSB $$ B Ref Description Drawing/ Date A Ref Description Drawing/ Date 115 61815 - -J06 11201109 10/18/11 153 61953 - -L111 11291147 10/18/11 116 61916 - -J08 11291110 10/18/11 154 61965 - -SJ02 11291148 10/18/11 117 61917 - -JOB 11291111 10/18/11 155 61966 - -5104 11291149 10/18/11 118 61918 - -J10 11291112 10/18/11 156 61967 - -5104 11291150 10/18/11 119 61919 - -J12 11291113 10/18/11 157 61968 - -SJ06 11291151 10/18/11 120 61920 - -J14 11291114 10/18/11 121 61921 - -J16 11291115 10/18/11 122 61922 - -JA02 11291116 10/18/11 123 61923 - -JA04 11291117 10/18/11 124 61924 - -JA06 11291118 10/18/11 125 61925 - -JA08 11291119 10/18/11 126 61926 - -JA10 11291120 10/18/11 127 61927 - -JAl2 11291121 10/18/11 128 61928 - -JA14 11291122 10/18/11 129 61929 - -JA16 11291123 10/18/11 130 61930 - -JA18 11291124 10/18/11 131 61931 - -JB02 11291125 10/18/11 132 61932 - -JB04 11291126 10/18/11 133 61933 - -JBO6 11291127 10/18/11 134 61934 - -JB08 11291128 10/18/11 135 61935 - -JD01 11291129 10/18/11 136 61936-- JD01 -2 11291130 10/18/11 137 61937 - -JD10 11291131 10/18/11 138 61938 - -JD12 11291132 10/18/11 139 61939 - -JG01 11291133 10/18/11 140 61940 - -JG03 11291134 10/18/11 141 61941 - -JH5 11291135 10/18/11 142 61942 - -JI07 11291136 10/18/11 143 61943 - -JI09 11291137 10/18/11 144 61944 - -JK2 11291140 10/18/11 145 61945 - -JK4 11291141 10/18/11 146 61946 - -JKS2 11291139 10/18/11 147 61947 - -JKS4 11291138 10/18/11 148 61948 - -JL02 11291142 10/18/11 149 61949 - -JL04 11291143 10/18/11 150 61950 - -JLO6 11291144 10/18/11 151 61951 - -JL07 11291145 10/18/11 152 61952 - -JS13 11291146 10/18/11 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM. OR - T1) Top chord 2x4 DF -L #1 &Bet.(g) :T2 1.5 "x5.625" DF -L SS(g): 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B. wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. :Rt Bearing Leg 2x4 DF -L Standard(g): Member design based on both MWFRS and C &C, wind reactions based on Connectors in green lumber (g) designed using NDS /TPI reduction factors. MWFRS. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. Extend sloping top chord of truss and jacks to hip rafter. Support extensions every 4.00 ft to flat TC. Spacing of supports originates #1 hip supports 6 -3 -14 jacks with no webs. Corner sets are from #1 hip. Attach 2x4 lateral bracing to flat TC W 24" OC with 2 -16d conventionally framed. Box or Gun nails(0.135 "x3.5 ",min.) and diagonally brace per DWG. BRCALHIP0109. Support hip rafter with cripples at 5 -7 -14 OC. Building designer is responsible for conventional framing. 8X10 In lieu of structural panels use purlins to brace all flat TC a 24" OC. 6X6= AO � 1 T . 1-9-12 2 '! 412 -7 -2 IIIL 2X4 5 -7 -15 10 F 0 -4 -12 •/ • _ T 9 -1 -4 , 2X4 III 3X4= 2X4(Al) 1 -o -z I I ll"� 6 -3 -14 i_ 3 -3 -4 � I ` 5 -11 -1 -r 3 -6 -6 1 I— 6 -3 -14 ,I, 3 -3 -4 ,J 1< 9 -10 -10 Over 2 Supports R =788 U =77 W= 5.368" RL= 140/ -72 R =987 U =96 W =3.5" Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP Wave FT /RT =8 %(0%)/4(1) 10.03.04.0•L.... OR/ - /1 /- / - /R /- Scale = .34 " /Ft. 3901 NE 69hSt., •" E WARNING �ILDINGDRE°�EXTREME " " ' 0 �"T10X�1. P1 � ` R ' 1°. SHIPPING. T Ex I iI BRACING. g 4��` INL�l� TC LL 25.0 PSF REF R561 -- 61800 ENTERPRISE LANE. MADISON. T' Wi " 6319) FOR SAF " P R ACTICES PRID PE�RFO■1I UNLESS 0\ ‘40 `` �A 0 1- TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP CHORD SHALL IuHE PROPERLY ATTACHED STRIICNML ENAMELS AND DOTT01 CHORD STALL HAVE IMF 19575P r A NNO .Y F ATTACKED RIGID CEILING. / BC DL 10.0 PSF DRW CAUSR561 11291007 ••l PORfBRT'•FNpISN A COPY OF TNIS DESIGN TO THE IBSTALLATIOI CONTRACTOR. ITN BUILDING CO PONENTS ALPINE GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION 01 FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG TSB /GWH sow IN CONFORMANCE WITH TPI; FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. • , . DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF INS (NATIONL DESIGN SPEC. BY AFIPA) AND TPI. ALPINE TOT . LD . 42.0 PSF SEQN- 1 57670 CONNECTOR PLATES ARE MADE OF 20/111/16GA (W.H /SS/A) ASIA ABS3 GRADE 40/110 (W. N/H.SS) BLLV. STEEL. APPLY ^/� ,Ie._ � PLATES TO EACH FACE OF TRUSS AND. DRESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1600 -2. �F -'K ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX AS OF TPI1 - 2002 SEES. A SEAL ON THIS n ITW Building Components Group, Inc. 'I INDICATES ACCEPTANCE OF ENGINEERING RESPDNIBI S EL�R T TRUSS ' COO6OENT 4' OLDWN DUR.FAC. 1.15 FROM KTC OF THE DESIGN SHOWN. THE -I Sacramento, CA 95828 BUILDING DESIGNER PER NaI/TPI 1 SEC. 2. RARBWMID/BD/2013 SPACING 24.0" JREF- 1UG9561_Z15 • THIS IWO PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - TON) Top chord 2x8 DF -L SS 1.5 "x5.625 DF- L2SS(g): SS(g): 2 COMPLETE TRUSSES REQUIRED ' Webs 2x4 DF -L Standard(g) :W3. W11 2x4 DF -L #18Bet.(g): Neil Schedule:0.131 "x3" nails Top Chord: 1 Row a 8.00" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bot Chord: 1 Row 012.00" o.c. Webs : 1 Row a 4" o.c. Use equal spacing between rows and stagger nails Deflection meets L/240 live and 1/180 total load. Creep Increase factor In each row to avoid splitting. for dead load is 2.00. 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located WARNING: Furnish a copy of this DWG to the Installation contractor. anywhere In roof, CAT II. EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Wind reactions based on MWFRS pressures. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce=1.00, CAT II 8 Pf =19.25 psf. Calculated horizontal deflection is 0.49" due to live load and 0.71" due to dead load. Building designer is responsible for conventional framing. Calculated vertical deflection is 0.61" due to live load and 1.49" due SPECIAL LOADS to total load at X = 18 - - (LUMBER DUR.FAC. =1.15 / PLATE DUR.FAC,=1.15) TC - From 68 PLF at -1.00 to 68 PLF at 7.91 Calculated vertical deflection is 0.61" due to live load and 0.88" due TC - From 67 PLF at 7.91 to 102 PLF at 9.91 to dead load at X a 18 -8 -0. TC - From 102 PLF at 9.91 to 102 PLF at 27.42 TC - From 102 PLF at 27.42 to 68 PLF at 29.42 Extend sloping top chord of truss and jacks to hip rafter. Support TC - From 68 PLF at 29.42 to 68 PLF at 38.33 extensions every 2.00 ft to flat TC. Spacing of supports originates from BC - From 22 PLF at 0.00 to 22 PLF at 7.91 01 hip. Attach 2x4 lateral bracing to flat TC a 0" OC with 2 -16d Box or BC - From 107 PLF at 7.91 to 107 PLF at 29.42 Gun nails(0.135 "x3.5 ",min.) and diagonally brace per DWG. BRCALHIP0109. BC - From 22 PLF at 29.42 to 22 PLF at 37.33 Support hip rafter with cripples at 2 -9 -15 OC. TC - 1211 LB Conc. Load at 7.91, 29.42 SS0919 4' 4X6=" 4X6 = SS0919 • - T2 8X8= T3 ► 3X4 T 3X4 1 / I� 04.466... X 41• - ���., 10 i O' 62 3X H0714= B `� -1 10 6 -11 -12 / 12X1 % 124111 2 \ 0 -4 -10 2X4111 5.7 0 -4 -10 I -' 5.75 2 X 4111 Q T 9 -0 -0 T �' r 4X10(A1) 4X10(A1) 1 -0 -0 1 -0 -0 4 -3 -5 3 -3 -1 5 -8 -6 5 -5 -4 5 -5 -4 5 -6 -13 3 -2 -15 4 -5 -1 4 -3 -5 3 -7 -15 5 -3 -8 5 -5 -4 5 -5 -4 5 -3 -8 3 -6 -3 4 -5 -1 7 -10 -15 4c 21 -9 -2 7 -7 -15 7 -11 -4 21 -5 -8 7 -11 -4 37 -4 -0 Over 2 Supports R =4198 U =410 W =5.5" R =4198 U =410 W =5.5" PLT TYP. 20 Gauge HS,18 Gauge HS, Design Crit: IRC2009 /TPI- 2007(STD) Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0 P r OR/ - /1 /- / - /R /- Scale =.1875 " /Ft. Trus - Inc 360- 750.1470 "NAMING" TRUSSES REQUIRE DORM CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING NO BRACING. 4:0' c6' TC LL 25.0 PSF 3901 NE 6 8 t h St., Vancouver WA REFER ( iE i. E SET SU 51 2. ALE u�V N2z233144)I ( NO I BOON T T RU SSSI C O CIL RI P OF TE A n F RICA E. : � aGINgF� spy REF R561-- 61801 ENTERPRISE LANE. MAOISM. VI 63718) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS � 19575 PE > r TC DL 7.0 PSF DATE 10/18/11 OTIERRISE INDICATED TOP CHORD D SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS A BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID LT lLli. BC DL 10.0 PSF DRW CAUSR561 11291008 "IRPORTART "FIAOIISN A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS GOP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD TEE TRUSS I. 1 / BC LL 0.0 PSF CA-ENG TSB /GWH ALPINE IN CONFORMANCE •ITN TPI: OR FABRICATING. HANDLING. SNIPPING. INSTALLING L SPACING OF TRUSSES. A A ' DESIGN CONFORMS ■IMN APPLICABLE PROVISIONS CF NOS (NATIONAL DESIGN SPEC. BY AEU%) AND TAI. ALPINE ' - CORRECTOR PLATES ARE MADE OF 20/ 1B G /1B (N.H /SS/K) ASTM ABS3 GRADE A0 /80 (N. K/H,SS) GALV. STEEL. APPLY TOT . LD . 42.0 PSF SEAN- 156800 ID PLATES TO EACH FACE OF TRUSS A. UNLESS OTHER ON LOCATED THIS DESIGN. POSITION PER DRAWINGS 160A -i. V Buil Gtl1N � 1 � Nri P 11�0�G1E5 vr DPROFESSIONAL A3 OF SEC.3. A lNE 1RR s •Oto W• N. DUR . FAC . 1 . 1 5 FROM KTC ON THIS 11 1V s e nto, CA Components 95828 Inc. .slGl swan. TIE SUITABILITY Alm aE of THIS cGPGNEMr FOR Aw HUILDING Is TINE RE SPO S IBILITY of T E Sacramento, CA 95828 BUILDING DESIINER PER NISI/TPI 1 SEC. 2. RBnewuB/SOn013 SPACING 24.0" JREF- 1 UG9561_Z15 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 - Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T02) Top chord 2x4 DF - #1 &Bet.(( )) :T2, 73 1.5 "x5.625" DF - SS(g): 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(9) anywhere in roof, CAT 11. EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Webs 2x4 DF - Standard(g) :W3, W11 2x4 DF -L 4188et.(g): . :Lt Wedge 2x6g DF -L SS(g)::Rt Wedge 2x6g DF -L SS(g): Wind reactions based on MWFRS pressures. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Calculated horizontal deflection Is 0.47" due to live load and 0.70" due to dead load. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Calculated vertical deflection Is 0.45" due to live load and 1.12" due to total load at X = 18 -8 -0. Deflection meets L/240 live and L /180 total load. Creep Increase factor - for dead load Is 2.00. Calculated vertical deflection is 0.45" due to live load and 0.67" due to dead load at X = 18 - - WARNING: Furnish a copy of this DWG to the Installation contractor. Special care must be taken during handling, shipping and installation of Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, trusses. See "WARNING" note below. Ce =1.00, CAT II 8 Pf =19.25 psf. Use this design for common hip trusses 0 24.0" OC. Extend sloping TC of Building designer is responsible for conventional framing. truss and jacks to hip rafter. Support extensions every 2.00 ft to flat TC. Spacing of supports originates from 41 hip. Attach 2x4 lateral bracing to flat TC 0 0" OC with 2 -16d Box or Gun nails(0.135 "x3.5 ",min.) and diagonally brace per DWG. BRCALHIP0109. Support hip rafter with cripples at 2 -9 -15 OC. 5X8 3X4= 8X8= 3X4= 5X8 T2 T3 — I► _ 'U _ .:14. 3X4 � ma,. � G. - .►a,, 3X4= H0514= 3X4= 10 8 -7 -12 10 r 1 6X1 6X10 = 4 0 -4 -10 ' 2X4 III 0 -4 -10 1 J 5 7 5 ` 5.75 2X4III , I o -o 00 0 0 t' 5X8(F1) 5X8(F1) 1 -0 -0 5 -3 -5 4 -7 - 3 3 T 5 -5 -4 5 -5 -4 .1_13.1... 3� 3 - 3 4-6-3 5 -5 -1 9-10-15 9 -7 -15 9 -11 -4 17 -5 -8 9 -11 -4 37 -4 -0 Over 2 Supports R =1765 U =172 W =5.5" R =1694 U =165 W =5.5" Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. 20 Gauge HS,Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0• OR/ - /1 /- / - /R /- Scale = ,1875 " /Ft. Tlus -Way, Inc 360.750.1470 "�' G EIE SUPPING. TRUSSES REQUIRE EXTR CARE IN FARRICATIC.. HANDLING. IPPING. INSTALLING NO BRACING. %41 01 ` INFORMATION), TC LL 25.0 PSF REF R561-- 61802 3901 NE 68th St., Vancouver WA REFER TO RCSI (BUILDING CNEONENT SAFETY INFATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 216 NORTH LEE STREET. SUITE 312. ALEXANDRIA. VA. 22314) NO RCA (e00o TRUSS CNWICIL OF AMERICA. 6300 �y G IN F , . O ENTERPRISE LANE. RADISON, WI 63716) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. =LESS CO Z TC DL 7.0 PSF DATE 10/18/11 OTE)mISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED NE AID ED STRUCTURAL PALS BOTTOM CHORD SHALL HAVE 195 " PROPERLY £TT" 91010 CEILING. BC DL 10.0 PSF DRW CAUSR561 11291009 •' 1MPORTRRT••Fwmisl A COPT OF THIS DESIGN TO THE INSTALLATION CDnRACTOR. ITU BUILDING COON ENTS , / ALPINE GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS RESIGN: ANY FAILURE TO BUILD THE TRUSS : v 1 BC LL 0.0 PSF CA -ENG TSB/GWH IN CONFOAWDE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. • • DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPA) AND TPI. ALPINE 4 REGON CONNECTOR PLATES ARE MADE OF 20 /16/16GA a.NYSSnu ASTN NHS] GRADE 40/60 (R. 6/11.55) OALV. STEEL. APPLY TOT . LD . 42.0 PSF SEQN- 156804 ND UNLESS PLATES TO EACH FACE OF TRUSS A. UESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A -2. - '�1G 20, y • ANT INSPECTION OF PLATES FOLLOWED BT (I) SHALL RE PER ANNEX AS OF TP11 -2002 SEC.]. A SEAL ON THIS 11W Building Components Group, Inc. DRA VING INDICATES AC SUITABILITY ANCE aF AOFESSIONAL of TH ENCIHEERIxc IS RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT B OLO IN. N� DUR. FAC. 1.15 FROM KTC • Sacramento, CA 95828 DESIGN LIDNI. THE LAD USE CaP01E li FOR A1Y ROILOING IS THE RESPONSIBILITY OF TTE BUILDING DESIGNER PER AISI/TPI 1 SEC. 2. Renewal 6/30/2013 SPACING 24.0" JREF- 1 UG956 1 _Z1 5 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T03) Top chord 2x4 DF -L A18Bet.(g) :T2, 73 1.5 "x5.625" DF -L SS(g): 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05. CLOSED bldg, Located Bot chord 2x4 DF - 018Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Webs 2x4 DF -L Standard(g) :Lt Wedge 2x6g DF -L SS(g)::Rt Wedge 2x6g DF -L SS(g): Member design based on both MWFRS and CBC, wind reactions based on Connectors in green lumber (g) designed using NDS/TPI reduction factors. MWFRS. Calculated horizontal deflection Is 0.47" due to live load and 0.73" due Bottom chord checked for 10.00 psf non - concurrent bottom chord live load to dead load. applied per IRC - 09 section 301.5. Calculated vertical deflection Is 0.42" due to live load and 1.07" due Deflection meets L/240 live and L /180 total load. Creep increase factor to total load at X = 18 - - for dead load Is 2.00. Calculated vertical deflection is 0.42" due to live load and 0.65" due WARNING: Furnish a copy of this DWG to the Installation contractor. to dead load at X = 18 - - Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. Use this design for common hip trusses 0 24.0" OC. Extend sloping TC of truss and jacks to hip rafter. Support extensions every 2.00 ft to flat Building designer is responsible for conventional framing. TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC 0 24" OC with 2 - 16d Box or Gun nails(0.135 "x3.5 ",min.) and diagonally brace per DWG. BRCALHIP0109. Support hip rafter with cripples at 2 -9 -15 OC. 5X8 8X8 = 5X8 0� T 3X4 �i 3X4 o� v r 10 -3 -12 5X8= 6X10= 6X10= � 10 1 5.75 2X4 III 2X4 III 0-4-10 0-4-10 .0. —I 5.75 `` 0 - 4 -10 �� T 9 -1 -4 / 5X8(F1) 5X8(F1) 1 -0 -o 5 -11 -10 5 -6 -10 7 -1 -12 7 -0 -2 5 -8 -4 5 -11 -10 5 -11 -10 6 -1 -2 6 -7 -4 6 -7 -4 6 -1 -2 5 -11 -10 11 - 10 - 15 13 -9 -3 11 -7 -14 12 -0 -12 13 -2 -8 12 -0 -12 37 -4 -0 Over 2 Supports R =1770 U =173 W =5.5" R =1698 U =166 RL= 259/ -271 Design Grit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.06. - OR/ - /1 /- / - /R /- Scale =.1875 " /Ft. Tnis-Way Inc 360. ...EARN REQUIRE m 750 -1470 .RNING•• TRUSSES REQUIRE ExE IN: IE CA IN FABRICATION. HANDLING. SHIPPING. INSTALLING Alm BRACING. {�`� . -OAF TC LL 25.0 PSF REF R561 -- 61803 3901 NE 68th St., Vancouver WA REFER TB BC51 (BUILD 116 CORONEHR SAFET INFOWATI OM). PUBLI SHAD BY TPI ETmiss PLATE INSTIME. 211 ./ EARN R ST R E ET . ADISE . 2I ILL STTER) F V 22314) PRACTICES I OR00 TR C NG T IE OF FUNCTIONS. L ES0 G IN 9 .1. ENTERPRISE LANE. MADISON. M, H ALL FOR SAFETY I ATTA E PRIOR TO PERFORMING THESE OM C L UNLESS HAVE ` 195 7' • I A PROPERLY TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE .T ATTACKED MAID AILIi. BC DL 10.0 PSF DRW CAUSR561 11291010 •• IPORTART•• FOOISN A COPY OFF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS .1 /p GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS - ALPINE ND RA iC:t 18 1 BC LL 0.0 PSF CA -LNG TSB /GWH IN CONFORMANCE WITH TAI: OR FABRICATING, HALING, SNIPPING, INSTALLING A BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF IDS (NATIONAL DESIGN SPEC. BY AFAPA) Alm TPI. ALPINE OREGON P CONNECTOR PLATES ARE MADE OF 20 /18 /IRGA (I.H /5S/N) ASTN AIM GRADE 40 /G0 (M. N/H,5S) GALV. STEEL. APPLY ,/ TOT . LD . 42.0 PSF SEAN- 156878 FACE OF TRUSS NO INSPECTI�O1 OF PLA FFOLLOWED a!�) BE PER Amax AT THIS P TPII1 -2001 SEC.S.W PER R A SSEAL ON THIS "'K 20,19# V 11W BuildmgComponenta Group, Inc. °1AMIHG INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT R OLD W.N DUR. FAC. 1.15 • FROM KTC Sacramento, CA 95828 DESI RION.. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE • BUILDING DESIGNER PER ANSI/TAI I SEC. 2. Renewal 6/30/2013 SPACING 24.0" JREF- 1 UG9561 _Z 1 5 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T04) Top chord 2x4 DF -L #1 &Bet.(g) :T2, 73 1.5 "x5.625" DF -L SS(g): 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L 01 &Bet. (g) anywhere in roof, CAT II, EXP B. wind TC DL =4.2 psf, wind BC DL =6.0 psf. Webs 2x4 DF -L Standard(g) :Lt Wedge 2x6g DF -L SS(g)::Rt Wedge 2x6g DF -L SS(g): Member design based on both MWFRS and C &C, wind reactions based on Connectors in green lumber (g) designed using NDS/TPI reduction factors. MWFRS. Calculated horizontal deflection is 0.48" due to live load and 0.75" due Bottom chord checked for 10.00 psf non - concurrent bottom chord Ilve load to dead load. applied per IRC -09 section 301.5. Calculated vertical deflection is 0.41" due to live load and 1.04" due Deflection meets L/240 live and L/180 total load. Creep increase factor to total load at X = 18 -8 -0. for dead load Is 2.00. Calculated vertical deflection Is 0.41" due to live load and 0.63" due WARNING: Furnish a copy of this DWG to the Installation contractor. to dead load at X = 18 -8 -0. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. Use this design for common hip trusses a 24.0" OC. Extend sloping TC of truss and jacks to hip rafter. Support extensions every 2.00 ft to flat Building designer is responsible for conventional framing. TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC w 24" OC with 2 -16d Box or Gun nails(0.135 "x3.5 ",min.) and diagonally brace per DWG. BRCALHIP0109. , Support hip rafter with cripples at 2 -9 -15 OC. 5X8 8X8= 5X8 3X4 �'��II��t'� 3X4 10 r- � 10 ' _. ` 2X4 11 - 11 - 12 2X4 5X6= 6X8 = 6X8= ' 5.75 a 0.00 10.1,. 3X4 3X4 0 -10 ' J 5.75 ` 0- 4-10 1 :.4 9 - - 5X8 (F1) •- T T 5X8(F1) 1 - 0 - 0 5-0-0 7-6-0 I �' 6 -6 12 3-6-5 I, I_ 5-1-11 474 4- 5-0-1 'i' 3 -76-6- 6-6-12 5-0-0 5-0-0 7-6-0 13 -10 -15 9 -9 -2 13 -7 -15 14 -0 -12 9 -2 -8 14 -0 -12 < 37 -4 -0 Over 2 Supports > R =1775 U =173 W =5.5" R =1703 U =166 RL= 300/ -313 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0. '. OR/ - /1 /- / - /R /- Scale = .1875 " /Ft. rn,s Wa8yy Inc 360-750-1470 '" o � TRUSSES QUIRE FABRICATION. , sue BY SHIPPING. CI OF INSTALLING ,5 , BRACING. .co ' F S S TC LL 25.0 PSF REF R561 -- 61804 REFER 3901 NE 68(11$2, Vancouver WA IMR 9 tEE S TRE ET . SUITE ]1 ALEXAmR VA . 22514) NW RTCA (110 TR CaM A 6 10 0 GINF � . a 0 ENTERPRISE LANE. MADISON. RI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORVING THESE FUNCTIONS. UNLESS F . Z TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP C11010) SHALL HAVE PROPERLY ATTAOED STRUCTURAL PANELS NW BOTTW OmRD SHALL HAVE A PRDPE .T ATTA® RIGID CEILING. 1957 r ••IUPORTI{RT• •FwwISH A COPT OF LL THIS DESIGN TO THE INSTALLATION COMPACTOR. 111 BCOMMENTS 1L01NG COMMENTS BC DL 10.0 PSF DRW CAUSR561 11291011 • GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM AN THIS DESIGN: Y FAILURE TO BUILD TIE TRUSS • / . / . J BC LL 0.0 PSF CA-ENG TSB /GWH ALPINE IN CONFORMANCE RIM TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. 1 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF LOS (NATIONAL DESIGN SPEC. BY AF&PA) NW TPI. ALPINE 0 ' EGON - f CONNECTOR PLATES NE MADE OF 20 /111/19GA (1.11/58/X) ASTN 8953 GRADE 40/90 (R. X/H.SS) CALV. STEEL. APPLY TOT . LD . 42.0 PSF SEQN- 156871 PLATES TO EACH FACE OF TRUSS AIM. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS ISOA -2. Q,1 - "t 20,1(. V ANY INSPECTION OF PLATES FOLLOWED BY (I) SH BE PER AMEX Al OF TPI1 -2002 SEC.3. A SEAL ON THIS ITW Building Components Group, Inc. 9IW;uTES ACCEPT/UM SUITABILITY � E ENGI RIINNG RESP NIBI LYFORR THE 1055 CCNPOENT ROLpw. DUR. FAC. 1.15 FROM KTC GN Sacramento, CA 95828 BUILDING DESIGNER PER AMI/TPI I SEC. 2. Renewal 6/30/2023 SPACING 24.0" JREF- 1UG9561_Z75 THIS oe PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 - Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - TO5) Top chord 2x4 DF -L #1&Bet.(g) :T3 1.5 "x5.625" DF -L SS(g): 110 mph wind, 16.12 ft mean hgt. ASCE 7 - 05. CLOSED bldg, Located Bot chord 2x4 DF -L e1 &Bet. (g) :B1, B5 1.5 "x5.625" DF -L SS(g): anywhere in roof, CAT II, EXP B, wind TC OL =4.2 psf, wind BC DL =6.0 psf. Webs 2x4 DF -L Standard(g) • Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Calculated hor Izontal deflect l on Is 0.47" due to Ilve load and 0.73" due Bottom chord checked for 10.00 psf non - concurrent bottom chord live load to dead load. app led per I - section 301.5. Calculated vertical deflection Is 0.40" due to live load and 1.02" due Deflection meets 1/240 live and 1 /180 total load. Creep Increase factor to total load at X = 18 -8 -0. for dead load Is 2.00. Calculated vertical deflection is 0.40" due to Ilve load and 0.62" due WARNING: Furnish a copy of this DWG to the Installation contractor. to dead load at X = 18 - - Special care must be taken dur Ong handling, sh Ipp Ong and instal lat Ion of trusses. See "WARNING" note below. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT II A Pf =19.25 psf. Use this design for common hip trusses a 24.0" OC. Extend sloping TC of truss and jacks to hip rafter. Support extensions every 4.00 ft to flat Building designer is responsible for conventional framing. TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC • 24" OC with 2 -16d Box or Gun nails(0.135 "x3.5 ",min.) and diagonally brace per DWG. BRCALHIP0109. 5X8 % 3X8= 5X8t Support hip rafter with cripples at 5 - - OC. - r $X6� 5X6 10 r 10 13 -7 -12 2X4111 2X4= 6X8= 6X8=.- 2X4= 5.75 �; - R 5.75 ', _.. 0 -4 -10 7X6 (SRS) 7X6(SRS) BS 0 -4 -10 61 � ` T I +9 -1 -4 4X8(A1) % 4X8(A1) 5 -4 -14 5 -1 -8 4 -11 -14 3 -1 -12 3 -0 -2 5 - - 5 -1 -8 5 -4 -14 7 -8 -13 7 -11 -13 2 -7 -4 2 -7 -4 7 -10 -8 8 -2 -4 15 -10 -15 5 -9 -3 15 -7 -14 16 -0 -12 5 -2 -8 16 -0 -12 37 -4 -0 Over 2 Supports R =1765 U =185 W =5.5" RL= 333/ -333 R =1763 U =185 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0.. OR/ - /1 /- / - /R /- Scale = .1875 " /Ft. Trus -Way Inc 364750.1470 "�lNo" TM" A CAME REWIRE EXTREME IN FABRICATION. HANDLING. SNIPPING. INSTALLING AND ®UCING. 4:6 S �� S � TC LL 25.0 PSF REF R561 -- 61805 3901 NE 68th St., Vancouver WA REFER To SCSI (BUILDING Ca1PQNT SAFETY INFOaunON). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 2,B IN G MmRIN LE ST SMITE au. A IA. VA . 22353) AND Wru (W Oeo TRUSS CCIUO AIPa B SOIO E O ENTERPRISE LANE. MADISON. ■I 63739) FOR SAFETY PRACTICES PRIOR 70 PERFORMING THESE FuNCTION5. =LESS O 4 ' TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED SIROCT11RAl PANELS AND BOTTOM CHORD SHALL HAVE 4 / 19575' r • wuE .T ATTACKED 1111112 CEILING. BC DL 10.0 PSF DRW CAUSR561 11291012 j r •• IIPORTANT A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. In BUILDING COMPONENTS / mi.' ALPINE I N N C • l INC. Cull NOT BE SIC FOR A LEYUn FROM ON PROM THIS DESIGN: ANY FAILURE I To BUILD THE TRUSS 1 IfM� Ir BC LL 0.0 PSF CA -ENG TSB /GWH CO INC. H ■ITN TPI: 1* RR F RESPONSIBLE FO. AN mOING. SHIPPING. INSTALLING A N BRACING OF TRUSSES. 0 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPA) AND 1PI. ALPINE TOT.LD. 42.0 PSF SEAN- 156927 CONNECTOR W pECTOR PLATES ARE WADE OF 2O/,BRGA (W.H /SS/ ASTIR ABSS GRADE Ao /HO (W. N/H.SS) CALV. STEEL. APPLY PLATES TO E RE AO, FA OF TRUSS Alm. muss OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A -2. Ne DRA .ir i PL'I AOxF 'E . S Pr F A °WED PROFESSIONAL ENGINEERI W AT OF THE TRUSS L fSiPOIExT q4141 DUR.FAC. 1.15 FROM KTC 111V Building , Group, Inc. c oES1ON 910 W1 r E SUITABILIrr BY Alm LASE of THIS OasalErr FWI Ally BUILDING IS THE RESPONSIBILITY OF THE Sacramento, CA A 85828 95828 BUILDING DESIGNER PER ANSI/TPI , SEC 2 Renewal 6/30/201.5 SPACING 24.0" JREF- 1UG9561_Z15 • THIS DOG PREPARED FROM COMPUTER INPUT (LOADS d DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T06) Top chord 2x4 DF -L 01 &Bet.(g) :T3 1,5 "x5.625" DF -L SS(g): ( ") 2 plate(s) require special positioning. Refer to scaled plate plot Bot chord 2x4 DF -L 01 &Bet.(c) :B1, B5 1.5 "x5.625" DF -L SS(g): details for special positioning requirements. Webs 2x4 DF -L Standard(g) 110 mph wind, 16.95 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Connectors In green lumber (g) designed using NDS/TPI reduction factors. anywhere in roof, CAT 11. EXP B. wind TC DL =4.2 psf, wind BC DL =6.0 psf. Calculated horizontal deflection Is 0.51" due to live load and 0.74" due Member design based'on both MWFRS and C &C, wind reactions based on to dead load. MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord Ilve load Calculated vertical deflection Is 0.43" due to live load and 1.06" due applied per IRC -09 section 301.5. to total load at X = 18 -8 -0. • Deflection meets L/240 live and L/180 total load. Creep increase factor Calculated vertical deflection Is 0.43" due to live load and 0.63" due for dead load Is 2.00. to dead load at X = 18 -8 -0. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct=1.10, WARNING: Furnish a copy of this DWG to the installation contractor. Ce =1.00, CAT II & Pf =19.25 psf. Special care must be taken during handling, shipping and installation of 3X8 = trusses. See "WARNING" note below. 10 r 3X5 (ss) �� In lieu of structural panels use purl ins to brace all flat TC a 24" OC. T 3X5(' 5X8 5 i / ` 5X8 - �y 5X6 15 -3 -12 %G� _ � 4' - 2X4= 6X8 2X4 m 6X8 2X4- ..�6 J 5.75 5.75 '_ 65 0 - - 10 7X6(SRS) % 7X6(SRS) 0 -4 -10 1 ,1 B1 O. `a 9 -1 -4 T 4X8(A1) % 4X8(A1)� 5 - - 5 - - 4 - - - 1 - 1 3 - 0 - 2 5 - 1 - 8 5 - 1 - 8 5 - 4 - 14 7 -8 -13 7 -11 -13 -7- -7- 7 - 10 - 4' 7 -10 -3 15 -10 -6 2 -0 -9 3 -9 -3 15 -7 -14 16 -0 -12 5 -2 -8 16 -0 -12 37 -4 -0 Over 2 Supports R =1776 U =107 W =5.5" R =1772 U =107 RL= 379/ -379 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP Wave FT/RT = 896(096)/4(1) 10.03.04.1- -` OR/ - /1 /- / - /R /- Scale = .1667 " /Ft. 3901 E 68(1 St., 3 couverWA . REFER T i � RUSSES REQUIRE EXTREME CARE IM ! w;i2 � �u ' ITT, IN ( W00 ® � SHIPPING. P COUNIC ew � � OGI . -' o BCSI SADISM LL 25.0 PSF REF R561 -- 61806 ENTERPRISE LANE. SADIS ■I 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THEY 0 FUNCTIONS. UNLESS y OTHERWISE INDICATED TOP CHORD SMALL HAVE PROPERLY ATTAINED STRUCTURAL PANELS AND BOTTOM onNm SMALL HAVE , 19575 • 7 TC DL 7.0 PSF DATE 10/18/11 N PROPERLY ATTW RIGID OVUM. BC DL 10.0 PSF DRW CAUSR561 11291013 ••I IIPORTAIIT. • FOOISM A ICY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COIPOIE1ITS NG ',, ( BC LL 0.0 PSF CA -ENG TSB /GWH mow ALPINE GROUP. INC. SHALL NOT BE RESPONSIBLE FOR NIT DEVIATI FROG N THIS OESIGN: NIT FAILURE TO BUILD THE TRUSS IN CONFOMAIICE WITH TPI: OR FABRICATING. HANDLING. SNIPPING, INSTALLING BRACING OF TRUSSES. 4 - - L , DESIGN CONFORMS WITH APPLICABLE PROVISIONS AND NS OF NOS (NATIONAL DESIGN SPEC. BY AFIPA) A TPI. ALPINE 3 CONNECTOR PLATES ARE WIDE OF 20 /1R /IGGA (W.H /SS/N) ASTI. AB53 GRADE 40/60 (W. N/H.SS) GALS. -w7 . STEEL. APPLY /t ak , g _ ,, P , r y TOT . LD . 42.0 PSF SEAN- 156941 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED OR THIS DESIGN, POSITION PER DRABINGS 160M2. V ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER AMEX A3 OF TPII -2002 SEC.3. A SEAL O THIS RO W. 09' DUR . FAC . 1.15 FROM KTC 11W Building Components Group, Inc. Irx INDICATES ACCEPT ANLE PROFE ENGI �TRE IBI IL L iI�DING L IS L n¢ s aws E NT Sacramento, CA 95828 B UILDING DESIGNER PER ANSI I SEC. 2. RWro W EG/W/R °ts SPACING 24.0" JREF- 1 UG9561_Z15 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 - Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T07) Top chord 2x4 DF -L #1 &Bet. (g) :T2. T3 1.5 "x5.625" DF -L SS(g): 110 mph wind, 15.00 ft mean hgt, ASCE 7 - 05, CLOSED bldg. Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof. CAT II, EXP 8, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Webs 2x4 DF -L Standard(g) It Wedge 2x6g DF -L SS(g)::Rt Wedge 2x6g DF -L SS(g): Member design based on both MWFRS and C &C, wind reactions based on Connectors in green lumber (g) designed using NDS/TPI reduction factors. MWFRS. Calculated horizontal deflection is 0.47" due to live load and 0.76" due Bottom chord checked for 10.00 psf non - concurrent bottom chord live load to dead load. applied per 1RC - 09 section 301.5. Calculated vertical deflection is 0.40" due to live load and 1.03" due Deflection meets L/240 live and L /160 total load. Creep Increase factor to total load at X = 18 -8 -0. for dead load is 2.00. Calculated vertical deflection Is 0.40" due to live load and 0.63" due WARNING: Furnish a copy of this DWG to the installation contractor. to dead load at X = 18 - - Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, - Ce =1.00, CAT II & Pf =19.25 psf. In lieu of structural panels use purl ins to brace all flat TC • 24" OC. 4X104 4X10 8X8=- 3X ' T2 1 T3 3 X4 ' . 10 2X4= ` ,.; - •�, 12 -1 -10 5X6 2X4 6X8 s 6X8 = 10 r 3X4. 0 -4-10 ' J 5.7 3X4 411111\ 0 -4 -10 T / % � 49 -1 -4 — 5X8(F1) 5X8(F1) 10 I 5 -0 -0 5 -0 -0 3 -6 -5 5 -1 -11 5 -0 -1 3 -7 -15 5 -0 -0 5 -0 -0 7 -6 -0 6 -6 -12 4 -7 -4 4 -7 -4 6 -6 -12 7 -6 -0 14 - - 9 -6 -13 13 -7 -15 14 -0 -12 9 -2 -8 14 -0 -12 37 -4 -0 Over 2 Supports > R =1748 U =114 W =5.5" R =1676 U =100 RL= 304/ -316 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT/RT =8 %(0 %) /4(1) 10,03.04.0 Q OR/ - /1 /- / - /R /- Scale = .1875 " /Ft. TNS -way, Inc 360- 7501470 • •tIMII1G•• TRUSSES REWIRE xf1(MERE CARE IN FABRICATION. HANDLING. SNIPPING. INSTALLING AND BRACING. BRACING. 4.. S REF R561 -- 61807 3901 NE 68t 1Al h St., Vancouver WA N EFRTTII TO SU ALE. IA OA , VA 0NN)' (L BY T : l CIL R OF TE AIER IEA. .. aim � :J �G1N� � � p TC LL 25.0 PSF ENTERPRISE LAME. MADISON, VI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING 7HE5E FImRIONS. UNLESS � S. PROPERLY 19575 PE 41 1. TC DL 7.0 PSF DATE 10/18/11 O THIS CHORD INDICATED TOP DRD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PALS NO BOTTOM CHORD SHALL NAVE A PROPERLY ® Y ATTA RIGID (RILING. BC DL 10.0 PSF DRW CAUSR561 11291014 ••IRPORTAWT••FORISH A COPY OF THIS DESIGN 70 THE INSTALLATION CeITR4CTOR. ITN BUILDING COMPONENTS ALPINE GOON, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILLE TO BUILD THE TRUSS mow ALPINE . / BC LL 0.0 PSF CA- ENG TSB /GWH IN CONFORMANCE BITS TPI: OR FABRICATING. HALING. SHIPPING. INSTALLING A BRACING OF TRUSSES. , O .5.4. . DESIGN CONFORMS BOTH APPLICABLE PROVISIONS OF IDs (NATIONAL DESIGN SPEC. BY AFAPA) AND TPI. ALPINE ' TOT . LD . 42.0 PSF SEQN- 1 56957 3 CORRECTOR PLATES ARE WO CA E OF 20/19/15 (U.H /SS/K) ASTIR A653 GRADE 40/60 (V. H/H.SS) GALY. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS LESION. POSITION PER DRAWINGS SODA-C. 1 - / P ANY INSPECTION OF PLATES FOLLOWED BY (1) STALL BE PER AMEX Al OF TPI1 -2002 SEC.3. A SEAL ON THIS 'QO &p yy.tke DUR . FAC . 1.15 FROM KTC 11W Building Compononla Group Inc. rs,s7 y CATES CCE PTAICE1OOFF AID ENSSESI TNENGIIEE 4"ESP IRI IL L II TY DIIK. IS T E T T BI ICBT Sacramento, CA 95828 BUILDING DESIGNER PER ANSI/791 1 SEC. 2. RemBYnle/30/202s SPACING 24.0" J REF - 1 UG956 1 _Z1 5 • THIS ERG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - 708) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B. wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) :W3 2x4 DF -L #1 &Bet.(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. (a) 1x4 #3 HEM - FIR or better continuous lateral bracing to be equally Right end vertical not exposed to wind pressure. spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). Bracing material to be supplied and attached at both ends to a suitable support Bottom chord checked for 10.00 psf non - concurrent bottom chord live by erection contractor. load applied per IRC - section 301.5. Deflection meets 1/240 live and L/180 total load. Creep increase factor Unbalanced snow loads have not been considered. for dead load is 2.00. 2X4 ul T /3X4 12 -0 -10 0 -4 -10 ± +9 -1 -4 2X4 III 5X6 • 2X4(Al) -. 1 1 '' 7 -2 -1 3 "12 7 -2 -1 6 -9 -15 I ' 14 -0 -0 Over 2 Supports ---›- R =695 W =5.5" R =608 U =152 RL= 288/ -129 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8%(096)/4(1) 10.03.04.0•• W -•0 OR/ - /1 /- / - /R /- Scale = .1875 " /Ft. 3901 NE oath Inc t.. Vancouver A , REFER LEE CTpEEf, (BUILDING REQUIRE 1C A E NTS FET YAN ZZ]1/ ffPU LISH D.BY WI ( TRUSS LA E I NS G� G. 2100 pj a F S TC LL 25.0 PSF NE REF R561 -- 61808 REFER TO a' (BUILDING c EXTREME CARE N FABRICATION. I PUBLISHED . BY WI (TRUSS PLATE INSTITUTE 3 GIN ENTERPRISE LA. MADISON. ■I 53719) FOR SAFETY PRACTICES PRIOR TO PERFOIO X ING THESE FUNCTIONS. UNLESS 4 � 79575. Pia .• TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP CHORD SHALL RAVE PROPERLY ATTACHED STRUCITNAL PANELS Nm BOTTOM CHORD SHALL HAVE R PROPERLY .TTI® RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 11291015 •• IRAORTART•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COPOENTS / . GROUP IRC SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FRGN T THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS I ; . - •� BC LL 0.0 PSF CA -ENG TSB /GWH - ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING, INSTALLING N ANY OF TRUSSES. 0 . 7 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY APNPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20 /18 /16GA (W.H /SS/U) ASTII A653 GRADE 40 /00 (N. N/H.SS) GALV. STEEL. AIRY ( 50 � S NE TOT . LD . 42.0 PSF SEAN- 157000 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 100A -2. V-i ANY INSPECTION OF PLATES FOLLOWED BY (I) HALL DE PER AN] A] OF TPI1 -2002 SEC.]. A SEAL ON THIS 111 01.0 W. DUR . FAC . 1.15 FROM KTC I11, Building Components Group, Inc DESIGN INGIGATESTHE S AcCErrANCE AND EESSI Tx��I RESPOI IBII LI I SVE S L n� s P O e rY ENT Sacramento, CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. newest spawns SPACING 24.0" JREF- 1 UG9561 _21 5 • THIS DRAG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T09) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) :W3 2x4 DF -L #1 &Bet.(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. (a) 2x4 #3 HEM -FIR or better continuous lateral bracing to be equally Right end vertical not exposed to wind pressure. spaced. Attach with (2)16d Box or Gun nails (0.135 "x3.5 ",min.). Bracing material to be supplied and attached at both ends to a suitable support In lieu of structural panels use purlins to brace TC @ 24" OC. by erection contractor. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Trusses to be spaced at 37.8" OC maximum. load applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor Unbalanced snow loads have not been considered. for dead load is 2.00. 2X4 III 3X4 �i W (a)- 12 -0 -10 1 0 r ( 0 -4 -10 • H01_9-1-4 2X4 III 6X6 3X4(A1) • 11 I i + 3 "12 Fc 7 -2 -1 '}` 6-6-3 '{ 1 .‹.-----14 -0 -0 Over 2 Supports -->1 R =1094 W =5.5" R =956 U =239 RL= 453/ -203 Design Grit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT/RT = 896(096)/4(1) 10.03.04.0 1"' OR/ - /1 /- / - /R /- Scale = .1875 " /Ft. 3901 E6 • WA RE11EFEE`R� T(B�i NG m F l FABRICATION, DBY BYus I "RRU T "al 21 ia °o `` . - f? a As TC LL 25.0 PSF REF R561 -- 61809 GINF� ENTERPRISE LANE. MADISON. ■I Bane) FOR SAFETY PRACTICES PRIOR TO PERFORMING GREBE FHBCTI016. UNLESS � � 1 9S7U PE - TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM OtWm SHALL HAVE f A 190PEIILT "T°`MED "°'° CE1L1`°' BC DL 10.0 PSF DRW CAUSR561 11291016 •• 1MPORTNT•• FSDB11sI A COPT OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS 2 - ALPINE C W. SHALL 110T R )T BE RESPONSIBLE FOR ANY DEVIATION FROM MT DESIGN: FAILURE TO BUILD TIE TRUSS ' BC LL 0.0 PSF CA -ERG TSB /GWH IN INC. NC MCE MITN TPI: RE OR FABRICATING. HANDLING. SHIPPING. INSTALLING 6 BRACING OF TRUSSES. ► B / - DESIGN WITH APPLICABLE PROVISIONS OF S (NATIONAL DESIGN SPEC. BY AFBPA) AND TPI. ALPINE A � � COREECTOR DR PLATES MS S ARE MADE OF 2O /1B /1B N GA 01.H /SS/B) AST. ABSS GRADE 40/60 (W. M.SS) GALV. STEEL. APPLY TOT . LD . 42.0 PSF SEAN- 157003 PLATES TO EACII FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS MICR. POSITION PER DRAWINGS 160A -2. ANY INSPECTION OF PLATES FOLLOWED BY (N) SHALL BE PER AMER A3 °F TP11 -20)2 SECS. A SEAL ON THIS R pLp 1N1 N� OUR . FAG . 1.15 FROM KTC IIW Building s T Group lnInc. IS a � l ) ND p 1uTES ADGEPT ITY A E I ENGI ND RESPO IBI BUILDDINGIS ` THE RE E 113Iiun� Sacramento, CA CA 95828 BUILDING OESIOIER PER ANSI /TPI 1 SEC. 2. R°IwW°I 6/30/2013 2. SPACING 37.7" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T10) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.( ) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC 01=6.0 Webs 2x4 DF -L Standard(g) :W3 2x4 DF -L #1 &Bet.(g): psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. _ (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally Bottom chord checked for 10.00 psf non - concurrent bottom chord live spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). Bracing load applied per IRC -09 section 301.5. material to be supplied and attached at both ends to a suitable support by erection contractor. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 2X4 III 3X40 11 -0 -5 A110 • 0 -4 -10 I N . T 2X4III 5X6= 4.9 -1 -4 2X4(A1) L .J 6 -6 -11 1-z 5"4 5 -9 -5 S E c 12 -9 -3 Over 2 Supports R =641 W =5.5" R =553 U =138 RL= 264/ -120 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03. OR/ - /1 /- / - /R /- Scale = .225 " /Ft. Tn,s w Inc 360-750-1470 "� TRUSSES "ssES RED IRE EXTREME CARE IN FABRICATION. ^ SHIPPING. sx1IR6. 1 ^sT�IR6 MID BRACING. 6* TC LL 25.0 PSF REF R561 -- 61810 REFER TO SCSI (BUILDING C TY NT SAFE INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 216 3901 /9E 6 6a:3e, VBn W CO(IVCT A ND ND NORTH LEE S SUITE 212. ALEXARIA. VA. 22214) A WI (B CA OO miss CO OF AMERICA. 8260 ENTEISE LAME. MADISON. WI 62110) FOR SAFETY PRACTICES PRIOR TO PERFOING THESE FUNCTIONS. UNLESS . TC DL 7.0 PSF DATE 10/18/11 ORHERNISE INDICATED TOP CHORD SHALE HAVE PROPERLY ATTACHED STRUDTIRAL PANELS AND BOTTOM CHORD SHALL HAVE • PROPERLY ATM= RIM DEILIi. BC DL 10.0 PSF DRW CAUSR561 11291017 P ••EORTAIUT FmDISN A COPY IC r OF THIS DESIGN TO T INSTALLATION CONTRACTOR. ITS BUILDING COMPONENTS - ALPINE GROUP, HI UP, INC, SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM TS DESIGN: ANT FAILURE TO BUILD IRE TRUSS • : MT A BC LL 0.0 PSF CA -ENG TSB /GWH I N CONFORMANCE WITH TPI: CR FABRICATING. HANDLING. SNIPPING. INSTALLING A BRACING OF TRUSSES. DESIGN CONFORMS ORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFMP IBE 5/ A) AND TPI. ALPINE TOT.LD. 42.0 PSF SEQN- 157064 PLATES COCTOR PLATES ARE MADE OF 20/10/180A (9.0 /5^) ASTM H. As53 GRADE X0 /80 (W. N/SS) GALV. STEEL. APPLY - ..: ATES TO EACH FACE OF TRUSS AND. UNLESS OTEBRISE LOCATED ON THIS DESIGN. POSITION PER OR/WINGS 180A -2. M PLATES SHALL BE AMY INSPECTION OF ATES FOLLOWED BT (I) SL BE PER ANNEX AO OF TPI1 -2002 SECS. A SEAL OM THIS RO N� ITW Building ComponentsGroup, Inc. MA' CATES ACCEPTANDE E I� ENGI SUE IBI SOLELY TRSLItodE C W . DUR.FAC. 1.15 FROM KTC Sacramento, CA 95828 �„LDING DESIGNEl1 RR ANSI/TPI ,SAG, 2. IP Renewal `"Ono" 'SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T11) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Rot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B. wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) • psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Deflection meets L/240 live and L /180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 2X4. III 2X4$ [ . x 7 -0 -0 10 p • • 0 -4 -10 +9 -1 -4 i 5X6 -- 2X4 (A1) L 4 -0 -7 I, 3 -5 -10 .L 5" I 5"4 F 7 -6 -0 5 [< 7 -11 -4 Over 2 Supports R =431 W =5.5" R =338 U =85 RL= 171/ -84 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03. (! GIN! % p s OR/ - /1 /- / - /R /- Scale = .34 " /Ft. •••AIIfIU TRUSSES O•• TRUS REQUIRE EXTREME CARE FABRICATION. I CATHOHI. MAIANDLI mLING. SHIRRING. INSTALLING Na BRAG HMNG. Tru waayy Inc 360 750.1470 RITEFER TO R .• SES G E CARE IN FABRICATIO R F N NT HI N G . I F� INSTITUTE. G. � TC LL 25.0 PSF REF R561 -- 61811 3901 NE 68th St., Vancouver WA t EH LE S TR E ET. SUITE 512. ALEXN IA . VA. 2 231 ATE CA (�ao TRU C .UI CIL aF AI 8500 ENTEISE LANE. MADISON. WI 52719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. WILESS 19575 • TC DL 7.0 PSF DATE 10/18/11 COMMIS( INDICATED TOP CIS SMALL HARE PROPERLY I Na ATTACHED STETURN. PALS D BOTTOM GIOm SHALL HAVE • ImFWaV ATTS® RIGID MILORD. BC DL 10.0 PSF DRW CAUSR561 11291018 •• IPORTART••FNNISH A copy OF THIS DESIGN To THE INSTAUATIoN coNTRACTOR. ITN BUILDING MAROIENTS ( / ALPINE IN CNFOINI NON UIITN OR ANY SIPPP(�.?INSTALIN`A AMY BRACCING of TO ., L • 1 BC LL 0.0 PSF CA -ENG TSB /GWH DESIGN CONFORMS MTR APPLICABLE PROVISIONS OF NOS (NATIOAL DESIGN SPEC. BY AFAPA) AND TPI. ALPINE NN COECTOR PLATES ARE MADE OF 20/18n TI 6GA (W.H /SS/K) AS A0S3 GRADE 40 /60 (U. 11/9.SS) GALV. STEEL. APPLY . 1� TOT. LD . 42.0 PSF SEQN- 157070 PLATES To EACH FACE OF TRIOS Na. UNLESS OTHERWISE LOCATED NN THIS DESIGN, POSITION PER DRAWINGS T00A -2. V AMY INSPECTION OF PLATES FOLLOWED BY (N) SHALL BE NNEX A5 PER A OF TPII -2002 SECS. A SEAL THIS ON T ITWBuildingComponentsGroup,Inc. D ISIS 90ICATES RCCEPTNCE I OPPROFE�1r E«c GRESPO IB ITY E LYF TRUS: ENT R ���W.N OUR.FAC. 1.15 FROM KTC Sacramento, CA 95828 BUILDING DESIGQR PER AN SI/TPI I SEC. 2. Renewal 6/30/2013 SPACING 24.0" JREF- 1 UG9561 Z15 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T12) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Deflection meets 1/240 live and L/180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 2X4 III E 2 -11 -11 10 0 -4 -10 v� i 40-9-1-4 I 1� 2X4 III • 2X4(A1) LE-1 -0 -0 2 -8 -1 71 5 "4.-I 1 .<------3 -1 -5 Over 2 Supports R =227 W =5.5" R =116 U =30 RL= 78/ -48 Design Crit: IRC2009 /TPI- 2001(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0•• . OR/ - /1 /- / - /R /- Scale = .75° /Ft. CARE IN FABRI Tnus WaR�yy Inc 360-750-1470 ' REFER o ; S (BUILDING BED 1AE CO1�m0Nr SAFETY INFOIW11CAON) PUB LISSHED BY TPII (TRUSS PLATE ITt BRACING. 40 ' ' 6., TC LL 25.0 PSF REF R561 -- 61812 3901 NE oath St, VETICOUVCEW NORTH LEE STREET. SUI 312. ALE/AMNIA. VA. 2231.) AND RCA (NOON TRUSS COUNCIL OF AFRICA. 8300 \ A G1NE 0 ENTERPRISE LANE. MADISON. °I 53719) FOR SAFETY PRACTICES PRIOR TO PERFO THESE ESE FUNCTIONSUNLESS S. UNLESS Al , TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM OORD SHALL HAVE - a 19575 PE r • rummy ATTAINED 121810 CEILING. BC DL 10.0 PSF DRW CAUSR561 11291019 ••IMPORTAMT••FARIISR A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITO BUILDING COMPONENTS ALPINE O P. INC. SHALL L NOT BE RESPONSIBLE FOR NIT DEVIATION FROM THIS DESIGN: NIT FAILURE TO BUILD TIE TRU55 NR 0. W BC LL 0.0 PSF CA -ENG TSB /GWH IN CONFORMANCE M1TN TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING i BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS /TOG O S OF NOS (NATIONAL DESIGN SPEC. BY AF°PA) TPI. ALPINE ,� TOT . LD . 42.0 PSF SEQN- 1 57073 CONNECTOR PLATES ARE WADE OF 2D /TB /IBGA (N.H /SS/N) ASTW AB53 GRADE 10/80 (W. KM.53) C ALV. STEEL. APPLY PLATES TO FACE OF TRUSS AND. MESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1°°A L-3. s/ R A INSPECTION O' PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TP11 -2003 SEC.3. A SEAL OM THIS ITV Building Components GroupInt 20551 9 MATES I SIJI ,� 1 E O S E 5' GIG' R AN °�,�, L. FOM TRUSS COMMENT F TIN RO ODW.� DUR. FAC. 1.15 FROM KTC I Sacramento, CA 95828 BUILDING DESIGNER PER ANSI//PI 1 SEC. 2. RBDBWtl W30/ZO13 SPACING 24.0" JREF- 1 UG9561 _Z1 5 THIS DOG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T13) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Truss spaced at 24.0" OC designed to support 1 -4 -0 top chord outlookers. See DWGS A11015050109 & GBLLETIN0109 for more requirements. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Deflection meets 1/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. 3X5= A. 10 F T 10 6 -0 -2 A S 0 - 4 - 10 0 - 4 - 10 2X4(A1) = 3X5 2X4(A1) L1'-aJ L1'J L 6 -9 -0 _I- 6 -9 -0 J . 1< 13 -6 -0 Over 2 Supports R =132 PLF U =32 PLF W =6 -9 -0 RL= 36/ -36 PLF R =131 PLF U =33 PLF W =6 -9 -0 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0•',.- • OR /- /1 /- / - /R /- Scale = .375 " /Ft. ay Trus -w lnt 360-750-1470 •• A IJC TRUSSES REQUIRE E>I,� CAME IN FABRICATION. HANDLING. SNIPPING. INSTALLING BOB NIACIN). 4K r es REF R561 -- 61813 REFER TO BCSI (BUILDING COPOEBT SAFETY INFORMATION) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 210 '( TC LL 25 .0 PSF 3901 NE 68 St., Vancouver W A NORTH LEE STREET. SUITE 312. ALEXANDRIA. VA. 223141 ND MICA (WOOD TRUSS COUNCIL OF AMERICA. 0300 4 5 131NE- 0 _ RP NE. MADISON. NI 03719) FOR SAFETY PRACTICES PRIOR TO P ENTERPRISE LANE. THESE FUNCTIONS. UNLESS TC TC DL 7.0 PSF DATE 10/18/11 W OTIEI INDICATED TOP CEI INN. HAVE PROPERLY ATTACHED STRUCTURAL PANELS MID BOTTOM G SHALL HAVE 19571 • PROPERLY mA® 010 WINID CEILING. BC DL 10.0 PSF DRW CAUSR561 11291020 •• IOPO■Trl■T••FNNISN A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITU BUILDING COMPONENTS ALPINE IN CONFOR ANCE MT TPI OR F I A 0 NNG. S IPP . BR AND TTO■SS.SELD TIE muss SS 0 .N •N 1 BC LL 0.0 PSF CA -END TSB /GWH . =sr DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NES (NATIONAL DESIGN SPEC. BY AFLPA) A TAI. ALPINE M ND UNLESS TOT . LD . 42.0 PSF SEQN- 1 57028 l CONNECTOR PLATES ARE MADE OF 20/10/11MA (N.H /SS/K) ASTM AES3 GRADE 40/BO (N. N/H.SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS A. ESS OTHERWISE LOCATED GI THIS DESIGN. POSITION PER CRAVINGS 1110A -2. ' �k 2O.1a� V ANY INSPECTION OF PLATES FOLLOWED BY (I) SMALL BE PER AMEX Al OF TPI1 -2012 SECS. A SEAL ON THIS ITWBuiiding Components Group, Inc. :::= I lIGTES ACCEPT Try � E�IN =IbINE�ERI RE� NIBIILIY S LELY FOR UN TRUSS CGPONE ' W.N V. DAR. FAC. 1.15 FROM KTC Sacramento, CA 95828 BU ILDINGDESIGE)IPENN6I/TPI1SEC.2. Renewed • SPACING 24.0" JREF- 1UG9561 Z15 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T14) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NOS/TN reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. 6X6 10 F , 6 -0 -2 0 -4 -10 0 -4 -10 ► ■■ -1-- +9 -1 -4 i 5X6 2X4 (A1) -=. 2X4 (A1) E ` 6 -9 -0 >Ic 6 - - >I 6 -9 -0 _ 6 -9 -0 ,I l < 13 -6 -0 Over 2 Supports R =667 U =49 W =5.5" R =592 U =34 W =5.5" RL= 148/ -161 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0.: p r _ OR/- /1 /- / - /R /- Scale = .375 " /Ft. 3 UI s- NE ay Inc 60- 7couI1470 *.11121111113.• TRUSSES REQUIRE EXTREME DARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING m BRACING. y e t ` I E`QS TC LL 25.0 PSF REF 8561 -- 61814 REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE 218 ENTERPRISE STREET. LAKE.. DISON. WI "`037700)"FOR VA. 22314) PRIOR TO �� INCA TTHEESE ° `FFUNCTIONS. UNLESS C G N SF ' S TC DL 7.0 PSF DATE 10/18/11 OTHERWISE G OTISE IIOICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS NO BOTTOM OAOm SHALL HAVE 19575 • - / I PROPERLY ATTACKED RIGID CEILIATTACKED . BC DL 10.0 PSF DRW CAUSR561 11291021 ••1 P0R1AIR••FUNISN A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITT BUILDING COMPONENTS — _ ALPINE IN GROUP. INC. WIITH ER ANY IIIIPPING. 0 BRACING OF TO BUILD TRUSS OR Ff&N ' BC LL 0.0 PSF CA -ENG TSB /GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (RATIONAL DESIGN SPEC. BY AFPPA) AIR TPI. ALPINE I COWECTOR PLATES AIM BADE OF 20/10/100* (W.H/SSnq AST. ABS] GRADE 80/60 (W. (/8.SS) GALV. STEEL. APPLY Sgge TOT. LD. 42.0 PSF SEAN- 157018 PLATES AN ATES TO EACH FACE OF TRUSS D. IAIIES].OTHERNISE LOCATED a THIS DESIGN. POSITION PER ORAWINGS 1000 -2. V ROY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER AI/ER A] OF TPI1 -2002 SEC.]. A SEAL 01 THIS P • 171YBm1dingCompoaenaCroup, 9 I�CATES CCfPT� HOFPROFE I ENG( RE� IBIIL SOLELYFOR��TRUSS RO Lo w.N �` DAR.PAC. 1.15 FROM KTC Sacramento, CA 95828 BUILDING OESIGIER PER ANSI/7P1 1 SEC. 2. Renewal 6/30/Z013 SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 - Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T15) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 OF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non- concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. 6X6 FA 10 F 10 6 -0 -2 0 -4 - -10 i� IM� R►� 0 -4 -10 9 -1 - 4 i — r _ —T— . 5X6 2X4(A1) = 2X4(A1) _ 6 -9 -0E 6 -9 -0 6 -9 -0 I 6 -9 -0 1 13 -6 -0 Over 2 Supports R =596 U =35 W =5.5" R =596 U =35 W =5.5" RL= 135/ -135 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave • FT /RT= 8 %(0 %)/4(1) SL, Vancouver W 10.03.04. / � p c OR/ - /1 /- / - /R /- Scale = .4375 " /Ft. Tnu -Wa Inc 360- 750 -1470 ••UIBIUO•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION . HANDLING. QUIPPING. INSTALLING NS BIKING. 49. 46* REF R561 -- 61815 3901 NE 08(11 A REFER TO SCSI (BUILDING =WORM SAFETY INFORMATION) PUBLISHED BY WI (TRUSS PLATE INSTITUTE. 2111 'S ^ 4; TC LL 25.0 PSF E R iS E� • MADI T MO. Ni AL 637 3I FOR PE1 THESE�FIBCTIIGNS UNLESS 0 � O OTHEIWISE INDICATED TOP CNOIm SHALL HAVE PROPERLY ATTACHED STRUCnOAL PANELS MID BUTTON CHORD SHALL WIVE 19575 PE r TC DL 7.0 PSF DATE 10/18/11 ■ LA2vCO.T EMCEED RIGID CEILING. / BC DL 10.0 PSF DRW CAUSR561 11291022 •.I PORTAR UW T••FIS6 A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COUPO:NTS I GROW BL W. INC. SHALL NOT BE RESPONSIBLE FOR AM DEVIATION FRO TH M IS DESIGN AM FAILURE A FAILURE TO BUILD THE TRUSS I 1;i BC LL 0.0 PSF CA -ENG TSB /GWH - ALPINE IN COISOISIF WITH TPI: ON FABRICATING. NMFLING. QUIPPING. INSTALLING 6 BRACING OF TRUSSES. p :.• _. DESIGN CO FOl■ WITH APPLICABLE PROVISIONS OF S/B (NATIONAL DESIGN SPEC. BY AF/PA) AND TPI. ALPINE CONNECTOR PLATES ARE G S A MADE OF 2O /1B /16 (11.H/ss/H) Arn ABSS GRADE 40.60 (■. O/H.SS) GALT. STEEL. APPLE k Zp,�� TOT . LD . 42.0 PSF SEAN- 157022 PLATES TO EACH FACE OF TRUSS AND. MMESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER . DRAWINGS 160A -Z. ANY INSPECTION OF RATES FOLL.O■ED BY (I) SHALL BE PER ANNEX AS OF W11-2032 1 -2002 SECS. A SEAL ON THIS � •(4 R OLD W. N ' DUR . FAC . 1.15 FROM KTC ITV Building Components Grou IOC. DRA■ INGIGTES ACCEPTA ICE DF PR FESSI ENG IIEFJIING IESPOISIBIL1n SOLELY T OO THE TRUSS m6ONEMT SacTramrnw OlO CA 95828 P DESIGN SH THE 4111TABILIr Alm USE OF THIS f �OENi FON MY BUILDING IS TE RE SPO 1 6 1BIL1n aF T HE Renewal 6/3012013 • BUILDING DESIGNER PER MISVTPI 1 SEC. 2. SPACING 24.0" JREF- 1UG9561_Z15 This DBG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T16) Top chord 2x4 DF -L #1 &Bet.(g) I ' ( 2 COMPLETE TRUSSES REQUIRED Bot chord 2 DF-L .4 " L25" SS(g) Webs 2x4 DF Standard(g) Nail Schedule:0.131 "x3" nails :W3 2x4 DF -L #1 &Bet.(g): Top Chord: 1 Row @12.00" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction Bot Chord: 1 Row @ 1.00" o.c. factors. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails Special loads in each row to avoid splitting. (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) 4" o.c. spacing bf nails perpendicular and parallel to TC- From 68 plf at 0.00 to 68 plf at 6.75 grain required in area over bearings greater than 4" TC- From 68 plf at 6.75 to 68 plf at 13.50 BC- From 10 plf at 0.00 to 10 plf at 13.50 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located BC- 1699.00 lb Conc. Load at 1.02, 3.00 anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 BC- 1702.00 lb Conc. Load at 5.00 psf. BC- 1762.57 lb Conc. Load at 7.00 6X6' BC- 1773.00 lb Conc. Load at 9.06 411... Wind reactions based on MWFRS pressures. l BC- 1675:65 lb Conc. Load at 11.00,12.98 N, Calculated vertical deflection is 0.05" due to live load and 0.12" due Deflection meets L/240 live and L/180 total load. dmik to total load at X = 6 -9 -0. Creep increase factor for dead load is 2.00. 3X10 3X10' 10 / 7 10 6 -0 -2 _i_ Allilhiglarlal 0 -4 -10 �� , ■. , LOA 0-4-10 9 -1 -4 ' 3X10111 - 10X14-=- 3X10111 . 5X :(B R) - 5X8(:7R k - 3 - - + 3 -1 -3 >lc 3 -1 -3 >- 3 -7 -13 I_ 6 -9 -0 _ 1 - 6 -9 -0 J I c 13 - 6 - 0 Over 2 Supports R =6293 U =614 W =5.5" R =6749 U =659 W =5.5" Design Crit: 1RC2009/TPI- 2007(STD) PLT TYP. Wave FT/RT = 896(096)/4(1) 10.03.04.0.6 - OR /- /1 /- / - /R /- Scale = .4375 " /Ft. T(„5 way Inc 36045044n '�!� o ; TM �I REWIRE �„� IG��B• •� SHIPPING. s SPACING. 4V's P 0 �fs TC LL 25.0 PSF REF R561 -- 61816 3901 NE ath St., Vancouver WA LT WA NOIIM LEE R EET. SU 312. N.E UAIDE I 1. VA. 22314) N O UTCA ( aT T C ODI CIL OF A CA I B ! . GINFF � ENTERPRISE LANE. MADISON. ■I 63718) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. ESS t9 / C DL 7.0 PSF DATE 10/18/11 • F�EO LSE INDICATED TOP ID CEILING. HAVE PROPERLY ATTACHED STRUCTURAL PMELS AND BOTTOM CHORD SHALL HAVE a 19575 . , O r �� BC DL 10.0 PSF DRW CAUSR561 11291152 •• I RPORTAINT• A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. PTV BUILDING NPOIERTS ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR NOV LEVFAILURE FRED THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS Oct 18 ' 1 BC LL 0.0 PSF CA-ENG TSB /GWH I N CONFORMANCE WITH TPA: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. DESIGN CNOaM6 RIM APPLICABLE PROVISIONS OF IRIS (NATIONAL DESIGN SPEC. BY AFRPA) AND TPI. ALPINE OREGON • CONNECTOR PLATES ARE MADE OF 20 /113/18GA (U.H/S5/K) AWN A553 GRADE 40 /50 (V. K/H.55) GALV. STEEL. AP'LY , / -- K z .1 _,d 1 TOT. LD . 42.0 PSF SEQN- 1 57034 MESS TO CAM FACE OF TRUSS AND. E55 OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS SODA -2. "` S� y ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER AMEX A3 OF TP11-2002 SEC.3. A SEAL ON 11115 17W Building Components Group, Inc O:I INDICATES ACCEPTAICE OF PROFESSIDNILL EIIGIPEERING RESPONSIBILITY SOLELY FOR TE TRUSS f nin 4. 01.001.0 )* OLp 01.N DUR. FAC. 1.15 FROM KTC Sacramento, CA 95828 DESIGN S,RIVII. TIE SUITABILITY Alm ARSE OF 7X15 CUEOIIENT FOR ANY BUILDING 15 THE RE OF TIE • BUILDING OESI GIER PER aNS l/IPI , SEC. 2. Ranawd B/30120ss SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T17) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP'B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally Right end vertical not exposed to wind pressure. spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ";min.). Bracing . material to be supplied and attached at both ends to a suitable support Bottom chord checked for 10.00 psf non - concurrent bottom chord live • by erection contractor. load applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase 2X4 111 Unbalanced snow loads have not been considered. factor for dead load is 2.00. A 3X4 �. 10 -4 -10 0 7 0 -4 -10 . -4 T 2X4 m 5X6= 2X4(Al) = L1'. -->- 6 -2- 1 _l. 5 - - 3.12 5 -2 -12 6 -9 -4 I 12 -0 -0 Over 3 Supports >I R =317 W =5.5" R =301 U =139 RL= 250/ -114 R =510 W =5.5" Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.06A OR/- /1 /- / - /R /- Scale = .25 " /Ft. HANDLING rrus -Wa8x Inc 360-750-1470 ' F E R �I ILDING SAFETY NFORMATION� W® MED RY TPIIA muss INSTALLING AND RATE IT BRACING. 31a ����' �FS TC LL 25.0 PSF REF R561 -- 61817 • 3901 NE 6801$t.,VancouverW NORTH LEE STREET. SUITE 312. ALEXANDRIA. VA, 22314) AND WTAMERICA, CA (WOOD TRUSS COOCIL OF AMERICA, 80 ;� GINF F LAME. LA. WAOISOR. WI 83718) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS v 19575 • � 9 TC DL 7.0 PSF DATE 10/18/11 MEMI SE IND ICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PALS O BOTTOM CHORD SHALL HAVE R PROPERLY ATTAO® RIGID CEILING. ' BC DL 10.0 PSF DRW CAUSR561 11291023 •• tUPORTNT•• FUOISH A COPY OF THIS DESI01 TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS r , - ALPINE CR01O INC. CEWI 1aT BE RE NIT 1 E V 1AT101 PIIO TM's DESI ANT FAlG1AE TO BUILD 1 E TRUSS BC LL 0.0 PSF CA-ENG TSB/GM III ' INC AICE VI TR TPI: 011 FABRI GTIGG. HN OLI NG. 5111 P+LING. I RSTAU IGG • BRAC DF T O 0111. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (RATIONAL DESIGN SPEC. BY AFRPA) AND TPI. ALPINE OR GON • CONNECTOR PLATES ARE MADE OF 20 /18 /1BGA (W.H /SSA) ASTN ABS3 GRADE 40/80 (W, GALLS) GALE. STEEL. APPLY . ._ ,� TOT . LD . 42.0 PSF SEAN- 157037 PLATES TO EACH FACE OF TRUSS NO. DRESS OTHERWISE LOCATED OR THIS DES I M. POSITION PER ORAV 1BM-2. - `NY ANY INSPECTION OF PATES FOLLOWED BY (I) RIOU. BE PER AIRIER 83 OF TPI1 -2002 SEC.]. A SEAL ON THIS 17WBuildingComponmbGrouplDC IIQy�'CATES ACCEPT EMIR iNGI RETI IBI SOLE S TRU55 1ry C�0Ellr ROEpw.N OUR.PAC. 1.15 FROM KTC Sacramento, CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. Re nR■RI6/30/2013 • SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T17A) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. (a) 2x4 #3 HEM -FIR or better continuous lateral bracing to be equally Right end vertical not exposed to wind pressure. spaced. Attach with (2)16d Box or Gun nails (0.135 "x3.5 ",min.). Bracing material to be supplied and attached at both ends to a suitable support In lieu of structural panels use purl ins to brace TC 4 24" OC. by erection contractor. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Trusses to be spaced at 42.0" OC maximum. load applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor Unbalanced snow loads have not been considered. for dead load is 2.00. 2X4111 • 3X4 i 10 -4 -10 10 � 0 -4 -10 6; 6 9 -1-4 1 6 2X411 2X4(A1) = . L1' -2 -12 ----›. 6-2-1 _ . 5 -6 -3 5 - - 12 — r 6 -9 -4 4 l c 12 -0 -0 Over 3 Supports R =554 W =5.5" R =526 U =243 RL= 437/ -200 R =892 W =5.5" _ _ Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 896(096)/4(1) 10.03.04.. ; ,.- ' t' ,.. OR/ - /1 /- / - /R /- Scale = .225 " /Ft. . Trus -Waayy In 360 - 750.1470 "III0" TRUSSES 30033( emaFm c I11 FA8g1GTIOI. IIAIDLIBG. 911WIBG. IBST t . NA ®UC10. `u REF R561 -- 61818 3901 NE NOR LEE STREET. SU 31 ALEXANDRIA. � A ."2 Z 2 310) 1 nu ( UOOR TRUSS COUNCIL COUNCIL OAMEla • 0 � � Gthie � p TC LL 25.0 PSF ENTEIW ISE LANE. MADISON. MI 63710) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 0 1 19573 PE TC DL 7.0 PSF DATE 10/18/11 OTHER/ISE INDICATED TOP BOND SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE . • PROPERLY MIMED RIGID Dui. BC DL 10.0 PSF DRW CAUSR561 11291024 •• IEPORTA T••FIRN A COPY OF THIS 0E51UI TO THE INSTALUT ION COICTRACTOR . IT" BUILDING COMPONENTS p I - NNY g� ALPINE I B I S CONFORMANCE WITH BE OR FOR ANY HANDLING. SN IING. LIN 00I FAILURE OF TTRRUSSSES. THE TRUSS OR2Z ; N18 1 BC LL 0.0 PSF CA -ENG TSB /GWH DESIGN maDelE WITH APPLICABLE PROVISIONS (NATIONAL OR 50/00 BY AF/ ALPINE • CONNECTOR C F AIM F MADE OF NO 11.0 OTHER, R .3 /106* tM H/ S/1IS ALO 055 TED] GRADE 7111 ADE •O/S . SH.S I ) E0.0. RV. STEEL. APPLY . PLATES TO EACH FACE OF TRUSS ND. (U 5 E LOCATED a THIS 1115I 0. POSITION 6 ON PEN OItA3INGS 16Th -00- FOLLOWED BY Y (I )) ANY INSPECTION OF PLATES FOLLOWED s11*1.1, 1N{ 02 BE PER R * AVER A] OF TPI1 -2032 SEC.]. A SEAL 0 THIS R pLOW y.e OUR. FAC. 1.15 FROM KTC Plw Building Co to CA 958 Components Group, 28 Inc. 2c Scrame GTES N A AN B LI LI ITNNFY PROFESS 2 OF Tx)ND1 E T RESPD IBI D L Ii 1 NS � N L1 T HE • anto, 95828 BUILDING DESIGNER PER ANII/TPI 1 SEC. 2. Renewal Murton . SPACING 42.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T18) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 22.93 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II. EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non- concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. 4X4 r= /1 10 10 3X4 5 -9 -7 4X4 0� ,I� 1 �� 1 -10 -12 T 1 -6 -9 • 4_19 -3 -2 ' 3X8= 2X4 III 2X4 III 4-8-0 r 4 -8 -0 5 -1 -0 4 -8 -0 5 -1 -0 . I < 9 -9 -0 Over 2 Supports R =430 U =74 W =5.5" R =430 U =71 RL= 102/ -105 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.06 . - OR /- /1 /- / - /R /- Scale = .5 " /Ft. Trus -W IRC 3750 -1470 •••115111111111 TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SNIPPING. INSTALLING AND BRACING. 52X - -O r, 39011YE b i h St., Vancouver WA REFER SCSI (BD "°INCA R SAFETY INFO WA "° °"°LIST® °' T°' (T1W PLATE INSTITUTE. 210 8` . TC LL 25.0 PSF REF R561 -- 61819 NOIRN LE STR SMITE ]12. ALE WI. 2241.) ANO RCA ( WOOD TRESS C QACI L a O RICA. A 1O 0 `-�� GINE- 0 NCO ENTERPRISE LANE. MADISON. •I 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. OR.ESS V TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICA CHORD TOP ORD SHALL HAVE PROPERLY ATTACHED STRUCENUL PANELS NO BOTTOM CHORD SHALL HAVE IV 19575 " 9 , • FWOPF .T ATTA® 111010 CEILIOV. / BC DL 10.0 PSF DRW CAUSR561 11291025 •• IUPORTAIff•• FTAOISH A COPY OF THIS DESIGN TO THE INSTALLATION WIITRACTOR. I'M BUILDING =PERCENTS : / ALPINE GROUP. INC. SHALL NOT BE RESPONSIBLE FOR Nn DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS , - _ 1 BC LL 0.0 PSF CA -ENG TSB /GWH IN CO FOAICE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (ftATIORAL DESIGN SPEC. BY AFAPA) AID TPI. ALPINE •R G CONNECTOR E • CONNECTOR PLATES ARE NODE OF 20/19/15Gd (11.11/SS/10 AST. AEG 3 GRADE 40/60 (W. RAI. SS) SALO. STEEL. APPLY 191� TOT. LD. 42.0 PSF SEQN- 156989 PLATES O TES TO EACH FACE OF TRIMS AND. DR OTHERWISE ON UNLESS OTHEISE LOCATED THIS DESIGN. POSITION PER S 180A -2. 4 0t20.00 5 9T y ANY A INSPECTION OF PLATES FOLLOWED BY (I) SHALL SEAL BE PER ANNEX A3 OF TP11 -2002 SECA. A SEAL ON THIS 1IW Building Components Group, Inc. scum 5 ;CATES ACCEPT E 1 ERGM ER Ita ELY FNF S TRUSS I �F on ' COO OLDV . DUR.FAC. 1.15 FROM KTC Sacramento, CA 95828 BUILDING DESIGNER PER ANSTPI 1 SEC. 2. Renew/MN/2013 SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T20) Top chord 2x4 DF -L #1 &Bet.(g) :T2 1.5 "x5.625" DF -L SS(g): 110 mph wind, 22.11 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II,. EXP B. wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Special loads Bottom chord checked for 10.00 psf non - concurrent bottom chord live (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) load applied per 1RC -09 section 301.5. TC- From 68 plf at 0.00 to 68 plf at 4.09 TC- From 68 plf at 4.09 to 68 plf at 4.17 Calculated vertical deflection is 0.03" due to live load and 0.07" due TC- From , 136 plf at 4.17 to 136 plf at 7.82 to total load at X = 9 -9 -12. TC- From 68 plf at 7.82 to 68 plf at 7.88 TC- From 68 plf at 7.88 to 68 plf at 13.81 Deflection meets L/240 live and L/180 total load. Creep increase BC- From 20 plf at 0.00 to 20 plf at 13.81 factor for dead load is 2.00. TC- 382.00 lb Conc. Load at 4.03 TC- 662.00 lb Conc. Load at 7.91 Truss designed for unbalanced snow load based on Pg =25.00 psf, BC- 572.00 lb Conc. Load at 9.81 Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. BC- 172.00 lb Conc. Load at 11.88 8X10 3X6�i In lieu of structural panels use purl ins to brace all flat TC @ 24" OC. 411111111111111111111i14‘ 3X5 1 0� 4 X6 •` • 10 5 -3 -11 1 -10 -12 0 -4 -10 - ■ T . ■ �\ . 19 -3 -2 4X8= 3X4= 3X4 III 3X5 III 3X10(83) _ 34 - 2 445010 ' 7 4 - 0 0 - 0 0 J l 4 -1 -2 _ 4 -0 -13 , 7_13 5 -7 -13 ' l f 13 -9 -12 Over 2 Supports R =1476 U =299 W =5.5" R =1779 U =360 W= 3.25" RL= 99/ -112 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0•'3 •• OR/ - /1 /- / - /R /- Scale = .375 " /Ft. TTY w�B}yy Inc 3604504470 ' I L REQUIRE ,, I 'Gaa• �" W � OF INSTALLING T� 1„ 61BRACING. c49 !� as s TC LL 25.0 PSF REF R561 -- 61820 SHI'DBY 39131 NE 68111St., Vancouver WA NGITH LEE STR su1TE 5 12. ALE VA, 22315) AI OT (M OOD TR C AIE111CA 0 0 0� GINS... i 0 NS ENTERPRISE LAKE. MADISON, ■I 62710) FED SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIO. UNLESS V OTHERWISE INDICATED TOP 010D SHALL HAVE PROPERLY ATTADED STRUCTURAL PANELS AID BOTTOM COOK SHALL HAVE � ''r ♦♦- 19575 PE TC DL 7.0 PSF DATE 10/18/11 • FWWW .Y RTT 61610 CULTIC / BC DL 10. 0 PSF DRW CAUSR561 11291026 •• IPORTAmT A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITU BUILDING COMPONENTS .. GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE 70 BUILD THE TRUSS - BC LL 0.0 PSF CA -ENG TSB /GWH ALPINE CONFORMANCE CONFOMAE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING B BRACING OF TRUSSES. o• 7 • OESl01 CONFORMS ■ITT APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AFLAA) AND TPI. ALPINE • • CONNECTOR PLATES ARE WADE OF 20/1B/16GU (W.H /SS/N) ASTW AB53 GRAVE 40/60 (W. N/H. SS) GALY. STEEL. APPLY TOT . LD . 42.0 PSF - SEQN- 157010 US ND PLATES TO EACH FACE OF TRUSS A. DR OTHERWISE WED UNLESS OTISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1000 -2. 20, • ANY INSPECTION OF PLATES FOLLO BY (I) SHALL BE PER AMEX Al OF TP11 -2002 SECT. A SEAL ON THIS • R c O H ° 17W Building Components Group, Inc D'A"I'G '1OICATES ALCCEPH a PROFESSION L ENGIIEERIIG RESP0NS161 S LELY FOR THE TRUSS COMPONENT OUR. FAC. 1.15 FROM KTC Sacramento, CA 95828 DESIGN 51001. TIE SUITABILITY AID USE W THIS COWPOIEWT FOR Al1Y B UILDING IS THE RESPONSIBILITY OF THE Renewal 6/30/2017 BUILDING IlDl16 DESIGNER PER AIS "`°' ' SEC. SPACING 24.0" JREF- 1 UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T21) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 22.90 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT 11 & Pf =19.25 psf. 7X6 4k 1 /i\ 10 4X4�i 10 6 -10 -12 �1 1 -10 -12 N 0 -4 -10 — © 19 - 3 - 2 ( 3X4 2X4111 3X4 (A1) l '` 6 - 0 - 0 ' < 7 - 9 - 12 I - 6 -0 -0 -1- 7 -9 -12 -1 Ec 13 -9 -12 Over 2 Supports R =603 U =106 W =5.5" R =615 U =101 W= 3.251" RL= 141/ -154 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0.E OR /- /1 /- / - /R /- Scale = .375 " /Ft. 3901 NE 68t Si, 360-750-1470 rA , "E STR ' �(OJILDI/c Irn�aaRr s IAVAINFOIlM T�) PVBSMEO BY TPI (TRUSS HO SHIPPING. PU TE INSTALLING AND n BRACING. y ^ IN �`` �, - . o% s4> TC LL 25.0 PSF REF R561 -- 61821 TO RID ITH LEE E ET . SDITE 312. ALE IAIOR . . zZ]u) 011 AI0 rrrw (W ODD TIBSS COAIC of AWER ) 5 3QU N. 0 E � O TC DL 7 .0 PSF DATE 10/18/11 ENTERPRISE LANE. MADISON. WI 63719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FIYICTIOO. MESS OTHEPDISE INDICATED TOP CHM SHALL NAVE PROPERLY ATTACHED STRUCTURAL PANELS NO BOTTOM CHORD SHALL HAVE ( 19575 P� r R PROPF .T £TTRI>m RIGID CEILING. / BC DL 10.0 PSF DRW CAUSR561 11291027 • • 1111PORTART• A COPY OF THIS DESIGN To THE INSTALLATION WRIRACrOR. In BUILDIIO C0NON/RS GIMP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: NIT FAILURE TO BUILD THE MSS ( y T G V� BC LL 0.0 PSF CA -ENG TSB /GWH mop. ALPINE � NC TH. CONFORMANCE WI T: OH FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. OW 9 DESIGN L SIR BLE PHOVPROVISIONS D: 105 (NATIO(RATIONAL DESIGN SPEC. BY AFVA) AND TPI. ALPINE C TOT. LD. 42.0 PSF SEQN- 156963 CONNECTOR DI P PLATEE MADE OF G S ARE MADE OF 20/35/16 (W.N/55/N) ASn NO3 GRAD; 40/90 (W. R/N. SS) GALT. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A -2. 04 "W 20,AO MY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX AT OF TPII -2002 SECT. A SEAL ON THIS ITW Building Component3 Group, Inc. DESIGN INDICATES ACCEPTANCE OF ETCHE RE IBIILITY SOLELY RO OD W. N � DUR.FAC. 1.15 FROM KTC Sacramento, CA 95828 BUILDING DESIGNER PER MSI/TPI I SEC. 2. ROMMNI&f3O/ZO2! SPACING 24.0" JREF- 1UG9561_Z75 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fil in Iater RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T22) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 23.66 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT Il & Pf =19.25 psf. 5X6= Al. • , 710 • • 10 4X4 • 6 - 10 - 12 4X4 • li T ir 2 -3 -13 1 -10 -12 1 M mat " 19 - - 4X8- 2X4 III 2X4 III • Ic 6 -0 -0 >I< 5 -0 -11 > I — 6 -0 -0 _I, 5 -5 -15 J I c 11 -5 -15 Over 2 Supports >1 R =507 U =89 W =5.5" R =507 U =93 RL= 125/ -121 Design Grit: 1RC2009/TPI- 2007(STD) PLT TYP. Wave FT/RT = 896(096)/4(1) 10.03.04.0•'... . OR/ - /1 /- / - /R /- Scale = .375 " /Ft. T(ts waayy Inc 360450.1470 ' ;T'° TRUSSES REQUIRE EXTREME IA. VA ,, IN ;;';;;„ SHIPPING. 011 OF INSTALLING E �` 2 46 t4. TC LL 25.0 PSF REF R561 -- 61822 3901 NE 6 St., Vancouver WA MOTTN LEE "SKE E 312. ALE )AIRC . 22314) AND UTCA ( W000 TRUSS COA1 AICA. , 6 3ro • - A ENTERPRISE LANE. MADISON. WI 63719) FOR SAFETY PRACTICES PRIOR TO PEIFORYIIIC THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED S T R U C T U R A L PANELS AND BOTTOM OEM SMALL NAPE 19575 R PROPERLY mR® RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 11291028 ••IMPORTANT. • FUIWISH A COPY OF THIS DESIGN TO THE INSTALLATION COMPACTOR. ITS BUILDING CDCOMEMTS ALPINE ■ P. INC. SMALL Nor BE RESPONSIBLE FOR AMY DEVIATION mu DESK" 1 THIS DESI ANY FAILURE TO BU . BUILD THE TRUSS I BC LL 0.0 PSF CA -ENG TSB /GWH - I N CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SNIPPING. INSTALLING B BRACING OF TRUSSES. 0 • • DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF INC (NATIONL DESIGN SPEC. BY AFIPA) AND WPI. ALPINE • CONNECTOR PLATES ARE MADE OF 20 /15/15GA (U.H /SS/N) ASTM A853 GRADE 40 /80 (O. IAI.SS) GALV. STEEL. APPLY TOT . LD . 42.0 PSF SEAN- 157082 0* PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 16-2. ANY INSPECTION OF PLATES FOLLOWED BY (I) S11LLL BE PER ANNEX A) OF TP11 -2002 SEC.). A SEAL ON THIS THI 11WBD0dingCompoOLrouGroupin0. .q CATES ACCEPTANCE s1� ENGI A RE IB II�1NCCS LV , F U N S ' 1 � °ME R �upw•H DUR.FAC. 1.15 FROM KTC Sacramento, CA 95828 BUILDING DESIGNER PER AMSI/TPI 1 SEC. 2. Renewal I&A°/2 °IS SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE -RD SALEM, OR - T23) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 23.66 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. • 4X4 = - 1 10 4 r II 10 1 --- 4X6 i 6 -4 -2 6 -10 -12 T iir,....._ 1 -10 -12 _ J 419-3 -2 ( i 5X6- 2X4 III Ic 6 -0 -0 47 I, 6 -0 -0 0 6 -7 -15 Over 2 Supports R =294 W =5.5" R =294 U =137 RL= 147/ -50 • Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03:04.0 - � OR/ - /1 /- / - /R /- Scale = .375 " /Ft. TnWay, Inc 360 - 750 -1470 ••MAR•IUG•• TRESSES REQUIRE EXTREME CARE III FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. R� T'p FFS w TC LL 25.0 PSF 3901 NE 68th St., Vancouver WA REFER TO SCSI (BUILDING C �OENT SAFETY INF223ORMA1.) TION). POL( ISHED BY TPI (TRUSL OF S PLATE IISTITUTE. B :1B (fG i REF R561 -- 61823 AORTA LEE STREET. SUITE SI: ALEENAN VA. NO Pru TRUS CaRC AIME SOO h G . EPITOMISE LAME. MADISON. ■I D3719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS � v 19S7S P / TC DL 7.0 PSF DATE 10/18/11 ETERNISE INDICATED TOP CORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY EMCEED IRIPID REMIND. f BC DL 10.0 PSF DRW CAUSR561 11291029 • • • IMPOMTAMT•• FOO ISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITS BUILDING CQPOENTS GROUP. RE — �S GRO. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD DIE 18 ' 1 BC LL 0.0 PSF CA -END TSB /ALAN — ALPINE CONFORMANCE COIFONICE 111711 NG AND TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. DESIGN COMP PITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPA) AND TPI. ALPINE OREGON • CONDUCTOR PLATES ME MADE OF :o /1B /18GA (V.IVSS/K) ASTIR A6S3 GRADE 00/50 (M. K/H.SS) GALL STEEL. APPLY ,/ -_ , _,p y TOT. LD. 42.0 PSF SEQN- 157079 PLATES TO EAOI FACE OF TRIES NO. DR O UNLESS OM:WISE LOCATED THIS DESIGN. POSITION PER DAPINGS 1BO -% A_Z. I!o" ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TP11 -200: SEC.). A SEAL WI THIS 11W Building Components Group, Inc. Q SHORN. INDICATES ACCEPTANCE 1 OF PRECESSIONAL ENGINE RESPONSIBILITY SOLELY FOR TRUSS COMPONENT R �LD 1N N� • DUR. FAC . 1.15 FROM KTC Sacramento, CA 95828 BUILDING DESIGNER PER AISI/TPI 1 SEC. 2. RORPwB16/SO/LOl! SPACING 24.0" JREF- 1UG9561_Z15 • • • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T24) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 21.92 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 ' Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS /TP1'reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Deflection meets L/240 live and L /180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 2X4 to 10 • 2X4 II 3-5 -1 Ili 1 -10 -12 l■ ■ 1 419-3-2 i NEMO 2X41[1 2X4 III 1"12 _ • I - i �1 - 3- 0 -5 "43 1-10 -0 Over 2 Supports) R =81 W =5.5" RL =45 R =81 U =71 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT/RT = 896(096)/4(1) 10.03.04.0.. - OR/ - /1 /- / - /R /- Scale = .75 " /Ft. 3901 Tr s-Way, Inc 3 1 70 zr ,,IMB•• TRUSSES RE ND PP QUIRE ECTREIE CARE IN FA=ICATION. HALING. SHIING. INSTALLING AND BRACI NG .`• O�iQ TC LL 25.0 PSF REF R561 -- 61824 REFER TO SCS C EOT ETY INFOIW \n aN). PUBLISHED BY TPI (TRUSS PLATE INSrITVrE. zlB Rams LEE sTiE ET. ( DNILDI TE NC SMI 712. ALE]AIBR S I AF IA. VA. 22014) ANm nCA (MOOD TTBN55 CONCIL OF AIERICA. 9]m 0 GINS 0 ENTERPRISE LAME. MADISON. NI 60719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 0 N F 4 . TC DL 7.0 PSF DATE 10/18/11 OTHEIOISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTON CHORD SMALL HAVE 19575 PE 9 A PROPERLY STEADIED RIGID OEILIA. • r / BC DL 10.0 PSF DRW CAUSR561 11291030 '•IMPORTANT "FUNISH A COPY OF THIS DESIGN TO THE IMSTALLATNGN CONTRACTOR. In BUILDING COMPONENTS ALPINE III C INC ON SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FRGN M THIS DESIGN; Y FAILURE TO BUILD THE TRUSS I _ = BC LL 0.0 PSF CA -ENG TSB /GWH IN OWOOANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING A BRACING OF TRUSSES. DESIGN CONFORMS MITI APPLICABLE PROVISIONS OF IDS (NATIONL DESIGN SPEC. BY AFEPA) NW TPI. ALPINE 011' •N / y CORRECTOR PLATES ARE NODE OF 20/18/1601 (0.0 /SS/R) AS1N Aril GNDE A 40/80 (N. /N.59) rxV. STEEL. APPLY 1 TOT . LD . 42.0 PSF SEQN- 157085 . PLATES TO EACH FACE OF TR.55 Alm. UNLESS OI ERNISE LOCATED COI THIS DESIGN. POSITION PER DRAWINGS 1800 -z. 2O. V ART INSPECTION OF PLATES FOLLOWED BY (I) SWLLL BE PER ANNE] AS OF TPI1 -2002 SEC.]. A SEAL O THIS ESS • 1IW Building CDmpon ®b Group, Inc. S l 0 ICTE5 1n l E IBI M LITV SOLELY OR TBFNLSI�w�11EQ RO ODW.� DUI.FAC. 1.15 FROM KTC Sacramento, CA 95828 BUILDING TESI(RER PER ANSI/TPI 1 SEC. I. Sacramento, Renewal 6/301 2013 SPACING 24.0" JREF- 1 UG9561 Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS IS DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T25) Top chord 2x4 OF -L #1 &Bet.(g) Special loads Bot chord 1.5 "x5.625" DF -L SS(g) (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) Webs 2x4 DF -L Standard(g) :W3 2x4 DF -L #1 &Bet.(g): TC- From 68 plf at -1.08 to 68 plf at 15.15 BC- From 20 plf at 0.00 to 20 plf at 15.15 Connectors in green lumber (g) designed using NDS /TPI reduction factors. BC- 231.22 lb Conc. Load at 3.42 BC- 676.01 lb Conc. Load at 8.64 BC- 1106.41 lb Conc. Load at 13.87 110 mph wind, 15.30 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Right end vertical not exposed to wind pressure. (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally Wind reactions based on MWFRS pressures. spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). Bracing material to be supplied and attached at both ends to a Bottom chord checked for 10.00 psf non - concurrent bottom chord live load suitable support by erection contractor. applied per IRC -09 section 301.5. Deflection meets 1/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered. 2X4I11 factor for dead load is 2.00. 6X66 W' S (a) 12 -0 -8 • 9.24 r (a) 0 -4 -8 ( i 9 -1 -4 1 / 'I 3X8 III 3X5(A1)=- 7X6= I 1 -1 -0 -1 7 - 5 ,.11 7....________4i.3"12 - � 3 - _11 3 "12 7 -6 -15 T 7 - - 15 'I 1 . < -- 15 -1 -13 Over 2 Supports R =1292 U =229 W= 5.953" R =2123 U =431 W =3" • Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0. OR /- /1 /- / - /R /- Scale = .1875 " /Ft. 39 NEoathSL. �c� nWA I " ° @ "'E ST 1A. V " ' IN ° FI °' SHIPPING. ATE MITI BRACUM. ���� ORF S S TC LL 25.0 PSF REF 0561- - 61825 US TII LE STR EET. SUITE 3 12. ALEx 2233 A ND RTCA GOOD TO SS Ceam OF AN EII I CA. 6 ]0 0 ,, ENTERPRISE LANE. MADISON. RI 6]716) FOR SAFETY PRACTICES ' CTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS c° - F • TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP CURD SHALL HAVE PROPERLY AND /301T011 RLY ATTACED STRUCTURAL PANELS A01TO/301T011 OIORD SHALL HAVE LU 19575 PE 7 _ Al POMMY ATTACHED RIGID Qllli. r /BC DL 10. 0 PSF DR W CAUSR561 71291031 •• 11@OMTARIT•• FIWNISH A COPY OF THIS DESIGN TO THE INSTALLATION CORIRACTOR. ITV BUILDING COMPONENTS ALPINE _ IN CONFORMANCE AI RIM TPI OR FABRICATING. HUmLING. SHIIPPIiNG. 4 BRACING TTRUSS ' 1 BC LL 0.0 PSF CA -ENO TSB /GWH DESIGN CONFORMS GIN APPLICABLE PROVISIONS OF NDS (RATIONAL DESION SPEC. BY AFNPA) AND TPI. ALPINE ORES R N • CORRECTOR PLATES ARE WADE OF 20/16/T6CA (1.9/S5/k) ASTIR A033 GRADE 40/60 (U. II/H.55) GALE. STEEL. APPLY �/ - TOT . LD . 42.0 PSF SE N- 157101 PLATES TO EACH FACE OF TRUSS UNLESS SS Alm. UESS OTERSISE LOCATED ON THIS OESIUI. POSITION PER G(11RINGS 160A -2. `NE 20,140 V - ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER minx AS OF TPI1 -2R02 SEC. 3. A SEN. ON THIS 171E Building Components Group, Inc. DRAU HNC INDICATES AccEPTANNeE of Y PROFESSIONAL G/EESLY TRUS S C006GEYf ROC$ w. A DUR. FAC. 1.15 FROM KTC Sacramento, 95828 R mini THE SUITABILIT Alm USE OF THIS EN IERINO R CW'OmNT FOR PONSIBI MY BUIID)MG ITY SOLEL IS TE FDI RESPONSIBILITY TIE OF TF a BUILDING DESIGNER PER AIRS "'°' 1 SEC. 2. Renewal 6/30/20L3 SPACING 24.0" JREF- 1 UG9561_Z15 THIS DWG PREPARED FROM CONFUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T26) Top chord 2x4 DF -L #1 &Bet.(g) Special loads Bot chord 1.5 "x5.625" DF -L SS(g) (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) Webs 2x4 DF -L Standard(g) TC- From 68 plf at 0.00 to 68 plf at 6.52 TC- From 68 plf at 6.52 to 68 plf at 14.92 Connectors in green lumber (g) designed using NDS/TPI reduction factors. BC- From 20 plf at 0.00 to 20 plf at 14.92 BC- 161.94 lb Conc. Load at 2.04 BC- 587.92 lb Conc. Load at 7.26 110 mph wind, 22.90 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located BC- 1013.90 lb Conc. Load at 12.49 anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Wind reactions based on MWFRS pressures. Calculated vertical deflection is 0.03" due to live load and 0.08" due Deflection meets L/240 live and L/180 total load. Creep increase factor to total load at X = 12 -5 -14. for dead load is 2.00. 5X6= .. , /\ 9.29 9.24 3X6 % 4X6 0` 6 - 10 - 12 T ,I :. 1 -1 -8 .....ii 0 -4 -10 wow „ 19 -3 -2 4X8= 3X8 III 3X8111 3X10(83) 6 -6 -4 TJc 5 -11 -10 >I< 2 -5 -4 L 6 - - 4 _1_ 8 -4 -14 J [ 14 -11 -2 Over 2 Supports R =1245 U =424 W= 5.953" R =1827 U =447 W= 3.207" Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.060 - OR /- /1 /- / - /R /- Scale = .375'•/Ft. Tnu Way, Inc 360 - 750-1470 ••UARM TRUSSES REQUIRE EXTREME CAE IN FABRICATION, HANDLING. SHIPPING. INSTALLING Alm BRACING. 49.'. - - -o"FS, TC LL 25.0 PSF REF R561 -- 61826 3901 NE 68th St., Vancouver WA REFER TCS (BUILDING ' i"F "F SAFETY INF P WLISIED BY IPM (TRUSS PLAT IT E INSTITUTE. . 210 . y �V • ENTERPRISE w0- MADISON, Wi II S 37 0) FO R Y S AF = ETY I � " ' RACTICEES ""�O "N ` "reSER`FUMCT TI IONS LnLESS . 19575 �E 0 9 / TC DL 7 PSF DATE 10/1811 AVE OTHERWISE INDICATED TOP MORD SHALL HAVE PROPERLY ATTACHED STWICTURAL PANELS D BORON GERM SHALL HAVE A PI/OPENLY ATTRON® RIGID CESIUM. / _ UP MALL DL 10,0 PSF DRW CAUSR561 11291032 •• I�ORWUrf .. IRm1 SI A COP/ OF THIS DESIGN TO THE IIISTALLATIOE CONTRACTOR. RTE BUILDING CONPONENTS GROUP. INC. ALL PDT BE RESPONSIBLE FOR A DEVIATIGI FROW THIS DESIGNN: ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG TSB /GWH ALPINE DESIGN CONFORMS WITH APPLICABLE ICRI PROVISIONS S OF NOS (NATIONAL DESIQNSPE'CC.ABYYAFWA) DWISI. ALPINE OREGON 1 4 CONNECTOR PLATES ARE IMDE OF 20 /1B /TOGA (W.0 /55/U) ASTW MSS GRADE 00/0O (W, 6^1.55) LILLY. STEEL. APPLY . y TOT . LD . 42.0 PSF SEAN- 157113 PLATES AVE. UNLESS HE TH ATES TO EACH FACE OF TRUSS A. ESS OTRWISE LOCATED ON IS RESIGN. POSITION PER DRAWINGS IBM -2. �l 1ST ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER AMMER AS OF TP11 -2002 SECS. A SEAL ON THIS MISS ITW Building Components Group, Inc. I Q CRANING INDICATES ACCEPTANCE BY PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY THE L GGP I OE OLp W. N DUR.FAC. 1 .15 FROM KTC Sacramento, CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. Re meal6/3a/2013 • SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T27) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 22.90 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 1.5 "x5.625" DF -L SS(g) anywhere in roof, CAT II. EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Special loads Calculated vertical deflection is 0.04" due to live load and 0.10" due (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) to total load at X = 7 -9 -12. TC- From 68 plf at 0.00 to 68 plf at 7.81 TC- From 68 plf at 7.81 to 68 plf at 15.63 Deflection meets 1/240 live and L/180 total load. Creep increase BC- From 195 plf at 0.00 to 195 plf at 15.40 factor for dead load is 2.00. BC- From - 20 plf at 15.40 to 20 plf at 15.63 Truss designed for unbalanced snow load based on Pg =25.00 psf, Member design based on both MWFRS and C &C, wind 5X6 = Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. reactions based on MWFRS. 3X5 0� A d hi 10 6 -10 -12 0 _0 0 -4y 70 ■ II ■ 19 -3 -2 3X6 III 8X8 = 3X6 III 4X6 (A1) = 4X6(A1) Ic 4 -2 -3 )4c 3 -7 -9 al< 3-7 -9 + 4-2-3 I_ 7 -9 -12 7 -9 -12 • I" 15 -7 -8 Over 2 Supports R =2056 U =440 W= 3.25" R =2017 U =432 W= 3.25" RL= 167/ -167 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.06 . OR/ - /1 /- / - /R /- Scale = .375 " /Ft. T Way. Inc 360.750.1470 ••WAG US REQUIRE ING•• TRUSSES REIRE Exuma CARE III FABRICATIO ` TC LL 25.0 PSF II. HANDLING. SNIPPING. INSTALLING NO BRACING. �s'3 °1 -l' . REF R561 -- 61827 ,( REFER ro BCSI (BNIIDHNC C CNr SAFETY INEOIOIATIGN). RIDLISIIIED BY TPI (TRUSS PLATE INSTITUTE. 218 3901 NE 00'1)1 SL, Vancouver WA R EFE R LE STR E ET. SUITE 312. ALE VA. 2251 AN BTG ( MOOD TRUSS CO IC IL a AIIFA B 30D C,IN P(c �0 y �y ENTERPRISE LANE. MADISON, BI 03719) FOR SAFETY PRACTICES Rupp TO PFAFOOING THESE FUNCTION. ULLESS `195 TC DL 7.0 PSF DATE 10/18/11 OTR EISISE INDICATED TOP CHOCHORD D SHALL HAVE PNW T NE RI ERLT ATTACHED STRUCURAL PALS G BOTTOM CHORD SMALL HAVE 1 • PROPERLY Nrewa 11010 CEILING. BC DL 10.0 PSF DRW CAUSR561 11291033 • • I MPORTANT• • FINMISII A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. Ill BUILDING MOMENTS GROUP INC SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; NIT FAILURE TO BUILD THE TRIMS w ALPINE ' ICt 18 1 BC LL 0.0 PSF CA -LNG TSB /GBH IN CO OM FABRICATING. HANDLING. I EOwNGE WITH TPI: FABRICATI. DLING. SNIPPING. INSTALLING A BRACING OF TRUSSES. e DESIGN =FORMS MITI APPLICABLE PROVISIONS OF NO M S (NATTOL DES101 SPEC. BY AFNPA) NW WI. ALPINE O' EGON CONNECTOR PLATES ARE MADE OF 20/1B/15GA (M.N /SS/N) NSW A553 GRADE NO/120 (M. M/H.SS) GALV. STEEL. APPLY ya._ TOT . LD . 42.0 PSF SEQN- 157451 PLATES TO EACH FACE OF TRUSS NO. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER OWINGS 1BOA -2. "R , V ANT INSPECTION OF PLATES FOLLO® BY (I) SHALL BE PER AMEX AT OF TPI1 -2002 SEC.3. A SEAL ON THIS ITW Building Componenil Group, Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR TIE TRUSS COMPONENT ' W,N OUR. FAC. 1.15 FROM KTC Sacramento, CA 95828 DESIGN SHORN. THE SUITABILITY NO USE OF THIS COMMENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE i (WHLDING DESIGNER PER ANSI/TPI 1 SEC. 2. Renewal 6/30/201.3 SPACING 24.0" JREF- 1 UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T28) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.() anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. :Lt Bearing Leg 2x6g DF -L SS(g): Member design based on both MWFRS and C &C, wind reactions based on Connectors in green lumber (g) designed using NDS/TPI reduction factors. MWFRS. Right end vertical not exposed to wind pressure. (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). Bracing Bottom chord checked for 10.00 psf non- concurrent bottom chord live material to be supplied and attached at both ends to a suitable support load applied per IRC -09 section 301.5. by erection contractor. Deflection meets L/240 live and L/180 total load. Creep increase 2X4 Ill - factor for dead load is 2.00. Unbalanced snow loads have not been considered. T 10 F H1017 12 -0 -10 10 -4 -10 I` 2X4(A1) 0 -4 -10 • _. 4_10 -1 -4 1 _L . ._MIIIIIIili.H4111 s1a 3X10= 6X6 2X4 III 2X4 III L1' -IE 5 -2 -12>1 '< 2' J 4 -11 -15 5 "10 6 -6 -7 4 -11 -15 ' s 1 1 0 6 - - ''l 4 -11 - 15 0- - 6 -6 -7 - • • I 12 -0 -0 Over 3 Supports R =270 W =5.5" R =422 U =129 RL= 288/ -129 R =571 U =150 W =5.5" Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. 20 Gauge HS,Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0...; Y ••0, OR/ - /1 /- / - /R /- Scale = .225 " /Ft. Toss -W Inc 360- 750.1470 "� RA IM•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING MM BRACING. ..0 TC LL 25.0 PSF REF R561 -- 61828 REFER TO SCSI (BUI C0601EIIT SAFET' I1TI OR). PUBLISHED BY TPI (TR SS PLATE INSTITUTE. 21B 3901 NE thSt, Vancouver WA NGRIH LEE S TRE ET . SUITE 312. 1L.CX R NA. VA. 2251/ ND RTG (0 000 TRUSS CO MO IL OF AIE RIG. 6 100 �c5 �GINF • • LAKE. ENTERPRISE LA. MADISON. II 53710) FOR SAFETY PRACTICES PRIOR To PERFORMING THESE FI10TIp UNLESS ESS f 19575 • / TC DL 7.0 PSF DATE 10/1 B/11 OTHERWISE INDICATED TOP MORD Sou. HAVE PROPERLY ATTACHED STROCIW NE D CHORD AL PALS N BOTTOCHORD SHALL HAVE + J • PROPERLY AMTR® RIGID CEILING. • BC DL 10.0 PSF DRW CAUSR561 11291034 •• IEPORTNT•• FIWISH A CO•Y OF THIS DESIGN TO TIE INSTALLATION CONTRACTOR. ITN BUILDING COWERTS GROUP. INC. SHALL NOT BE RESPONSIBLE FOR AMY DEVIATION FROM THIS DESIGN: ANY FAILINE TO BUILD ME TRESS 1L. BC LL 0.0 PSF CA -ENG TSB /GWH ALPINE IN CONFORMANCE RIM 1P1: OR FABRICATING. HANDLING. SHIPPING. INSTALLING a BRACING OF TRUSSES. oF9% � I� 8 1 DESIGN CO/WORMS R1TH APPLICABLE PROVISION OF IDS (NATIONAL DESIGN SPEC. BY AFAPA) AND MI. ALPINE ,/ •_ B y TOT. LD. 42.0 PSF SEQN- 157060 CORRECTOR PLATES W 00 ATES ARE OE OF 20/10/10 (6.X/55/0) ASTR A600 GRADE 00/00 (R. R/HI.SS) GAM STEEL. APPLY -v SP- PLATES TO EACH FAQ OF TRUSS AID. UNLESS OTHERWISE LOCATED 01 THIS DESIGN, POSITION PER DRAWINGS 1600 -Z. /�� ANY INSPECTION OF PATES FOLLO® M BY (I) SHALL BE PER ANNEX A3 OF 7PI1 -2002 SEC.]. A SEAL ON THIS RpLp W.N OUR. RAC. 1.15 FROM KTC ITW Building COm nento Group, Inc. RING INGIGTES ACQPT OP PCOFESSI FRGINEERIP6 RESPONSIBILITY SOLELY FOR TE T0155 C060E1A Sacramento, CA 95828 �' OE51I2N s /10001 TIE SU1rABNLITY AID USE oP THIS CNOOIENr FW NIY BUILDING Is TIE RESPOF51a1Lm OF TIE NG d �OIl� BUILDING DE51GER PER AIN1/1PI 1 SEC. 2. SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FRIA COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM. OR - T29) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. +13 -3 -5 R =147 U =60 4 -6 -10 10 0-4-10 ii J 4fp -1 -4 + 2X4(A1) I I <-----5 -0 -0 Over 3 Supports - R =304 W =5.5" R =93 • RL= 114/ -62 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0•'3 •• OR/ - /1 /- / - /R /- Scale = .5 " /Ft. This-Way, Inc 360-750-1470 ' , !� o , "° 3E5 REQUIRE s ;"� , ';"; INSTALLING ,, 4? a ss, T C LL 25.0 PSF REF R561 -- 61829 88 3901 NE 68h St., Vancouver WA , H LEE STRE ET . SUITE 312. ALE VA 22318) AID ITCA ( MOO) TR t OF AM B � 00INF .. 04 ENTERPRISE LANE. MADISON. WI 63710) FON SAFETY PRACTICES PRIOR TO PERFORMING THESE FRICTIONS. (MESS TC DL 7.0 PSF DATE 10/18/11 CHORD OTHERWISE INDICATED TOP HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SL HAVE 195 5 • . N PROPERLY ATM= RIGID CEILING. if BC DL 10.0 PSF DRW CAUSR561 11291035 ••I IIIPORTANT. • FAWISO A CEPY OF THIS DESIGN TO THE INSTALLATION COITRACTOR. In BUILDING COMPONENTS 1 - ALPINE O1� IN NOW• ANC' EE WITH 7P1: sIALL Nor aF OR F AWt 1G RESPONS TING. I BLE FOR AAn DEV IAT101 cRmP . I THIS DESIGN: I ANY FAILOE TO BUILD THE MOSS � • 1 .; 1 BC LL 0. 0 PSF CA -ENG TSB /GWH _ MA NA/ DI.ING, sNIPPIIO ANC BaAC aF TRUSS . DESIGN CONFORM WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN OPEC. BY AIWA) AND TPI. ALPINE TOT . LD . 42.0 PSF SEAN- 157125 CORRECTOR CTOR PLATES ARE MADE OF 20/18 /TOGA (U,H /SS/8) ASIR Aas3 GRADE .0 /HGALL O (I. N.SS) GAL STEEL. APPLY PLATES TO EACH FACE O' TRUSS AID. (MESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAIINGS 1608 -2. ANY INSPECTION OF PLATES FOLLOWED BY (1) SPA BE PER AMEN E3 OF TPII -2002 SEC.). A SEAL ON THIS RQp V* ITV Building Components Group, ITC DRAWING T I INDICATES ACCEPTANCE1OF P PROFESSIONAL ENGINEERING RESPONIBILITTYIK SOLELY FOR COMPONENT COO1EIR low• DUR. FAC. 1.15 FROM KTC RESPONSIBILITY OF TIE I Sacramento, CA 95828 BUILDING DESIGNER PER ANSI/TPI I SEC. 2. RInU1P11 SPACING 24.0" JREF- 1UG9561_Z15 711 IS DMG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T30) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II. EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. V • 11 -7 -5 R =80 U =34 2 -10 -10 10 0 -4 -10 P J 4_9 - - 2X4 (A1) 1 -c--1 -0 -0 --' 1.‹---3 -0 -0 Over 3 Supports R =223 W =5.5" R =54 RL= 76/ -47 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT/RT = 896(096)/4(1) 10.03.04.0• C + .. p _ OR/ - /1 /- / - /R /- Scale = .75 " /Ft. Tt,�w3�' Inc 360-750-1470 ',! o ;TRUSSES ,,;,G"CNT SAFETY I^�,MATIONOR. ,HANDLING •m,RDPPI ATE I �2 c am ' s 6> TC LL 25.0 PSF REF R561 -- 61830 3901 NE 68thSt., Vancouver WA NORM LEE STREET. SUITE 312. ALEXANDRIA. VA. 22]14) AND R E CA MOOD TRUSS COUNCIL OF ARICA. 6]OO SF? 0 e6. O ENTERPRISE LANE. MADISOr. ■I 6]719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 0 TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED Top damp RUUL HAVE PROPERLY ATTN2ED sTRUCIUML PANELS me mirror OQD SIGLLL HAVE Lu 19675 P'E A +TOE7df ATTUNED RIGID CEILING. / BC DL 10.0 PSF DRW CAUSR561 11291036 •• IMPOMTr1Rr••FUWIISN A CDR' OF THIS RESIGN TO THE INSTALLATION CONTRACIOi. ITT BUILDING COMPONENTS �L (PLOP INC. SHALL NOT BE RESPONSIBLE FOR ANY NEVIATIOI FRO1 IBIS EsIGN: ANY FAILDT To LDIED 115 ORU55 •i BC LL 0 . 0 PSF CA- ENG TSB /GWH 1. ALPINE IN CORF RRIANCE ■Irx TP1: Oi F ABR I CATINC. HARIDL IIBI. 911 PPING. I NSTAU ING A RAUC C OF TRUSS a - a , DESIGN CONFORMS WIN APPLICABLE PROVISIONS OF IDs (NATIONAL DESIGN SPEC, BY AFAPA) ND TPI. ALPINE 1� • TOT.LD. 42.0 PSF SEQN- 157121 CONNECTOR PLATES ARE OE OF 20 /12/16GA (9,0/55/K) A5TM A653 GRADE 40/60 (T. A1.55) GALY. STEEL. APPLY PLATES TO EACH FACE OF TRESS AID. UNLESS OTHERWISE LOCATED OR THIS DESIGN. POSITION PER DRAWINGS 1600 -2. �/ ANY INSPECTION OF PLATES FOLLOWED BY (1) SMALL OE PER ANNEX Al OF TP11 -2002 SEC.]. A SEAL ON THIS P 11WBmlding Components Group, Inc. G:IS15 :9 �;u R TES ACCEPTANCE :I ENGIE O SIIBILITY SOLELY FOR EHTRUSSCC0@OEMT R OL D W.N� DUR.FAC. 1.15 FROM KTC Sacramento, CA 95828 BUILDING DESIGNER PER N61/TPI 1 SEC. 2. Renewal 6/50R1727 SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. • (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - 731) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Truss spaced at 24.0" OC designed to support 1 -4 -0 top chord outlookers. See A11015050109 & GBLLETIN0109 for more requirements. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. 3X5= A. 1 10 i . 6 -0 -2 il 0 -4 -10 0 -4 -10 2X4 (A1) 3 5 2X4(A1) • 1 LE1 -->i Li' 6 -9 -0 I 6 -9 -0 _I f c 13 -6 -0 Over 2 Supports R =132 PLF U =32 PLF W =6 -9 -0 RL= 36/ -36 PLF R =131 PLF U =33 PLF W =6 -9 -0 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0.s3MJFr7� OR/ - /1 /- / - /R /- Scale = .375 " /Ft. TNS -Wayy Inc 3750.1470 •• ■AG NE UI■D TRUSSES REQUIRE EATNE CARE IN FABRICATION. MAIMING. SHIPPING. INSTALLING AND 1X00110. 4- S TC LL 25.0 PSF REF R561 -- 61831 3901 PIE6m11St.,YBncouver W A RE NORi TH H LLEEE SITE ALE IA. VA 1 223311i) l NO RrG A ( I im O D �1SS C OF PLATE AMERICA. INSTITUTE ' 6 � 0 , GIN F , O ENTERPRISE L MADISON. WI 83719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 4 19676PE� TC DL 7.0 PSF DATE 10/18/11 OTHERWISE UNHEATED TOP [WORD SWILL HAVE PROPERLY ATTACHED STRUCTURAL PANELS N. BOTTOM OORW SHALL HAVE N PROPERLY NTTN® RIGID MIL(NR. BC DL 10,0 PSF DRW CAUSR561 11291037 , •- 1UPORTAIIT••FURNISH A COPY OF THE DESIGN TO T INSTALLATION CONTRACTOR. ITW BUILDING COMMENTS / Olds. INC. SHALL NOT BE RESPONSIBLE FOR NC! DEVIATION FRE. THIS DESIGN: Mr FAILLE TO BUILD THE TRUSS - BC LL 0.0 PSF CA -ENG TSB /GBH ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING, INSTALLING N BRACING CP TRUSSES. DI • 3 ii ALPINE DESIGN CONFORMS 111)1 APPLICABLE PROVISIONS OF NEB (NATIONAL DESIGN SPEC. BY AFNPA) NM TPI. ALPINE CONNECTOR PLACES ARE 100E OF 20/18 /IBGA (0.0/55/8) A5711 Hess GRADE 00/00 (W. R/H.55) LILY. STEEL. APPLY G.9 q 106 v TOT . LD . - 42.0 PSF SEAN- 157137 DO UNLESS TO EACH FACE OF TRUSS A. E53 OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1S0A -z. NOV INSPECTION OF RATES FOLLOWED BY (I) SHALL BE PER ANNEX Al OF TP11.2002 5EC.3. A SEAL ON THIS •OLDIN.N OUR. FAG. 1 .15 FROM KTC arss COMMENT ITVYBuil Building rents Group, I q • 9 INDICATES E S J I TMrFm E TM I iSGI RE 1$ ANY BUIL IS SP OF THE . Sacramento, CA 95828 28 W111D1NG DESIGNER PER AJS1 f1PI 1 SEC. 2. Ron.w `JS0n01 SPACING 24.0 JREF- 1UG9561_Z15 • THIS DRG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR._ (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T32) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, -22.04 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.( ) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non- concurrent bottom chord live load Deflection meets 1/240 live and L /180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. • Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. • 6X6 = a. Al 10 6 -0 -2 0 -4 -10 0 -4 -10 a .. T +19-3-2 6 2X4 (A1) = 2X4 (A1) L1'.J L1 6 -9 -0 c I 6 -9 -0 L 6 -9 -0 ,I_ 6 -9 -0 J 13 -6 -0 Over 2 Supports R =664 U =114 W =5.5" R =664 U =114 W =5.5" RL= 185/ -185 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 1O.03.04.0.L - OR/ - /1 /- / - /R /- Scale = .375 " /Ft. Tnu -Waayy Inc 360- 750 -1470 • 'LIOW. TRSSES REQUIRE EXIREIE CARE IN FABRICATION. HANDLING. LING. SNIPPING. INSTALLING A BRACING. ' Q REF R561 -- 61832 3901 NE 68th St., Vancouver WA REFER 7O BC5' (BUILDIN COPOEBT SAFETY V A1600A). PA1.1SHED BY TPI (TRUSS PL1ATE "1"107. . 210 TC LL 25. 0 PSF e. ENTERPRISE LANES MADISON. VI �63771B) FOR SAFETY 1 P PRA TMGN CTIC E T S PRIO OR R O TO PERFORMING THESE E OnES C. S GIN 4"w ss ..t. OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTAOIED STRUCTURAL PANELS AND BOTTOM CHORD LULL NAVE 4i 19575 PE DL 7. 0 PSF DATE 10/18/11 A PROPERLY ATTACRE) RIGID REMIND. • •INPORTANT•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS / S IC DL 10.0 PSF DRW CAUSR561 11291038 GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ART FAILURE TO BUILD THE TRUSS / - ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. 1 / BC LL 0.0 PSF CA-ENG TSB /GWH DESIGN CORTEGES ■ITN APPLICABLE NDVIS10 S OF NOS (NATIONAL DESIGN SPEC. BY AFIPA) ARO TPI. ALPINE OR • N . CONNECTOR PLATES ARE MADE OF 20 /1B /16GA (0.H/SS/H) ASTI ABS] GRADE 00/00 (W. B/H.55) GALV. STEEL. APPLY �/ p TOT . LD . 42 . 0 PSF SE PLATES TO EPEE FACE OF TRUSS ANO. ARESS OTHERWISE LOCATES ON THIS DESIGN. POSITION PEA D AWINGS 160A -2. 4 E ]0.19 ,, ' SEQN- 1 56667 ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS KTC W Building Components Group, Inc. 51 M;GTES SUPYI PB �I uGl IBILITY S IS THE T18 L VI E ITY E T A O W. �� DUCT . FAC . 1.15 FROM ELI C Sacramento, CA 95828 BUILDING DESIGNER PER ANSI,TPI 1 SEC. 2. Renewal 6/50/Z013 SPACING 24.0" JREF- 1 UG9561 Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS d DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T33) . Top chord 2x4 DF -L #1&Bet.(g) 110 mph wind, 22.04 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 OF -L #1 &Bet.( anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. 6X6 .I. /A\ 10 6-0-2 A70 0 -4 -10 0 -4 -10 . EEI •-19 -3 -2 5X6 = 2X4 (A1) • 2X4(A1) L11 k 6 -9 -0 B. } E 6 -9 -0 I_ 6 -9 -0 6 -9 -0 I < 13 -6 -0 Over 2 Supports' R =668 U =116 W =5.5" R =591 U =92 RL =158/ -171 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.' f �.. OR/ - /1 /- / - /R /- Scale = .375 " /Ft. 39 w l erwn i0'"'" 1�°4�'"'' FABRICATION, "D "'2° c, a►N R`ps, TC LL 25.0 PSF REF R561 -- 61833 EJREIORI SE MADISON. =T �1 �9371B ) TO NOIIC THESE FUR I UNLESS - , 1957 �� O � OTMEINISE INDICATED TOP 010101 SHALL HAVE PROPERLY ATTAOOD STRuCTURILL PANELS AND BOROI OIOIO SHALL HAVE TC DL 7.0 PSF DATE 10/18/11 N vRamY ATTACKED 01010 au)TID. %� BC DL 10.0 PSF DRW CAUSR561 11291039 •• 1EPIDITT/V♦T•• DESIGN A COPY OF THIS DE91 TO TIE INSTALLATION OMITRACT0R. ITV BUILDING COROENTS ALPINE IRORP. IRC. SIU ANT eE RESPONSIBLE FOt 4" OEVIATId FRd H DESIGN: M FAILURE TO BYIID TIE MISS IN MNFOWAICE VITA TPI: 0R FABRICATHIG. NNOLIIL. SNIPPING. 119 IIISTALLIIRO 6 A PORCINE OF TRUSSES. M .4 I ,.: BC LL 0. 0 PSF CA -ENG TSB /GWH A DESIGN CONFORMS PITH APPLICABLE PROVISIONS OF NOS (NATIOML DESIGN SPEC. BY NAPA) NO TPI. ALPINE y TOT. LD. 42.0 PSF SEQN- 94898 CONNECTOR PLATES ARE MADE OF 20 /1B G (V. /1BN/5S/N) ASTV AGM GRADE A0/60 (V. k/H.5S) GILLV. STEEL. APPLY - ._ PLATES TO EACH FACE OF MISS APO. MESS OTIETNISE LOCATED OR THIS DESICM. POSITION PER MANIACS T60A -2. ANY IIISPECTIOI OF PLATES FOLLOW, BY (I) SILL BE PER ANNEX A3 OF TPII -2002 SECS. A SEAL ON THIS R OLL W. Ne DAR. RAC. 1.15. FROM MB ITWBuilding Components Group, Inc. DESIGN 1 9031111. I INDICATES ACCEPTANCE OF PROFESSIONAL TADS ,IINEE ENGINEERING RESPONSIBILITY SOLELY YIIC. IS R THE TRUSS C E Sacramento, CA 95828 BUILDING DESIGNER PER ANII/TPI 1 SEC. 2. RBnewa16/30/2013 SPACING 24.0" JREF- 1 UG9$61_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T34) Top chord 2x4 DF -L #1 &Bet.(g) :T2, T3 1.5 "x5.625" DF -L SS(g): - 110 mph wind, 22.11 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) :W7 2x4 DF -L #1 &Bet.(g): psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Special loads load applied per IRC -09 section 301.5. (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) TC- From 136 plf at 0.00 to 136 plf at 5.94 Calculated vertical deflection is 0.06" due to live load and 0.13" due TC- From 138 plf at 5.94 to 138 plf at 10.67 to total load at X = 13 -6 -12. TC- From 138 plf at 10.67 to 138 plf at 15.41 TC- From 68 plf at 15.41 to 68 plf at 19.50 Deflection meets L/240 live and L/180 total toad. Creep increase BC- From 20 plf at 0.00 to 20 plf at 13.56 factor for dead load is 2.00. BC- From 10 plf at 13.56 to 10 plf at 17.50 BC- From 20 plf at 17.50 to 20 plf at 19.50 In lieu of structural panels use purl ins to brace all flat TC W 24" TC- 781.85 lb Conc. Load at 15.43 OC. BC- 1051.00 lb Conc. Load at 13.56 BC- 305.00 lb Conc. Load at 15.50,17.50 8X104 H0912 ' 7X6 \/\r3/ 1` 10 10 6X6(R) = 5 -3 -12 W7 I 0 -4 -10 1 -11 -1 p o- C _419 -3 -2 i 3X14(63) • 2X4111 5X6= 5X6= 3X10= l' 5X6 III 5 T� 2 - 3 - 4 T - 9 - 2 5 - 9 6 5 - O T 2 - 1 - 8 +' 3 - 9 9 - 12 I, 5 -10 -15 -1. 9 -9 -5 -I, 3 -9 -12 J E c 19 -6 -0 Over 2 Supports R =2085 U =44 R =3103 U =26 W =5.5" Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT = 896(096)/4(1) 10.03. . n OR/ - /1 /- / - /R /- Scale = .34 " /Ft. Tnu - Inc 360. 750 -1470 • •f E � R • TO � TRUSSES ( DIIN C 1�oN s1 Y �^� FABRICATION. HAMMING. (TRESS INSTALLING AND BRACING. BO S � TC LL 25.0 PSF REF R561 -- 61834 3901 NEE 68tH SL, Vancouver WA NORTH LEE S DI1TE 012. ALE VA. 22511) AND RCA ( WORD TRESS COUNC of AT AMER ICA1>l. OO ENTERPRISE LANE. MAO15M. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFOINIING THESE FIRICTIONS. UNESS TC DL 7 . 0 PSF DATE 1 0/1 8/1 1 onISE IICATED TOP CHORD SHALL HAVE PROPERY ATTAINED STRUCTURAL PANELS LS AND BOTTOM C11OND SALL HAVE A PROPERLY ATTACHED RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 11291040 ••I111PORTNT "rum SH A COPY OF THIS DESIGN TO THE INSTALUTION CONTRACTOR. ITV BUILDING C�INENTS GN01P. INC. SHALL IDT RE RESPONISIRLE FOR NIT DEVIATIGN FRGN THIS DESI0: ANY FAILUE TO WOULD THE TRUSS 1 1 I BC LL 0.0 PSF CA -ENG TSB /GWH ALPINE IN CONF ORVA I 6E ■ITN TPI: oa FABRICATING. NA/ 0 L 1MG. OIIPP111G. IM S T ALL INC E RO A C 111G OF TR U SS ES. A R ,1-., A DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIOIAL DESIGN SPEC. BY AFIPA) AID TPI. ALPINE CONNECTOR PLATES NE MADE OF 20 /111/INCA (V.H/SS/K) AST, A053 GRADE 40/B0 (V. KM,SS) GALV. STEEL. APPLY //�� w TOT . LD .. 42.0 PSF SEQN- 157465 PLATES TO EACH FACE OF TRLSS AID. UNLESS OTHERWISE LOCATED OR THIS DESIGN. POSITION I PER DRAWINGS 160A.2. V . ., ANY INSPECTION OF PLATES FOLLONED BY (N) SHALL BE PER AMEX AT OF TPI1 -2002 SEC.3. A SEAL ON THIS ' R O N� 1T Building Com Group, Ins. DRAWING INDICATES ACCEPTANCE OF PROFESSIDINL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS rnWOEWr In W OUR. PAC. 1.15 FROM KTC • Sacramento, CA 95828 DESIGN SHOWN. TIE SUITABILITY AND USE OF THIS COMIC" FOR A B UILDING IS THE RESPONSIBILITY OF THE Ra11NINd 6/30/2013 BUILDING DESIGNER PER ANSI/TIN ' SEC. 2. SPACING 24.0 JREF- 1UG9561_Z15 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T35) Top chord 2x4 DF -L #1 &Bet.(g) :T2, T3 1.5 "x5.625" DF -L SS(g): 110 mph wind, 22.94 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.( ) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) :W7 2x4 DF -L #1 &Bet.(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. In lieu of structural panels use purl ins to brace all flat TC • 24" OC. I 110912 8X1/ 7X6 1P 11M1.1.1111 7 10 A 6 -11-12 (R) 0 -4 -10 1 -11 -1 . ■ Y *19 -3 -2 3X10(B3) = 2X4111 5X6= 5X6= 3X10= 5X6111 5 -6 -2 5 -1 -15 5 -0 -3 3 -9 -12 5 -6 -2 2 -4 -13 5 -7 -13 2 -1 -8 3 -9 -12 I. 7 -10 -15 J.. 7 -9 -5 _I_ 3 -9 -12 J F 19 -6 -0 Over 2 Supports R =866 U =153 R =855 U =157 W =5.5" RL= 156/ -143 Design Crit: IRC2009/TPI- 2007(STD) • PLT TYP 20 Gauge HS,Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.1 -.1p -. OR /- /1 /- / - /R /- Scale = .375 " /Ft. ] 3901 NE oo Inc 360-750-1470 V a7 c aw l e r W A •RE� O BB SS TRUSSES ( (BUILDING COMPS T SAFETY i1BFNOAnoq.. PUBLISHED LLIi 0160 BY WI (TiO (TRUSS INSTALLING INSTITUTE 21B BRACING. g� � �` 8 i TC LL 25.0 PSF REF R561 -- 61835 NORTH LEE STREET. SUITE 312. ALEXANDRIA. VA. 22314) ND RICA (WOOD TRUSS COUNCIL OF AIERICA. 6300 G o NTE. ■AOISCH. WI 63719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. INDICATED TOP CHORD STALL HAVE PROPERLY ATTACHED STRUCTURAL PArs,c NO BOTTOM 0101217 a.... HAVE ••• 9575 PE f ENTERPRISE LN TC DL 7.0 PSF DATE 10/18/11 • F101R .T ATTUNED RIGID CEILING. " / BC DL 10.0 PSF DRW CAUSR561 11291041 •• IMPORTANT••FINNISH A LOGY OF THIS DESIGN TO THE INSTALLATION COMMACTOR. 111 BUILDING COMPONENTS U / WS. INC. SHALL NOT BE RESPONSIBLE FOR ANT DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS 41 1 BC LL 0.0 PSF CA -ENG TSB /GWH ALPINE IN CONFORMANCE 11TH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING 6 BRACING OF TRUSSES. DESIGN COGO MS RIM APPLICABLE PROVISIONS OF IDS (NATIONAL DESIGN SPEC. BY AFIPA) AND TPI. ALPINE - •- TOT . LD . 42.0 PSF SEQN- 1 57470 • CONNECTOR PLATES ARE BAGE OF 20/16 /TOGA (1.H /SS/M) A5111 A653 GUIDE 40 /60 (R. 6/11.SS) CALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS PLATES NO. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A -2. Q44014301.07 .• ANY INSPECTION OF ATES FO TWO BY (I) SHALL BE PER ANNEX AS OF TP11 -2002 SEC.3. A SEAL ON THIS 1IWBmldingCOmpoambGEOIRInc. OR W IR INDICATES ACCEPTANCE OF IATOFESSI FAS PEERING RESPONS IBILITY soLL FO! THE TRU CODVENT FUR. FAC. 1 .15 FROM KTC Sacram ento, CA 95828 DES IGN 510■1. 7fE SUITABILITY AND IRE CIF THIS OOfOEG FOI AMY BUILDING IS T RE OF TIE RB lSW 6 /S■n� BUILDING DESIGNER PER ANs1/rvI 'sec.:. SPACING 24.0" JREF- 1UG9561_Z15 • • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T36) Top chord 2x4 DF -L #1 &Bet.(g) :T2, T3 1.5 "x5.625" DF -L SS(g): 110 mph wind, 23.78 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.( ) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) :W9 2x4 DF -L #1 &Bet.(g): psf. Connectors In green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Special loads Calculated vertical deflection is 0.03" due to live load and 0.08" due (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) to total load at X = 7 -9 -6. TC- From 68 plf at 0.00 to 68 plf at 9.91 TC- From 68 Of at 9.91 to 68 plf at 10.67 Deflection meets L/240 live and L/180 total load. Creep increase TC- From 68 plf at 10.67 to 68 plf at 15.41 2X4111 2X4 111 factor for dead load is 2.00. TC- From 68 plf at 15.41 to 68 plf at 19.50 BC- From 20 plf at 0.00 to 20 plf at 19.50 2X4 III 2X4111 (*) In lieu of structural panels use purl ins to brace all flat TC ® 24" TC- 382.00 lb Conc. Load at 9.85,11.50 OC. Member design based on both MWFRS and C &C, wind L 1 reactions based on MWFRS. 10 8X10 �i H0912 0� 7X6= • 10 i • T2(•) „ T3 (•) �` 8 - 7 - 12 6X6(R) � I T 0 -4 -10 1 -11 -1 19 -3 -2 T '� 5X6III 3X10(B3) = 2X4111 5X6= 5X6= 3X10= 5 -6 -2 4 -4 -13 1 - - 4 -0 -1 3 -9 -12 5 -6 -2 2 -3 -4 5 -9 -6 2 -1 -8 3 -9 -12 9 - 10 - 15 I 5 -9 -5 I 3 -9 -12 f 19 -6 -0 Over 2 Supports 1 R =1214 U =276 R =1271 U =289 W =5.5" RL= 465/ -446 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. 20 Gauge HS,Wave FT /RT= 8 %(0 %)/4(1) 10.03.04. OR/- /1 /- / - /R /- Scale = .3125 " /Ft. TETLs -W Inc 360-750-1470 •7ARM1 ME °•• TRUSSES REQUIRE EXTREME CAME IN FABOICATme. HANDLING, SHIPPING. INSTALLIIC AND BRACING. 4Q . Pe, TC LL 25.0 PS F 3901 NE 68 SL, Vancouver WA ' °' TO SCSI (BUNlD16 caG'OIE IT SAFETY INFORIA OI) ET TI, "i("111° BY TPI (TRUSS PLAT INSTIME. 218 REF R561 -- 61836 ENTERPRISE LANE. M DIS wi A S377Th)j FOR " SAF E ETY '• PRACTICES SP PRIO OR R ° TO IIIG IMM.. W6 ( u c ` � � GIN �� T �y TC DL 7.0 PSF DATE 10/18/11 OTHERW QRRD L AND ISE INDICATED TOP SHALL HAVE PROPERLY sTRINTIRAL PALS A BOTTOM D SHALL HAVE 19575P'E • /WWERT ATTR® RIGID CEILING. . BC DL 10.0 PSF DRW CAUSR561 11291042 •• IMAORTM 10I T••FUISN ACm TRAC T OF THIS DESIGN TO THE INSTALLATI[F CONTOR. 1T♦ BUILDINGG COMPONENTS FAOAP. INC. BALL NOT BE RESPONSIBLE FOR ANY DEVIATICI FROM MS DESIGN: ANY FAILIRE TO BUILD THE TRUSS o BC LL 0.0 PSF CA- ENG TSB /GBH ...r - IN CONFORMANCE Win TP1, OR FABRICATING. HANDLING. SNIPPING. INSTALLING • BRACING OF TRUSSES. OR._ / CONFORMS WITH APPLICABLE 1/ PROVISIONS OF ICS (NATIONAL DESIGN 0/60 AFIFA) ALPINE I AND TPA, AYE % - I_ �' TOT. LD. 42.0 PSF SEQN- 157479 01 7 COOIGN FORTES ATE AAPE C IE /TN1DVICA ( I S.N/SS/S) NAT OR NALT F GAME ADE 4 S (I KJH.S PEC. (Y, ) GALVI STEEL. APPLY � PLATES TO EA FACE OF miss AID. IGBESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 10011 -2. ANY INSPECTION OF PLATES FOLLOW) ° ST T (I) ALL BE PER AMEX AT OF TPIT -2002 SEC.). A SEAL MI THIS 1TW Building CompoomLCroup, lua Q ' 1O1G ` aES "�°"".Ir 1 EI.cH R a HB�' L M TRUSL �LDw•N DUR.FAC. 1.15 FROM KTC a Sacramento, CA 95828 BUILDING °ESIGER PER ANSI/IPI 1 SEC. 2. Renewal 6/30/2013 SPACING 24.0" JREF- 1UG9561_Z15 • THIS DOG PREPARED FROM COMPUTER INPUT (LOADS a DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T37) Top chord 2x4 DF -L #1 &Bet.(g) :T2, T3 1.5 "x5.625" DF -L SS(g): 2 COMPLETE TRUSSES REQUIRED 1 ( ( Bot chord 2x4 DF -L #1&Bet.(g) Webs 2x4 DF -L Standard(g) :W1 1.5 "x5.625" DF -L SS(g): Nail Schedule:0.131 "x3" nails Top Chord: 1 Row 0 9.75" o.c. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Bot Chord: 1 Row 0 9.00" o.c. Webs : 1 Row 0 4" o.c. Use equal spacing between rows and stagger nails Special loads in each row to avoid splitting. (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) TC- From 68 plf at -1.00 to 68 plf at 5.91 110 mph wind, 21.69 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located TC- From 137 plf at 5.91 to 137 plf at 19.74 anywhere in roof, CAT II, EXP B. wind TC DL =4.2 psf, wind BC DL =6.0 TC- From 68 plf at 19.74 to 6B plf at 23.83 psf. BC- From 20 plf at 0.00 to 20 plf at 23.83 TC- 662.00 lb Conc. Load at 5.91 Member design based on both MWFRS and C &C, wind reactions based on BC- 142.00 lb Conc. Load at 2.00, 4.00 - MWFRS. BC- 1976.00 lb Conc. Load at 4.27 Bottom chord checked for 10.00 psf non - concurrent bottom chord live Calculated vertical deflection is 0.06" due to live load and 0.15" due load applied per IRC -09 section 301.5. to total load at X = 12 -10 -1. Deflection meets L/240 live and L /180 total load. Creep increase Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, factor for dead load is 2.00. Ce =1.00, CAT II & Pf =19.25 psf. In lieu of structural panels use purlins to brace all flat TC 0 24" 3X6 8X8- OC. 3X6 • 3X6 T2 l T3 4%. - 1 10 3X5 5 -3 -12 10 f W7 I 0 -4 -10 1 -11 -1 T a fit +19 -3 -2 I i / 3X5 m 5X6= 4X8= 3X5111 5X6(B7R) = 4X8= L1•J 4 -3 -4 1 7 -3 -15 7 -2 -3 3 -9 -12 4 -3 -4 1 -7 -11 6 -11 -2 7 -2 -3 3 -9 -12 I_ 5 - 1 0 - 15 _ I_ 14 -1 -5 3 -9 -12 -j I < 23 -10 -0 Over 2 Supports R =3954 U =776 W =5.5" R =2093 U =411 W =5.5" RL= 127/ -126 • Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0.' . - OR/ - /1 /- / - /R /- Scale = .25 " /Ft. Trus -w me 3 60.750.147 0 " TER o I LDNG SAFETY II �, ` ON) • Br II I ins LATE Win, "` 2 4 9 � 8 TC LL 25.0 PSF REF R561 -- 61837 39 rim LU $L, Vancouver WA NORTH LEE STREET. MITE 512. ALEXANDRIA. VA. 22314) AID 6fCA MOOD MUSS COINCIL OF AMERICA. 6300 \CO GIN O ENTERPRISE LANE. MADISON. WI 65710) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. IOO.ESS CS F • Z PR TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP 0611m SHALL IMVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE PROPERLY 19575 '. 9 PROATTACHED T A7TA0 AMID MUM T BC DL 10.0 PSF DRW CAUSR561 11291043 ••IOPORTAIT "FIIIDI511 A CO PY OF THIS DESIGN TO THE INSTALLATION coom R. In BUILDING COMPONENTS GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY OEVIATIOI FROM THIS DESIGN. ANY FAILLOE TO BUILD 711E TRUSS ' �., 1 BC LL 0.0 PSF CA -ENG TSB /GWH it_ ALPINE IN COff ND OOWNIX WITH WPI: OR FABRICATING. HALING. SHIPPING. INSTALLING A BRACING OF TRUSSES. A DESIGN COEOM6 WITH APPLICABLE PROVISIONS OF IDS (NATINSML DESIGN SPEC. BY AFIPA) AND TPI. ALPINE TOT. LD. 42.0 PSF SEAN- 157567 CONNECTOR PLATES ARE RAGE OF 2O /le /16CA (B.H /SS/IS) ATM A653 GRADE 40/60 (B. 6/H.SS) GALT. STEEL. MAY PLATES TO EACH FAO: OF MUSS NE. ION.ESS OTHERMISE LOCATED ON THIS DES1a. POSITION PER DRAWINGS 160M2. •N .:: • V M O' PLATES Y INSPECTION ATES FO.LDMED BY (I) SHALL BE PER ANNEX Al OF 1911 -2002 SECS. A SEAL ON THIS I'lVi Building Components Group, Inc. MARINO INDICATES ACCTNEA EP OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE Tans LTIMPOENT �O W. NUR. FAC . 1.15 FROM KTC o • Sacramento, CA 95828 DESIGN SCAN. TIE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Renewal 6/30/2011 BUILDING DESIGER PER Ms1^T•I 1 SEC. 2. SPACING 24.0" JREF- 1UG9561_Z15 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T38) Bo chord 2x8 DF -L #1&Bet.(g) :T2, T3 1.5"x5.625" OF-L SS(g): 2 COMPLETE TRUSSES REQUIRED 1 ` ( SS Webs 2x4 DF -L Standard(g) Nail Schedule:0.131 "x3" nails Top Chord: 1 Row 012.00" o.c. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Bot Chord: 1 Row a 4.00" o.c. Webs : 1 Row @ 4" o.c. Special loads Use equal spacing between rows and stagger nails P in each row to avoid splitting. (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) TC- From 68 plf at 0.00 to 68 plf at 19.74 110 mph wind, 22.11 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located TC- From 68 plf at 19.74 to 68 plf at 23.83 anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 BC- From 20 plf at 0.00 to 20 plf at 6.00 psf. BC- From 10 plf at 6.00 to 10 plf at 23.83 BC- 1553.38 lb Conc. Load at 6.00 Wind reactions based on MWFRS pressures. BC- 633.50 lb Conc. Load at 8.00 • BC- 1358.65 lb Conc. Load at 10.00 (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally BC- 665.35 lb Conc. Load at 12.00 spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). BC- 672.79 lb Conc. Load at 14.00,16.00,18.00,20.00 Bracing material to be supplied and attached at both ends to a 22.00 suitable support by erection contractor. Calculated vertical deflection is 0.11" due to live load and 0.25" due Deflection meets L/240 live and L/180 total load. Creep increase to total load at X = 12 -10 -1. factor for dead load is 2.00. In lieu of structural panels use purl ins to brace all flat TC @ 24" OC. 3X8 O� 8X10 4 X8� i I_ T2 T3 . - 1 10 (a) 10 E 6X6(R) = 5 -3 -12 0-4-10 - T -11 -1 FT 111111 T ;; 19 -3 -2 1 3X10 66R) 6X8° 10X14-=' H0514 = 3X108 5 -6 -2 7 -3 -15 7 -2 -3 3 -9 -12 5 -10 -15 6 -11 -2 7 -2 -3 3 -9 -12 L- 5 -10 -15 ,1_ 14 -1 -5 3 -9 -12 J 23 -10 -0 Over 2 Supports R =4547 U =920 W =5.5" R =4952 U =1013 W =5.5" Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. 20 Gauge HS,Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0..' ORD OR/ - /1 /- / - /R /- Scale = .275 " /Ft. TnLS -w Inc 3604504470 a1470 ••I *D1I� MUSSES 15SES REQUIRE EXTREME Al M CAM IN FABRICATION. MMOLIMG. SNIPPING. INSTALLING m BRACING. ��``s' " �FSi TC LL 25.0 PSF REFER TO SCS (IN RID INCA eONOIENr SAFETY 1160RMATI GN), PUB LISED (TR055 RATE 116TIME. 2,B (P, REF R561 -- 6183 3901 NE � SL, Vancouver WA INII LEE STRE S UITE ]II. N.EW A. V ml4) Nm r g i e" Br TPI TRUSS COUN aF V ER ICA. ' 500 E' w Y y __ ER LANE. ED TOP MI HALL SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS �957 5 c •w TC DL 7.0 PSF DATE 10/18/11 Li i r OTHERWISE INDICATED TOP CHORD SHALL NAVE VE PROPERLY ATTACIOD STRUCTURAL L PANELS Al LS m BOTTOM C,U M01m SKIRL HAVE f mEa+ T IRNRN� MIOID MUM. A P BC DL 10.0 PSF DRW CAUSR561 11291044 •• IMPORTIIMT•• FOOISM A COPY OF THIS DESIGN TO TIE INSTALLATION CONTRACTOR. IM BUILDING COIPOERTS TROY. INC. STALL NOT BE RESPONSIBLE FOR ANY DEVIATION FNMA THIS DESIGN: ANY FAILURE TO BUILD TIE TRUSS mow ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING. MARBLING, SNIPPING. INSTALLING A BRACING OF TRUSSES. 0 18 1 BC LL 0.0 PSF CA -ENG TSB /GWH j DESIGN CONFORMS WITH A O APPLICABLE PROVISIONS OF NM (MTIONIL DESIGN SPEC. BY AFSPA) AND TPI. ALPINE OREGON CONNECTOR PLATES ARE MME OF 22 /1B /lAG (M.B/SS/U) A51M A853 GRADE 40/B0 M. 5/M.5S) GALV. STEEL. APPLY ,/ m.+9� y TOT . LD . 42.0 PSF SEAN- 157589 PLATES TO EACH FACE OF MUSS PAD. UNLESS OTEIOISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 100A_C. "`AL T� MY INSPECTION OF PLATES FIILLNWD BY (I) SIIILLL BE PER AMEX N OF TPII -7:005 SECS. A SEAL MI THIS ITW Bmldiog Components Group, Inc. ORNp 9 1 �IICATES NCCEPT *NILIT A SE S A S r IBIL I TY YIN SOLEL ; "M OM " 5 1' I in 4'0L0 W. V ' DUR . FAC . 1.15 FROM KTC a Sacramento, CA 95828 BUILDING DESIGNER PER NISI/191 1 SEC. _. Renewal 6/30/2013 SPACING 24.0" JREF- 1 UG9561 Z15 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T39) Top chord 1.5 "x5.625" DF -L SS(g) 110 mph wind, 24.21 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.( ) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. End verticals not exposed to wind pressure. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Special loads load applied per IRC -09 section 301.5. (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) TC- From 160 plf at 0.00 to 160 plf at 15.08 Deflection meets L/240 live and L/180 total load. Creep increase BC- From 46 plf at 0.00 to 46 plf at 15.08 factor for dead load is 2.00. Member design based on both MWFRS and C &C, wind reactions based on Unbalanced snow loads have not been considered. MWFRS. Truss must be installed as shown with top chord up. 5X6= 2X4 III 5X6 4 -11 -7 4 -11 -7 1 1 0 „10_19 -3 -2 3X5 III 4X10= 3X5 III 1•'12 7 -4 -12 7 -6 -8 1 7 -4 -12 7 -4 -12 tj I Fc 15 -1 -0 Over 2 Supports ''11 R =1530 U 01356 R =1553 U 461 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0•• - I OR/ - /1 /- / - /R /- Scale = .4375 " /Ft. ..1111011110... TRUSSES REQUIRE E0IR0E CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING MD GRACING. ���' P 0F TNW TC LL 25.0 PSF S�-W, Inc nc 360 - 750.1470 REFER TO (CSI (BUILDING COMPONENT SAFETY INFORMATION) RU MATION). PUBLISHED BY TPI (SS PLATE INSTITUTE. 216 q REF R561 -- 61839 3901 NE 68th R ND St., Rostra LEE STREET. SUITE 312. ALEXANDRIA. VA. 22314) AND CA MOOD TRUSS =MOIL OF AMERICA. 6300 � GINF ENTERPRISE LAKE. MADISON. WI 83719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS (;7 F Z TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP 010E03 SHALL HALVE PROPERLY ATIACIED STRUCTURAL PEELS AND BOTrON CHORD SHALL HAVE • • PROPERLY ATY® A RI/110 CEILING. , 19575 ' r BC DL 10.0 PSF DRW CAUSR561 1129 1045 ••I PORTANT•. FU OR W15a A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACT. ITO BUILDING COiOITNTS BC GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS .j /• BC LL 0.0 PSF CA-ENG TSB /GWH 4 III— ALPINE ■ IN CONFORIAIGE WITH TPI: OR FABRICATING. HANDLING. SNIPPING. INSTALLING A BRACING OF TRUSSES. •R' GO DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF N (NATIONAL DESIGN SPEC. BY AFIPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20 /18/18GA (V.H/SS/6) ASTI A651 GRADE 40 /B0 (W. X/H.SS) GALV. STEEL. APPLY P. TOT. LD . 42.0 PSF SEQN- 157512 PLATES TO EACH FACE OF TRUSS ND. MESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DR/MINOS 160A -2. - 1 THE ODIWING INDICATES UCCEPT D PROFESSIO L ENGINEERING R �SI8 LITY THE TRUSS ON THIS o N DUR . FAC . 1.15 FROM KTC ' DESIGN D THE SUITABILITY 171Y Building Sacramento, A GrouGroup, Inc R CD W Sacramento, CA 95828 BUILDING DESIGNER SIR1 NO USE OF MIS COSO T FOR BUILDING IS THE RESPONSIBILITY a' BUILDING DESIGNER PER N61RPI 1 sec. a. Renewal 6/mHzo SPACING 24.0" JREF- 1UG9561_Z15 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T40) Top chord 1.5 "x5.625" DF - SS(g) 110 mph wind, 24.21 ft mean hgt, ASCE 7 - 05, CLOSED bldg, Located Bot chord 2x4 DF - L #1 &Bet.( ) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF - Standard(g) psf. . Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. End verticals not exposed to wind pressure. Bottom chord checked for 10.00 psf non- concurrent bottom chord live load applied per IRC -09 section 301.5. Deflection meets L/240 live and 1/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. Truss must be installed as shown with top chord up. 5X6 = 2X4 III 5X6 a I • 4 -11 -7 4 -11 -7 , L= 1 1 0 1 9 - 3 -2 ! 3X5 III 4X10= 3X5 III 1'12 7 -4 -12 7 -6 -8 .� 1 iz 7 -4 -12 ),I 7 -4 -12 1`12 I c 15 -1 -0 Over 2 Supports R =633 U =148 R =633 U =148 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.x- if„pt% F OR/ - /1 /- / - /R /- Scale = .4375 " /Ft. Trus -Waayy, Inc 360- 750.1470 " MApa TE u° •• Twsses NEa1Ne "'LIT, IN F�t1G C. SNIfiNC 1. IIIST�lL1 Vm BMC 4 REF R561 -- 61840 3901 NE 6816 St., Vancouver W ., No NoRT LEE SUITE 512. ALEXANDRIA. A . 22i °1 ii 1 ) Ne 01r . rr u NMm1 I N ( om R TRUSS � COUNCIL OF AR1 E . 13303 io OSS ' TC LL 25 .0 PSF R � � 5 ,1 . GINE p ENTEIPRNSE LANE. MADISON. ■I 03719) FOR SAFETY PRACTICES PRIOR TO PERFO UN e11G THESE FUNCTIONS. UNLESS if/ TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP ODOM SHALE HAVE PROPERLY ATTAO® WI STRUC1IROL PANELS MW BOTTOM CHORD DULL HAVE 9575 PE r ` 'MOULT °TAD `IGID RlLli. / r BC DL 10.0 PSF DRW CAUSR561 11291046 ••IUPORTOmT"FamISN A COPY OF THIS DESIGN TO TAE INSTALLATION CONTRACTOR. 17W BUILDING COMPONENTS GROW. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FRON IRIS DESIGN: ANY FAILURE TO BUILD THE TRUSS N I BC LL 0.0 PSF CA -ENG TSB /GWH e - ALPINE IN COIF01OAN1'E KITH TPI: OI FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. • 1 DESIGN CONFORMS RI APPLICABLE PROVISIONS OF NOS (NATURAL DESIGN SPEC. BY AFAPA) AND TPI. ALPINE CONNECTOR PLATES ARE WADE OF 20/10/INCA (W.H /SS/M) ASIM ABUT GLIDE 40 /00 (N. NI/N.SS) GAIT. STEEL. APPLY �, O TOT. LD. 42.0 PSF SEAN- 157515 ID OTHERWISE PLATES TO EACH FACE OF TRUSS A. UNLESS OTHEISE LOCATED ON THIS DESIGN, POSITION PEA DRAWINGS TBOA -Z. s ANY INSPECTION OF PLATES FOLLOWED BY (N) SHALL BE PER AMEX AT OF TP11 -2002 SECT. A SEAL THIS r ITV Building Components Group, Inc. OWNING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT R��p W. Of' DUR. PAC. 1.15 FROM KTC SaClanunuo, CA 95828 DESIGN SHOWN. THE SUITABILITY AID USE OF THIS COMMENT FOR AMY BUILDING IS IRE RESPONSIBILITY OF THE Renewal 6/30/1013 BUILDING DESIGNER PER Allsl/TPI 1 TED• R. SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 - Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - 741) Top chord 2x4 DF -L #1 &Bet.(g) :T2, T3 1.5 "x5.625" DF -L SS(g): 110 mph wind, 26.67 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet. (g) anywhere in roof, CAT II, EXP B. wind TC 01=4.2 psf, wind BC DL=6.0 psf. Webs 2x4 DF -L Standard(g) Connectors in green lumber (g) designed using NOS/TPI reduction factors. End verticals not exposed to wind pressure. (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally Special loads spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ".min.). Bracing (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) material to be supplied and attached at both ends to a suitable support TC- From 68 plf at 0.00 to 68 plf at 2.48 by erection contractor. TC- From 137 plf at 2.48 to 137 plf at 12.10 TC- From 68 plf at 12.10 to 68 plf at 15.08 In lieu of structural panels use purlins to brace all flat TC a 24" OC. BC- From 20 plf at 0.00 to 20 plf at 15.08 TC- 385.00 lb Conc. Load at 2.48,12.10 Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Calculated vertical deflection is 0.02" due to live load and 0.06" due to total load at X = 7 -3 -8. • Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10. Ce =1.00, CAT II & Pf =19.25 psf. Deflection meets L/240 live and 1/180 total load. Creep increase factor for dead load Is 2.00. 3X4 7X6 - 3X4 10 1- e mimillimmil q 1° 4X6% - �. 4X6 *�' 8 -7 -12 6 -7 - 6_2_3 _L ■ ' � : 4 19 -3 -2 _L 3X6 III 5X8= 2X4 4X8= 3X5 III 1 -2- 5 -7� 4-10-1 5 -1 -1 '+' 2 -8 -7 -1 . 1,2 -5 -7 J, 9 -11 -2 _ I_ 2 -8 -7 J I 15 -1 -0 Over 2 Supports >1 R =1406 U =381 R =1359 U =368 RL =48/ -52 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.1- %3, -`o OR/ - /1 /- / - /R /- Scale =.25 " /Ft. 7 01 s- th$ ., 360-750-1470 Vancouver W •" UI®I M G •• TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING A BRACING. y ,�G P I � � N TC LL 25.0 PSF REF R561 -- 61841 3901 68 REF TO BCSI RE ID (BUILDIN COE'OI XAN SAFETY IMFOIwAT I GN). P18LI DID BY TPI (TRUSS RATE � INSTITUTE. 116 c ENTERPRISE S "e N i AILS3710) FOB SAFETY l• PRACTI PRACTICES PRIOR O PEJffoR"NC FUNCTIONS. UNLESS (u 19575 `�• y r T C DL 7.0 PSF DATE 10/18/11 OTHERM SE INDICATED TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANE ID LS A BOTTOM Olden SHALL RAVE • PROPERLY ATTB® RIGID CEILING. / BC DL 10.0 PSF DRW CAUSR561 11291047 •• 1MPORTAMIT•• FOeISN A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITU BUILDING COMPONENTS ALPINE GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: AMY FAILURE TO BUILD THE TRUSS K BC LL 0.0 PSF CA -ENG TSB /GWH PINE IN CONFORMANCE WITH TPI: as FABRICATING. HANDLING. SHIPPING. INSTALLING L BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF Im5 (NATIONAL DESIGN SPEC. BY AFUPA) AND TPA. ALPINE '14 PE ZOO CONNECTOR PLATES ARE MADE OF 20 /1B /1OCA (U.H/SS/11) ASTI A553 GRADE 40/60 (U. MM.SS) GALT. STEEL. APPLY V-/• wI TOT. LD . 42.0 PSF SEQN- 157538 PLATES AN TO EACH FACE OF TRUSS Alm. UNLESS OTHewISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1601 -C. Y INSPECTION OF PLATES FOLLOWED BY (A) SHALL BE PER ANNEX AT OF TPII -2002 SECS. A SEAL ON THIS R • ITW Building Components Group, Inc. WANING 1 9 CATES AaEPTAN1m PR EESSION TMEIBImsomRRFw SOLE E F OR T T i TRUSS COMPONE E DUR . FAC . 1.15 FROM KTC l W . • Sacramento, CA 95828 BUILDING DESIGNER PER N6I/TPI1 SEC. 2. ABTNrede/3E/2 °t7 SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROG COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T42) Top chord 2x4 DF -L #1&Bet.(g) :T2, T3 1.5 "x5.625" DF -L SS(g): 110 mph wind, 27.51 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. End verticals not exposed to wind pressure. (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). In lieu of structural panels use purlins to brace all flat TC e 24" OC. Bracing material to be supplied and.attached at both ends to a suitable support by erection contractor. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Deflection meets L/240 live and L /180 total Toad. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT 1I & Pf =19.25 psf. T 3X6 /i 10 —1 1 o3X6 7X6= 4X6 # e , j 1 4X6 T 1 10 -3 -12 6 -7 -3 6 -2 -3 ■ I= ■- " 19 -3 -2 3X6 111 5X8= 2X4 111 4X8= 3X5 111 -0 -11 5 -2 -13 5 -1 -1 2 -8 -7 -0 -11 5 -2 -13 5 -1 -1 2 -8 -7 I, 4 -5 -7 _I_ 7 -11-2 _1_2-8-7_1 1 15 -1 -0 Over 2 Supports al R =665 U =171 R =665 U =158 RL= 99/ -104 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0.5 OR /- /1 /- / - /R /- Scale = .25 " /Ft. 19T01 360-750-1470 e A '�"� ', no— � TRUSSES REQUIRE EXHUME s 1 FABRICATION. HANDLING. BY I (TTRLIL USS PLATE I _ 41t1 s' 0 G1Ne , r o, Fs TC LL 25.0 PSF REF R561 -- 61842 N10TH LE STR CET. S61TE slz. A1.6920 1 16. VA. 2211.) Arm nu PR ( 5 11000 TI055 C 01■ of RIU. a 0 0 ENTERPRISE LANE. .,DISCO. WI 55119) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS F� TC DL 7 .0 PSF DATE 10/18/11 OTHERWISE INDICATED C TR6 TED TOP ORD SHALL HAVE PROPERLY ATTAC ED SCTURAL PANELS Alm BOTTOM Clam SHALL IMVE 195759E4' 9578 PE Ar • PROVENLY .TT.® .1.10 CEILING. BC DL 10.0 PSF DRW CAUSR561 11291048 • •• IPORTAwT••PIR.11511 A DOPY OF THIS 51 TO TIE 1KSTALLAT %n IT. 5611.0150 arO1 — CENTS ♦ / . ALPINE (am In 05 CO INC 5 61.). 11 NO1 eE R a C SPaS I B I. E FABRICATING. G OE ANY a L 1.vIATIOM PROM TIS 0E51a: NI FAIL TO BUILD TIE TIm55 E 1101 TPI: FABRICATING. HANDLING. II 0 6 : 165TAL1.1001X0 TRUSSES. O. • BC LL 0.0 PSF CA -ENG TSB /GWH NEC CONFORMS WITH A 10/16G OF 105 (NATIONAL Dada m TPI. ALPINE ORELON SPED. 65 2FFPA) N CONNECTOR S TO NF P IIOR PLATES S NE WADE OF OF 20 20/10/18A ( ..N /55/K) 25110 ABS] 000 TOT. LD. 42.0 PSF SEAN- 157543 PLAT 6 .O /60 (■. POSITION LD. STEEL. APPLY • _„A, y PLATES TO FACE OF TRUSS AND. 1■1.E55 H OTHERWISE LOCATED ON 07 TED THIS 0151. P0515101 PER DRAWINGS w 1601 -Z. - `Il ,7F� ANY INSPECTION OI OF PLATES FOLLOWED BT (M) slue BE Pen AMEX 113 a TPI1-2002 SEC A S. A SEAL 01 THIS 11w Building Components Group, Int SATES ACCEPT OF A ` o ' D s : P I6I ��IN ` : I ��E S ' 1 1055 T T ROLO w. N DUR . FAC . 1.15 FROM KTC Sacramento, CA 95828 en,en,en �, „ PER AI61/1PI ,BED. :. Renewal 6/30/2013 SPACING 24.0" JREF- 1UG9561_Z15 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T44) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 27.06 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.( ) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) :W4 2x4 DF -L #1 &Bet.(g): psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. End verticals not exposed to wind pressure. (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). Bottom chord checked for 10.00 psf non - concurrent bottom chord live Bracing material to be supplied and attached at both ends to a load applied per IRC -09 section 301.5. suitable support by erection contractor. Deflection meets L/240 live and L/180 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg =25.00 psf, for dead Toad is 2.00. Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. ., 6X6 O4 3X44 7 T 10 '' 4X4 2X4 11 • 11 -1 -0 • T ill -1- 4 -6 -1 5 -1 -2 1 i , , # 19 -3 -2 _L 4X4 = 4X8= 2X4 III 3 -10 -0 7 -.-L. 4 -0-12 o$c 7 -2 -4 3'1 I, 7 -10 -12 _I_ 7 - - - I< 15 -1 -0 Over 2 Supports > 1 • R =658 U =144 R =673 U =161 RL= 167/ -161 - Design Crit: 1RC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0•' OR /- /1 /- / - /R /- Scale = .25 " /Ft. 390 yy 1 NE68d LS 360- c 0.1470 RE ER • I SUITE L UIIw 1 E TY IjARR ,) „ O...,SI P LA , M 209 alN TC LL 25.0 PSF REF R561 -- 61843 (1300 e tir A ENTERPRISE LANE. MADISON. MI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. OLLESS a OZ / TC DL 7.0 PSF DATE 10/18/11 OTNEMISE INDICATED TOP CHORD SHALL HAVE PRMPEILLY ATTACHED STRUCTURAL FINIS AID BOTTOM CHORD SHALL RAVE 19.57• 9 PROPERLY A PROPEPROPERLY MACRO RIBIB alLli. W - . BC DL 10.0 PSF DRW CAUSR561 11291049 ••1111PORTANT••FuRmisH A COPY OF ]MIS OE5101 TO TIE INSTALLATION CONTRACTOR. TM BUILDING COMMENTS GROUP. IIIIIIIIIv ALPINE INC. SHALL NOT BE RESPONSIBLE FOR MY DEVIATION FROM THIS DESIGN: PM FAILURE TO BUILD THE TRUSS ( � 6 t IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SNIPPING. INSTALLING • BRACING OF TRUSSES. (� 1 8 ' 1 BC LL 0.0 PSF CA-ENG TSB /GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS 0 Nos (NATIONAL DESIGN M o SPEC. BY AFNPA) O TPI. ALPINE ORE`20N CORRECTOR PLATES APE MADE OF 20/18/1806 (0.0/55/x) A5TN 0951 GRADE 40/50 (M. 8/11.55) 0ALV. STEEL. APPLY �A. TOT. LD. 42.0 PSF SEAN- 157180 ND PLATES TO EACH FACE OF TRUSS A. INLL OTHERWISE E59 OTISE LOCATED MI THIS DESIGN. POSITION PER DRAWINGS 1600 -2. " 20,10 N„I ANY INSPECTION OF PLATES FOIONED BY (I) SHALL BE PER AMEN A3 OF TP11_2002 5EC.3. A SEAL ON THIS (/� ITW Buidng Components Group, Inc. DESIGN DA DRAWING ICATES ACCEPTANCE O PROFESSIONAL ENGINEE�TREF R 11E TRUSS I OL0w. 0 � DUR.FAC. 1.15 FROM KTC $BCNnmGT1IO, CA 95828 BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. RBRewd 6/30/2013 SPACING 24.0" JREF- 1UG9561_Z15 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T45) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 25.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.( ) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) :W3 2x4 DF -L #1 &Bet.(g): psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Left end vertical not exposed to wind pressure. (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). Bottom chord checked for 10.00 psf non - concurrent bottom chord live Toad Bracing material to be supplied and attached at both ends to a applied per IRC -09 section 301.5. suitable support by erection contractor. 4X4 = Deflection meets L/240 live and L /180 total load. Creep increase • factor for dead load is 2.00. • -' Truss designed for unbalanced snow load based on Pg =25.00 psf, 3X4 0 Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. 3X4 Al 11 -1 -0 7 1D 8 -6 -13 0 -4 -10 J _ .1.. 4_19 -3 -2 _L 3X5 III 4X8= 2X4 III 2X4(A1) H-3-0-4 + 6 -3 -0 'I' 6 - - 1_ 3 -0 -4 . 12 -10 -1 -J 1< 15 -10 -5 Over 2 Supports R =700 U =218 W =5.5" R =699 U =62 W =5.5" RL= 133/ -284 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0.* OR/- /1 /- / - /R /- Scale = .25 " /Ft. TTUs -We In 360.750.1470 •W $RWIU•• TRUSSES REWIRE E%TREIE CMW IN F*Wi1CAT10 IWOLII . SNIWIIT,. INSTALLIN MW RR•CII6. -`• • Or FSS , REFEIR TO RCS (WADING 2. ALEXANDRIA. SAFET . 22314 TIGN ). PUBLIS BY TPI (T RA ER . IITUIE 318 { TC LL 25.0 PSF REF R561 -- 61844 3901 NE 68 $L, VHRCOIrvLT WA • NORTH LEE STREET. SUITE 312. N.E]MIRIRIA. 3211. 2x314) Am RCA (ROOD TRUSS COUNCIL OF AMERICA. 8300 C O GINe ENTERPRISE LANE. MADISON. RI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED CHORD RIP SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD CIG SHALL HAVE jr 14575 • R TC DL 7.0 PSF DATE 10/18/11 • PROPERLY £TTAI>CMm RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 11291050 ••IUPORTA T FINNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS - ALPINE CROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILIDE TO BUILD TIE TRUSS 1 BC LL 0.0 PSF CA -ENG TSB/GM IN CONFORMANCE MITN TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. F C DESIGN CORDONS •IIH APPLICABLE PROVISIONS OF IRS (NATIONAL DESIGN SPEC. BY AFAPA) AND TPI. ALPINE 0 GON CORRECTOR PLATES ARE MADE OF 20/113/106A (8.H /55/8) ASTM A853 GRADE 40/80 (M. (/24.52) GALV. STEEL. APPLY ,/ 0 1(20,01 2/6_ ,,N, � TOT. LD. 42.0 PSF SEQN- 157176 UNLESS PLATES TO EACH FACE OF TRUSS AND. OT AT EISISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 180A -2. � ANY INSPECTION OF RATES FOLLOWED HY (H) SHALL BE PER ANNEX A3 OF TP11 -2002 SEC.3. A SEAL ON THIS ITW Building Components Group, Inc. CRANING INDICATES ACCEPTANCE SUITABILITY Aim PROFESSIONAL ENGINEERING RESPONSIBILITY S ELYFOR S RESPONSIBILITY OF / POGO w.� DUR.FAC. 1.15 FROM KTC .i SaCTMmemo, CA 95828 BUILDING DESIGNER PER ASI/TPI 1 SEC. 2. RBNgW816/311n013 SPACING 24.0" JREF- 1UG9561_Z75 THIS DIG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMI TIED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T47) Top chord 2x4 DF -L #1 &Bet.(g) :T2 1.5 "x5.625" DF -L SS(g): 110 mph wind, 24.61 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Right end vertical not exposed to wind pressure. load applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, factor for dead load is 2.00. Ce =1.00, CAT II & Pf =19.25 psf. (M) In lieu of structural panels use purlins to brace all flat TC a 24" OC. T 2X4 2X4 III III 3X6 /� 3X8= 3X5 III T 10 -3 -12 10 A (« T 4 -11 -7 0 -4 -10 .. — 4..19 -3 -2 3X4(A1)=. 3X4'. 2X4111 6X6= 1 -1 -11 I` 5 -6 -2 ,Ic 4 -1 -4 ' I ` 5 -1 -3 5 -6 -2 5 -2 -15 5 -1 -3 11 -10 -15 3 -11 -6 F' 15 -10 -5 Over 2 Supports '1 • R =705 U =31 R =694 U =255 W =5.5" RL= 337/ -83 Design Crit: IRC2009 /TP1- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0- .''op OR /- /1 /- / - /R /- Scale = .275 " /Ft Tn,S way Inc 360450.1470 ', TRUSSES ,� ,� „ s CARE IN D '� a" „" SNIPPING. 211. INSTALLING ,,, BRACING. c`�P •, TC LL 25.0 PSF REF R561 -- 61845 68 3901 NE th St, Vancouver WA RE 5T FTR LEE ET SUITE 513. ALEXOI3M VA2211 . 0) Nm RCA (9000 TRUSS 6011 eF , AE0 : 100 NG 0 ENTERPRISE LANE. MADISON. ■1 63719) F SAFETY PRACTICES PRIOR TO PERKO:MING RE5E FUNCTIONS. UNLESS 1957 P 17 Of TC DL 7.0 PSF DATE 10/18/11 OTNERNISE INDICATED TOP MOND SHALL NAVE PROPERRT ATTAODD STRUCTURAL PANELS ND) BOTTOM MORD SHALL HAVE • PVOPERR.T NTTRIND DIED RID MUM. ••I0PORTART••F1 0ISN A COP/ OF THIS DESIGN TO TIE INSTALLATION CONTRACTOR. ITV BUILDING COPOENTS - - / BC DL 10.0 PSF DRW CAUSR561 11291051 w. GROW. INC. SHALL NOT BE RESPONSIBLE FOR MY DEVIATION FROM THIS DESIGN: TINY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA -ENG TSB /GWH • ALPINE IN CONFORMANCE WITH TPI: ON FABRICATING. HANDLING. SHIPPING. INSTALLING • BRACING OF TRUSSES. �( Are DESIGN CONFORMS WITH APPLICABLE PRRNISIONS OF NOS (NATIDIAL CES16N SPEC. BY AF6PA) AND TPI. ALPINE _,,N� CONNECTOR PLATES NE MADE OF 20 /IB CA /l6 (V.H /SS/N) ASTU ABS] GRADE 40/60 (W. K/H.53) GALT. STEEL. APPLY /� 20.49# `, TOT.LD. 42.0 PSF SEAN- 157412 PLATES TO EACH FACE OF TRUSS AM. MESS 0111ERMI5E LOCATED 01 THIS DESIGN. POSITION PER DRAWINGS 1603 -2. V' ANY INSPECTION IE PLATES FOLLO D BY (1) MALL DE PER AMEN A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS %LC) 01.N DUR.FAC. 1 .15 FROM KTC TAY Building ra Components Inc. o5IGN WORN. 1)1E SUITABILITY OF PROFESSIONAL AND USE 1 O MG FOR MIT BDING R UIL LD IS SOLELY FOR RESPONSIBILITY I �O i SBLTBmQOO, CA A 958 95828 8 BUILDING DESIGNER PER AISI/TPI 1 5EC. 2. R91MMRd&/!D/2017 SPACING 24.0" JREF- 1UG9561_Z15 • THIS DM PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T49) Top chord 2x4 DF -L #1&Bet.(g) :T2 1.5 "x5.625" DF -L SS(g): 110 mph wind, 23.78 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) • psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non- concurrent bottom chord live load Right end vertical not exposed to wind pressure. applied per IRC -09 section 301.5. Deflection meets L/240 live and L /180 total load. Creep increase Use this design for common hip trusses @ 24.0" OC. Extend sloping TC of factor for dead load is 2.00. truss and jacks to hip rafter. Support extensions every 4.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral Truss designed for unbalanced snow Toad based on Pg =25.00 psf, bracing to flat TC a 24" OC with 2 -16d Box or Gun Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. nails(0.135 "x3.5 ",min.) and diagonally brace per DWG. BRCALHIP0109. Support hip rafter with cripples at 5 -7 -14 OC. 3X4 ii 2X4111 2X4 III 2X4 III Building designer is responsible for conventional framing.. 2X4111 2X4111 ( Laterally brace TC below filler with purlins at 24" OC. ' T 3X6 i 3X8 • 8 -7 -12 10 (I) T2 3X5111 8 -3 -7 0 -4 -10 ►. — _419 -3 -2 _L T _ ° 3X4(A1) = 3X4= 2X4 III 6X6 5 - 6 - 2 4 4 5 - 2 - 15 2 - 2 - 1 5 5 - 6 5 ^'I L. 9 -10 -15 5 -11 -6 _I Ic 15 -10 -5 Over 2 Supports R =840 U =191 R =1085 U =246 W =5.5" RL= 309/ -169 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.061 OR /- /1 /- / - /R /- Scale = .275 " /Ft. aN�y{Lr, ••MAY�I�B RE ME •• TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HAIOLINO. SHIPPING. INSTALLING A/4BRACING. O BRACING. ` - - R FC. 3901 NE 68Th Inc L, 360-750-1470 Vanco ver WA 'E'E'ER 70E 9 1 T 1 (91 11L IEIIT S, yA 2 ffP i 6oD 5 1 (7R . INSTIGWE. E. 21 1N 0 0 �� GINF `# TC LL 25.0 PSF REF R561 -- 61847 ENTERPRISE LAME. SAMSON. VI 63719) FOR SAFETY PRACTICES 19101 TO PERFORMING THESE FUNCTIONS. UNLESS 0 F• 2 TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL CHORD PALS Alm BOTTOM OtD SHALL HAVE 1987 • PROPERLY AMMER RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 11291052 •• IMPO2TAIT••FUa1SH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTED. ITV BUILDING COMPONENTS . GROUP. INC. SMALL RESPONSIBLE BE RESPOISIB FOR ANT DEV1A71GN GN AN FR THIS DESIGN: Y FAILURE TO BUILD TIE TRUSS i , . / BC LL 0.0 PSF CA -ENG TSB /GWH . ALPINE IN COPORNAICE WITH TPA: OR ND FABRICATING. HALING. SHIPPING, INSTALLING ■ BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF 1815 (NATIONAL DESIGN SPEC. BY AF1PA) AID TPI. ALPINE ' REGON TOT. LD. 42.0 PSF SEQN- 157407 CO RECTOR PLATES ARE MADE OF 20 /10/16CA (U.H /SS/K) ASTH A853 GRADE A0 /Hen (1. X/11.55) GALV. STEEL. APPLY �_„AH RA 181 UNLESS ON TO EACH FACE OF TRUSS A. ES5 OTWISE LOCATED TN 1 S CE51 C. P051T1O PER URIIRI N65 160A -Z. `42 ,99 y AM INSPECTION OF PLATES FOLLOWED BY (H) SHALL BE PER ANNEX AS OF TP11 -2002 SECS. A SEAL ON nips ITV Building Components Group, Inc memo 9 ucares ACCEPT SUITABILITY m vo E 0G'06 ES N'BI �SOLEL7 FOR �TRI55 ry O OF THIS =VOW/7 GOENT R OLO w.N DUR. FAC. 1.15 FROM KTC - Sacramento, CA 95828 BUILDING OESIGER PER ANSI/TPI 1 SEC. 2. Ran ell 6/50/2015 SPACING 24.0" JREF- 1UG9561_Z15 . THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872-Fill in later RICK WHITE - WARNER -- BALLYNTYNE RD SALEM, OR - T50) Top chord 2x4 DF -L #1 &Bet.(g) :T2 1.5 "x5.625" DF -L SS(g): 110 mph wind, 22.94 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. • Bottom chord checked for 10.00 psf non - concurrent bottom chord live Right end vertical not exposed to wind pressure. load applied per IRC -09 section 301.5. Deflection meets 1/240 live and L/180 total load. Creep increase Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, factor for dead load is 2.00. Ce =1.00, CAT II & Pf =19.25 psf. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. 3X6 �i 5X8 = 3X5 01 ofrAININ ■ 10 r-- 6 -11 -12 4 -11 -7 0 -4 -10 ∎� — ■ l� % 19 -3 -2 3X10(B3) = 3X4 2X4111 - 5X6= (, 5 -6 -2 ''k 5 -2 -15 3.1.c 5 -1 -3 f 5 -6 -2 5 -2 -15 5 -1 -3 I_ 7 -10 -15 -I_ 7 -11 -6 J f< 15 -10 -5 Over 2 Supports R =705 U =81 R =694 U =182 W =5.5" RL= 210/ -56 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT/RT= 8 %(0 %)/4(1) 10.03.04.0•: • OR /- /1 /- / - /R /- Scale = .375 " /Ft. Trus -W Inc 3750.1470 •••115111111113•• TRUSSES REQUIRE EXTREME CANE IN FABRICATION. HANDLING. SHIPPING. INSTALLING NO BRACING. ' � k - 6 . TC LL 25.0 PSF REF R561-- 61848 REFER TO SCSI (BUILDING COANMEIO SAFETY INFORMATION) PINLISIE TRUSS BY TPI (TINS PLATE INSTITUTE. 2111 3901 NE �hSt., Vancouver W A NORTH LEE STREE SUITE 312. ALCOA:MIA. VA. 22314) AND 9TCA (WOOD TS =RC OF AMERICA. 851 \ o olNe o 0 y ENTERPRISE LANE. MADISON. 91 53719) FOR SAFETY OTHERWISE ND PRACTICES PRIOR TO PEDFO MIIIG THESE FUNCTIONS. OLLESS TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP OOID SHALL HAVE PROPERLY ATTACHED AND 70 D STRUCTURAL PANELS A 907001 CHORD SHALL HAVE 19575.E / • !lBFmT ATTN® 91615 OEILTIG. / BC DL 10.0 PSF DRW CAUSR561 11291053 ALPINE IUPOITA■T A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS / .0 - PINE Gam. INC. SHALL N ON T BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS 0 . 41 66 N 1 8 1 BC LL 0.0 PSF CA -ENG TSB /GWH AL IN C 110. CE WI ND NG TH TPI: OI FABRICATING. HALING. SHIPPING. INSTALLING A BRACI OF TRUSSES. } DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF N05 (NATIONAL DESIGN SPEC. BY AFBPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/1BG1 (9.H /SS/6) ASTM A053 GLADE 40/90 (9. K/H.SS) GALE. " STEEL. APPLY �444(20,106_...v TOT . LD . 42.0 PSF SEQN- 157395 PLATES TO EACH FACE OF TRUSS UN S A. LESS OTHERWISE LOCATED 011 THIS DESIGN. POSITION PER ORININGS 190A -2. CRANING INDinTES PT* 00 OF ESSIO L ENGININERII RES THE TAW15555�COMPCNEEIR i L DUN. PAC. 1.15 FROM KTC 171V Building Components GEOUp, Inc. 0(5190 SHOWN. THE SUITABILITY ANm USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Sacramento, CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. RenswaI6/30/2013 SPACING 24.0" JREF- 1 UG9561_Z1 5 THIS DWG PREPARED MN COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 - Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T51) Top chord 2x4 DF - L #1 &Bet.(g) :T2 1.5 "x5.625" DF - L SS(g): 110 mph wind, 22.11 ft mean hgt. ASCE 7 - 05, CLOSED bldg, Located Bot chord 2x4 DF - L #1 &Bet.(g) anywhere in roof, CAT 11, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Webs 2x4 DF - Standard(g) Connectors in green lumber (g) designed using NDS/TP1 reduction factors. Right end vertical not exposed to wind pressure. (a) 1x4 #3 HEM - FIR or better continuous lateral bracing to be equally Special loads spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). Bracing (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) material to be supplied and attached at both ends to a suitable support TC - From 68 pif at 0.00 to 68 plf at 5.94 by erection contractor. TC- From 96 pif at 5.94 to 164 pif at 9.91 TC - From 164 pif at 9.91 to 164 pif at 15.86 Bottom chord checked for 10.00 psf non - concurrent bottom chord live load BC From 210 pif at 0.00 to 210 pif at 5.91 applied per IRC -09 section 301.5. BC- From 38 pif at 5.91 to 38 pif at 15.86 TC - 405.07 lb Conc. Load at 5.91 Calculated vertical deflection is 0.04" due to live load and 0.08" due to total load at X = 5 -6 -2. Member design based on both MFRS and C&C, wind reactions based on - MWFRS. Deflection meets L/240 live and L /180 total load. Creep increase factor for - dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct=1.10, Ce=1.00, CAT 11 & Pf =19.25 psf. Building designer is responsible for conventional framing. In lieu of structural panels use purlins to brace all flat TC a 24" OC. Extend sloping top chord of truss and jacks to hip rafter. Support extensions every 4.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC 0 24' OC with 2 -16d Box or Gun nails(0.135 "x3.5 ",min.) and diagonally brace per DWG. BRCALHIP0109. 3X6 Support hip rafter with cripples at 5 -7 -14 OC. 5X8= 3X5 in - 3X4 ,i A 1• 4 -11 -7 5 -3 -12 0 -4 -10 , 19 - 3 - 2 T 9 3X10(83) = 2X4111 4X8= 2X4111 . 5 6= I 3_p_p + 2-6-2 p15 `I� 5-2-15 34c 5-1-3 >1 I 5 -10 -15 _. 9 -11 -6 J 15 -10 -5 Over 2 Supports R =2165 U =438 R =1758 U =356 W =5.5" RL= 152/ -42 - • Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0• OR /- /1 /- / - /R /- Scale = .34 " /Ft. This - way Inc 360.750.1470 .../112111110.. , T'° , 5591 I WIIG�a• PUBLISHED � In ,,, r � `s s , TC LL 25.0 PSF REF R561 -- 61849 REFER ro 3901 NE 6 S t., v ancouver WA I 1H LEE STREET. SUITE 312. ALEXANDRIA. VA. 22314) Alm RG (WOOD TRUSS OF AMERICA. 8300 . co � G INf F i ENTERPRISE LANE. MADISON. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFa9ING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 10/18/11 CHORD OTHERWISE INDICATED T O P HAVE PROPERLY ATTACHED STR11Cn11GL PANELS AND BOTTOM O1Om SHALL HAVE 1957 ' E r.../ A PROPERLY ATTIC= RIM CEILING. BC DL 10. 0 PSF DRW CAUSR561 11291054 •• IMPORTART••neensH A COPY OF IRIS DESIGN TO THE INSTALICOMPONENTS TION CONTRACTOR. ITN BUILDING COMPONENTS / / GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. Y FAILURE TO BUILD DC TRUSS BC LL 0.0 PSF CA -ENG TSB /GWH - ALPINE CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. O , F. N ' _ DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF 1915 (NATIONAL DESIGN SPEC. BY AFOP*) Alm TPI. ALPINE TOT. LD. 42.0 PSF SEAN- 157390 PLATES PLATES ARE MADE of 20/18/18CA (W.9 /55/x) AS10 A853 GRADE 40/80 (9. N/H.55) GALV. STEEL. APPLY Jw. -� ATES TD EACH FACE OF TRUSS AND. I LE55 OTHERWISE LOCATED MI THIS DESIGN. POSITION PER DRAWINGS 18M -2. -'4E OtI1W� INSPECTION �A VT D PROFESSIIwAI ENGIIEERINf. RESPO151BIL1 : THE T Gin 4b LD W• DUR.FAC. 1.15 FROM KTC ITV Building Components Group, Inc. DE5 s1HOw. TIE SII TABILITV AND USE aF n115 tOwOE0T FOR ANr 951(01NC IS 71E 1E5POWSIBILITY of THE Sacramento, BUILDING DES1GMEii PER ANSI/TAI 1 5EC. 2. Renewal 6/30/2013 SPACING 24.0" JREF- 1UG9561_Z15 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T52) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.( ) anywhere in roof, CAT 11, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. . Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Truss spaced at 24.0" OC designed to support 1 -4 -0 top chord outlookers. See DWGS A11015050109 & GBLLETIN0109 for more requirements. Cladding Toad shall not exceed 3.00 PSF. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Calculated vertical deflection is 0.02" due to live load and 0.04" due to total load at X = 3 -7 -0. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, 4X4= Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. 5 -0 -7 4 1 11 10 7 10 0 -4 -10 i AiliIiilii i i i ..1 • • im 0-4-10 12 -7 -4 , 5 X6= 2X4(A1) = 2X4(A1) l < 1 ' l< 1' >I . f 5 - 7 - 0 + 5 - 7 - 0 I - 5 -7 -0 - 5 -7 -0 ,J F -c 11 -2 -0 Over 2 Supports R =544 PLF U =197 PLF W =1 -4 -0 R =544 PLF U =197 PLF W =1 -4 -0 RL= 156/ -156 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0. OR /- /1 /- / - /R /- Scale = .4375 " /Ft. Tnu -Way Inc 360.750.1470 I T �(w I L D I6 0 sA 11Ain i�s r�a�a nmsl HANDLING. E BY TViI � SHIPPING. INSTALLING s uTe 1� irsr�ln rtE. is .( may O~F S � TC LL 25.0 PSF REF R561 -- 61850 3901 NE 68th St., Vancouver WA NaarH L� STrEE7. 911 012. AE 7AIm , VA 3171 All RG ( WDaD T 1153 edNC of A 0 e mD : F GIN o ENTERPRISE MADISON. LA. 01SON. W1 53719) FOR SAFETY MURICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS C 19575 G tN . TC DL 7.0 PSF DATE" 10/18/11 SHALL OTHERWISE INDICATED TOP CHORD 1 HAVE PROPERLY ATTACHED sTTNx1URAL PANELS AND BOTT CHORD SHALL NAVE A PROPETLLT ATTR® RIGID CEILIEG. BC DL 10.0 PSF DRW CAUSR561 11291055 Ai r •• IMPORTART •• FlNmisH A COPY OF THIS DESIGN TO TIE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS 9 NC.. INC. SHALL NOT BE RE5 SIBLE FOR ANY DEVIATI1 FAW TmIS DE510: ANY FAIUNE TO BUILD THE MISS I Ltidp PF BC LL 0.0 PSF CA- ENG TSB /GWH A IN 0 301 IF RM WITH TPI: F LEA IS S O F L INS, NATIONAL. SIGN SPEC. A YAAC Oi TRUSS DESIGN CONFORMS WITH APPLICABLE 0 09 20 10/110 OF Im5 (NATIONAL ABS fE51GN 40/60 (V A6 0 /H.S ) TPI. ALPINE TOT. LD. 42 .0 PSF SEQN- 157134 PLAITS CONNECTOR O 70 PLATES ARE MADE CIF 20/18 /18GR (V.1 ) ALT111657 GRADE �0/BO O/H.58) 91LLV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS MD. UNLESS OTHERWISE LOCATED ON THIS DESIGN. , POSITION PER DRAWINGS 160A -2. V ANY INSPECTION CF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF 'III -2001 SEC.3. A SEAL ON THIS 7111 Building LAC DE�s1u *. ES A SUI T AHIL I TY PR6 ENSNARE 7 61))1113D L 51. E ZET HE I�BILITV R 0.0 W N OUR.FAC. 1.15 FROM KTC Sacramento, ac, CA 95828 BUILDING DESIGNER PER ASI/TPI 1 SEC. 2. RWm)wa16/30 /2013 SPACING 24.0" JREF- 1UG9561_Z15 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T53) Top chord 2x4 DF -L #1 &Bet.(g) Special Toads Bot chord 2x4 DF -L #1&Bet.(g) (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) Webs 2x4 DF -L Standard(g) TC- From 68 plf at 0.00 to 68 plf at 4.25 TC- From 68 plf at 4.25 to 68 plf at 10.83 Connectors in green lumber (g) designed using NDS/TPI reduction factors. BC- From 20 plf at 0.00 to 20 plf at 9.83 PLT- 92.73 lb Conc. Load at ( 4.21,17.23) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located In lieu of structural panels use purlins to brace all flat TC a 24" anywhere in roof, CAT 11, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. OC. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Wind reactions based on MWFRS pressures. load applied per IRC -09 section 301.5. Left end vertical not exposed to wind pressure. 3X4$ Deflection meets L/240 live and L/180 total Toad. Creep increase factor for dead load is 2.00. 3X4= lim i ll 10 • 5 -0 -4 4 -8 -0 ■ .. i l a 0 -1- 12 - 7 -4 2X4 III 3X4= '' • 2X4(A1) L 1 >I 4 - - 34‹ 5 - 5 - 0 L, 4 -5 -0 5 -5 -0 -J [c 9 -10 -0 Over 2 Supports R =483 U =61 R =545 U =78 W =5.5" Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0 - -r' OR/- /1 /- / - /R /- Scale = .4375 " /Ft. Trus -Way Inc 360. 750.1470 •• III HMS•• TRUSSES REQUIRE EXTREME CAM CA IN FABRICATION. HANDLING. SNIPPING. INSTALL ID INSTALLING A BRACING. .e FAT TC LL 25.0 PSF REF R561 -- 61851 3901 NE 68 St., VancouY Q W A RM REFER TO SCSI (BUILDING COW06JET SAFETY INFtl.ATION). R IN PUBLISHED IN WI (TINS PLATE INSTITUTE . 9] 211 • NO LEE STREET. SUITE 312. ALEXANDRIA. VA. 22311) AID CA (ROOD TS COUNCIL OF A6AICA. 060 ui ow NF, Z EIRERPRISE LANE. MADISON. ■I 63710) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. IR ES5 • TC DL 7.0 PSF DATE 10/1 8/11 OTHERWISE INDICATED TOP DHOD SHALL HAVE PROPERLY ATTACHED STRUCTURAL P8ELS AND BOTTOM CHORD STALL HAVE 19575 • PROF .T *MOM RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 11291056 •• I ARr••FOWISI1 A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITS BUILDING COMPONENTS GROUP. INC. SHALL NOT BE RESPONSIBLE 6IB.E FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD 711E TRUSS -- • , 1 BC LL 0.0 PSF CA -ENG TSB /GWH now ALPINE IN CONFORMANCE D WITH TPI: OR FABRICATING. HANDLING. SNIPPING. INSTALLING • GRACING OF TRUSSES. W DESIGN C OOEOW6 WITH APPLICABLE 1 H/ 18 DE (S (*31105 DESIGN 40/6. BY 3 (/2.5 )ID - CON ALPINE . 20.19 TOT. LD. 42.0 PSF SEQN- 157194 PLATES PLAINS ARE MADE OF OF 20 20/.8 /11/1102 3/0 3LO TED] GRADE 40/60 . OSI PA00. LV. STINGS APPLY PLATE] TD EACH FACE DE TRUSS AND. UNLESS S OTHERWISE OTHERWI SE LOGTED ON THIS DESIGN. DESIGN. POS.TIOI PER DRAWINGS 1600 -0A- NE 2. PAY INSPECTION O' PLATES FOLLOWED D (1) (I) SHALL BE PER ANNEX A3 O' TP11 -2012 SEC.]. 3. 8 A SEAL ON THIS ITW Building Components Group, Inc DESIGN DRAWING 9 I�;GTES ACCEPTANCE SUITABILITY PROFESSIONAL ENGINEERING RESPONSIBILITY TYIK SOLELY R THE TT SITY��T &o W. DUN. FAG. 1.15 FROM KTC Sacramento, CA 95828 BUILDING DESIGNER PER ANSI/TIN 1 SEC. 2. Sacramento, SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T54) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 16.70 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. • Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Left end vertical not exposed to wind pressure. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Toad applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. • 3X4 4X4= 4 •• N 6 -8 -4 4 -8 -0 1 -5 -15 L •J 4_12 -7 -4 _ i 3X5 8 3X8= 2X4111 • /` 4-5-0 ' I ` 4 -1 -0 '1 1_ 4 -5-0 _l_ 4 -1 -0 J F 8 -6 -0 Over 2 Supports R =382 U =97 R =367 RL= 46/ -128 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT/RT = 896(096)/4(1) 10.03.04.0• :a,•.0 - OR /- /1 /- / - /R /- Scale = .375 " /Ft. Ttus -Way, Inc 360. 750.1470 '•IA IUO • 1 i REa11a EXTREME uwE 1N FBBRIGTIBN. NBIOLINB. 911PPIN6. INSTN11N6 Mel RIGGING. As, TC LL 25.0 PSF REF R561 -- 61852 NORM LIE 3901 NE 68�I1 $l., Vancouver WA REF TO BCS ( B/ILDIIIG rnlmaE1IT sAFErr 116 P B LI s9ED NT TPI (T RUSS PLA INST M E. 21B `� ` - R. ENTERPRISE LANE. MADISON. ISON. 2I �5]37 FOR VA. AF PRACTICESPRIOR PERFORMING THESE FUNCTIONS. UNLESS ( P . 17 EM 9 TC DL 7.0 PSF DATE 10/18/1 °TRIMS( INDICATED TOP CHORD SHALL PROPERLY ATTACHE/ STRUCTURAL PANELS PAD BOTTOM CHORD SHALL HAVE El N PROPERLY ATTACKED RIGID WILIER. BC DL 10.0 PSF DRW CAUSR561 11291057 •• 1PORTART•• FINIISN A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COOPVff TS . ALPINE IN CONFORMANCE • INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FRaM THIS DESIGN: ANY FAIFAILURE TO BUILD THE TRUSS F DESIGN BC LL 0.0 PSF CA -ENG TSB /GWH GN WITH CONFORM ■ TN 101: OR FABRICATING. NA APPLICABLE PROVISIONS OF 5/S (NATIONAL OE IDLING. SHIPPING. SIGN INSTALLING SPEC, A • BRACING OF TRUSSES. 4i0iPli'l y d O PL TE I WIDE OF 10/1 (2 03 S101 2 (V K/H.S RIND 1,5. ALPINE TOT . LD . 42.0 PSF SEQN- 1 57203 CONNECTOR PLATES ARE MADE a MnenI1G (N.N /SS/IN) AST11 Hess MODE .oleo (M, NVN.55) cALV. STEEL. APPLY ANY • INSPECTION FACE F PLATES FOLLOWED BY AMEX A3 O -20 s5EC.3.a PFR A S SEEA AL L S ON THIS .1 0 DRAMINC INDICATES AOfIOTANCE OF PIDFESSIOGL E1IGIEERIIIG RESPaSI sm.ELY FOR TIE TlNlss cae,mENT CD IN• DUCT. FAG. 1.15 FROM KTC 1_!. ITV Building Components Group, Inc. 055101 910.1. TIE sEIITABILITY A ID 115E OF THIS CDi51Q]( FOR ANY B IS TIE E Oi TIE Sacramento, CA 95828 BUILDING DESIGNER PER Al61/TPI 1 SEC. 2. RB110Wd &/SDf20Lt SPACING 24.0" JREF- 1UG9561_Z15 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T55) Top chord 2x4 DF -L #1&Bet.(g) ("") 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF -L #1&Bet.(g) plot details for special positioning requirements. Webs 2x4 DF -L Standard(g) 110 mph wind, 17.53 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Connectors in green lumber (g) designed using NDS /TPI reduction factors. anywhere in roof, CAT I1, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Special loads Member design based on both MWFRS and C &C, wind reactions based on (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) MWFRS. TC- From 68 plf at 0.00 to 68 plf at 4.24 TC- From 68 plf at 4.24 to 68 plf at 8.50 Left end vertical not exposed to wind pressure. BC- From 20 plf at 0.00 to 20 plf at 8.50 TC- 295.00 lb Conc. Load at 0.33 (') In lieu of structural panels use purlins to brace all flat TC 0 24" OC. 2X4111 Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Deflection meets 1/240 live and 1/180 total load. Creep increase factor for dead load is 2.00. 7 10 3X4 o` 2X4('•) III i r• IIIIIEL 8 -4 -4 4X4.- 3X4 4 -8 -0 1 -5 -15 r WIAMMEMEMMINMIIIMMEMEMIalgiMMIMMEMMEMMEIMIIIMLb 4.12 -7 -4 1 3X5 III 3X8= 2X4 III 4 6"4 -1-- 4-5-0 3-10-12 5 0 4 -1 -0 L, 4 -5 -0 _I_ 4 -1 -0 -J 8 -6 -0 Over 2 Supports R - 672 U =137 RL= 60/ -176 R =373 U =50 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0.• , OR /- /1 /- / - /R /- Scale = .34 " /Ft. Tnu -Waayy Inc 360.750 -1470 '�" ' IT ES R REQUIRE NT SAFETY I"� u�a. �x . TP ( TRUSS INSTITUTE G ' t �` s. TC LL 25.0 PSF REF R561 -- 61853 ' 6300 3901 NE6EthSt., YeT000VCWA ENTERPRISE LEE LANE. SUITE 312. ALEXANDRIA. VA. 223 4) AND MOOD PRACTICES PRIOR TO PERFORMING THESE I00TI AMERICA. UNLESS C1 � GINez, ', OTEIO 01 ISE INDICATED TOP 08 SHALL HAVE PROPERLY ATTAOED S T R U C T U R A L PAIELS AND BOTTOM 01018 SHALL HAVE . . 19575 P r / TC DL 7.0 PSF DATE 10/18/11 • PmE .Y An® t 81818 10ILNi. BC DL 10.0 PSF DRW CAUSR561 11291058 •• IPOIITAtt •• FWN15R A COPY OF THIS DESIGN TO THE INSTALLATIOI CONTRACTOR. ITO BUILDING COP0IORS GROUP. INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS 0051121: WV FAILURE TO BUILD THE TRUSS 1 ; BC LL 0.0 PSF CA -ENG TSB /GWH -* ALPINE IN COEOBMI00 011H TPA: OR FABRICATING. HANDLING. SHIPPING. INSTALLING • BRACING OF TRUSSES. OR- RN • - DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AF1PA) 218 1P1. ALPINE CONNECTOR PLATES IRE WOE OF 20/10/160* (0.14/55/6) A51W A653 GRADE 40/60 (W. N/N.SS) GALY. STEEL. 0001 TOT . LD . 42.0 PSF SEAN- 1 57 208 PLATES TO EACH FACE OF TRUSS AND. UNLESS 00101015E LOCATED ON THIS OEST21. POSITION PER DRAWINGS 1001 -2. 4pA. "20. N./ E C ANY INSPECTION OF PLATES FOLLOWED BY (4) SMALL BE PER ANNEX A2 OF TPII -2002 SECS. A SEAL ON THIS ITW BD11dmgCOmP00E.bGr00RI.0 o ' , 1: 9 1 1 gICATES "CCEPF A BILI 00 ��1 ENG INES 1BI SD1EL; FFOP��TO15L Ro ti�W N � DUR.FAC. 1 .15 FROM KTC Sacramento, CA 9582E BUILDING DESIGNER PER IIGI/TPI 1 SEC. 2. wnnvde /30/2013 SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - 756) Top chord 2x4 DF -L #1 &Bet.(g) 2 COMPLETE TRUSSES REQUIRED 1 ( ( Bot chord 1.5 "x5.625" DF -L SS(g) Webs 2x4 DF -L Standard(g) Nail Schedule:0.131 "x3" nails . Top Chord: 1 Row @ 6.50" o.c. Connectors in green lumber (g) designed using NDS /TP1 reduction factors. Bot Chord: 1 Row 4#12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails Special loads in each row to avoid splitting. (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) TC- From 68 plf at -1.00 to 68 plf at 6.52 110 mph wind, 18.84 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located TC- From 66 plf at 6.52 to 66 plf at 10.70 anywhere in roof, CAT II, EXP 8, wind TC DL =4.2 psf, wind BC DL =6.0 TC- From 66 plf at 10.70 to 66 plf at 12.30 psf. TC- From 66 plf at 12.30 to 66 plf at 16.48 TC- From 68 plf at 16.48 to 68 plf at 24.00 Member design based on both MWFRS and C &C, wind reactions based on BC- From 20 plf at 0.00 to 20 plf at 0.46 MWFRS. BC- From 70 plf at 0.46 to 70 plf at 11.50 BC- From 70 plf at 11.50 to 70 plf at 23.00 In lieu of structural panels use purlins to brace all flat TC o 24" TC- 592.00 Ib Conc. Load at 6.52,16.48 OC. TC- 662.00 Ib Conc. Load at 10.70,12.30 3X4 % 6X6 Calculated vertical deflection is 0.03" due to live load and 0.10" due Deflection meets L/240 live and L /180 total to total load at X = 12 -10 -1. load. Creep increase factor for dead load is • 2 % 7 14 Truss designed for unbalanced snow load based on Pg =25.00 psf, 7.14 r Ct =1.10, Ce =1.00, CAT I1 & Pf =19.25 sf. 8X8 8X84 It ;44 - i 10 7 -11 -1 • 10 0 -4 -10 0 -4 -10 1 ii - D ., T 4_15 -1 -4 2X4111 3X8= 3X4= 2X4111 3X6(A5R) = 4X4-. 3X6(A5R) L1'J Li .J 6 -6 -3 3 -9 -8 -2 -1' 4 -1 -4 6 -4 -3 6 -6 -3 4 -2 -3 -10- 4 -1 -4 6 -4 -3 6 -6 -3 I 4 -2 -3 1-10-3 A-1-4 I 6 -4 -3 Fc 23 -0 -0 Over 2 Supports R =2879 U =443 W =5.5" R =2902 U =447 W =5.5" RL= 221/ -221 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.061 T .: p OR/- /1 /- / - /R /- Scale = .225 " /Ft. Tnu- w�, Inc 360 - 750 -1470 •• SCS (ONIIDING 1Rll55E5 RE5 RE EETRE1E CARE 1116N FABRICATION. NM I 9QD DLING. 8T TPI SHIPPING . INSTALLING PLA AND 80ACUNG. � F' y n > TC LL 25.0 PSF REF R561 -- 61854 3901 NE 08(11 St, Vancouver WA IDR S TO tOROERT S*FErr oAW T1 ON) PUB INST LEE STREET. SUITE 312. ALEDING AND VA. 22]10 A WICA (18100 TRUSS COUNCIL OF ME CA TUTE. 216 RI , 8300 5 0IN • ENTERPRISE LANE, MADISON, ■I 8]719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS t j 9575 f� . 9 TC DL 6 6100 ID 7.0 PSF DATE 10/18/11 HE m OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY PRACTICES 6 T GL PANELS A BOTTOM CHORD SHALL HAVE A PROPERLY MAORI/ RIGID QILIMR. �/ BC DL 10.0 PSF DRW CAUSR561 11291059 •• 1UPORT1IRT••nAWNISH A COPY OF THIS DESIGN TO THE INSTALLATION OWITRACTOR. ITV BUILDING COVEOENTS - �PIN� Gi*0. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FRG1 THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS ■ •/ 4 BC LL 0.0 PSF CA -ERG TSB /GWH . IN cage .NG ND E WITH TPI: OR FABRICATING. HALING. SHIPPING. INSTALLING • BRACING OF TRUSSES. DESIGN CONFORMS WI1N APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFIPA) AND 1P1. ALPINE II' GON CONNECTOR PATES ARE WADE OF 20 /16/16GA (R,14/5S/H) ASTM A853 GRADE 40/80 (W. N/H.SS) GALV. STEEL. APPLY TOT . LD . 42.0 PSF SEAN- 157248 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED CM THIS DESIGN. POSITION PER DRAWINGS 18011 -2. ,/ ANY INSPECTION OF PLATES FOLLOWED BY (1) 5NAI1 OE PER ANNEX A] OF TPI1 -2002 SEC.]. A SEAL ON THIS 17WBuildingCompoamnGronµlnr 1 g S II ICATES ACCEPr I� ENGI sP IB11LL�lTV SOLELY oR�� �O`p yJ,t` DUR.FAC. 1.15 FROM KTC Sac mnrnto, CA 95828 BUILDING DESIGNER PER M61/TP1 I SEC. 2. Renewal 6/50/2023 SPACING 24.0" JREF- 1UG9561_Z15 OF RIE THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fi in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T57) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 19.86 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT 1I, EXP B. wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) :W2, W3 2x4 DF -L #1 &Bet.(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10:00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Special loads Deflection meets L/240 live and L/180 total load. Creep increase (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) factor for dead load is 2.00. TC- From 68 plf at -1.00 to 68 plf at 11.50 TC- From 68 plf at 11.50 to 68 plf at 24.00 Truss designed for unbalanced snow load based on Pg =25.00 psf, BC- From 20 plf at 0.00 to 20 plf at 23.00 Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. TC- 693.00 lb Conc. Load at 11.50 Member design based on both MWFRS and C &C, wind 4X6 reactions based on MWFRS. iii 2X4 \\\ 2X4 /// 9 -11 -10 10 (— 7 10 0 -4 -10 0 -4 -10 T /�i = WW ■= •,\ T 415 -1 -4 I. • 3X4= 3X5= 3X4= 4X6(81) = 4X6(B1) L1 .J L1.J I 5-11-1 7 -9 -6 .. t� 7 -5 -4 5 -6 -15 .I 7 -9 -6 5 -11 -1 r I_ 11 - - _1_ 11 -6 -0 _1 • I 23 -0 -0 Over 2 Supports R =1429 U =242 W =5.5" R =1429 U =242 W =5.5" RL= 283/ -283 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT/RT = 896(096)/4(1) 10.03.04.1- -`p,. OR /- /1 /- / - /R /- Scale = .25 " /Ft. Trus -w Inc 360-750-1470 "�'MG" TRUSSES REQUIRE EXTREME WE IN FABRICATION. PAROLING. SHIPPING. INSTALLING AID BRA""`. . 4 TC LL 25.0 PSF REF R561-- 61855 REFER TO SCSI (BUILDING. COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS RATE INSTITUTE. 216 39(1 NE i I SL, YB<ICOUVCT WA NORTH LEE STREET. SUITE 312. ALEXANDRIA. VA. 22314) AND UTCA (WOOD (RUBS COUNCIL OF AMERICA. 6300 �� �(;IIVLc • ENTERPRISE LA. MADISON. ■1 6]T 19) FOR SAFETY PRACTICES PRIOR i0 PERFORMING THESE FUNCTIONS. UNLESS MI 19575 - LANE. N1 TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP OSHALL ID SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BORON CHM SHALL HAVE a • PROPERLY MARRED 01010 CEILING. / BC DL 10.0 PSF DRW CAUSR561 11291060 • •• IMPORrIIRT•• FO011511 A CWY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 17W BUILDING CMPO/ERTS ALPINE GROUP. INC. SHALL NOT BE RE5PCN51BLE FOR ANY OEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD TIE TRUSS L7!!► 'i I BC LL 0.0 PSF CA-ENG TSB /GWH 4, Emmy IN COIFOMME WITH TPI, OR FABRICATING. HANDLING. SNIPPING. INSTALLING A BRACING OF TRUSSES. 0 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF ED5 (NATIONAL DE51ER SPEC. BY REAM) AND TPI. ALPINE - CONNECTOR PLATES ARE WADE OF 2O /10 /16GA (0.0/55/6) ASTI A653 GRADE I0 /60 (W, N/H.ss) OALV. STEEL. APPLY /� P�' TOT . LD . 42.0 PSF SEQN- 158182 � INSPECTI�OI FACE PLATES FOLLO PLATES FOLLOWED BE PER ANNEX 62 PER T11 POSITION PER O SE AL5 01 1 THI W ITW Building Components Group, Inc CRANING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COaMn W1T OLD W DUTY. FAC. 1.15 FROM KTC J Sacramento, CA 95828 DESIGN WORN. THE SUITABILITY A USE of THIS CPT FOR ANY BUILDING IS THE RESPONSIBILITY OF TIE BUILDING RW11 8/30/2011 I]ESIOE IS R PER A(/IPI 1 SEC. 2. HI OOEN RESPONSIBILITY SPACING 24.0" JREF- 1UG9561_Z15 • • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. • (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T58) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 19.86 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT I1, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) :W2, W3 2x4 DF -L #1 &Bet.(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Toad Deflection meets 1/240 live and L/180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. 4X6= T 2X4% 10 r 2). X411 9 -11 -10 7 10 0 - 4 - 10 0 - 4 - 10 _L Ali\ / .� - u -15 -1 -4 3X4• 3X5• 3X4= 3X5(81) = 3X5(81) L1 5 -11 -1 _I_ 5 -6 -15 _l_ 5 -6 -15 _l_ 5 -11 -1 7 - - I 7 - 5 - 4 T 7 - 9 - 6 11 -6 -0 I 11 -6 -0 [ 23 -0 -0 Over 2 Supports R =1011 U =130 W= 2.84" R =1086 U =150 W =5.5" RL= 269/ -257 Design Crit:- IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0•E,_ - OR /- /1 /- / - /R /- Scale = .25 " /Ft. Ttus -Way, Inc 360. 750.1470 "M 1�•• Tuus3E5 1Ea EXHUME CARE le FABRICATION, HANDLING. SHIPPING. INSTALLING u0 mueus. - ' ms s. TC LL 25.0 PSF 3901 NE 68th St., Vancouver WA 106 (8 TO BCS (BUI Cm�01m5T SAFETY INF PUBLSxm BY TP1 "81718.0:T8 1NSTIIVTE. 215 y IN , REF R561 -- 61856 Nm EEE STRE su1TE 512. ALE 2AI D IL NA. vA. zz514) Aim 11u (110 TO c AI 5 0 ,XO E.0 O ENTETORISE LANE. MADISON. 9I 83719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. =LESS _ Z TC DL 7.0 PSF DATE 10/18/11 TU OTHERWISE INDICATED TOP 04010 SHALL HAVE PROPERLY ATTACKED STRUCwu PANELS Also 501759 CHORD SHALL HAVE 1957 F dif • PROPENIT N1ELL7® 91919 CEILING. BC DL 10.0 PSF DRW CAUSR561 11291061 •• IPOIRMT•• FDMISM A CCPY OF TNIS RESIGN TO THE IASTALATIOI CMTRACTOR. ITV BUILDING CD.OIEDTS - CROUP. INC. SHALL 1007 NY T BE RESPONSIBLE FOR A DEVIATION FREW 7111S DESIGN: ASV FAILURE TO BUILD THE TRUSS OR QC6 N 7 8 ' 1 BC LL 0.0 PSF CA -ENG TSB /GWH vim IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF 113155E5. E(i DESIGN CONFORMS 11TH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPA) AND 1P1. ALPINE TOT . LD . 42.0 PSF SEQN- 157217 CONNECTOR PLATES ARE MADE OF 2O /10/18tH (9.H/SS/8) "519 A653 GRADE 40/80 (9. 8/13.55) CAL /. STEEL. APPLY //�� PLATES TO EACH FACE OF TRUSS AID. IOLESS OTHERWISE LOCATED WI THIS DESIGN. POSITION PEN DRAWINGS 160" -1. 0.1 TWA, �D.i p� O' ANY INSPECTION PLATES FO.L09ED BY (I) SHALL BE PER AREA A5 OF TPI1 -2002 5EC.3. A SEAL ON THIS - 11 ITW Building Componenia Group, Inc. I CATER ACCEPT�ry l� (1GI NESPO IHILITY L T 1 E 5PON LI E Ro Low. H DUR.FAC. 1.15 FROM KTC li Sacramento, BUILDING CA 9582 BUILDING DES1G19R PER "951/198 7 SEC, 2. Room' 6/30/2013 SPACING 24.0" JREF- 1UG9561_Z15 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T59) Top chord 2x4 DF -L #1&Bet.(g) 2 COMPLETE TRUSSES REQUIRED 1 ' ' Bot chord 1.5 "x5.625" DF -L SS(g) Webs 2x4 DF -L Standard(g) Nail Schedule:0.131 "x3" nails Top Chord: 1 Row C o.c. Connectors in green lumber (g) designed using NDS/TPI reduction Bot Chord: 1 Row @ 3.75" o.c. factors. Webs : 1 Row • 4" o.c. Use equal spacing between rows and stagger nails Special loads in each row to avoid splitting. (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) TC- From 68 plf at 0.00 to 68 plf at 11.46 110 mph wind, 19.86 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located TC- From 68 plf at 11.46 to 68 plf at 23.96 anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 BC- From 10 plf at 0.00 to 10 plf at 20.91 psf. BC- From 20 plf at 20.91 to 20 plf at 22.96 BC- 477.88 Ib Conc. Load at 0.91, 2.91, 4.91, 5X6 -- Wind reactions based on MWFRS pressures. 6.91 8.91,10.91,12.91 BC- 470.41 Ib Conc. Load at 14.91,16.91 6 Calculated vertical deflection is 0.06" due to live load and 0.13" du BC- 541.83 Ib Conc. Load at 18.91,20.91 to total Toad at X = 11 -5 -8. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead Toad is 2.00. 3X5 3X5 9 -11 -10 10 I 10 i 0 -5 -1 0 -4 -10 I1 ►, _L -(- :_: T \ 15 -1 -4 4X6(A1) = 3X6111 8X8 = 3X6111 4X6(A1) _ L 1 -c-------5 -11 -13 + 5 -5 -11 7.1.0 5 -5 -7 >I< 6 -0 -9-------- 11 -5 -8 _ 11 -6 -0 f 22 -11 -8 Over 2 Supports R =3665 R =3589 W =5.5" Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0.' - T OR /- /1 /- / - /R /- Scale = .25 " /Ft. Trus -Way Inc 360-750-1470 "VA IUGG c5 1 �ca 66 I c EXTRE 6Ar E 1 nv106 we s 6000 11. 0611116 60. 16 a LLI I N ia TT i n 'CF'4e- BRAC V. AS S TC LL 25.0 PSF REF R$61 -- 61857 3901 NE 68 St, Vancouver WA NORTH LEE STREET. SMITE 512. ALEXANDRIA. VA. 22314) A10 1TCA ( 16055 CCWCIL a1 O RICA. 0300 � ..1G 944% /, E11 MADISON. LANE. 61 63710) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UCLESS 0 i T C DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PAEL9 NO BOTH! CHORD SHALL HAVE 1 1957 ' ' • PROPERLY 67T6rAWD 01010 MILANO. BC DL 10.0 PSF DRW CAUSR561 11291062 " IRPORTRtT” 11061150 A COPY OF IBIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING CWPCIENTS / if ALPINE 10 IN CONFORMANCE WITH TPI RICATI HANDLING. SH BRACING OF TO BUILD TIC Tglss I' [ 18 I BC LL 0.0 PSF CA -ENG TSB /GWH 7. DESIGN 06(E APPLICABLE PLICABLE PROVISIONS GN DVISI009 OF ICS (NATIAL DESIGN SPEC. BY AF(PA) AND TPI. ALPINE OR ON - CONNECTOR PLATES ARE BADE OF 20/10/166A (8.X /55/0) 0510 A063 GRADE 40/60 ( 6/11.55) G LV. STEEL. APPLY `kk , TOT . LD . 42.0 PSF SEAN- 157254 ND PLATES TO EACH FACE OF TRUSS A. UNLESS OTHERWISE LOCATED O 7015 DESIGN. POSITION PER DRAWINGS 16011_2. 7D, ANY INSPECTICI OF PLATES FOLL08ED BY (I) WW1 BE PER AMEX A3 OF 062 SEC A SEAL .3. A ON THIS 71'W Building Components Group, Inc 1 INDICATE "0 w� 1r 1� TM aG11 R�� 8 TP11 -2002 5O sL 70255 C 4.01.0 W. N OUR .RAC . 1.15 FROM KTC TICE RESPONSIBILITY CF THE - Sacramento, CA MN BUILDING DESIGNER PER ANSI/TPP 1 SEC. 2. RBnew61813O/2011 SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T60) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 19.84 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.( ) anywhere in roof, CAT II, EXP B. wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. • Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind reactions based on MWFRS pressures. Hipjack supports 8 -8 -12 setback jacks. Jacks up to 7' have no webs. Deflection meets L/240 live and L/180 total load. Creep increase factor Longer jacks supported to BC. for dead load is 2.00. • 0 -4 -7 _ +24-7-15 T R =174 U =49 9.28 r 2X401 3X4 0 1 9 -11 -2 0 -4 -10 _L Al T : � -W 4_15 -1 -4 2X4111 • 5X6 2X4(A1) = 1 -0 -15 w I3- 7- 3- 2 -11 -2 44 lc 12 -4 -2 Over 3 Supports R =151 U =3 W= 5.625" R =843 U =145 Design Crit: IRC2009 /TPI 2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0.• OR /- /1 /- / - /R /- Scale = .25 " /Ft. 'Gnu -Waayy Inc 360.750.1470 W�TO I REQUIRE COMPONENT S iISW nw� S PLATE INSTITUTE 16 , BRACING. 1 4 C`', TC LL 25.0 PSF REF R561 -- 61858 3901 NE oath St., Vancouver W A NORTH 129 STREET. SUITE 312. ALEIWCRIA. VA. 22314) AKO WTCA (ROW TRUSS COUNCIL of AOERICA. 6300 0 GINF . 0 ENTERPRISE LAKE. MADISON. 61 53719) FOR SUETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. WLESS 0 F TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP CORD SHALL HAVE PROPERLY ATTACHED STRUCTuRAL PANELS AND BORE CHORD SHALL NAVE 19575 , E 7' A P®PEB• ATTUNED RIRIO RE llli. BC DL 10.0 PSF DRW CAUSR561 11291063 P M ”IORTT•• 910 NO 611544 A COPT OF THIS DESIGN TO THE INSTALLATION CORTRACTDR. ITN BUILDING CWPONENTS / � GROUP. INC. SHALL T BE RESPONSIBLE FOR ANY DEVIATION MOT THIS DESIGN. ANY FAILURE TO BUILD THE TRUSS E1, .� 1 BC LL 0.0 PSF CA-ENG TSB /GWH - Immi IN CONFORMANCE WITH TPI: OR FABRICATING. HAR LANG. SHIPPING. INSTALLING A BRACING OF TRUSSES. O„ • . DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF MS (NATIONAL DESIGN SPEC. BY A9APA) AND TPI. ALPINE TOT . LD . 42.0 PSF SEQN- 158175 CONNECTOR PLATES A MADE OF 20 /1B /19GA 011.14/55/5) A51R A853 GRADE 40 /60 (R. 5/9.53) GALV. STEEL. APPLY A � PLATES TO EACH FREE OF 716155 AND. IMLE55 OTHERWISE LOCATED ON THIS DESIGN, POSITION PER °RAVINGS 160A -I. �9 �.5 P N, ANT INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER AMEX A3 OF TP11 -2002 SEC.3. A SEAL ON /MIS '"l1 F I Building Components Group, Inc. I ACCEPTANCE IOF Am SS ESSI� ENGI M E RESPONSIBILITV NA S SO EL RAT USS T Ot�w.� OUR. FAC. 1 . 15 FROM KTC THE W Sacramento, CA 95828 BUILDING DESIGNER PER ANSI/IPI 1 SEC. 2. 6 36816/3012025 SPACING 24.0" JREF- 1 UG9561 Z1 $ • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T61) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 19.84 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind reactions based on MWFRS pressures. Hipjack supports 8 -8 -12 setback jacks. Jacks up to 7' have no webs. Deflection meets L/240 live and L/180 total load. Creep increase factor Longer jacks supported to BC. for dead load is 2.00. • 0 -4 -7 2X4111 4 -7 -15 R =90 T 3 X4 �i 9 -11 -2 i 9.2 i 0 -4 -10 — . 4_15 -1 -4 T 2X4111 4X4 2X4(A1) 1 -0 -15 H 5 -3 -4 >I' 4- 7 -4 — y 2 I c 12 -4 -2 Over 3 Supports R =388 U =43 W= 5.625" R =985 U =125 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT =8 %(0%)/4(1) 10.03.04. . :4. -mo, OR /- /1 /- / - /R /- Scale = .25 " /Ft. Tnis -waayy, Inc 360-750-1470 ..11=1111W. TRUSSES 09102109 (0)0(09 WE IN FABRICATION. HANDLING. SNIPPING. INSTALLING "° BRACING. y- TC LL - 25 . 0 PSF REF R561-- 61859 3901 NE 68 St., Var1co11vLr W RISE (BUILDING COMPONENT B .� E W'P ) � ICES ` PR� � D �O R. ( G,HEESE " 'AE I. S 0 w a s 19575 � lit - TC DL - 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP O IORD SMALL HAVE PROPERLY ATTACKED STRIICIVNAL PANELS AND BORON CHORD SMALL HAVE , f • MOULT ATTRI ED RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 11291064 C*I . INC. NOT 60 T "F (0 A COPT OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS - PINE CROUP. INC. SHALL T RE RESPONSIBLE FOR ANY .110. OII FROM THIS DESIGN: ANT FAILURE TO BUILD THE TRUSS • o . _: �� BC LL 0.0 PSF CA-ENG TSB /GWH IN C CE ■IBIM TPI: OR FABRICATING. HANDLING. SNIPPING. INSTALLING W BRACING OF TRUSSES. DESIGN CN 0100 CO6aMO WITH APPLICABLE PROVISIONS OF NCO (NATIONAL DESIGN SPEC. BY AFLPA) AID TPI. ALPINE ,/ -- � -„ ip y TOT.LD. 42.0 P SEQN- 158180 CONNECTOR PLATES INC RADE OF 20/18 /N /INCA" (W.H /55) ASTI ABS] GRADE 40/60 (W. M/N.SS) GAIN. STEEL. APPLY -`"L 9 0 4 RATES TO EACH FACE OF TRUSS AND. R ID. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 16011 -E. A ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER GOER AS OF TP11 -2002 5EC.3. A SEAL ON THIS •OLE IN. NV- DUR. FAC. 1.15 - FROM KTC my Building Components Group, Inc. 05101 5 NDICATES ACCEPT AO LI ITT 10 050 TRIS aum 0)1(D(NC 5 RE lima T c Sacramento, CA 95828 BUILDING DESIGNER PER ANSI/TAI 1 SEC. 2. RWNBa1116/30/20t3 SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 - Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T62) Top chord 2x4 DF -L #1 &Bet.(g) :T2 1.5 "x5.625" DF -L SS(g): 110 mph wind, 22.11 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.( ) anywhere in roof. CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 • Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Deflection meets L/240 live and L /180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, #1 hip supports 5 -10 -15 jacks with no webs. Corner sets are Ce =1.00, CAT 11 & Pf =19.25 psf. conventionally framed. Building designer is responsible for conventional framing. Extend sloping top chord of truss and jacks to hip rafter. Support extensions every 4.00 ft to flat TC. Spacing of supports originates In lieu of structural panels use purlins to brace all flat TC e 24" OC. from #1 hip. Attach 2x4 lateral bracing to flat TC ! 24" OC with 2 -16d Box or Gun nails(0.135 "x3.5 ",min.) and diagonally brace per DWG. BRCALHIP0109. Support hip rafter with cripples at 5 -7 -14 OC. 8X10 3X6 4Ammimil 107 •• �To 5 -3 -12 0 -4 -10 0 -4 -10 . ►_ _ " 19 -3 -2 i 2X4 Ill 3X5= 3X4= ' 3X6(B1) = 3X6(B1) � 5 -10 -15 I 4 -3 -3 5 -7 -14 1 ` 5-6-2 I 4 -8 -0 5-7 -14 5 -10 -15 I 4 -3 -3 I 5 -7 -14 15 -10 -0 Over 2 Supports R =1309 U =265 W =5.5" R =1309 U =265 W =3.5" RL= 126/ -126 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0.: - - OR /- /1 /- / - /R /- Scale = .375 " /Ft. T St Vancouver 7504470 ' , ' TO 1 TRUSSES REQUIRE � Gad. HANDLING. SHIPPING. IL RS I BRACING. 65 ''c � ESSi TC LL 25.0 PSF REF R561 -- 61860 _ 3901 NE'Slit St., Vancouver WA RORTN LE STREET 56110 3 12. A VA 2251.) Al WT CA d " OOO TR c aRG OF *1 0 0 • GINLc 0 ENTERPRISE LANE. MADISON. RI 65719) FOR SAFETY PR*CTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS c, F TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PRmERLY ATTAC ED STRA.71mAL PANELS AND 0017011 Clam SHALL HAVE ' 19575 PE • PROPERLY ROOM RIGID CEILING. Cr r •• .IFO■TA■T •• FLONISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 17W BUILDING OMANEATS / DL 10.0 PSF DRW CAUSR561 11291065 simr ALPINE , 1 IN INC. CONFORMANCE SHALL 1R17H TPI OR FABRICATING. HANDLING. SNIPPING. • BRACING OF TO TRUSSE51/E miss OR : • BC LL 0.0 PSF CA -ENG TSB /GWH DESIGN Ca/FON15 WITH APPLICABLE PROVISIONS OF Ims (NATIONAL IE51G11 SPEC. BY AF•PA) AND TPI. ALPINE RE MADE OF 20/7 CORRECTOR PLATES A 6/1509 (9X,55/0) A5111 9655 GRADE 40/00 (W. 5.VH.55) GALY. STEEL. APPLY , TOT. LD. 42.0 PSF SE PLATES TO EACH FACE OF TRUSS Arm. UNLESS OTERNISE LOCATED ON THIS DESIGN. POSITION PER ORAW1NG5 1•09 -2. m QN- 1 57492 ANY INSPEF PLATES FOLLOWED BY (I) ''' ACCEPTANCE PNmFE551oNAL EIGI110091 SCSS5gN5 Llrr Fat THE T � R Oto W.N DUN. FAG. 1.15 FROM KTC 17W Building CompoOComponents CraCroup, Inc. DES, 9ro■1. T1a wIrABILITr ARD us0 I) tNls caPaEW c oa A RY . I S 7 F RE Oc Tla Sacr amento, CA 9 BUILDING DES5Ga,ERR PER A161 5 SEC 2 Renewal °�°/2 °1! SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T63) Top chord 2x4 DF - L #1 &Bet.(g) :T2, 73 1.5 "x5.625" DF - L SS(g): Trusses or components connecting to this girder have been modified by Bot chord 2x4 DF - #1 &Bet.(g) the truss designer. The loading for this girder requires verification Webs 2x4 DF - Standard(g) for accuracy. Connectors in green lumber (g) designed using NDS/TPI reduction factors. 110 mph wind, 21.69 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located . anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Special loads (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) Bottom chord checked for 10.00 psf non - concurrent bottom chord live TC- From 68 plf at 0.00 to 68 plf at 17.48 load applied per 1RC -09 section 301.5. TC- From 68 plf at 17.73 to 68 plf at 24.67 BC- From 20 plf at 0.00 to 20 plf at 17.67 Deflection meets L/240 live and L /180 total load. Creep increase BC- From 10 plf at 17.67 to 10 plf at 23.67 factor for dead load is 2.00. . TC- 400.00 lb Conc. Load at 17.73 BC- 110.76 Ib Conc. Load at 17.67 In lieu of structural panels use purlins to brace all flat TC 0 24" BC- 105.43 Ib Conc. Load at 19.67 OC. BC- 101.59 Ib Conc. Load at 21.67 Wind reactions based on MWFRS 8X100 8X10 pressures. 7X6= 4 111 le T2 T3 10 10 7 5 -3 -12 0 -4 -10 0 -4 -10 a Y m UU 0 9 -3 -2 2X4 01 3X4 3X5= 3X4E 1- 2X4111 __ - T 2X4(A1) = 2X4(A1) << 15 - - >1 1 41'J 5 -10 -15 5 -11 -1 6 -2 -2 5 -7 -14 5 -6 -2 2 -5 -10 7 -8 -8 2 -3 -14 5 -7 -14 I - 5 -10 -15 J_ 12 -1 -3 - 5 - 1 < 23 -8 -0 Over 3 Supports R =685 U =134 W =5.5" R =1484 U =291 W =3.5" R =627 U =126 W =5.5" Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT/RT = 896(096)/4(1) FETY 10.03.03.0 ' O' --9 OR /- /1 /- / - /R /- Scale = .3125 " /Ft. Trus - Inc 360. 750.1470 "MINI 118.• TRUSSES NEW ure E'v1ElNE CARE IN FMICATIO1. HANDLING. SHIPPING. INSTALLING AM BRAGING. S, TC LL 25.0 PSF REF R561-- 61861 3901 NE 68th St, Vancouver WA REFeR TO Ks ' ET CONPIENT SA INF0OPATIGN). P{OLINED eY S 511 (68155 PLATE 116Tnrfr . 03 . 214 �� NORTH LE STR SUITE 312. ALOE0 VA. 2251.) AND RCA (1 1000 10 [ OP O 0 0 GIN O ENTERPRISE LANE. MADISON. WI 63710) FOR SAFETY PRACTICES P1110R TO PERFORMING THESE FUNCTIONS. UNLESS 0 R Z / TC DL 7.0 PSF DATE 10/18/11 OTIER/I SE IIm ICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND B0T10X CHORD SMALL HAVE 4Y A PROPERLY MEWED RIGID CE111i. Q . 1 19575 MEWED , BC DL 10.0 PSF DRW CAUSR561 11291163 ••1•PORTAMT••FIWIISN A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMMENTS 1 i / DROP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD T16 MUSS BC LL 0.0 PSF CA-ENG TSB /GWH IN CONFORMANCE WITH TPA: FABRICATING. HANDLING. SUPPING. INSTALLING N BRACING OF TRUSSES. C - NF ON AND DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF IDS (NATIONAL DESIGN SPEC. BY AFIPA) ANIO TPA. ALPINE OREGON cdMECTOR PLATES ARE MADE OF 20 /18YIBGA (W.H /SS/A) AST. AB53 GRADE 40.110 (W. IVH.55) FxV. STEEL. *291 �(qA, TOT . LD . 42.0 PSF SEQN- 13644 REV PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED 011 71115 OE51ON. POSITION PER DRAWINGS 1600 -2. A '• 20.10 ‘/ ANY INSPECTION OF MU ME TES FOLLOWED BY (II SHALL BE PER AX AS OF TPI1 -2002 SEC.]. A SEAL ON THIS • kr 0 v' VBuildingComponents Group,Int. D MSMS CAT ES ACCEPT � 1 E11:INEER RED IBIILIT5 SOLELY FOR E MKS COMgENT O N DUR.FAC. 1 s I FROM KTC • Sacramento, CA 95828 BUILDING DESIGNER PER ANSIVTPI 1 SEA:. 2. R0IHINRI D/50/2011 SPACING 24.0" JREF- 1UG9561_715 TIM M% PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T64) ' Top chord 2x4 DF -L #1 &Bet. (g) :T2, T3 1.5 "x5.625" DF -L SS(g): 2 COMPLETE TRUSSES. REQUIRED I ( Bot chord 1.5 "x5.625" DF -L SS(g) Webs 2x4 DF -L Standard(g) Nail Schedule:0.131 "x3" nails Top Chord: 1 Row 012.00" o.c. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Bot Chord: 1 Row 0 2.75" o.c. Webs : 1 Row 0 4" o.c. Use equal spacing between rows and stagger nails Special Toads in each row to avoid splitting. (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) TC- From 68 plf at 0.00 to 68 plf at 16.48 110 mph wind, 22.64 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located TC- From 68 plf at 16.48 to 68 plf at 17.73 anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 TC- From 68 plf at 17.73 to 68 plf at 23.67 psf. BC- From 10 plf at 0.00 to 10 at 17.67 BC- From 20 plf at 17.67 to 20 plf at 23.67 Wind reactions based on MWFRS pressures. BC- 657.92 Ib Conc. Load at 1.67, 3.67, 5.67, 7.67 9 Deflection meets 1/240 live and L/180 total load. Creep increase BC- 665.35 Ib Conc. Load at 11.67 factor for dead load is 2.00. BC- 1406.19 Ib Conc. Load at 13.67 BC- 662.00 Ib Conc. Load at 15.69 In lieu of structural panels use purlins to brace all flat TC 0 24" BC- 1529.78 Ib Conc. Load at 17.67 3X60 OC. 8X10 8X8= T2 V`v 10 10 6 -4 -8 0 -4 -10 0 -4 -10 P21 I I 19 -3 -2 1X6(A1)w 4X6 = 7X6= 4X6= 11 3X4111 2X4 A7) _ Lc 15 -8 -4 5 -6 -2 6 -3 -14 6 -2 -2 5 -7 -14 5 -6 -2 6 -3 -14 3 -10 -4 2 -3 -14 5 -7 -14 7 - - I 10 -9 -14 I 5 -7 -14 _I 23 -8 -0 Over 3 Supports R =2821 U =617 W =5.5" R =6445 U =1355 W =3.5" R =198 U =51 W =5.5" Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 896(0%)/4(1) 10.03.03.0 ,top S OR /- /1 /- / - /R /- Scale = .34 " /Ft. 3901 NE 68th Inc . 3„6°-750-14„,70 A REFER NORTH L s11LDING COMPONENT L SAFETY I N F O VAT G (WOOD PUBLISHED in no muss PLATE INSTALLING a 7 u 218 C O , GIN f y TC LL 25.0 PSF REF 8561 -- 61862 ENTERPRISE LANE. MADISON. VI 61719) FOR SAFETY PRACTICES PRIOR TO PEAFOId190 THESE FUNCTIONS. UNLESS X9575 E 9 TC DL 7.0 PSF DATE 10/18/11 0T11E101SE INDICATED TOP CHORD STALL NAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM ODRD SHALL HAVE r A PROEM *TFAN�n 61910 CEILI0. 1 BC DL 10.0 PSF DRW CAUSR561 11291153 •• IirORTAW A COPY OF THIS DESIGN TO THE INSTILLATION CONTRACTOR. ITV BUMMING COMPONENTS It - GROUP. INC. SHALL N07 BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: TAY FAILURE TO BUILD THE TRUSS 1 BC LL 0.0 PSF CA-ENG TSB /GWH w ALPINE mo m W IN CORFOR CE •1111 TPI: OR FABRICATING. FONDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. 0 . t5,418 -- DESIGN C10IP (10 0I7N APPLICABLE PROVISIONS OF 5 (NAT0E5101 L 0E51 SPEC. BY AFLPA) MO TPI. ALPINE CONNECTOR PLATES ARE MADE O 20/19/1699 (W.H /55/R) AS13 9553 GRADE 40/60 (V. 0/N.55) CALM. STEEL. APPLY /^1 ,I TOT. LD . 42.0 PSF SEQN- 13642 REV PLATES TO EACH FACE O TRUSS AND, DRESS OTIETOISE LOCATED 01 THIS DESIGN. POSITION PER DRAWINGS 1609 -0. V' �' ANY INSPECTION OF PLATES FDLLOVED BY (F) SHALL BE PER ANNEX AS OF TPI1 -2002 5EC.3. A SEAL ON THIS 910 0 0 0 W DUR . FAC . 1 . 1 5 FROM KTC ITW Building Components Group, Inc. WING IIOICATES ACCEPT O IL PROFE5510N99 ENGINEERING RESPON51B1LITY SOLELY FOR THE TR115 Sacramento, C01@ONEMT ' BIIIQIt 0 CA 95828 R OSI OI 91001. 71E SUITABILITY AND 115E aF THI taNPOENT 930 MY B 11.01116 IS 71E RESP'OISIB1n OF .._ Iu110WM16130/2013 BUILDING AI61/lPl , SEC. 2. SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 - Fill- later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T65) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 23.32 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) :W5 2x4 DF -L #1 &Bet.(g): psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. End verticals not exposed to wind pressure. (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). Bottom chord checked for 10.00 psf non - concurrent bottom chord live Bracing material to be supplied and attached at both ends to a Toad applied per IRC -09 section 301.5. suitable support by erection contractor. • Deflection meets L/240 live and L /180 total Toad. Creep 2X4111 Unbalanced snow loads have not been considered. increase factor for dead load is 2.00. — 3X4 10 12 -8 -11 . 4X4 I I . 3 -8 -6 I _ — 15 -1 -4 _i 2X4 III 3X4= 6X6= • 1 "12 5 -5 -6 ' I ` 4 -11 -2 s�jz 1t2 5 -5 -6 5 -2 -14 1 1 .---10 -10 -0 Over 2 Supports R =478 R =478 U =301 RL= 293/ -76 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT/RT= 8 %(0 %)/4(1) 10.03.04.0. . OR /- /1 /- / - /R /- Scale = .225 " /Ft. Tnu wav Inc 360-750-1470 ' ; T S 6001 IN * I ON ) PUBL 06. SHIPPING. E I„ BRACING. �S p TC LL 2 PSF REF R561 -- 61863 TO 3901 NE 6 St., Vancouver WA Nm NORTH LEE STREET. SUITE ]12. ALEXANDRIA. VA. 22514) A BT COUNCIL 00 CA (WOOD TRUSS COIL AMERICA, 8200 GINS r ENTERPRISE LANE. MADISON. WI 53710) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 10/18/11 011a015E INDICATED TOP CHORD SHALL SHALL HAVE PROPERLY ATTACHED STRUCTURAL PA AND BOTTOM aoC SHALL HAVE - / 19575 P' • FNflFBY ATTN® RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 11291066 ••1111PORTANT••FIRNISN A COPY OF 71115 DESIGN TO THE INSTILLLATIOR CONTRACTOR. ITN BUILDING COPONENTS ALPINE GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO 60110 THE TRUSS NC 0 t 18 1 BC LL 0.0 PSF CA -ERG TSB /GWH ? limy IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SNIPPING. INSTALLING A BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF Nos (NATIONAL DESIGN SPEC. BY AFFPA) AND TPI. ALPINE OREGON CONNECTOR PLATES ARE MME 00 20/18/160* (11.0 /S5/K) A5TM A65] GRADE 40 /80 (W, N/H.55) BILLY. STEEL. APPLY ,/� TOT . LD . 42.0 PSF SEAN- 157162 NN OTHERWISE PLATES TO EACH FACE OF TRUSS . UNLESS OTISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 16011 -2. - 'K 2O.i v ANY INSPECTION OF FOLLOWED FOLLOD BY (I) SHALL BE PER ANA 83 OF TP11 -2002 SEC.]. A SEAL ON THIS � R OLp y1 OUR. PAC. 1.15 FROM KTC ITV Building Components Group, Inc. 60SIGM y wn*e1L1n A �u s e l 00 TH4SS A FS " TRU LI�T en e. E Sacramto, CA 95828 95828 BUILDING DEMURER PER ANSI/TPI 1 SEC. 2. RBIIBMF,IBnonov SPACING 24.0 JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T66) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 23.25 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT I1, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) :W4 2x4 DF -L #1 &Bet.(g): psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. End verticals not exposed to wind pressure. (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). Bottom chord checked for 10.00 psf non- concurrent bottom chord live Bracing material to be supplied and attached at both ends to a Toad applied per IRC -09 section 301.5. suitable support by erection contractor. Deflection meets L/240 live and L/180 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg =25.00 psf, for dead load is 2.00. 4X4= Ct =1.10, Ce =1.00, CAT 11 & Pf =19.25 psf. ins 10 3X4 Ow E N __ 3X4 0 2X4 m 11 -9 -1 9 -11 -5 4 -6 -8 • • — \ , 15 -1 -4 _L L. 3X4 = 4X8= 3X511 • 4 -2 -9 i 4 -5 -5 I -2 -2 - 8 -7 -14 2 -2 -2 1 . 2 L • 8 -7 -14 I I .c----10 -10 -0 Over 2 Supports --s • R =470 R =485 U =200 RL= 176/ -91 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0• :fAYJZ. OR /- /1 /- / - /R /- Scale = .225 " /Ft. Tres way Inc 360-750-1470 °.V1110** RF R T I r" OU;LO NG 1" SAFETY INFORMATION) PUBBLLSHED BY TPI� (TINS PATEN INSTITUTE BRACING. y�� IN ' . TC LL 25.0 PSF REF R561 -- 61864 3901 NE 68th St., Vancouver WA Nom LEE STREET. SUITE 312. ALEXANDRIA. VA. 22514) AND RG (ROOD TRUSS COUNCIL OF AMERICA, 0300 aG F O ENTERPRISE LANE. MADISON. RI 55716) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHOW SHALL HAVE ININIPERLr ATTACHED STRUCTURAL PANELS Arm BOTTOM o1GNm slue TC DL 7.0 PSF DATE 10/18/11 • HAVE 1957 • , A PROPERLY ATTmA® RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 11291067 •• 111PORTART••Fumiso A COPY OF PUS DESIGN TO THE INSTALLATION CONTRACTOR. 116 BUILDING CO3D0:NT5 / . - ALPINE IN IN CONFORMANCE 6I111T RESPONSIBLE A" N TPI OR FABRICATING.. NAr 091PP� T" NrS DESIGN: TAALG A BRACING OF TTRuSWISIE� WE TRUSS .. . 8 1 BC LL 0.0 PSF CA -ENG TSB /GWH DESIGN CONFORMS R1714 APPLICABLE PROVISIONS OF Nos (NATI0AL OES1GI SPEC. BY AFAPA) AND TPI. ALPINE CONNECTOR PLATES ARE WADE OF 20/16 /I13C (N.H /S5/M) 05m ABSS GRADE 40/00 (N. 6/H.55) GALV. STEEL. APPLY 4%2, P � , TOT . LD . 42.0 PSF SEAN- 157172 PLATES TO EACH FACE OF TRUSS Arm. UNLESS OTHERESE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1GDA -2. / ANY INSPECTION OF PLATES FOLLOWED BY (N) SHALL BE PER ANNEX A5 OF TP11 -2002 5EC.3. A SEAL 011 THIS 4.0/.0 p W NE DUR . FAC . 1.15 FROM KTC 171V Buildiu Com umh Grou Inc. °R"G1HG INDICATES ACCEPTANCE OR PROFESSIONAL ENGINEERING RESPONSIBILITY SOLEL0 FOR T1PE 161155 cODaNENT Sac CA 95828 R BE5 9 . TILE SU1TADILITY SEC. 15E of THIS C IDlr FOR ANY BuILOIIO Is TILE RE 1s TTNE Renewal 6/30/2013 BUILDING DESIGNER PER A161/TPI ' sEe z. SPACING 24.0" JREF- 1 UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T67) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 22.84 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) :W4 2x4 DF -L #1 &Bet.(g): psf. • Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. End verticals not exposed to wind pressure. (a) 1x4 #3 HEM - FIR or better continuous lateral bracing to be equally spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). • Bottom chord checked for 10.00 psf non - concurrent bottom ch live Bracing material to be supplied and attached at both ends to a load applied per IRC -09 section 301.5. suitable support by erection contractor. Deflection meets L/240 live and L/180 total load. Creep increase factor Truss designed for unbalanced snow Toad based on Pg =25.00 psf, for dead load is 2.00. 4X4=' Ct =1.10, Ce =1.00, CAT 11 & Pf =19.25 psf. �� � T 3X44 10 — 3X4 1 0 r - 2X4 in 11 -9 -1 9 -11 -5 4 -6 -8 1 - — „ 15 -1 -4 3X4= 4X8 3X5 in L1 .J F 4 -2 -9 8 -7 -14 4 - - �1 2 -2 -2-1 8 -7 -14 -2 - 2. L I 1 .‹--- 10 -10 -0 Over 2 Supports -->l R =542 R =482 U =204 RL= 201/ - 119 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 896(096)/4(1) 10.03.04.0„4 ?7� OR/- /1 /- / - /R /- Scale = .225 " /Ft. Tnu -Way Inc 360 - 750.1470 •• •UImIM OT S MISSES REQUIRE (REM CARE IN FABRICATION. HANDLING. SNIPPING. INSTALLING AND BRACING. 0; 8 TC LL 25.0 PSF 3901 NE 68th St.. Vancouver W A NOR. T LEE B STREET. SU' (BUILDING 312. ALEXANDRIA. d OVA IN222314)I NO R05 (WOCO TRUSS COUNCIL OFTE A 018 ` � G I NS /� REF R5 -- 61865 ENTERPRISE LANE. ND MADISON. WI 55719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FWICTIOIIS. UNLESS ac' �?y s7s PE TC DL 7.0 PSF DATE 1 0/ 1 8/1 1 _ OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE N r ATTACKED RIGID BC DL 10.0 PSF DRW CAUSRS61 11291068 •• IRPORInvorTAMT•• FAM COPY OF ISH A COPY OF THIS DE51GN TD THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS , BC LL 0.0 PSF CA- ENG TSB /GWH IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING 8 BRACING OF TRUSSES. (3. • N • DESIGN CONFOR S WITH APPLICABLE PROVISIONS OF ND5 (NAT1011AL OE51GN SPEC. IN AFAPA) AND TP1. ALPINE CONNECTOR � FACEE OF AND / UNLES5 OTHERWISE LOCATTEEDDSO11H15 40/80 (W ' 00051Tia1 P 1BOAY2. o � . TOT. LD. 42.0 PSF SEQN- 157167 ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER NOV( A2 00 .11-2002 SEC.S. A SEAL ON THIS 9 AQp NT/ ITW Building Components Group, Int. CRAZING y INDICATES ACCEPTANCE SUITABILITY 1� ENGINEERING RESPONSIBILITY SOLELY R TRIS1 Cow DUR.FAC. 1.15 FROM KTC . • Sacramento, CA 95828 BUILDING DESIGNER PER AN51/TPI 1 SEC. 2. Rene wal 0n01 SPACING 24.0" JREF- 1UG9561_Z15 . THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS IIFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T68) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 22.84 ft mean hgt,ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf.non concurrent bottom chord live load applied per IRC -09 section 301.5. Special loads Deflection meets L/240 live and L /180 total load. Creep increase (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) factor for dead load is 2.00. TC- From 68 plf at -1.00 to 68 plf at 8.66 • TC- From 68 plf at 8.66 to 68 plf at 17.31 Truss designed for unbalanced snow load based on Pg =25.00 psf, BC- From 20 plf at 0.00 to 20 plf at 10.80 Ct =1.10, Ce =1.00, CAT 11 & Pf =19.25 psf. BC- From 145 plf at 10.80 to 145 plf at 10.90 4X4 BC- From 135 plf at 10.90 to 135 plf at 17.18 BC- From 10 plf at 17.18 to 10 plf at 17.31 R Member design based on both MWFRS and C &C, wind reactions based on MWFRS. 7 10 2X4 3X4 % • 11111111111111„116. 7 - 10 0 -4 -10 0 -4 -10 i 11 0 40_19 -3 -2 r 5X86 2X4 Hi im 3X4(A1) -- 4X4(A2) I • �I 4 - - 8 4 - 1 - 14 >Ic 4 - 3 - 4 11.c 4 - 4 - 10 I, 8 - - 14 _I! 8 -7 -14 J I " 17 -3 -12 Over 2 Supports >1 R =973 U =207 W =5.5" R =1356 U =289 W= 3.25" RL= 200/ -213 Design Crit: IRC2009/TPI- 2007(STD) • PLT TYP. Wave FT/RT = 896(0%)/4(1) 10.03.04.0• * . . o OR/- /1 /- / - /R /- Scale = .34 " /Ft. T(us -Way, Inc 360-750-1470 • " �I�" TRUSSES REWIRE EXTREME CARE IN FABRICATION. HANDLING. SNIPPING. INSTALLING AND BRACING. � 3 itSS TC LL 25.0 PSF REF R561 -- 61866 3901 NE 68th St., Vancouver WA REFER TO RC51 (NUILDI C dONENT SAFIT INFOOATION), P14LI5NED BY TPI (TINS PLATE INSTINTE. 21 0]8 II62 LEE S SUITE II ]12. W ALEIUlIDR 1A. VA 22344) AID RG 0 000 TRUSS COO DIL of AI ERIU. L/ CO GINS W tl ENTERPRISE LANE. MAO15011. ■I 63719) FOR SAFETY PRACTICES PRIOR TO PERFOINIINC THESE FUNCTIONS. UNLESS . 9575 • + / TC DL 7.0 PSF DATE . 10/18/11 OTHERWISE 1NDIGTED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 1 II PROPERLY "`CNED " °'° CEILING. I BC DL 10.0 PSF DRW CAUSR561 11291069 • ' IUPORTAIIT•• FURNISH A COPY OF THIS 0E5104 TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS / UiLB - ALPINE GROUP. INC. SHALL NOT 22 RESPONSIBLE FOR ANY DEVIATION PROW THIS DESIGN: ANY FAILURE TO UILD THE TRUSS . W 8 1 BC LL 0.0 PSF CA-ENG TSB /GWH nimv IN CONFORMANCE WITH TP1: OR FABRICATING. HANDLING. SNIPPING. INSTALLING A BRACING OF T . COSIER CONFORMS W ATE IMD APPLICABLE 10/1651°(5 OF IDS (RAT DERIDE 40/6, BY A/)ID 2. ALPINE O ' N CONNECTOR PLATES ME HATE O 20/.8 /LE OTHERWISE (W ALO 665 T65] 1 1 1 40/60 (W. 66.S GILL2. TOT . LD , 42.0 PSF SEAN- 157382 V. STEEL. APPLY *Ai � , PLATES TO EACH FACE O TRUSS AID. )S LOCATED N TED S -1OL POSITION DI PER D SUDS 160A-Z. �l ANY INSPECTION F ON OF PLATES FOLLOWED BY UNLESS (1 (U) SHALL HALL B BE P AIWA AI% 63 THI1 63 O TP11I1 -20°2 SEC.]. A A SEAL ON THIS DRAW ING IIDIGTES ACCE PTANCE O PROFESSI0NAL ENGINRING RESPSIBILITY SOLELY FOR THE TRIES COMPONENT BO LD W 0`` DUR . FAC . 1.15 FROM KTC ITW Building Components Inc DES IGN 511°.1. TTE SD ITA91LITr AID 115E of 7x15 tD EE wmrr i011 ON AIn NUIIDIIM IS WE RESPONSIBILITY OF THE . Sacr ramentoongo, . CCA 95828 BUILDING DESIGNER PER AIEI/TPl 1 SEC. 2. Rennwd6/30/2013 SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS a DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T69) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 22.84 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) • psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC - section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow Toad based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT 11 & Pf =19.25 psf. 4X4 T 10 2X4 2X4 • •• 7 -7 -3 1 0 -4 -10 0 -4 -10 i 11 0 19 - 3_2 ' 5X8= 3X4 (A1) = 3X4 (A1) l • �J 4-6-0 8 -i pia 4-1 -14 + 4-1 -14 8-7-14 4-6-0 I- 8 -7 -14 _I_ 8 -7 -14 J Fc 17 -3 -12 Over 2 Supports R =835 U =153 W =5.5" R =761 U =128 W= 3.25" RL= 200/ -213 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT/RT = 896(096)/4(1) 10.03.04.0•' A .. OR/- /1 /- / - /R /- Scale = .34 " /Ft. Tnu -Waayy, Inc 360- 750 -1470 •• I1�1SI.. TRUSSES REQ REQUIRE r s riFABRICATION. P HANDLII P (TRUSS INSTALLING r BRA zNG TC LL 25.0 PSF REF R561 -- 61867 3901 NE68ih St, Vancouver WA RDRTR TI TO S su1TE 11x 0 OINENT 1 1*. YA 22314) 0ND WICA (6 D BY T 000 TRU5 COO CIL OF .KR ILL. 6300 a G1N: 1 s l I ,I1)30 I TED ;07 0l SH-'L ,50 P LY TT0 ��;°� 055" 0 BBO T C ALL HAV TC DL 7.0 PSF DATE 10/18/11 • PINWORM •TT•C® RIGID CEILING. A .&. BC DL 10.0 PSF DRW CAUSR561 11291070 "1 M PORTAKT A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 17W BUILDING COIPWENTS GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE 70 BUILD THE TRUSS \ Q8 4 1 BC LL 0.0 PSF CA- ENG TSB /GWH ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SNIPPING. INSTALLING 6 BRACING OF TRUSSES. DESIGN NFS WITH APPLICABLE PROVISIONS OF S (NATIONAL rm L DESIGN 5PEC. BY AF•PA) A TPI. ALPINE CO INS TOT. LD. 42.0 PSF SEQN- 157129 CONVECTOR PLATES ARE MADE OF 20 /1B PP /16GA (6.N /55/5) A5TM A053 GRADE A0 /60 (6, IL/H.SS) CALM. STEEL. ALY ,A��� PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERNISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A -2. - �L 70.∎ V ANY INSPECTION OF PLATES FOLLOWED BY u) SHALL BE PER AMEX A3 OF TP11 -2002 SEC.]. A SEAL ON TRIS � RO�p W 3.0 PIW Building DUR.FAC. 1.15 FROM KTC ldi Components Int. DRAINING S '. 141E SUIT IT AND USE OF THIS COMPONENT FANY BUILDING IS THE RESPONSIBILITY a THE Sacramento, uD, CA 9585g 28 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. ft ....16,30/2013 SPACING 24.0" JREF- 1 UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T70) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 22.84 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, - CAT II, EXP B. wind TC DL =4.2 psf, wind BC 01=6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Toad Deflection meets L/240 live and L /180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead Toad is 2.00. Truss designed for unbalanced snow Toad based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT 11 & Pf =19.25 psf. 4X4 n T 10 3X4 2X41 7 -7 -3 l0 4 -2 -2 0 -4 -10 .� � � ' 4_19 -3 -2 / i 7 - - °- 4X8= 2X4 m 2X4(A1) 4 -6 -0 4 -1 -14 3 -8 -0 5"4 8 -7 -14 3 -8 -0 . 8 -7 -14 _I_ 4 -1 -4 _I f c 12 -9 -2 Over 2 Supports >r R =641 U =100 W =5.5" R =553 U =111 RL= 168/ -147 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0•:. -r- OR/ - /1 /- / - /R /- Scale = .34 " /Ft. Trus -W Inc 360- 750 -1470 Iw•• TRUSSES 11EO MERE UIRE EEIE CARE m FARRIOATION. HADLI11G, DIIPPING. INSTALL ING AND BRAG! TC LL 25.0 PSF REF R561 -- 61868 REFFA TO SCSI (BU IIDIMG COrbNEINT SAFETY IN;=: WTI OM). PUB BY TB' (TBV55 PLATE 1N5TITVIE. 216 3901 NE 6 t h St., Vancouver WA NOR LEE 570 SUITE ]12. N.E V A , ) AND - 1TCA ( 8000 TR C OIDIC IL of A 09 10.. 6]00 NG INF • • EXTEBPRI5E LANE. MADISON. 61 5]718) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 'Q TC DL 7.0 PSF DATE 10/18/11 OTHER. ISE IN !GATED TOP O10M01 SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS A10) BOTTOM CHORD SHALL HAVE 19575 A PROPERLY ATTUNED RIGID CE11100. BC DL 10.0 PSF DRW CAUSR561 11291071 •' 1MPORTAMT "FWMISN A COPY OF THIS DESIGN 10 THE INSTALLATION COMTRACTOR. 1T1 BUILDING CON - 1N FORINC. SHALL E WITH TPI: OR F�Aen ICAT INC. HARM INC.. T SR II PP ING. INSTALL IN R. 000 16G OF ' TR USSSSES THE TRB55 o _I3at N1 8 . 1 O BC LL 0 . 0 PSF CA-ENG TSB /GWH DESIGN CONFORMS ■ITH ON APPLICABLE PROVISIONS OF NOS (RATIONAL DESIGN SPEC. BY AF.PA) Aim 1PI. ALPINE ( �� o CONNECTOR PLATES ARE MADE OF 20 /16 /1BGA (B.H /55 /N) ASTR Ass] GRADE 40/60 (8. I(/H.SS) GALV. STEEL. APPLY A � *42,090 TOT . LD . 42.0 PSF SEAN- 157656 PLATES TO EACH FACE OF TRUSS AM. UNLESS OTHERWISE LOCATED ON THIS DESIGN. P051TIO1 PER DRAWINGS 160A -Z. \] ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER AREA 02 � OF TP11 -2002 SEC.]. A SEAL ON THIS li o l N..t.1* A I71Y Building Components Group, Inc. 2 ISIS p 9 p 'uTES "« 96 40100 20 F Exc''EER' RE 'B'O`11TV 5(L(`V 6 1 �1n,�OF�' D W. DUR . FAC . 1.15 FROM KTC 11E SAB IL 1 Sacramento, CA 95828 BDI1D1no moment PER AI61/TPI 1 SEC. 2. Re nerd 6/70/2013 Ie SPACING 24.0" JREF- 1UG9561_Z75 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS IS DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM. OR - T71) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 22.53 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT I1, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead Toad is 2.00. Unbalanced snow Toads have not been considered. 2X4 111 2X4. �Adli\-io 6 -11 -15 0 -4 -10 M t 4_19 -3 -2 5X6...- . 2X4(A1) .- Lei .DJ I td . 4 -1 -11 _1. 3 -4 -5 7 -5 -15 F 7 -11 -3 Over 2 Supports R =430 W =5.5" R =338 U =145 RL= 235/ -83 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT/RT = 896(0%)/4(1) 10.03.04.0• -r OR/- /1 /- / - /R /- Scale = .34 " /Ft. TnEVwaayy Inc 360 • FE 0 I T BUILDI 1 G 6 ff� FABRICATION. � • SHIPPING. IS M E INSTITUTE BRACING. � GIN L�l�ss, TC LL 25.0 PSF REF R561 -- 61869 REFER 3901 NE Oath Sl., Vancouver WA ��IE E. MADISON. WI AI 53771B) FOR P PRACiICES Pain r0 PERFORMING COUNCIL OF F AMERICA. UNLESS 0` 4 1 pE 4. O - TC DL 7.0 PSF DATE 10/18/11 OTHERWISE IRDI GTED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS Alm BOTTOM CHORD SMALL HAVE 19575 PE r A PROPERLY MIAMI, RIGID CEILING. / BC DL 10.0 PSF DRW CAUSR561 11291072 •• IMPORTANT•• FIRMISH A COPY OF THIS DESIGN To THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS 1 , - BC LL 0.0 PSF CA-ENG TSB /GWH =my ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SNIPPING. INSTALLING A BRACING OF TRUSSES. M . ; ' w , • i ` DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF FDS (NATIONAL DESIGN SPEC. BY AFLPA) AND TPI. ALPINE TOT . LD . 42.0 PSF SEQN- 1 57653 MESS CONNECTOR PLATES RE 01 ATES A MADE OF 20/18/16 (W.H /SS/N) AST. -655 GRADE NO /BO (V. H/1,SS) GALL/. STEEL. APPLY : y PLATES TO EACH FACE OF TRUSS AND. OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 180 - -Z. G ANY INSPECTION OF PLATES FOLLOWED BY (6) SHALL BE PER MANED AS O• TP11 -2002 5EC.3. A SEAL ON THIS -'R ocow. N Y DUCT. FAO. 1.15 FROM KTC -. ITW Building Components Group, Inc. =Age E ISIS T 9 p IGTES ACCEPTANCE e5I.O TM i 5 NGI C HEE0N: T R: DR 51 ,B56i1 .: TTRUS m OF T Sacramento, CA 95828 BUILDING DESIGNER PER ANaI/TPI 1 SEC. 2. RBIIWWlal OW2013 SPACING 24.0" JREF- 1UG9561_Z15 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T72) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 20.52 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on . MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 2X4 111 2 -11 -11 10 ■ 0 -4 -10 �� • 19 -3 -2 t MEMO 2X4 111 2X4(A1) • LE_1 -0 -0__ I _ 2 -8 -0 ' 1 . 5 " 4 ' 1 1 -c----3 -1 -4 Over 2 Supports . R =227 U =9 W =5.5" RL= 99/ -49 R =115 U =45 • Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0.8 OR /- /1 /- / - /R /- Scale = .75 " /Ft. rn)5 Wa8yy Inc 360-750-1470 ', ! ;TRUSSES IDREQUIRE N ET 5 5 �,'GTIO2. HANDLING. SHIPPING, TE „ 11 ACING. , r ,� c l ms TC LL 25.0 PSF REF R561 -- 61870 3901 NE 6 SL, Vancouver W Rom LEE STREET. SUITE 312. ALEXANDRIA. VA. 22314) AN0 RCA (WOOD TRUSS CORCIL OF AMERICA. 6300 � , G INFL. � 0 ENTERPRISE LANE. RAWSON. ■I 65719) FOR SAFETY PRACTICES PRIOR TO PERFO VIRG THESE FUNCTIONS. UNLESS ' ' 7.0 ` TC DL PROPERLY PSF DATE 10/18/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTAOIED STRUCTURAL PANELS A10 BOTTOM CHORD SHALL HAVE 19575 PE f • PROPERLY ATTACKED 01010 CEILING. /BC DL 10.0 PSF DRW CAUSR561 11291073 •• 11PORTANT •• FURIISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS . GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: MY FAILURE TO BUILO THE TRUSS ■ IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING 4 BRACING OF TRUSSES. 1 BC LL 0.0 PSF CA- ENG TSB /GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF 105 (NATION/B. DESIGN SPEC, BY AFSPA) AND TPI. ALPINE OR •N TOT . LD . 42.0 PSF SEQN- 157648 ND CONNECTOR PLATES ARE WADE OF 20/16/163* (W.H /S5/0) ASTM A053 GRADE 40/60 (N. R/H.55) GALV. STEEL. APPLY y, �, ,_,Sf PLATES TO EACH FACE OF TRUSS A. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1603 t -Z. t N � �N/ ANY INSPECTION OF PLATES FOLLOWED BY (N) SWILL BE PER AIRNE% A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS 111V Building Components Group, Inc. D 0RAS'I1y � I CATES CEPTAHCE EnGINE SO.ELY 0LO w. OUR.FAC. 1.15 FROM KTC Sacramento, CA 9 5828 BUILDING OESIGER PER AISI/TPI 1 SEC. 2. Renewal 6/30/2013 SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS d DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T73) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 22.84 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 1.5 "x5.625" DF -L SS(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Toad applied per IRC -09 section 301.5. Special Toads Calculated vertical deflection is 0.05" due to live load and 0.13" due (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) to total load at X = 9 -2 -11. TC- From 68 plf at -1.08 to 68 plf at 9.37 TC- From 68 plf at 9.37 to 68 plf at 18.69 Deflection meets L/240 live and L /180 total load. Creep increase BC- From 20 plf at 0.00 to 20 plf at 18.69 factor for dead load is 2.00. BC- 230.72 Ib Conc. Load at 3.39 6X6 BC- 676.00 Ib Conc. Load at 8.58 BC- 1105.97 Ib Conc. Load at 13.84 '� Wind reactions based on MWFRS pressures. 4X6�i /1 4X6 0 7 -7 -3 9.29 9.24 0-4-10 0-4-10 , M -. . IIIII 19 - - :11E:: 3X8 III 8 X8 = 3X8 01 4X6 (A1) 3X10( 3 12 fc 4 -11 -12 'f` - 4 -4 -11 'f` 4 - - 11 4 - 11 - >1 I - 9 -4 -7 _I_ 9 -3 -13 J F 18 -8 -4 Over 2 Supports R =1736 U =370 W= 5.643" R =1989 U =424 W= 3.207" Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT =13%(0%)/4(1) 10.03.04.0.0 - OR /- /1 /- / - /R /- Scale = .34 " /Ft. TTUs -Way, Inc 360 - 750-1470 "11Lt11 ■B" TRIUSSES REQUIRE EXTREME C A R E FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. 4 '6' TC LL 25.0 PSF REF R561 -- 61871 WA LE REFER TO B:51 (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI ([ROSS RATE INSTITUTE. 278 SA NORTH E STREET. SUITE 312. ALEXANDRIA. VA. 22314) Alm MOOD OOD TRUSS CQBCIL OF ANEAICA. 8300 .� ! . GIN F 3901 NE 6601 $t., Vancouver M ENTERPRISE LANE. MADISON. MI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS cl TC DL 7.0 PSF DATE 10/18/11 D OTHERMI5E INDICATED TOP ORD 8X1± E 0 HAVE PROPERLY ATTADD STRUCTORAL P ID PANELS A BOTTOM CHORD SHALL HAvE + (/ 19575 . A PROPERLY ATTACKED RIGID CEI ' / 1 i BC DL 10.0 PSF DROP CAUSR561 11291074 • "11WORTART "FIWIISN A COPY OF THIS DESIGN To THE INSTALLATION CONTRACTOR. ATM BUILDING COMPONENTS OR IN Cl11F TTP OR FABR HA ANY IN G. SH A BRALING TRUSSE 711E TRUSS 0 18 1 S. maw IRK LL 0.0 PSF CA -ENG TSB /GWH _ DESIGN CONFORMS MATH APPLICABLE PROVISIONS OF 5 (NATIGUL DESIGN SPEC. BY AFAPA) AND TPI. ALPINE OREGON CONNECTOR PLATES ARE MADE OF 20 /18/18GA (8.X/55/13) *STN A853 GRADE 40 /80 (M. 11/X.55) GALV. STEEL. *9131.7 . / •� .�L9 TOT . LD , 42.0 PSF SEAN- 157664 PL 111 PLATES TO EACH FACE OF TRUSS AND. LE55 OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAMI805 100A-2. *At 20,4° ,. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEA 43 OF TP11 -2002 5EC.3. A SEAL ON TH15 0 ITW Building Components NC NE Group,Inc. CRANING INDICATES ACCEPTANCE OF PROFESSICAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT ROkp - DUR.FAC. 1.15 FROM KTC Sacramento, CA 95828 DESIGN SHOWN. THE SUITABILITY AND 051 OF THIS 13 1013 FoR ARV BU1L018* I5 THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 2 SEC. 2. RMAWNAIS/sa/ZOU SPACING 24.0" JREF- 1 UG9561 _Z1 5 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T74) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 22.56 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP 6, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NOS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Truss spaced at 24.0" OC designed to support 1 -4 -0 top chord outlookers. See DWGS A11030050109 & GBLLETIN0109 for more requirements. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or 9 P notched. Bottom chord checked for 10.00 psf non- concurrent bottom chord Five load applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, 3X5 Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. IX 7 -0 -10 O � D ■ ■ : : O � ■ ■ .. 19_3_2 2X4(A1) = 3X5 = 2X4(A1) 1_ 8 -0 -0 _I_ 8 -0 -0 J f 16 -0 -0 Over 2 Supports R =132 PLF U =26 PLF W =8 -0 -0 RL= 37/ -37 PLF R =131 PLF U =26 PLF W =8 -0 -0 Note: All Plates Are 2X4 Except As Shown. Design Crit: 1RC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0- .•'nF OR /- /1 /- / - /R /- Scale = .34 " /Ft. TICS -Way Inc 30750-1470 •• MAlst■9 •• 'TRUSSES REQUIRE EXTREIB: CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. ,� ip REF R561-- 61872 3901 NE 66th $1., Vancouver W A REFER LLEE BUILDING ALEXANDRIA. �A.122233114) PR AND0 WTCA ('WOO O D TRUSS COUNCIL OF TE AMERICA. E' 6 G� 1 GINF 1 ' p Z TC LL 25. 0 PSF AoRTH ENTERPRISE LANE. MADISON. ■I 63719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 4 19575 • E . TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP CORD SHALL WIVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CINND SHALL HAVE A PROPERLY STEMMED RIGID CEILING. �� BC DL 10.0 PSF DRW CAUSR561 11291075 •' 11EPORTART' A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS ' ANT FAILURE IN INC. SHALL WITH BE RESPONSIBLE FOR ANY DEVIATION FROM OR FABRICATING. HANDLING. SIIPPING. BRACING OF TTRRUS TINE TRUSS BC ..."' 1 BC LL 0.0 PSF CA-ENG TSB /GWH iii M DESIGN CONFIRMS WITH APPLICABLE PROVISIONS OF NOS (RATIONAL DESIGN SPEC. BY AF18A) AND TP ALPINE CONNECTOR PLATES ARE MADE OF 20/10/160* (W.H /55/11) A5TM A653 GRADE 40 /130 (2. N/H.SS) GJALV. STEEL. APPLY G 44 Pt a) 190 v TOT. LD . 42.0 PSF SEQN - 157147 CE PLATES TO EACH FA OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 36011 -Z. ANY DRAW IH INDICATES ° PR OFESSIONAL SHALL ENGINEERING ANNEX RE 1005 CCIR6`ONENT 9 �O LD! 1N• H� P DUR.FAC. 1.15 FROM KTC ITW Building Components CirOUP,Inc. DESIGN 5/4001. 11E ID IR SUITABILITY A USE °F THIS C■EN ON ONT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Renewal 6/30/2013 ' Sacramento., CA 95828 BUILDING DESIGNER PER ANSI/71.1 1 SEC. z. SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE,RD SALEM, OR - 775) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 22.56 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non- concurrent bottom chord live load Deflection meets L/240 live and L /180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT 11 & Pf =19.25 psf. 4X4 ra 2X4 1 2X4 0 7 -0 -10 10 10 0 -4 -10 0 -4 -10 i I1 4_ -3 -2 l T 5X8= 3X4(A1) = 3X4(A1) I ' L1 • 4 - - 8- U 3 -9 -15 ''I'' 3 -9 -15 alo -0 4 -2 -1 I- 8-0-0 _I 8-0-0 J I < 16 -0 -0 Over 2 Supports >I R =774 U =138 W =5.5" R =774 U =138 W =5.5" RL= 213/ -213 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0.6 T . - OR /- /1 /- / - /R /- Scale = .34 " /Ft. TNfrWB Inc 3 (750.1470 .. 1=11111G ... TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SNIPPING. INSTALLING AND BRACING. 4K n S ' TC LL 25.0 PSF REF R561 -- 61873 901 NE 68i $t., Vancouver WA REFER TO B C51 (BUILDING COMPOMENT SAFETY 1NF010MATICN)ID . R MOOD BY TPI (TINS PLATE IIISTITUTE. 210 3 NORM LEE STREET, SUITE 512. ALEXANDRIA, VA. 22314) ACA TRU55 COUNCIL OF AMERICA. 6300 CO CON. ENTERPRISE LANE. MADISON. ■I 55719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ? 957 - . • 09 TC DL 7.0 PSF DATE 10/18/11 / ID D 0714EI1•ISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS A BOTTOM MO SHALL HAVE A PIMPERLT ATTUNED RIGID LE1L100. r- . BC DL 10.0 PSF DRW CAUSR561 11291076 •• I WTORTART A COPY OF TII15 RESIGN TO THE INSTALLATION CONTRACTOR. ITU BUILDING CDO'UIENTS GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILLME TO BUILD THE TRUSS Oct 1 8 1 BC LL 0.0 PSF CA -ERG TSB /GWH A Il IN CONFORW1110E WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING L GRACING OF TRUSSES. DESIGN CONFORMS RITH APPLICABLE PROVISIONS OF PD5 (NATIONAL DESIGN SPEC. BY /PAPA) AND TPI. ALPINE OREGON TOT . LD . 42.0 PSF SEQN- 157142 CONNECTOR PLATES ARE WADE OF 20/10/1608 (\.X/55/6) ASTM A6S3 GRADE 40/60 (W. 6/X.55) GALV. STEEL. APPLY ^ w , ,gy y PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER ORAWING5 1608 -0. lf - - 9# I� MIT INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER MME6 As OF TP71 -2002 SEC.O. A SEAL ON THIS 1R OLD W, —sP ITW Building DUR . FAC . 1.15 FROM KTC lding Components Group, Inc. :RI CATE5 wITY THE T* II LI MD E U5E 160 TNI6 CU 00I 6050 S1 NN0 I V SOL I S L TIE RE SP0NS BI TY OF Sacramento, CA 95828 BUILDING DESIGNER PER M6I/TPI 1 SEC. 2. nohow 1 6130/2013 SPACING 24.0" JREF- 1UG9561_Z15 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T76) Top chord 2x4 DF -L #1 &Bet. (g) 2 COMPLETE TRUSSES REQUIRED 1 ` ( Bot chord 1.5 "x5.625" DF -L SS(g) Webs 2x4 DF -L Standard(g) Nail Schedule:0.131 "x3" nails Top Chord: 1 Row @12.00" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction Bot Chord: 1 Row @ 2.50" o.c. factors. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails Special loads in each row to avoid splitting. (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) TC- From 68 plf at 0.00 to 68 plf at 8.00 110 mph wind, 22.56 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located TC- From 68 plf at 8.00 to 68 plf at 17:00 anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 BC- From 20 plf at 0.00 to 20 plf at 4.00' psf. BC- From 10 plf at 4.00 to 10 plf at 10.00 BC- From 20 plf at 10.00 to 20 plf at 6X6 = Wind reactions based on MWFRS pressures. 16.00 BC- 698.00 Ib Conc. Load at 1.39, 2.66 BC- 706.00 Ib Conc. Load at 4.00, 8.00 i■ Calculated vertical deflection is 0.05" due to live load and 0.11" due BC- 839.85 Ib Conc. Load at 6.00 11.1 to total load at X = 8 -0 -0. BC- 2165.45 Ib Conc. Load at 10.00 Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. 3X6! 3X6 10 . 7 -0 -10 7 10 0 -4 -10 0 -4 -10 . .m. . !a X8 \ 19 -3 -2 i - r - =` 4X6111 8X8= 4X6111 3X8(B ) ° 4X6(A1) • I <--------4 -3 -5 :lc 3 -8 -11 T 3- 8 -11 4 -3 -5- 8 -0 -0 I 8 -0 -0 _I 1 < 16 -0 -0 Over 2 Supports R =4118 U =861 W =5.5" R =3115 U =652 W =5.5" Design Grit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= B %(0 %)/4(1) 10.03.04.0 • . - OR /- /1 /- / - /R /- Scale = .34 " /Ft. Tnu -Wa�y' Inc 360-750-1470 • •• T B CSI (BUR DN REQUIRE 01ENT SAFETY i Pue SHED BY *UPPING. ( (TRUSS PLATE I�im BRACING. 1 , ( `� y � FS 6> TC LL 25.0 PSF REF R561 -- 61874 3901 NE 68ih St., Vancouver W A NORTH LEE SKEET. SUITE 312. ALEXANDRIA. VA. 22314) AMO UTCA GOOD TRUSS COUNCIL OF AMERICA. 6300 � a olNe t • o NE ENTERPRISE LA. MADISON. WI 63710) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS v • Z TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP 010110 SHALL HAVE PROPERLY ATTAOED STRUCTURAL PANELS AND 605716 OI01✓D SHALL HAVE 1957 PE ' 9 A PROPERLY GTTGOED RIGID CEILING. r BC DL 10. 0 PSF DRW CAUSR561 11291077 "E.PRT OA.T " ON MP FUNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS =iv MEM IN GROUP. INC. CONFORMANCE WITH 000 FABRICATING. HANDLING. SHIPPING. ANY BRACING OF TTRUSSSEES. THE TRUSS / l BC LL 0.0 PSF CA -LNG TSB /GWH A DESIGN CONFORMS WITH APPLICABLE PRW1510N5 OF 205 (NATIpUL DESIGN SPEC. BY AFLPA) MD TP1. ALPINE CONNECTOR PLATES ARE MADE OF 20 /16 /I60A (W.H /5S /11) AST. 6653 GRADE 40 /60 (W. 6/8.55) G*LV. STEEL. APPLY TOT . LD . 42.0 PSF SEAN- 157430 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1606 -2. 0 V ANNEX INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER AEX A3 OF TP11 -2002 SEC.3. A SEAL ON THIS I'M " ITV Building Components Group, Inc. ON RING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT l W. N 0 DUR. FAC. 1.15 FROM KTC mica IGN SHOWN. THE SUITABILITY AND USE OF THIS COWOIENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE GN R e1leWruB �LD13 BUILDING RESUMER PER AMS1/TPI 1 SEC. 2. SPACING 24.0" JREF- 1 UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T77) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Truss spaced at 24.0" OC designed to support 1 -4 -0 top chord outlookers. Cladding Toad shall not exceed 3.00 PSF. Top chord must not be cut or notched. Special Toads (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) See DWGS A11015050109 & GBLLETIN0109 for more requirements. TC- From 68 plf at -1.00 to 68 plf at 8.00 TC- From 68 plf at 8.00 to 68 plf at 17.00 Bottom chord checked for 10.00 psf non - concurrent bottom chord live BC- From 20 plf at 0.00 to 20 plf at 2.96 load applied per IRC -09 section 301.5. BC- From 37 plf at 2.96 to 37 plf at 13.04 BC- From 20 plf at 13.04 to 20 plf at 16.00 4 Calculated vertical deflection is 0.03" due to live load and 0.09" due = TC- 212.00 lb Conc. Load at 4.93,11.06 - to total load at X = 10 -0 -0. Member design based on both MWFRS and C &C, wind al Deflection meets L/240 live and 1/180 total load. Creep increase reactions based on MWFRS. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, 10 10 Ce =1.00, CAT II & Pf =19.25 psf. l _,._ � 7 -0 -10 ■ ■ ■ 5 X 8 ■ ■ ■ , ■ -r 49 -1 -4 - / 3X4(A1) = 3X4(A1) 4 -2 -1 3 -9 -15 3 -9 -15 4 -2 -1 8 -0 -0 8 -0 -0 I - 8 -0 -0 _I_ 8 -0 -0 J F 16 -0 -0 Over 2 Supports R =362 PLF U =55 PLF W= 2 -11 -8 R =362 PLF U =55 PLF W= 2 -11 -8 RL= 93/ -93 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0•: ,•• OR /- /1 /- / - /R /- Scale = .34 " /Ft. True -way Inc 360-750-1470 ' RE o I T°' in NG c TRE3 511FET' NFORMAT10N) PUBLISIIED•By TTPI (TRUSS 65 = 4� � Rs 4 . > TC LL 25.0 PSF REF R561 -- 61875 FER 3901 NE 68th St., Vancouver W A NORTH NORTH LEE STREET, SUITE 312. ALEXANDRIA. VA. 22314) AIm R MOOD OOD TRUSS COUNCIL OF I11R:RICA. 6500 y 11G IN E .P r ENTERPRISE LANE. MADISON. NI 55719) FOR SAFETY PRACTICES PRIOR TO PENFORNINB THESE FUNCTIONS. UNLESS I.2 47 TC DL 7 . 0 PSF DATE 1 0/ 1 8/1 1 OTHERNI50 INDICATED TOP CHORD SHALL NAVE PROPERLY ATTACHED STRUCN TV) B RAL PANELS ATV) CHORD SHALL HAVE 19575 FIE 1 7r _ • N FIDWEALT ATTUNED RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 11291078 ••I PORTART••FuflISH A CWY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS ALPINE GR01W INC SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FRCN THIS DESIGN: ARY FAILURE TO BUILD THE TRUSS A C (,� • 1 e / BC LL 0.0 PSF CA-ENG TSB /GWH N CONFORMANCE •ITN TPI: OR FABRICATING. HANDLING. SNIPPING. INSTALLING A BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF 105 (NATIONAL DESIGN SPEC. BY AFAPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/180* (6.X/55/6) ASTN A853 GRADE 40 /80 (6. K/H.55) GALV. STEEL. APPLY if i 90 v TOT . LD . 42.0 PSF SEAN- 157602 PLATES TO EACH FACE W VO) TRU55 M. UNLESS OTHER615E LOCATED ON 0* THIS DESIGN. POSITION PER DRAWINGS 18-2. ANY INSPECTION W RATES FOLLOWED BY (1) SHALL BE PER A■IE0 A0 W TPI1 -2002 SEC.3. A SEAL ON THIS �R OLD W. Ne" DUR . FAC . 1.15 FROM KTC rTw Building Components Group, Inc. 60 SIB 9INDICATES su1TA AND 05E 000 70 NEER 11EMT R FOR � I5 TT BILL TIE Sacramento, CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. Renewals/10/2023 SPACING 24.0" JREF- 1 UG9561 _Z1 5 , • • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS IS DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T78) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located . Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non- concurrent bottom chord live load Deflection meets L/240 live and L /180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. -Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT 11 & Pf =19.25 psf. 4X4= 2X4 2X4 i % .• 7 -0 -10 10 10 0 -4 -10 0 -4 -10 i ii 0 9_1_4 r 5X8 3X4 (A1) = 3X4(A1) .. L1 • L1 • 4 -2 -1 8 -0 3 -9 -15 ' I ` 3 -9 -15 U _0 4 - - I_ 8 -0 -0 _I— 8 -0 -0 J 1 "c 16 -0 -0 Over 2 Supports >I R =774 U =55 W =5.5" R =774 U =55 W =5.5" RL= 199/ -199 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0•:. -t OR /- /1 /- / - /R /- Scale = .34 " /Ft. Tn)s-Way Inc 360 - 750.1470 •• WARRIRG •• TRUSSES REQUIRE EXTREME CARE IN FABRICATION. NAIDLNNG. SHIPPING. INSTALLING AND BRACING. OL � T LL 25.0 PSF 3901 NE 68th Ss, Vancouver WA NIMTH LEE STREET. SUITE�312 LEXA ALEXANDRIA. SAFETY 2 ) AND RCA (WOOD TRUSS PLATE INSTITUTE 218 ,� COUNCIL OF AMERICA. . 6160 0 � `( , aGINe4. / 0 REF R561 -- 61876 ENTERPRISE LANE. MADISON. WI 53710) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS � (V ' 19575 PE TC DL 7.0 PSF DATE 10/18/11 AND OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACIED STRUCTURAL PANELS A BOTTOM CHORD SMALL HAVE • PROPERLY ATTA® RIGID QILI6. r AI BC DL 10.0 PSF DRW CAUSR561 11291079 • •• IMPORTART FURHISM A COPY OF THIS DESIGN 70 THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS oG BC LL 0.0 PSF CA-ENG TSB /GWH IIIIIIIIIII/ ON IN CFORMANCE ■ RCG ITN TPI: OR FABRICATING. HANDLING. SNIPPING. INSTALLING A BRACING OF TRUSSES. O . N7 1 i RESIGN CONFO WS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPA) AND TPI. ALPINE CONNECTOR PLATES ARE MME OF 20 /10 /16GA (W.6 /S5/N) ASTM A653 GRADE 40/00 (W. X/H.SS) 01LV. STEEL. APPLY (s 444c 20 ,gam TOT. LD . 42.0 PSF SEQN- 157596 PLATES TO EA01 FACE OF TRUSS AND. UNLE55 071(001 SE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A -Z. v / 1� � ANY INSPECT10N OF PLATES FOLL0WE0 BY (I> SHALL BE PER ANNEX AX OF TP11 -ZO12 SECS. A SEAL ON THIS 1'Q OLp W,�vr OUR . FAC . 1.15 FROM KTC ITW Building Components Group, Inc. DRAWING 0 ICATESTME SUITABILITY ADO E 5SE I � MIS IIN OSVIEGT R FOR O AN SI I BIL I TY SOLELY 1T1E RE THE EI57 'TRUSS COWMEN' THE SBLTamento,CA95828 RRTIEMWWW/2013 SPACING 24.0" JREF- 1UG9561_Z15 BUILDING DESIGNER PER AN51/TPI 1 SEC. I. THIS D6G PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T79) Top chord 2x4 DF -L #1 &Bet. (g) 2 COMPLETE TRUSSES REQUIRED 1 ' ( Bot chord 1.5 "x5.625" DF -L SS(g) Webs 2x4 DF -L Standard(g) :W3 2x4 DF -L #1 &Bet.(g): Nail Schedule:0.131 "x3" nails Top Chord: 1 Row W12.00" o.c. • Connectors in green lumber (g) designed using NDS/TPI reduction Bot Chord: 1 Row @ 1.75" o.c. factors. Webs : 1 Row a 4" o.c. Use equal spacing between rows and stagger nails Special loads in each row to avoid splitting. (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) TC- From 68 plf at 0.00 to 68 plf at 8.00 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located TC- From 68 plf at 8.00 to 68 plf at 17.00 anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 BC- From 10 plf at 0.00 to 10 plf at 10.00 psf. BC- From 20 plf at 10.00 to 20 plf at 16.00 . BC- 1460.00 Ib Conc. Load at 1.94 6X6 -m Wind reactions based on MWFRS pressures. BC- 1554.00 Ib Conc. Load at 4.06 BC- 1412.00 lb Conc. Load at 5.94 ik Calculated vertical deflection is 0.06" due to live load and 0.14" due BC- 1576.00 Ib Conc. Load at 8.00 E to total load at X = 8 -0 -0. BC- 2096.98 Ib Conc. Load at 10.00 Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. 3X10 3X10 I 7-0-10 ,o � - 7 to 0-4-10 \� � 0 -4 -10 _i_ /lI M� 1 �� 4_9 -1 -4 , 3X10 III 1M04 -- MOM - 6X6(69R) 3X10(B5R) F .-4 -3 -5 >I< 3 - 8 - 11 >Ic 3 - 8 - 11 'I< 4 - 3 - 5 ---.{ 8 -0 -0 I_ 8 -0 -0 _1 1 16 -0 -0 Over 2 Supports R =5555 U =542 W =5.5" R =3924 U =383 W =5.5" Design Grit: IRC2009/TPI- 2007(STD) PLT TYP. Wave • FT /RT= 896(096)/4(1) 10.03.04.0•'3 •. OR /- /1 /- / - /R /- Scale = .34 " /Ft. Tres waa Inc 360 7sala7o ',�!�,°," ;,'" <� ,; ,� X00 5 4 1 C*T 05 ' P," S .EO 6r .°«5 P E „5" 'A; y c��` IN! sd> TC LL 25.0 PSF REF R561 -- 61877 3901 NE 68 ..1 1 St Y ancOWer WA NORTH LEE STREET. SUITE 3 ALEXANDRIA. VA. 2231l) Nm UN A ITCA (WOOD TRUSS COUNCIL OF 0IERICA. 6300 u \ NG `F , O ENTERPRISE LANE. MADISON. ■I 53719) FOR SAFETY FRAC PRIOR TO PO/00WING THESE FUNCTIONS. UNLESS - C DL ' 7 .0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP LAIRD SHALL NAVE PROPERL7 ATTACHED sTRucTURAL PANELS AND BOrtd1 OmRO SHALL HAVE 19575 PE - N PROPERLY MIMED 01010 LETLIi. /BC DL 10.0 PSF DRW CAUSR561 11291080 •• I6PORTAINT••F1NNISN A COPY OF THIS DESIGN To THE INSTALLATION CONTRACTOR. ITN WILDING COMPONENTS GlOIP. INC. SHALL NOT DE RESPONSIBLE FOR Any DEVIATION FROM THIS DESIGN: ANr FAILURE TO BUILD THE TRUSS I I/ , ' BC LL 0.0 PSF CA- ENG TSB /GWH A IN CONFORMANCE •ITN TPI: OR FABRICATING. HANDLING. 5N1PPING. INSTALLING • BRACING OF TRUSSES. 0.r.. _ DESIGN CONFGWIS W)TN APPLICABLE PR001510N5 OF NOS (NATIONAL DESIGN SPEC. BY *FIFA) AND TPI. ALPINE TOT. LD. 42.0 PSF SEQN- 158003 UD CONNECTOR PLATES ARE MADE OF 20/10/16GA (0 /0 .9 /55) ASTR /1 A653 GRADE 00/60 (W. N/N.SS) GALV. STEEL. APPLY 1(4 20,4 PLATES TO EACH FACE OF TRUSS I. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1600 -2. V" • �W100 II10IC*TES PLATES oF ` AL L ENG Ir0(6 A3 OF (0 SEC.3. A SEAL ON THIS 4 17w Building Components Group, Inc. FOR TIE TRUSS COIPONENT R (3 lD W• °P OUR. FAC. 1 .15 FROM KTC DESIGN vI ONN.. THE SUITAS ILITY arm 050 of THIS cGPBN F011 ANY 601LD16* Is 1110 RE OF TIE Sacramento, CA 95828 BUILDING DESIGNER PER NISI/TPI1 SEC. 2. RemHNWl 6/30/201] SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T80) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x8 DF -L SS anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Special loads load applied per 1RC -09 section 301.5. (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) TC- From 68 plf at 0.00 to 68 plf at 7.94 Deflection meets L/240 live and L/180 total load. Creep increase BC- From 20 plf at 0.00 to 20 plf at 5.94 factor for dead load is 2.00. BC- 800.00 Ib Conc. Load at 0.65 BC- 740.00 Ib Conc. Load at 2.58, 4.65 Unbalanced snow loads have not been considered. Wind reactions based on MWFRS pressures. 2X4 111 10 F 7 -0 -0 5 -4 -0 0 -4 -10 • 21111111111.=1111tOJ +9-1-4 4X4(A1)=. 3X6 III • - 2 -0 -0-->- 5-7-8 3 1 -1 5 -11 -4 Over 2 Supports R =1529 1.1=149 W =5.5" R =1411 U =138 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.• ;4:117!y OR /- /1 /- / - /R /- Scale = .375 " /Ft. • Tnu W R 8y y Inc 7 0 'EARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING NO3 BRACING. R 8 1 h St., 360 vancou WA REFER TO B TC LL 25.0 PSF REF R561 -- 61878 39D1 YE 6 C5I (BUILDING COMPONENT SAFETY INFORMATION). PURL ISHED BY TPI (TRUSS PLATE INSTITUTE. 210 ( l N s b ENTER PRISE N DI 6I ALEXANDRIA. 37719) FETYRA 8 SAFETY Pa (WOOD 70 ��N COUNCIL SE � FUNCTIONS. UNLESS G � 'L OTHERWISE INDICATED TOP MORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS Alm BOTTOM CHORD SHALL HAVE 19975 • -/ TC DL 7.0 PSF DATE 10/18/11 . PROMOS ATTACK(' RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 11291081 ••I•PORTAKT "rums* A COPY OF THIS DES1oI TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS 11 SHALL MMOT TPBE RE FO HANDLINGA D ES I GN, ANY FAILURE OF T TRIIS M SE IID THE TRUSS OR ?�N I BC LL 0.0 PSF CA -ENG TSB /GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF Im5 (NATIONAL DESIGN SPEC. BY AFIPA) AND TPI. ALPINE CONNECT PLATE S EACH OF TRUSS 2 AND. UNLESS M OTHERWISE A LOCATED ON IS DE POSITION PERYDRAWINGS APPLY 2. ^( m. . STEEL. `91 TOT . LD . 42.0 PSF SEQN- 157945 ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANIIE0 A3 OF TPI1 -2002 5E0.3. A SEAL ON THIS 144 NTH O ` ITW BuddiogComponents GrOUp,lnc mAIING IT 1007(5 ACCEPTANCE OF PROF ESSIOnAI ENGINEERING 6E5PON5101L111 SOLELY FOR THE TRU55 OOIPONr Lo w• DUR. FAC. 1.15 FROM KTC Sacramento, CA 95828 D ESIGN S l1 . TIME SUITABILITY Arm 050 DP TN IS CaPWIE FOR Arlo BU Is THE RE of I¢ TI¢ Renewal 6/30/201.3 DU ILDING DESIGNER PER aNSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 1 UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T81) Top chord 2x4 DF -L #1 &Bet.(g) :T2 1.5"x5.625" DF -L SS(g): 2 COMPLETE TRUSSES REQUIRED I ' t Bot chord 2x4 DF -L #1 &Bet.(g) Webs 2x4 DF -L Standard(g) :W1, W7 2x8 DF -L SS: Nail Schedule:0.131 "x3" nails Top Chord: 1 Row 0 8.00" o.c. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Bot Chord: 1 Row 012.00" o.c. Webs : 1 Row 0 4" o.c. Use equal spacing between rows and stagger nails Special Toads in each row to avoid splitting. . (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) TC- From 68 plf at -1.00 to 68 plf at 5.91 ( ") 1 plate(s) require special positioning. Refer to scaled plate TC- From 2 plf at 5.91 to 2 plf at 11.06 plot details for special positioning requirements. TC- From 68 plf at 11.06 to 68 plf at 18.00 BC- From 20 plf at 0.00 to 20 plf at 1.96 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located BC- From 20 plf at 1.96 to 20 plf at 5.97 anywhere in roof, CAT I1, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 BC- From 10 plf at 5.97 to 10 plf at 11.03 psf. BC- From 20 plf at 11.03 to 20 plf at 15.04 BC- From 20 plf at 15.04 to 20 plf at 17.00 Wind reactions based on MWFRS pressures. TC- 498.69 Ib Conc. Load at 5.94,11.06 TC- 197.59 Ib Conc. Load at 8.00, 9.00 Calculated vertical deflection is 0.05" due to live Toad and 0.13" due - BC- 90.79 Ib Conc. Load at 5.97,11.03 to total load at X = 5 -4 -6. BC- 126.89 Ib Conc. Load at 8.00, 9.00 Deflection meets L/240 live and L/180 total Toad. Creep increase In lieu of structural panels use purlins to brace all flat TC 0 24" OC. factor for dead load is 2.00. 8X10 0 3X6 10 7 T 10 3X8 3X8 /i 5 -3 -12 0 -4 -10 '� 1 _ --- i , 0 -4 -10 i_ omW 1 -0 -0 3X4= 4X8= -I- a ∎∎ V ∎moo. *9 -1 -4 i - H0312 = H0312(•') = FE. 3X4 (A1) = 7X6 in 7X6111 3X4 (A1) 1 - 11 .: 0 19 - � 0 � 1 1711 -8 t1 ` 3 -6 -10 5 11 * 3-6-10 1- I - 1-11-8 -1 5 -10 -15 .1_ 5 -5 -3 _I - 5 -7 -14 11 -11-8 T 13 -1 -0 'I1 - 11 - 8 17 -0 -0 Over 2 Supports R =1536 U =166 W =5.5" R =1536 U =166 W =5.5" Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. 20 Gauge HS,Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0•::.'.0 OR /- /1 /- / - /R /- Scale = .3125 " /Ft. Tnu- Way, 360 -750- 1470 INFORWAXTREME CARE IN PUB (TIMSPATE°IINSTTIIUTE.`i9 '< �`4i TC LL 25.0 PSF REF R561 -- 61879 3901 NE 68th St, Vancouver W A ALEXANDRIA. NO LEE STREET. SUITE 312. ALEXANDRIA. VA. 22310 AND WTCA (°000 TRUSS COUNCIL OF MARICA. 6300 �`� �G 0 Z ENTERPRISE LANE. MADISON. WI 53719) FOR SAFETY PRACTICES PRIOR TO P0000 RING THESE FUNCTIONS. UNLESS 19575 PE > r TC DL 7. 0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP CHORD SMALL WAVE PROPERLY ATTACHED STRUCTURAL PANELS MID 0013011 CHORD SHALL HAVE A I4AE8. ATTACHED WF6lD fElLli. BC DL 10.0 PSF DRW cAusR561 11291082 •' IttPORTAMT••FAN15H A COPY OF THIS DESIGN TO THE 1NSTALLATId CONTRACTOR. IT5 BUILDING CE POIENTS (1011P. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FRA1 TN15 DESIGN: ANY FAILURE TO BUILD THE TRUSS ', BC LL 0.0 PSF CA-ENG TSB /GWH r , IN CONFORMANCE WITH TPI: O RA FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. - L DESIGN CONFORMS WITH APPLICAOLE PROVISIONS OF NU5 (NATIONAL DESIGN SPEC. BY AFAPA) AND TPI. ALPINE I✓ CONNECTOR PLATES ARE MADE OF 20 /1B /16GA (5.H /55/0) A51W A653 GRADE 40/60 (W. 6/8.55) GALV. STEEL. APPL TOT . LD . 42.0 PSF SEAN- 157780 US UNLESS PLATES TO EACH FACE OF TRUSS AND. LE55 OTHERWISE LOCATED ON THIS DESIGN. POSITI PER DNAWINGS 160A -2. ��iiiiii�� ANY INSPECTION LW PLATES FOLLOWED BY (1) SHALL BE PER NNEA A3 OF TP11 -2002 SEC.3. A SEAL O THIS � ROLD W. V *' DUCT. FAC. 1.15 FROM KTC ITw Buil s c Components , Inc. ° 0055 W (09 TI 5(901. E SVITNIILIT P Alm USE 1 0 ` 0 A` THI5 G1 N EERI ENT ° 000 N S i IIB 51L0100 IIS RE B1.1 Sacramento, CA 95828 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. Renewals/30/2013 SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T82) Top chord 2x4 DF -L #1&Bet.(g) :T2 1.5 "x5.625" DF -L SS(g): (") 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF -L #1 &Bet.(g) plot details for special positioning requirements. Webs 2x4 DF -L Standard(g) :W1, W7 2x8 DF -L SS: 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Connectors in green lumber (g) designed using NDS/TPI reduction factors. anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Member design based on both MWFRS and C &C, wind reactions based on load applied per IRC -09 section 301.5. MWFRS. Calculated vertical deflection is 0.05" due to live load and 0.12" due Deflection meets L/240 live and L/180 total load. Creep increase to total load at X = 5 -4 -6. factor for dead Toad is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, In lieu of structural panels use purlins to brace all flat TC @ 24" Ce =1.00, CAT II & Pf =19.25 psf. OC. 8X10 i 3X6 10 7 X 10 �� s • 6 -11 -12 / 4 X8 3X4(A1) - 0 -4 -10 0 -4 -10 4= 4X8 = W7 - Im�� T 4_ -1 -4 H0312( ° 3X4(A1)= 7X6111 7X6 III • 1I 9411 1 I �y � 1 -7 -14 3 -10 -4 5 -10 -0 4 -0 -0 1 -7 -14 1 -11 -8 3 -6 -10 5 -11 -12 3 -6 -10 1 -11 -8 7 -10 -15 3 -5 -3 5 -7 -14 1 -11 -8 13 -1 -0 1 -11 -8 < 17 -0 -0 Over 2 Supports D R =818 U =58 W =5.5" R =818 U =58 W =5.5" RL= 197/ -197 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. 20 Gauge HS,Wave FT /RT= 896(0%)/4(1) 10.03.04.0. :a OR /- /1 /- / - /R /- Scale = .34 " /Ft. 5 Tnu -Way Inc 350-7504470 " �IWS" TRUSSES REBU EXTREME EXTRE CARE 1N FABRICATION. HANDLING. SNIPPING. INSTALLING um BRACING. ' mss TC LL 25.0 PSF 3901 NE ad, St., Vancouver WA NEFER TLE E ST Bu' (UITE 312 11.0'X* CO1wOENT SA FE"' 'NFOMAT'ON). RPCA UB( 6000 L ISIED BY PI T (3605 PLATE INSTITUTE. 21B 0 D E �` g IN - � ., REF R561-- 61880 1106TH R 01 S . *.2631 011 22314) AND TR C OUNC IL OF * ER ICA . 630 ENTERPRISE LANE. MADISON. 6I 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS �` 19570: ATTACHED 1116111 TC DL 7.0 PSF DATE 10/18/11 03NE0)50 INDICATED TOP CHORD SHALL 130E PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHUG SHALL HAVE . , • lT ATTACHED 1116111 CEILING. / BC DL 10.0 PSF DRW CAUSR561 11291154 • •1NPORTANT••FwMI5* A COPY OF THIS DESIGN TO TIE INSTALLATION CONTRACTOR. ITU BUILDING COMPONENTS 1 / GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG TSB /GWH imim IN CONFORMANCE WITH TP1: OR FABRICATING. 11M6L1NG. SNIPPING. INSTALLING A BRACING OF TRUSSES. 0- 1 to 1 • DESIGN CONFORMS 11TH APPLICABLE PROVISIONS OF N05 (NATIONAL DESIGN SPEC. BY 001PA) AND TPI. ALPINE NN WIDE PLATES ARE DE OF 20/50/16GA (6.X/55/6) AST* A65] GRADE 40/B0 (6. 3/6.55) 6ALV. STEEL. APPLY o g414 40 i 0 TOT. LD . 42.0 PSF SEQN- 157778 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1600 -2. ANY INSPECTION OF PLATES FOLLOWED BY (N) SHALL BE PER AMEX A3 06 TPI1 -2002 SEC.3. A SEAL ON THIS ' OLO W - N' DUR. FAC. 1.15 FROM KTC IT W Building Components Group, Inc. °ONRA y �CATES AC EPT 106 PROFESS I: NG.TRESPON RES O m F eL 11T Dlw 10 RE s • TE Sacramento, CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. Renewal 6/302013 SPACING 24.0" J REF - 1 UG9561 _Z 1 5 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T83) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located . • Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT 11, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) :W1, W5 1.5 "x5.625" DF -L SS(g): psf. Connectors in green lumber (g) designed using NOS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Calculated horizontal deflection is 0.12" due to live load and 0.18" due (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally to dead load. spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). Bracing material to be supplied and attached at both ends to a Bottom chord checked for 10.00 psf non - concurrent bottom chord live suitable support by erection contractor. Toad applied per IRC -09 section 301.5. Calculated vertical deflection is 0.08" due to live load and 0.20" due Deflection meets L/240 live and L/180 total load. 6X6---- to total load at X = 8 -6 -0. Creep increase factor for dead load is 2.00. 0b. PM Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT 11 & Pf =19.25 psf. 710 10 7 -5 -10 3X6 3X6 ..s.■■•■----- ._:, ____..... A --- -----...---------- 1.... 0 -4 -10 4 X8 W5 . 0 -4 -10 W11_0_0 --, _49 -1 -4 . iii- I' _ .7. H0312.- H0312 = 3X4 (A1) = 5X6111 5X6111 11I!y 3X4(A1) X 1 11 1 -8 6 -6 -8 3fE 6 -6 -8 r 1- 11 -8 8 -6 -0 8 -6 -0 1 -11 -8 13 -1 -0 1 -11 -8 17 -0 -0 Over 2 Supports > R =821 U =58 W =5.5" R =747 U =43 W =5.5" RL= 184/ -196 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. 20 Gauge HS,Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.'- %.,p OR /- /1 /- / - /R /- Scale = .34 " /Ft. rnu -Way, Inc 360.750.1470 '�!� o I TRUSSES IaE EXTREME SAFETY 11 FABRICATION. HANDLING, SHIPPING, I BRACING. .(�G� GIN a s s : TC LL 25.0 PSF REF R561 -- 61881 pu8LISHED BY TPI (TRUSS PLATE INSTITUTE 39DI NE 68th SL, Vancouver WA NORM LEE STREET. SUITE 312. ALEXANDRIA. VA. 22914) AND RCA (6000 TRUSS COUNCIL DF AMERICA. 6300 � y e... o IRC UNLESS LANE. MADISON. ■I 59719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FTIO S. ESS 19575 'Q TC DL 7.0 PSF DATE 10/18/11 OTHEIMISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTA0EO STRUCTURAL PANELS AND 001006 CHORD SHALL HAVE _ A PROPERLY ATTAINED Q1C1D CEILING. BC DL 10.0 PSF DRW CAUSR561 11291155 ••IMPORTANT••FDRNISH A COPY OF THIS DESIGN TO 001E INSTALLATION CONTRACTOR. IT• BUILDING COMMENTS GROINP. INC. SMALL NOT F6E RESPONSIBLE FOR ANY DEVIATION FROG THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS i 1 - "' 4, EN r i BC LL 0.0 PSF CA-ENG TSB /GWH IN CONFORMANCE WITH Nu, OR FABRICATING. HANDLING. SNIPPING. INSTALLING A ARACINO OF TRUSSES. OP E — 0E51G1 CONFORMS WITH APPLICABLE PROVISIONS OF NO5 (RATIO AL DESIGN SPEC. BY AFAPA) AND TP1. ALPINE CONNECTOR PLATES ARE WADE OF 20/16/1600 (6.X/55/0) ASTIR A653 GRADE 40 /60 (6. 6/X.55) GAL /. STEEL. APP i9 TOT . LD . 42.0 PSF SEQN- 1 57783 PLATES TO EACH FACE OF TRUSS AND. UNLESS 0THE1015E LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1600.2. C . ANY INSPECTION OF PLATES FOLLOWED BY (N) NUU.L BE PER AMEX A3 01 TPII - 2002 5E0.3. A SEAL ON THIS 14, O CD w. N� OUR . FAC . 1.15 1 5 FROM KTC ITW Building Components Group, Inc. 03 4 CATES AC EPT� I TV • mE 2 5L EN 1 01 A G INES 4(30RE � G E RE TNSPONS BILITY 01 • TE Sacramento, CA 95828 BUILDING OCS,G,E„ PER ,,S„T„ 1 5(5. ,. • Re "eWAI W;0n0LS SPACING 24.0" JREF- 1 UG9561_Z15 • THIS DWG PREPARED FROM CONPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T84) Top chord 2x4 DF -L #1&Bet.(g) :T2 1.5 "x5.625" DF -L SS(g): 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) :W1 1.5 "x5.625" DF -L SS(g): psf. :W7 2x4 DF -L #1 &Bet.(g): :Rt Bearing Leg 2x6g DF - SS(g): In lieu of structural - panels use purlins to brace all flat TC o 24" OC. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Special loads (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) Deflection meets L/240 live and L /180 total load. Creep increase TC- From 68 plf at -1.00 to 68 plf at 9.81 factor for dead load is 2.00. TC- From 136 plf at 9.81 to 136 plf at 16.89 - BC- From 20 plf at 0.00 to 20 plf at 16.42 Truss designed for unbalanced snow load based on Pg =25.00 psf, TC- 212.00 lb Conc. Load at 9.94 3X4 Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. Member design based on both MWFRS and C &C, wind reactions based on 8X10 ° MWFRS. 4' T /■ 3X4 4 -9 -9 8 -7 -12 10 12 -7 -2 _L 4X6�i 3X4 (A1) _ 1 H0308 0 -4 -10 am I „ AC 1 -0-0 3X4= 4X8= 2X4 III 9 - - H0312 = o- f 8 5X6 111 16 -5-0 0 1 -0 -0 - - 4 - - 11. - C I E 3 -3 -13 C I E 6 -10 -13 1 -11 -8 1 4 -2 -14 1 3 -3 -13 1 6 -10 -13 9 -10 -15 _I - 6 - - 1 -11 -8� 14 -5 -8 'I c 17 -0 -0 Over 2 Supports R =993 U =97 W =5.5" R =1247 U =122 W =5.5" RL= 203/ -96 (4.125" Effective Contact) Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT = 896(0%)/4(1) 10.03.04.0.0 OR /- /1 /- / - /R /- Scale = .275 " /Ft. TnwW,0{yy, Inc 360. 750.1470 • 000 ( 8 7 1�(�Ilou(1 eDlso NT 1AFErr i ow �rAOx� Pi L ism ' BY T c s PLA TE III 21 �S' 00 0 q '4* TC LL 25.0 PSF REF R561 -- 61882 3901 NE 681}1$1., Vancouver WA 1108 700 5 1 ET. SUITE ]12. ALEXAT0111*. VA. zz51A) AI0 WTCA (WON TRUSS 0 81X0 11. DF AI ERIG. B T8 D .y "GINIF,. • RP ENTERISE LANE. MAD I SON . RI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORM I86 THESE FUICTI CIO . UNLESS 1;7 R Z TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP 01088 SHILL HAVE PROPERLY ATTA0ED STRUCTURAL PANELS AND SOTT01 CHORD SHALL HAVE 4J 19575 P 17 A PROPERLY ATTACKED WI RID a ILI90. Ce BC DL 10.0 PSF DRW CAUSR561 11291156 WI ••IRPORTART••FHRS NTCOMPONENTS I A COPY OF THIS OESIGN TO THE INSTALLATION COCTOR. 811 BUILDING COMPONENTS , / GROUP. INC. SINLL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG TSB /GWH mimr ' IN CONFORIAIICE 8118 TPI: 08 FABRICATING. HANDLING. SHIPPING, INSTALLING A BRACING OF TRUSSES. 1011 M' DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF ADS (NATIONAL DESIGN SPEC. BY AFVA) AND 1P1. ALPINE TOT . LD . 42.0 PSF SEQN- 157816 CONNECTOR PLATES ARE MADE OF 20/10/18GA (W.0/55 /0) A51M A653 GRADE 40/80 (W. 8/8.55) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A -2. ANY INSPECTION OF PLATES FOLLOWED 8Y (N) ALL 8E PER ANNEX A5 OF TP11 -2002 SECS. A SEAL ON THIS �R SHALL OLD Ne DUR . FAC . 1.15 FROM KTC ENT ITW Building Components Group, Inc. 0 CATES 6 AI178B16177 2110 ESE l %NG II HE ER I REFLPONS ANY B 8U NE ILL811 SOLELY 0 R T EIS 09 17116 S CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. RBneWR16/s3/2013 SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T85) Top chord 2x4 DF -L #1 &Bet.(g) :T2 1.5 "x5.625" DF -L SS(g): 110 mph wind, 15.00 ft mean hgt,.ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.( ) anywhere in roof, CAT II, EXP B. wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) :W1 1.5 "x5.625" DF -L SS(g): psf. :W7 2x4 DF -L #1 &Bet.(g): :Rt Bearing Leg 2x68 DF -L SS(g): Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Connectors in green lumber (g) designed using NDS /TPI reduction factors. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Deflection meets L/240 live and L /180 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. z 3X6 8X10= 3X44 1 . 4 -9 -9 10 -3 -12 10 F ■ _ : 12 -7 -2 4X60 3X4(A1) - =-- H0308 0 -4 -10 wlm '� W1 1 - 0 - 0 2X4 III ■IN 3X4= 4X8= 9 - - T H0312 T co-;13 = 5X6 111 16 -5 -0 O .7 .0 c I c 1 -0 -0 . H -8 -1 4 -5 -11 3 -3 -13 6 -10 -13 -11-: 4 -2 -14 3 -3 -13 6 -10 -13 _ _ 11 - 10 - 15 1 - 11 - BI 14 -5 -8 17 -0 -0 Over 2 Supports 4 - - 1 J R =812 W =5.5" R =737 U =133 W =5.5" RL =248/ - 113 (4.125" Effective Contact) Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. 20 Gauge HS,Wave FT /RT= 8 %(0 %)/4(1) 10.03.04. - %,•`. OR /- /1 /- / - /R /- Scale = .25 " /Ft. rrus -way Inc 360-750-1470 '� ; TRUSSES i ;� " y �"� 'GaO1" HANDLING. BY TP (T(russ TOLL C i)ar�l W1.00 z a �j '�'P GIN E.. TC LL 25.0 PSF REF R561 -- 61883 3901 NE 68th St., Vancouver WA RIXTR LEE STRE SUITE 112, *00 010 0 16. VA. 22114) AND RG ilSHED TRU5 caw OF AlMA 6 ]00 U , � EF • O ENTERPRISE LANE. AAOISOI. ■ 517181 FOR SAFETY PRACTICES PRIOR TO PERFOWII0 THES F1IlICTlals. UNLESS 4, •' 19575 PE TC DL 7.0 PSF DATE 10/18/11 0100 1 150 INDICTE TO P 0100 5 11ILLL HAVE PROPERLY A TTA0200 SRIUCTURIIL PANELS 1041 TRNTON 010110 5142.0 NAYS - "°0P °T7°` °'°'° X110' /BC DL 10.0 PSF DRW CAUSR561 11291157 •• I�ORTARr A COPY OF THIS DESIGN TO THE INSTILLLATION CONTRACTOR. ITN BUILDING COPONENTS CROUP. INC. SMALL NOT BE RESPoNSIBLE 00R ANY DEVIATIGN 0002 THIS DESIGN: ANY FAILIR� TO BUILD THE TRUSS , BC LL 0.0 PSF CA-ENG TSB /GWH IN CONF ORYAXC E ■ 170 T PI: GN FABRI G HANDLING SHIPPING INSTALLING 4 BRACING OF TRUSSES. o - ' 5 N ' - 0051E TO CONFORMS ACTH F TRUSS AND. BLE P90 UNLESS 5 OF OTHERWISE !105 OTATIONN. LOCATED DESIGN SPEC. BY AFSPA) AND 1211, ALPINE c_ •61.L Pv TOT . LD . 42.0 PSF SEQN- 1 57820 CONNECTOR PLATES ARE WIDE OF 20/19/1PCJ1 (W.H /55/It) ASTY 1651 GRADE AO /40 (A. M/H.55) G1LLV. STEEL. APPLY PLATES ' 9 T EACH FACE OF TRUSS UNLESS LOCATED ON DESIGN. POSITION DRAWINGS 1600 -2. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER AIRNE% A] OF TP11 -2002 SEC.]. A SEAL ON THIS Rol.p W. N � DUR . FAC . 1.15 FROM KTC • ITW Building Components Group, Inc. 5 09 Sl INDICATES ACCEPT IB LITV ANO usE l O0F A TI1�55 1 CO� ` 01E O Nr ° FW ANY BII1LDIN I THE RE 00 E T1R Sacramento, CA 95828 BUILDING DESIGNER PER AN51/TPI 1 SEC. 2. Renewal 6/30/2013 SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FRDN COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T86) Top chord 2x4 DF -L #1&Bet.(g) :T2 1.5 "x5.625" DF -L SS(g): ( + +) - This plate works for both joints covered. Bot chord 2x4 DF -L #1 8/Bet.( ) Webs 2x4 DF -L Standard(g) :W1 1.5 "x5.625" DF -L SS(g): 110 mph wind, 15.29 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located :W9 2x4 DF -L #1 &Bet.(g): anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 :Rt Bearing Leg 2x6g DF -L SS(g): psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. ( In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Special Toads Bottom chord checked for 10.00 psf non - concurrent bottom chord live (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) load applied per IRC -09 section 301.5. TC- From 68 plf at 0.00 to 68 plf at 13.91 TC- From 68 plf at 13.91 to 68 plf at 13.94 Deflection meets L/240 live and 1/180 total load. Creep increase TC- From 136 plf at 13.94 to 136 plf at 16.89 factor for dead load is 2.00. BC- From 20 plf at 0.00 to 20 plf at 1.96 ' BC- From 20 plf at 1.96 to 20 plf at 16.42 3X4 �i Truss designed for unbalanced snow load based on Pg =25.00 psf, TC- 282.00 lb Conc. Load at 13.94 2X4111 Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. , 2X4 III Member design based on both MWFRS and C &C, wind reactions based . 2X4 III _ on MWFRS. ; .,�,. ( ") Plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 3X6 0 6X6=' a :2 3X4�i 8 -1 -9 11 -11 -12 10 r A ■� 12 - -2 8X8('•)( + +) = 0 - 0-4-10 L j1H03 ' I_ �•W1 1 -0 -0 4X8= 1 -4 _ T 1 3X4 = 2X4 III 0 48 3X4 (A1) = 5X6 L 16 -5 -0 0 7 -0 ,c___ 4 -5 -11 3 -13 + 4 -4 -12 1-1_Qy 1 111 - 3, _ 4 -2 -14 - I - 3-1-13 -1- 6 -10 -13 � 13 -10 -15 _I 2- 11y -10 < {d 11 - Te - 14 -5 -8 I � 17 -0 -0 Over 2 Supports R =801 U =82 R =1162 U =162 W =5.5" RL= 323/ -187 (4.125" Effective Contact) Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. 20 Gauge HS,Wav TRUSSES REQUIRE EXTREME CARE IN FABRIGTIGN c = 896(O%)/4( µ 1) AND I� 10.03.04.0 to • • n .. OR / -/1 /- / - /R /- Scale = .1875 " /Ft. TI11 6 a y _ A. V anco 0.1470 REFER TO BG51 (BUILDING COMPONENT SAFETY 190001 TIGN). WERISI100 BY TP1 (TRUSS PLATE INSTITUTE. 216 ` s• TC LL 25.0 PSF REF R561 -- 61884 390 N E.0 U 13E, v ancouvtt WA NORTH LEE STREET. SUITE 312. ALEXANDRIA. VA. 22310) AND WTCA (WOOD TRUSS COUNCIL OF AFRICA. 0300 '5 0 .dG1NE p F ENTERPRISE LINE. BADI5GN. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 4/ Z TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTAOND STRUCTURAL PANELS AND BOTTOM CHORD SHALL WAVE , 19575 1 It " P°°°E°`Y "TT/QRD ° "' ° " "' BC DL 10.0 PSF DRW CAUSR561 11291158 ••1 N N THE PORTART "FNI5N A COPY OF THIS DESIGN TO T INSTALLATION CONTRACTOR. 117 BUILDING COMPONENTS 000001. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG TSB /GWH IN CONFORMANCE WITH TPI: FABRICATING. HANDLING. SHIPPING. INSTALLING 6 BRACING OF TRUSSES. 0 0� A OR OESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL 0E51GN SPEC. BY AFSPA) AND TPI. ALPINE . TOT . LD . 42.0 PSF SEQN- 1 57851 CONNECTOR PLATES ARE MADE OF 20 /10 /16GIA (W.H/55/6) ASTI. A653 GRADE 40/60 (W. 6/H.55) GA.V. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED GN THIS DESIGN. POSITION PER DRAWINGS 1606.2. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TPI1 -2012 5EC.3. A SEAL ON THIS P 171YBuildingComponentsGroup ,Inc. DESIGN �ICATES PROFESSIONAL 'NCINEER E� Ne1 SOLE LYF 5 TRU5` I COPOIIEE*5 R O LD W. N� OUR.FAC. 1.15 FROM KTC Sacramento, CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. RWRWw016/30/2023 SPACING 24.0" JREF- 1UG9561_215 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T87) Top chord 2x4 DF -L #1 &Bet.(g) :T2 1.5 "x5.625" DF -L SS(g): • 110 mph wind, 16.12 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B. wind TC DL =4.2 psf, wind BC DL =6.0 . Webs 2x4 DF -L Standard(g) :W1 1.5 "x5.625" DF -L SS(g): psf. :W8 2x4 DF -L #1 &Bet.(g): :Rt Bearing Leg 2x68 DF -L SS(g): Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. In lieu of structural panels use purlins to brace all flat TC 0 24" ( ) OC. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. 2X4 111 2X 4( 6 94 3 3X6 �i 3X4 1- 13 - 7 - 12 �i T2 (') 4 -9 -9 4X60 10 r 1 • ■N. 12 -7 -2 H0308.7 0 -4 -10 t EEMEmmiwwm! 1 .•'CWT 1 -0 -0 3X4= 4X6= 2X4 111 9 -1 -4 T H0312. T 047 . 3X4(A1) = 5X6111 o77T4) 16-5-0 8 4 -5 -11 3 -3 -13 4 -1 -3 -9 -10 1 - 11 - 4 -2 -14 3 -3 -13 6 -10 -13 10 -4 -2 _I 6 -6 -8 0 4310 1 -1■7 14-5-8 < 17 -0 -0 Over 2 Supports R =740 R =782 U =198 W =5.5" RL= 322/ -118 (4.125" Effective Contact) H =H1 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. 20 Gauge HS,Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0.A - Dn OR /- /1 /- / - /R /- Scale = .1875 " /Ft. TTUS -Wa Inc 36 0. 750.147 W ..MAIMI 1 � " 1145505 REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SNIPPING. UNSMILING AND BRACING. . � - , TC LL 25.0 PSF REF R561 -- 61885 3 901 NE 68 h St • V ancouver A T REFER TO 761 (BUILDING COWPCNEPT SAFETY INFORMATI ON) . 00 PI0LI SHED BY TPI (TRUSS PLATE INST ANTE. 218 NORTH LEE STREET. SUITE 312. ALEXANDRIA. VA. 22314) AND AT (MOOD TRUSS COUNCIL OF AFRICA. 6300 GJ GINE- O ENTERPRISE LANE. MADISON. ■1 53719) FOR SAFETY PRACTICES PRIOR TO PERFONING THESE FUNCTIONS. UNLESS % 0 • • TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP CHOW SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM 0IORm SHALL HAVE 1957 P PROPERLY A PROPERLY ATTACKED W Q IWID ILIWO. a GROUP. BC DL 10.0 PSF DRW CAUSR561 11291159 " ISPORTANT "FURNISH A COPY OF MI5 DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS ' I ALPINE GRO. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FR01 THIS DESIGN. ANY FAILURE TO BUILD THE TRUSS , E - / : ' 1 BC LL 0.0 PSF CA- ENG TSB /GWH A IN CONFORNAIICE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF 105 (NATIONAL DESIGN SPEC. BY AFTPA) AND TPI. ALPINE 0 EGON TOT . LD . 42.0 PSF SEQN- 1 57847 CONNECTOR PLATES ARE MADE OF 20/16/1600 (V.H /SS /N) ASTIR A653 GRADE 40/6 / 0 (W. 6.55) GALV. STEEL. APTLY AN Y PLA TO EACH TES CTION OF PLATES FOOLS 00 FOLLOWED BY (I) SH PROFE5510N K E0 BE PE RLOCATED NEX A] OF G RESPONSIBILI SS THE T SSNCS 160A-2. 0 T �, N P N., OUR. FAC. 1 .15 FROM KTC ANY INSRI01 S FOLLALL BE PER AN T•11 -2002 SEC.3. A SEAL ON THIS ITW Buildin Coln onenu Grou I AE 4'00 D W • Sacramento, CA 95828 o R BUILDING G H ORS. TIE SUITABILITY Alm I/ 2. aF THIS cOPa1[ FOR AINV BUILDING IS TINE RE SPONS IB ILIIY of TIE MIILpING DESIGNER PER A1161RP1 1 SEC. 2. R0n0W616/30/2023 SPACING 24.0" JREF- 1 UG9561_Z15 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T88) Top chord 2x4 DF -L #1&Bet.(g) :T2 1.5 "x5.625" DF -L SS(g): 110 mph wind, 16.12 ft mean hgt, ASCE 7 -05. CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B. wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) :W1 1.5 "x5.625" DF -L SS(g): psf. :W11 2x4 DF -L #1 &Bet.(g): :Rt Bearing Leg 2x6g DF - SS(g): Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non concurrent bottom chord live • load applied per IRC -09 section 301.5. Calculated vertical deflection is 0.04" due to live load and 0.17" due to total load at X = 13 -1 -0. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT 11 & Pf =19.25 psf. ( Laterally brace TC below filler with purlins at 24" OC. Laterally brace BC above filler with purl ins at 24" OC. 10 r 3X5 A 3X641 6X6= 3X4 / A 13 -7 -12 4 -9 -9 e. 4X6! 10 I ■71 �12 -7 -2 1 H0308 0 -4 -10 Al!!!!!!!!Nowommmt. _ 1 A! w1 1 -0 -0 il 1 + T 4_9 -1 -4 — H0312 3X4 4X8= 0- -8 3X4 (A1) = 5X6 ill o o � 16 - 5 - 0 4-5-11 3_)__ 3 -13 4 -1 -3 129 0 „1 'l a -11 5 -4 -14 5-11-7 - I - 3-4-0 0 10 -4 -2 L. 6 -6 -8 010 16 -5 -0 17 - - Over 2 Supports R =740 R =761 U =191 W =5.5” RL= 322/ -118 (4.125" Effective Contact) Note: A11 Plates Are 2X4 Except As Shown. • Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT = 896(0%)/4(1) 10.03.04.0•L .. - OR/- /1 /- / - /R /- Scale = .1875 " /Ft. Trus -Way Inc 360-750-1470 "aARRIRO" ID TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING A BRACING. eX its TC LL 25.0 PSF 3901 NE 601)1 St., Vancouver WA REFER TO BCSI ( BUILDING COMPONENT SAFETY 111600 AT101). PUB BY TP1 (TRUSS PLATE INSTTE. :1R REF R561-- 61 886 NOIITH LEE S TRE ET . SuRTE 112. ALEXMDR VA. 22114) AID WTG ( W000 TRUS COION IL OF AER ITA. ITU 0 300 GINE' • ENTERPRISE LANE. MADISON. ■1 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS '''' TC DL 7.0 PSF DATE 10/18/11 NE ID OTHERWISE INDICATED TOP CHORD SHALL RAVE PROPERLY ATTACHED STRUCTURAL PALS A BOTTOM CHORD SHALL HAVE • 19575 • PROPERLY ATTACHED RI010 CEILING. / BC DL 10.0 PSF DRW CAUSR561 11291160 •• 1RPORTART•• FURNISH A COPY OF THIS DE5(3 TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANT DEVIATION FROM THIS DESIGN1 ANY FAILURE TO BUILD TIE TRUSS I BC LL 0 . 0 PSF CA-ENG TSB /GW J IN COIIFORI MCE WITH TP1: OR FABRICATING. NANOLING. SHIRRING. INSTALLING A BRACING OF TRUSSES. Ct - DESIGN CONFORMS WITH APPLICABLE S OF NOS (NATIONAL DESI SPEC. BY AFAPA) AND TPI. ALPINE OR GON TOT . LD . 42.0 PSF SEQN- 157936 ND CODIECTOR PLATES ARE MADE OF 20 /16118 18 /16 CA (W.H /SS/I) ASTM A853 GRADE 40 /60 (V. 11/1.55) GALV. STEEL. APPLY YEA, PLATES TO EACH FACE OF TRUSS A. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A -2. " 1(I, p ./ ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER AMEX 63 OF TPII -2002 SEC.3. A SEAL ON THIS 111V Building Components Group, Inc DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT AOLO W. DUR. FAC. 1.15 FROM KTC Sacramento, CA 95828 DESIGN 511081. THE SUITABILITY AND USE OF THIS COMPONENT FOR MY BUILDING I5 THE RESPONSIBILITY OF THE BUILDING DESIGNER PER A SI/TPI 1 SEC. 2. Renewil 6(30/2013 SPACING 24.0" JREF- 1 UG9561_Z15 . • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T89) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) :W1 1.5 "x5.625" DF -L SS(g): psf. :W7 2x4 DF -L #1 &Bet.(g): :Rt Bearing Leg 2x6g DF -L SS(g): (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). Connectors in green lumber (g) designed using NDS /TPI reduction factors. Bracing material to be supplied and attached at both ends to a suitable support by erection contractor. • Special loads Bottom chord checked for 10.00 psf non - concurrent bottom chord live (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) load applied per IRC -09 section 301.5. TC- From 68 plf at 0.00 to 68 plf at 5.94 TC- From 68 plf at 5.94 to 68 plf at 18.89 Deflection meets L/240 live and L/180 total load. Creep increase BC- From 20 plf at 0.00 to 20 plf at 18.42 factor for dead load is 2.00. BC- 1412.00 lb Conc. Load at 2.00 Truss designed for unbalanced snow load based on Pg =25.00 psf, Member design based on both MWFRS and C &C, wind reactions based on Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. MWFRS. 3X4 4X8= 4X4= I I CI 10 1-5-9 O 12 -7 -2 _L 3X80 (a) W7 17 5 - 4 - 0 3X6-=-- 0 -4 -10 W1 161 ❑ = fl • g 9 - - i 7 0 -1-8 5X6(67R) = 3X5111 4X8= 2X4111 4X4 = 71 E c 18 -5 -0 I<--2-0-0 + 3 -11 -4 3.1.c 6 -0 -1 6 -5 -11 >F Ed 1_ 5 - -4 _ L 12 -5 -12 ,J [ 19 -0 -0 Over 2 Supports R =2097 U =205 R =972 U =95 W =5.5" RL= 108/ - (4.125" Effective Cohtact) Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0.' y r� OR /- /1 /- / - /R /- Scale = .34 " /Ft. T res waayy Inc 3604504470 •9111n111110., STR 5 , T � °S �I E ;,;1�'« SAIA. VA S IN FABRICATION. ,.� �' MG. i 5 T n, BRACG. _ c �` ta Fs s, TC LL 25.0 PSF REF R561 -- 61887 3901 NEathSt., Vancouver WA NORTH LE EET. sulT nz, ALE , 22313) Alm 0 S BY 008 TRUSS 0 6181 011. OF AI B T0 0 ••• NGINEF p ERWII 120 D 0. DI50N, /1 51)19) SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE _ • Z TC DL 7.0 PSF DATE 10/18/11 OTH ERII SE SE INDICAINDICATED mirE HAVE SAF ATPERFORMING TIO INDICATED TOP CHORD SHALL PROPERLY ACTIC STRUCTURAL PANELS no BOTTOM CHORD SHALL NAVE 1957 �, A PROPERLY ATTACKED RIGID CEILING. BC DL 10.0 PSF DRW causR561 11291083 " I•PORTAITT••FURNISII A COP OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS m NY GROUP. INC. SHALL NOT BE RE5P51BLE FOR A DEVIATION FROII TH AN IS DESIGN: MY FAILURE TO BUILD THE TRUSS c BC LL 0.0 PSF CA-ENG TSB /GWH - IOI IN COHFOANCE WITH TPI: DR FABRICATING. HANDLING, SHIPPING, INSTALLING • BRACING OF TRUSSES. OR . G Id ' DESIGN CONFORMS •1TH APPLICABLE PROVISIONS OF 10)5 (NATIONAL DESIGN SPEC. BY AFIPA) AND TPI. ALPINE TOT. LD . 42.0 PSF SEQN- 157967 CONNECTOR PLATES ARE WIDE 00 ZD /1B /16W (11.11/55/M) ASIY ABS] GRADE AO /BO (1, 9/11.55) GALV. STEEL. APPLY PLATES TO CA01 FACE OF o� i� PLATES F VxE� ` ° PROFESS " AI EIBGEI PER Ig rv�i Poir THE T SS Sacramento, � R OIO W. v *7 DUR. FAC . 1 .15 FROM KTC UNLESS OTHERWISE I71YBuil a c , CA Components 605160 sNa THE SUITABI A1015E of )Nis C01P0N6NT FOR ANY BUILDING Is TIE RESP61151BILITY a THE acramrntoto CA 95826 BUILDING DESIGNER PER ANSI/TPI I SEC. E. Ronew116/30/2013 SPACING 24.0" JREF- 1 UG9561 _Z1 5 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T90) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.59 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Webs 2x4 DF -L Standard(g) :W9 2x4 DF -L #1 &Bet.(g): Connectors in green lumber (g) designed using NDS/TP1 reduction factors. Right end vertical not exposed to wind pressure. (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally Special loads spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). Bracing (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) material to be supplied and attached at both ends to a suitable support TC- From 68 plf at 0.00 to 68 plf at 7.94 by erection contractor. TC- From 136 plf at 7.94 to 136 plf at 9.48 TC- From 68 plf at 9.48 to 68 plf at 29.23 Bottom chord checked for 10.00 psf non - concurrent bottom chord live load BC- From 20 pif at 0.00 to 20 plf at 29.23 applied per IRC -09 section 301.5. TC- 282.00 lb Conc. Load at 7.94 Calculated vertical deflection Is 0.08" due to live load and 0.19" due Member design based on both MWFRS and C &C. wind reactions based on to total load at X = 16 -1 -15. MWFRS. . Deflection meets 1/240 live and L /180 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, for dead load is 2.00. Ce =1.00, CAT II & Pf=19.25 psf. 4X640 3X4 III 4X8 = , ,0 __ 3X4! 10 r 4X6 6X6 4X4 (a) (a) 7 -3 -5 12 -7 -1 3X4 ; e. I AI 10 � i: (®_ -2 1 2X4111 5X = I 3 - -14 0 - - 10 1 3X6 8 9-1-4 T 4X6(131) 03 2X4111 4X8= 4X10= 5X8= 2X4111 2X4 111 2X4 111 1 -6 -14 1 -10 -3 3 -11 -1 3 -11 -14 -5 -7 4 -2 -11 5 -8 -3 5 -6 -7 3 -11 -1 3 -8 -6 � 1 4 -3 -14 4 -4 -7 2 -6 -5 3 -0 -2 5 -8 -3 1_ _ L 7 - 10 - 15 )-6-14 7 - 1 -15 10-8-13 1`� I I` 29 -2 -12 Over 2 Supports R =1575 U =167 R =1391 U =155 RL= 249/ -136 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0.! OR /- /1 /- / - /R /- Scale = .1875 " /Ft. rnu waayy Inc 360-750-1470 ' R EFER TO SCS (N (WILDING COKINN 0 PUBLISHED BY MUFFING RuS ITUTTE.. 3 1 0 A. s s , TC LL 25.0 PSF REF R561 -- 61888 3901 NE 68 NORTH LEE STREET. SUITE 312. ALEZMD R (W RIA. VA. 22314) AND RCA MOOD TRUSS COUNCIL OF AMERICA. 0300 \y GINF 0 ENTERPRISE LANE. 11ADIS0N. ■1 53719 A ) FOR SAFETY F CTICES PRIOR TO PERFORMING THESE FIRICTIONS. UNLESS C! F � y TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANEL5 AND BOTTOM CHORD SHALL HAVE - 1 9573 P r " PROVENLY ATTACHED RIGID CEILING. / BC DL 10.0 PSF DRW CAUSR561 11291084 "IRPORTAWT'•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOO. ITT BUILDING COMPONENTS • GROUP. INC. SMALL NOT BE RESPONSIBLE FOR M7 DEVIATION FRO. THIS DESIGN: MY FAILURE TO BUILD THE TRUSS S I BC LL 0.0 PSF CA-ENG TSB /GWH ' VIII_ IN CONFORMANCE °ITN TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING L BRACING OF TRUSSES. B , -_?_ .!; °I _ p DESIGN CONFORMS TN APPLICABLE PROVISIONS OF NOS (NATIOA DESIGN L DESI SPEC. BY AFAPA) AND TPI. ALPINE TOT . LD . 42.0 PSF SEAN- 1 57904 UNLESS OTHERWISE CORRECTOR PLATES ARE MADE OF 20/18/180* (5.H /55/0) ASTM AB53 GR00E 10/00 (W. 0/11.55) GALV. STEEL. APPLY Jw. � PLATES TO EACH FACE OF TRUSS AND. ESS OTHEISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A.Z. "`4 v ANY ORAIIN I NDICAT ES AOGE PT F ANCE 00 PPR FE551GNAL E°G MEER180 RE ITV SOLEL.V FOR THE T COMPONENT ' OLD v'l. DUR. FAC. 1 .15 FROM KTC • 171V Building Sacramento, 9 Group, Inc. DESIGN 5N10w1. THE S TA0Iun AID USE of THIS COPW2r0 FOR MY BUILDING IS THE RESPONSIBILITY OF THE Sacra RW11WwW16/30/2 mento, CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 1UG9561_Z15 THIS ME PREPARED FROM CONPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED 8Y TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T91) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.59 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) :W9 2x4 DF -L #1 &Bet.(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. • (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally Right end vertical not exposed to wind pressure. spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). Bracing material to be supplied and-attached at both ends to a suitable support Bottom chord checked for 10.00 psf non- concurrent bottom chord live by erection contractor. load applied per IRC -09 section 301.5. Calculated vertical deflection is 0.07" due to live load and 0.17" due Deflection meets L/240 live and L /180 total Toad. Creep increase to total load at X = 16 -1 -15. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. 4X6 3X4 4X8=7 — 3 0 1pr �. 6X6 X4 4X6 i l (a) (a) 7 -3 -5 , , ) / 12 -7 -1 3X i ii 1.1/1 T = %12 -7 -2 - 2X41II 5X8= 3 -5 -14 0 - 4 - 10 3X6111 - 1 - 4 L 4X6(81) = 2X4111 4X8= 5X8= 5X8- 2X4111 • 2X4 III 2X4 111 3 -11 -1 3 -8 -6 1 - -5 -7 4 -2 -11 5 -8 -3 5 -6 -7 1 - 10 - 3 3 -11 -1 3 -8 -6 4 -3 -14 4 -4 -7 2 -6 -5 3 -0 -2 5 -8 -3 1je= 0 -5 -2 9 -5 -13 11, 6 -8 -13 10 -8 -13 16 -3 -11 2 I g _ 5 l 10 -4 -12 - I 29 -2 -12 Over 2 Supports R =1412 U =42 R =1284 U =164 RL =285/ -150 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0.' .. OR /- /1 /- / - /R /- Scale = .1875 " /Ft. Tnu -Waayy Inc 360-750-1470 "mu m •• ' I TRU (WILDING UIR Dl�� M 5 N I��GaO . PUBLISHED . SR I ° i 5 ATE AND O Z c ‹.F.. • r-C9 TC LL 25.0 PSF REF R561 -- 61889 3901 NE 68 Vancouver W A MIRTH LEE STREET. SUITE 312. ALEXANDRIA. 0*. zz]u) AND RCA (WOOD TRUSS COURICIL OF AMERICA. 6300 ' 5 0GIN 0 ENTERPRISE LANE. MADISON. RI 5]719) FOR ENTE SAFETY PRACTICES PRIOR TO PERFOMI160 THESE FUNCTIONS. UNLESS . TC DL 7.0 PSF DATE 10/18/11 AND AL OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS A BOTTOM CHORD SHALL HAVE 19575 - r 1 A PROPERLY ATTACHED RIGID CEILING. / BC DL 10.0 PSF DRW CAUSR561 11291085 .. 1NPORTANT FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS ALPINE GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS _ BC LL 0.0 PSF CA-ENG TSB /GWH IN CONFORMANCE WITH 71.1: ..1 ,- I: OR FABRICATING. HANDLING. SHIPPING. INSTALLING ■ BRACING OF TRUSSES. •/ DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFBPA) AND TPI. ALPINE , TOT.LD. 42.0 PSF SEQN- 157980 CONNECTOR PLATES ARE MADE OF 20/10/16411 (W.H /55/6) ASTR ABS] GRADE 40/60 (W. 6/6.55) GAUL STEEL. APPLY • PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1600 -2. V NIT .;N" INSPECTION oT ° PROFESSIUUL ENGINEERIm ANNEX RE ] ioa TE TRUS cWEaIENr � "OLD iN. ". DUR. FAC. 1 .15 FROM KTC ITV BuBdiugCo nto, CA n Group, Inc. ESIGN S Del THE SUMTAWILITY Alm 056 OF THIS CWPaNC FOR ANY 011016* Ms THE RE OF THE Sacramento, CA 95828 OUILDING DESIGNER PER N I S 1 SEC. 2. RBOBN11I6/30/2013 SPACING 24.0" J REF - 1 UG956 1 _Z1 5 • • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 - Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T92) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.59 ft mean hgt. ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP 8, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Webs 2x4 DF - Standard(g) :810 2x4 DF -L #1&Bet.(g): Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally Special loads spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.).. Bracing (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) material to be supplied and attached at both ends to a suitable support TC- From 68 plf at 0.00 to 68 plf at 11.85 by erection contractor. TC- From 136 pif at 11.85 to 136 plf at 14.24 TC- From 68 plf at 14.24 to 68 pif at 29.23 Bottom chord checked for 10.00 psf non - concurrent bottom chord live Toad BC- From 20 pif at 0.00 to 20 pif at 29.23 applied per 1RC -09 section 301.5. TC - 282.00 lb Conc. Load at 11.85 Calculated vertical deflection is 0.08" due to live load and 0.21" due Member design based on both MWFRS and C &C, wind reactions based on to total load at X = 16 -1 -15. MWFRS. ' Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct=1.10, Deflection meets L/240 live and L /180 total load. Creep increase factor Ce=1.00, CAT 11 & Pf=19.25 psf. for dead load is 2.00. (') Laterally brace TC below filler with purllns at 24" OC, 4X6 G 3X4 4X8= o 10 E - 3X T 6X6. ` �. 4X6 t. 3X6�i 4d 12 -7 -1 3X4 i __: + T2 7 2 5X83X611 3 - 0 - X 9 - - 1r .4X6(B1) = 4X8= 4X12= 5X8• 3 -11 -1 3 -8 -6 1 - - -5- 4 -3 -0 5 -8 -3 5 -6 -7 1 - 10 - 3 -11 -1 3 -8 -6 4 -3 -14 4 -4 -7 2 -6 -5 3 -0 -2 5 -8 -3 1 9 -5 -13 _1 -5 -2 I_ 4 -8 -13 10- 8- 13 - � 16 -3 -11 2-6-5 10 -4 -12 ' I 29 -2 -12 Over 2 Supports R =1554 U =165 . R =1470 U =166 RL= 285/ -150 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.06 ..r OR /- /1 /- / - /R /- Scale = .1875'I/Ft. TELLS -W Inc 360.750 1470 "ARMING.. T L' SAFTT FOw �i�oxa HANDLING. BY TP `s SHIPPING. INSTALLING BRACING. (� ` ' °f � TC LL 25.0 PSF REF R561 -- 61890 3901 NE 68th Si., Vancouver WA NORTH LEE STREET, SUITE 312. ALEIANOIIA VA. 233") AND MICA na L ( D MOOD )MSS I c01DICIL s O: Te l AEAsTICAIT . E 6300 �y GIN 0 ENTERPRISE LANE. RAD150N. 01 53719) FOR SAFET3 PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 'Z TC DL 7.0 PSF DATE 10/18/11 MINIMISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PALLS AND BOTTOM CHORD SHALL HAVE 1957 P% 4 0 1 " PROPERLY "TT"q® ° "'° " "` BC DL 10.0 PSF DRW CAUSR561 11291086 "'1 MPORTArre. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS / � GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROI THIS DESIGN; ANT FAILURE TO BUILD THE TRUSS I Ct 1 8 1 BC LL 0.0 PSF CA- ENG TSB /GWH • _ ND RU IN CONFORMANCE KITH TPI; OR FABRICATING. HALING. SNIPPING, INSTALLING A BRACING OF TRUSSES. DESIGN CONFGwS M1TH APPLICABLE PROVISIONS OF 105 (NATIONAL DESIGN SPEC. BY *PAPA) AND TPI. ALPINE \\,....: • EGON TOT . LD . 42.0 PSF SEQN- 157993 CONNECTOR PLATES ARE WIDE OF 20 /1M /16GA (0.0 /SS /5) ASTY *053 GRADE 40/60 M. 11/H.55) GALV. STEEL. APPLY p, TO FAO) FACE OF TRU55 ATM. UNLESS MINIO15E LOCATED OI TN15 DESIGN. 0051T10N PER MANIAC5 1601 -2. ry 9 ANY INSPECTION OF PLATES FOLLOWED BT (I) SMALL BE PER ANNEX A3 OF TP11 -2002 SEC.3. A SEAL O1 THIS P • ITIV Building Components Group, Inc. 4�;GTES PGANCE E 1� ixGINEERIE RED 0 170 S (Lr FOR mN TSL rnmaNe R D W,N DUR.FAG. 1.15 FROM KTC Sacramento, CA 95828 BUILDING DESIGNER PER A151/TPI 1 SEC. 2. Renewal 6/30/2011 SPACING 24.0 JREF- 1 UG9561_Z1 5 THIS DOG PREPARED FROM COMPUTER INPUT (LOADS a DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T93) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.59 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP 8, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) :W10 2x4 DF -L #1 &Bet.(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally Right end vertical not exposed to wind pressure. spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). Bracing material to be supplied and attached at both ends to a suitable support Bottom chord checked for 10.00 psf non - concurrent bottom chord live by erection contractor. load applied per IRC -09 section 301.5. Calculated vertical deflection is 0.08" due to live Toad and 0.19" due Deflection meets L/240 live and L/180 total load. Creep increase . to total load at X = 16 -1 -15. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. 4X64 3X4 (') Laterally brace TC below filler with purlins at 24" OC. 4X8 3X4 6X6 % 4X60` 10 r 3X6�i 0 _ t 7 - - �_1►. 12 - 7 - 1 3X4 iii ■ 12 - - 14 1 5X8 = 3X6 III 3 X 0 *9 -1 -4 1 ' T 4X6(81) = 4X8= 4X12= 5X8= L. 1 -10 -6 "13 1 -10 -3 r 3 -11 -1 3 -8 -6 4 -3 -14 4-4- -6 -5 -8 3 -0 -2 5 -8 -3 9 -5 -13 _I, 4 -5 -2 _1? - - 13 10 -8 -13 I` 16 -3 -1 2 10 -4 -12 L-146 29 -2 -12 Over 2 Supports R =1460 U =38 R =1284 =168 RL= 285/ -150 • Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0.,.., OR/ - /1 /- / - /R /- Scale = .1875 " /Ft. Tu5 -way Inc 360 - 750 -1470 • RE F T O S COIPONNENT 4 F*RRMATION) 1. PUBLISHED BY TP PLATE INSTALLING TE� BRING. s TC LL 25.0 PSF REF R561 -- 61891 3901 NE 68th St, Vancouver W A NORTH LEE STREET. SUITE 312. ALEXANDRIA. VA. 22314) AND RCA (BOW TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE LANE. MADISON. BI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS / a GI F • 'y ( TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP CHORD SHALL WIVE PROPERLY ATTACHED STRUCTURAL PANELS AID BOTTOM WALL sLL NAVE `v [y 1957 • P A PROPERLY ATTAfAD RIOIB CEILING. 7 BC DL 10.0 PSF DRW CAUSR561 11291087 "'IUPOR RI TART' "FINSH A COPY OF THIS DESIGN TO THE INSTALLATION mamma. ITV BUILDING COIPOIERTS ' ' GROuP. INC. SHALL NOT BE RESPONSIBLE FOR M M =Er vim 11. Y DEVIATION FROM THIS DESIGN: Y FAILURE TO BUILD THE TRUSS 1 8 1 BC LL 0.0 PSF CA-ENG TSB /GWH .' DESIGN 4)30 BITII PROVI510155 OF (NATI DESIGN L SPEC. A BY YA AF C APA) O MD GPI. ALPINE URC��N CONNECTOR PLATES ME WOE OF 20/14116GA (V.H /SS/N) AWN A653 GRADE 40 /80 (W. I1/H.55) GALV. STEEL. APPLY * TOT . LD . 42.0 PSF SEAN- 157997 PLATES TO EACH FACE OF TRUSS AND. UNLE55 OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A -2. " 20.i %I ITV 1�IGTES • TIE PLATES ACC 01 PMFESSIONAL 7X15 ERGINEERI4G REASPOHSIBILI::.:OTT FOR RE 316 SEAL ON C of EII: M R OLOW•� ' `� DUCT. FAG. 1.15 FROM KTC W Building Components Group, Inc. oESIGH 91001. su1TAD ILITY AID RE of WPOIEIIT FO *2(0 BUILDING IS TIE 9 OHS in THE Sacramento, CA 95828 BUILDING DESIGNER PER AI61/1PI 1 SEC. 2. Renewal6/30/2027 SPACING 24.0" JREF- 1UG9561_Z15 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T94) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.28 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP 8, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) :W3, W6 2x4 DF -L #1 &Bet.(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally Special loads spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) Bracing material to be supplied and attached at both ends to a TC- From 68 plf at 0.00 to 68 plf at 13.90 suitable support by erection contractor. TC- From 136 plf at 13.90 to 136 plf at 27.66 TC- From 68 plf at 27.66 to 68 plf at 29.23 Bottom chord checked for 10.00 psf non - concurrent bottom chord live BC- From 20 plf at 0.00 to 20 plf at 29.23 load applied per IRC -09 section 301.5. TC- 282.00 lb Conc. Load at 13.90,27.79 Calculated vertical deflection is 0.10" due to live load and 0.25" due Member design based on both MWFRS and C &C, wind reactions based on to total load at X = 18 -8 -4. MWFRS. Deflection meets L/240 live and L/180 total load. Creep increase Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, factor for dead load is 2.00. Ce =1.00, CAT II & Pf =19.25 psf. 8X8 2X4111 6X8= 3X4@ . -1 10 8X8(R) 6 -3 -5 13 -7 -2 2X4 III 5X12 3X6111 4 -5 -14 0 -4 -10 ' © 9 -1 -4 4X6(: ) = _ 8X8 2X401 4X12= 2X4111 FE 7 -4 -15 ,ic 6 -5 -14 , 1 z 1, 4 -9 -7 �F 4-9-8 '1` 4 -7 -12 1 1 - 7 -4 -15 6 -0 -1 5-5-0 4-7-12 4-9-8 - .I 1 1 3 -10 -13 14 -2 -11 1 - - 18 -10 -0 10 -4 -12 29 -2 -12 Over 2 Supports R =1730 U =176 W =5.5" R =2348 U 10239 RL= 244/ -120 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave - FT /RT= 8 %(0 %)/4(1) 10.03.04.0.• = OR /- /1 /- / - /R /- Scale = .1667 " /Ft. Trus -Way Inc 360 - 750.1470 • WARRING•• TRUSSES REQUIRE 00760//0 CARE IN FABRICATION. HANDLING. SNIPPING. INSTALLING um BRACING. �T- F ( TC LL - 25.0 PSF REF R561 -- 61892 3901 NE 68Th St, Vancouver WA • REFER TO I (SOILDING Cowonexr S FE INF IA = OI I• TIOI). NL P ISHED BY TPI (TRUSS I PJ TI M TE INSE. 218 s EFJfT MADISON. W1 TY I � 83371B) FOR SAFETY PRACTICES RACTICES PRIOOR TO PERFORMING ESE FUNCTIONS. UNLESS � GIN TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INO ICATED TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS NI BOTTOM CHORD SHALL HAVE r 1 • PROPERLY ATTACHED RIO ID IZILIi. +9979 �F• OA BC DL 10.0 PSF DRW CAUSR561 11291088 •• TNPORTART "FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COPONENTS NW GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. N FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA- ENG TSB /GWH o ND SHIPPING. IN CONFORMANCE WITH TPI: OR FABRICATING. HALING. SHIPPI. INSTALLING A BRACING OF TRUSSES. . • DESIGN mamas •1TH APPLICABLE PROVISIONS OF NOS (NATIONAL OE51GN SPEC. BY AFEPA) AND TPI. ALPINE 0 - EGON TOT . LD . 42.0 PSF SEAN- 1 58093 CONNECTOR PLATES ARE MADE OF 20/10/I5GA (W.H /55/N) A5111 A853 GRADE 40 /80 (11. 0/N.55) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1508 -2. 20. V ANY INSPECTION OF RATES FOLLOIED BT (U) SHALL BE PER ANNEX AT OF TPI1 -2002 SEC.3. • A SEAL ON THIS P my Building components Group, / (HAW ING INDICATES ACCEPTANCE OF PROFESS IORAL ENGINEERI RESPONSIBILITY SOL ELY FOR THE TRB55 COPONENr R oLpyI,N F' OUR. FAC. 1.15 FROM KTC Sacramento, CA 95828 DES IEI SHOWN. TIME S1 TAB L TY NO 115E OF TM15 COOR EN PNT F ANY BUILDING IS THE RESPONSIBILITY OF THE • BUILDING DESIGMER PER ANSI/TPI 1 SEC. 2. Renewal 6/30/2013 SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBNITTED BY TRUSS MFR. (113872 - Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T95) Top chord 2x4 DF - #1 &Bet.(g) 110 mph wind, 15.28 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.( ) anywhere in roof, CAT II, EXP B. wind TC DL =4.2 psf, wind BC DL =6.0 psf. Webs 2x4 -L Standard(g) :W3, W6 2x4 DF -L #1 &Bet.(g): Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally Special loads spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). Bracing (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) material to be supplied and attached at both ends to a suitable support . TC- From 68 plf at 0.00 to 68 plf at 13.90 by erection contractor. TC- From 136 pif at 13.90 to 136 plf at 27.66 TC- From 68 plf at 27.66 to 68 pif at 27.79 Bottom chord checked for 10.00 psf non - concurrent bottom chord live load TC- From 68 plf at 27.79 to 68 plf at 27.95 applied per IRC -09 section 301.5. TC- From 68 plf at 27.95 to 68 plf at 29.23 BC - From 20 plf at 0.00 to 20 plf at 18.83 Calculated vertical deflection is 0.10" due to live load and 0.25" due BC- From 20 plf at 18.83 to 20 plf at 29.23 to total load at X = 18 -8 -4. TC- 282.00 lb Cone. Load at 13.90.27.79 Deflection meets L/240 live and L /180 total load. Creep increase factor Member design based on both MWFRS and C &C, wind reactions based on for dead load is 2.00. MWFRS. Truss designed for unbalanced snow load based on Pg =25.00 psf. Ct =1.10, 3X4 \� Ce =1.00, CAT II & Pf =19.25 psf. 8X8 2X401 6X8 - I 10 - ,4 ;. ��� : ill 8X8(R) T 3X4 6 -3 -5 11 -11 -10 10 i ii I : 13 -7 -2 2X410 5X12= 4 -5 -14 3X6 111 0 -4 -10 T '_ - ` 49-1 -4 - 4X6(B1) = 2X4 4X12= 8X8 2X4 01 tc 1 -1 -4 7 -4 -15 ��� 6-0-1 .I : I 5-5-0 J1 4-7-12 4 -9�8 � 13 -10 -13 1, 14 -2 -11 -1-7:- 18 -10 -0 "T 10 -4 -12 29 -2 -12 Over 2 Supports R =1730 U =176 W =5.5" - R =2348 U =239 RL= 244/ -120 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0. ,.. D OR /- /1 /- / - /R /- Scale = .1875 " /Ft. Try, way Inc 360-750-1470 ...ARMING" , 1 TRUSSES RE r FABRICATION. �N •� SHIPPING. 5 Plw E 6 ME. BRACING. c`� � ` m ss TC LL 25.0 PSF REF R561 -- 61893 3901 NE 68th SL, Vancouver WA MON LEE S TRE ET . SUITE 3 12. A1.6 S I SHED 542 1*. vA . 223u> AND WIu ( wood Trus N;011YC OP AIFA ICA. 6 300 �y GIN e6, � O ENTERPRISE LANE. MADISON. •I 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS D Z TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP CHORD SHALL NAVE PROPERLY ATTAOED STRUCTURAL PANELS arm BOTTOM Dolor SHALL HAVE 19575 E 9 . Pe,>.WRL. "'.GRE' RIGID CEILING. 4 r BC DL 10.0 PSF • DRW CAUSR561 11291089 ' •• IIPORTMT•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITU BUILDING COPWENTS 1f I O. 18 GROUP. SHALL HOT BE RESPONSIBLE ANY FOR ANY S FROM THIS DLLIGG: ANY FAILURE TO SS THE TRUSS 1I � v BC LL 0.0 PSF CA-ENG TSB /GWH - 18 UP. CONFORMANCE WITH TPI: OR RE FABRICATING. SHIPPING. INSTALLING TASIN L BRACING ING DF OF TRUSSES. S. - __ • • • DESIGN CRNP WITH APPLICABLE PROVISIONS OF 605 NOS (NATIONAL DESIGN SPEC. BY APIS%) Alm TPI. ALPINE TOT . LD . 42.0 PSF SEQN- 1 58096 rm CONNECTOR PLATES S ARE WADE OF 20/111/16GA (W.H /SS /A) ASIR A653 GRADE 40/60 (w M ILL , R,SS) GV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS A. UNLESS OIHERW156 LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A -Z. �I ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TP11 -2002 SEC.3. A SEAL ON THIS ITW Building Components Group, Inc. INN A INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESP NIBILITY SOLELY R TRUSS 2 OLD v9. P DUR. FAC. 1.15 FROM KTC TY OF • Secn3mento, CA 95828 BUIL DESIGNER PER SUITABILITY ANSI/TPI 1 SEC. 2. R•Rewel6/30 /2013 SPACING 24.0" JREF- 1 UG9561 Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T96) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.28 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT 11, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) :W3. W6 2x4 DF -L #1 &Bet.(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally Special Toads spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). • (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) Bracing material to be supplied and attached at both ends to a TC- From 68 plf at 0.00 to 68 plf at 13.90 suitable support by erection contractor. TC- From 136 plf at 13.90 to 136 plf at 27.66 TC- From 68 plf at 27.66 to 68 plf at 27.79 Bottom chord checked for 10.00 psf non - concurrent bottom chord live TC- From 68 plf at 27.79 to 68 plf at 27.95 Toad applied per IRC -09 section 301.5. , TC- From 68 plf at 27.95 to 68 plf at 29.23 BC- From 20 plf at 0.00 to 20 plf at 18.83 Calculated vertical deflection is 0.10" due to live Toad and 0.25" due BC- From 20 plf at 18.83 to 20 plf at 29.23 to total load at X = 18 -8 -4. TC- 282.00 lb Conc. Load at 13.90,27.79 Deflection meets L/240 live and L/180 total load. Creep increase Member design based on both MWFRS and C &C, wind reactions based on factor for dead load is 2.00. MWFRS. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. 8X8 3X4 , 2X4111 6X8= 10 T 10111 T 3X4 /� 8X8(0) 6 - - W3 10 r `" 11 -11 -10 (a) M'] ] - N 4_13-7-2 5X12= 1 4 -5 -14 2X4111 3X6111 0 -4 -10 T +9 -1 -4 4X6(81) = 2X4111 4X1260 8X8= 2X4111 7 -4 -15 6 -5 -14 I_ 4 -9 -7 4 -9 -8 4 -7 -12 1 - - 7 -4 -15 6 -0 -1 . 5 -5 -0 �` 4 -7 -12 I 'l 4 -9 -8 13 -10 -13 _I_ 14 - - _ 18 -10 -0 T 10 -4 -12 29 -2 -12 Over 2 Supports R =1730 U =176 W =5.5" R =2348 U =239 RL= 244/ -120 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 896(096)/4(1) 10.03.04.0•' - 0 OR /- /1 /- / - /R /- Scale = .1667 " /Ft. Tnu -waayy Inc 360 - 750.1470 • u � F TR io LEE e sT cs M ( , RIAsn n V AFdOICTI P�L BY TP 60. I5 �M : a .c as s, TC LL 25.0 PSF REF R561 -- 61894 3901 NE 68ih St., Vancouver WA RORI6E 5111TE ] I3. COIo ALEAAIO, . IN 22354) ON ASp NTG IIB (8000 TRUSS COUNCIL 1 a: U E NE0.1G, e ]TO . aGlNflc N ENTERPRISE LANE. MADISON, ■M 5]719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS l r TC DL 7.0 PSF DATE 10/18/11 OTHERRISE INDICATED TOP CHORD SAIL NAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM MO RD SHALL HAVE 19575 ' . r • INlvEar Bnl(r2® MID CEILING. BC DL 10.0 PSF DRW CAUSR561 11291090 i f •'IIPORTAIIT• "P060ISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS INCONF CONFORMANCE WITH NOT BE CRR FABRICATING. MARBLING. SHIFTING. INSTALLING DESIGN: NSTALLING A BRACING OF TO TRUSSE 111E TNN55 ' ; 1 H BC LL 0.0 PSF CA -ENG TSB /GWH O' '' c ` / DESIM CONFORMS WITH APPLICABLE 56/5151054 OF (NATIONAL DESIGN 40/6. BY AFLPA) MO AI.P tag TOT. LD . 42.0 PSF SEAN- 1 58099 TO EACH PLATES FACE ARE WADE WIDE OF OF SO/.B /ABLE (N .5/55/HS/B AL TED] GRADE 40/60 (e. N/N.45) OALV. LV. STEEL. APPLY PLATES TO EACH FART OF AND. UNLESS OE ROUTED ON THI S DESIGN. POSIT. d1 PER 005 G 1X05 16TH -2. ANY INSPECTION OF PLATES S FOLLOW(' LOW(' BY (H) SH*14. ALL 6 SS BE PER ANNEX A] OF TPI1 -2002 SEC.]. A SEAL ON THIS ITWBu17dingComponentsGroup,Inc. DRAWING S I INDICATES ALYSPTANCE ENGI E N RESPONSIBILITY SOLELY FOR TRUSS COMPONENT � OUR.FAC. 1.15 FROM KTC ! Sac CA 95828 Ren 6/3O/2O2n BUILDING DESIGNER P ER A ' SE /. :. SPACING 24.0" JREF- 1UG9561_Z15 THIS D80 PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. . (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T97) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.28 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet,(g) anywhere in roof, CAT 11, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Webs 2x4 DF -L Standard(g) :83, 86 2x4 DF -L #1 &Bet,(g): - - Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally Special loads spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). Bracing (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) material to be supplied and attached at both ends to a suitable support TC- From 68 plf at 0.00 to 68 plf at 13.90 by erection contractor. TC- From 136 plf at 13.90 to 136 pif at 27.66 TC- From 68 plf at 27.66 to - 68 pif at 27.79 Bottom chord checked for 10.00 psf non - concurrent bottom chord live load TC- From 68 plf at 27.79 to 68 plf at 27.95 applied per IRC -09 section 301.5. TC- From 68 plf at 27.95 to 68 plf at 29.23 BC- From 20 pif at 0.00 to 20 plf at 18.83 Calculated vertical deflection Is 0.10" due to live load and 0.25" due BC- From 20 plf at 18.83 to 20 plf at 29.23 to total load at X = 18 -8 -4. TC- 282.00 lb Conc. Load at 13.90.27.79 Deflection meets L/240 live and L/180 total load. Creep Increase factor Member design based on both MFRS and C&C, wind reactions based on for dead load is 2.00. MWFRS. Truss designed for unbalanced snow load based on Pg =25,00 psf, Ct=1.10. 3X4 Q� Ce =1.00, CAT II & Pf =19.25 psf. 8X8 0 2X4 ii1 6X8= 10 - ■ I 8 -{ . X8(R) • 3X4 I: 6 - - 1 11 -11 -10 10 r , 4:N4 -1 .3 -7 -z 2X4 5X12= 4 -5 -14 3X6 111 0 -4 -10 ,m T' 4_9 -1 -4 T 8X8= • 4X6 (B1) = 2X4 ul 4X12-- 2X4 111 7 -4 -15 6 -5 -14 4 -9 -7 4 -9 -8 4 -7 -12 1 -1 -4 7 -4 -15 6 -0 -1 5 -5 -0 4 -7 -12 4 -9 -8 13 -10 -13 I T 14 -2 -11 10 -4 -12 ' h - 18 -10 -0 29 -2 -12 Over 2 Supports R =1730 U =176 R =2348 U =239 • RL= 244/ -120 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0.4 -' OR /- /1 /- / - /R /- Scale = .1875 " /Ft. Trus -Waayy, Inc 360-750-1470 ..ER ro e e s l X5505 00001 EXTREME i 6w we slan rn (mussN INSTALLING NS1UTmiT BRACING. �'<�'� � s S� TC LL 25.0 PSF REF R561 -- 61895 3901 NE 68th St., Vancouver WA NpfrN LEE S TRE ET . SUITE 312. A1.0 s 002 R IA, VA 2Z3I4) Axo WTG ( WOOD TRUS COUN OF AIEII CA. Beoo U\ �G (N FCl 0 FUNCTIONS. LANE. MADISON, NI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORAING THESE FIMIONS. UNLESS Ir TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP oN1RD SHALL MANE PROPERLY ATTACHED STR11[TORAL PANELS AND BOTTOM CHORD SHALL RAVE , 19575 - f A PROPERLY ATTACNLT/ RIGID CEILING, BC DL 10.0 PSF DRW CAUSR561 11291091 ••I PORTART"FIRW115N A COPY OF THIS DESIGN TO THE INSTALLATION [DETRACTOR. ITN BUILDING COMPONENTS GROIP. INC. SHALL NOT BE RESPONSIBLE FOR MY DEVIATION FROM THIS DESIGN: MY FAILURE TO BUILD THE TRUSS • BC LL 0.0 PSF CA-ENG TSB /GWH i - IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING E BRACING OF TRUSSES. ••. m.:%' .1 mow DESIGN CONFORM WITH APPLICABLE PROVISIONS OF 1025 (NATIONAL RESIGN SPEC. BY AFI.PA) AND TPI. ALPINE � , p. TOT. LD . 42.0 PSF SEQN- 158102 CONNECTOR PLATES ARE RAGE OF 20 /10 /10GA (W.H /SS/A) ASTR A653 GRADE 40 /0O (N. 0/N.SS) 001.0. STEEL. APPLY 15P P �' p PLATES TO EACH FACE OF TRUSS AND, UNLESS On1ERVISE LOCATED 011 THIS DESIGN. P'OSITIm1 PER DRAWINGS 16M -2. DRM MNG INDIC �PTANCE DF ° P OFESS101ENGIIN RES 0111510IUn 0 SSOL E ELV ' iAP 200 TRIM SEAL coI° car �OCD W - N` DUG. FAC. 1.15 FROM KTC rnY Building Components roup, laInc. D ESI GII SHORN. 1HE SUITABILITY AND USE OF THIS MRO110n FOR MY D1 11.01 G 15 TIE RESP01m IBILITY OF TIE R enswal6/301201! ' Sacramento, CA 95828 BUILDING DESIGNER PER MSI/TPl 1 SEC. 2. SPACING 24.0" JREF- 1 UG9561 _Z1 5 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM. OR - T98) Top chord 2x4 DF -L #1 &Bet.(g) :T2 1.5 "x5.625" DF -L SS(g): 110 mph wind, 15.03 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B. wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. (a) 1x4 #3 HEM - FIR or better continuous lateral bracing to be equally Right end vertical not exposed to wind pressure. spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). Bracing material to be supplied and attached at both ends to a suitable support Bottom chord checked for 10.00 psf non - concurrent bottom chord live by erection contractor. load applied per IRC -09 section 301.5. Deflection meets L/240 live and L /180 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg =25.00 psf, for dead load is 2.00. Ct =1.10, Ce =1.00, CAT 1I & Pf =19.25 psf. #1 hip supports 5 -10 -15 jacks with no webs. Corner sets are Building designer is responsible for conventional framing. conventionally framed. Extend sloping top chord of truss and jacks to hip rafter. Support In lieu of structural panels use purlins to brace all flat TC a 24" OC. extensions every 4.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC a 24" OC with 2 -16d Box or Gun nails(0.135 "x3.5 ",min.) and diagonally brace per DWG. 3X6 BRCALHIP0109. Support hip rafter with cripples at 5 -7 -14 OC. 4X10 = 3X5111 T2 (a) 10 (- 4 -11 -7 5 -3 -12 0 -4 -10 a ° `D 12 -7 - _L T __ 3X4 = 2X4111 5X6= 4X6(B5R) L1 'J 5 -6 -2 6 -9 -9 6 -7 -13 5 -10 -15 6 -4 -12 6 -7 -13 I - 5 -10 -15 -I- 13 -0 -9 J [c 18 -11 -8 Over 2 Supports R =1715 U =168 W= 5.499" R =1887 U =185 W =5.5" RL= 132/ -69 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0. • ... or OR /- /1 /- / - /R /- Scale = .275 " /Ft. Tnis -way Inc 360-750.147/) • ;TR E50S ,REQUIRE M ; 22]14) FABRICATION. , �HARMING. � =HIPP � S P� °F D BRACING. - as TC LL 25.0 PSF REF R561 -- 61896 TO 3901 NE 68th Si., Vancouver WA REFER STRE ET . 17E 512. ALE0AIm 90. ANO ITG ( 70 C A 6]00 � tkGINE � • ENTERPRISE LANE. MADISON. ■I 65719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS G 4. "F' Z TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP OIOD SHALL HAVE PROPERLY ATTACKED STRUCTURAL PANELS Alm BOTTOM CHORD SHALL HAVE a W 19575 P7 9 f ' PROPERLY ATTACKED ° "'° CHUM. BC DL 10.0 PSF DRW CAUSR561 11291092 •• ItaPORTART••FIRm1 SR A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS - ALPINE GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: AT! FAILURE TO BUILD THE TRUSS o ,_ , BC LL 0.0 PSF CA-ENG TSB /GWH I N CONFORNMCE 1110 TPI: OR FA0RIGTING. HA(OLING. SNIPPING. IRSTIILLIN L GRACING OF TIN55E5. ° ,• COSIEN O RNP L ATE . ITH APP LICA B LE 10/1 6516(5 OF 5/6 (ASTI *0 5 DERIDE S0 /D (0 A AND 19 .. ALP INE 19I� TOT . LD . 42.0 PSF SEQN- 1 57684 • CONNECTOR PLATES ARE 9 DE OF 20/ .° /16.0 S OTHE /N) ALO TED] GRADE � (°, POSITION PALV. STEEL. APPLY /1 ANT IS TO EACH FACE OF TRUSS Alm. UNLESS HALL B PER LOCATED 6N THIS DESIGN. 505.7.01 PEA DRAWINGS 16 DA -2. V' 00111 INSPECTION S AC 0PT F ANIO: OF°F pmFESSIO5A1 EOGINEER11 RESPONSIBILITY TIE TL A M �R OLD w. v DUR. FAC. 1.15 FROM KTC ON THIS ITW Building memo. eau Group, Inc DESIa 5 1011. THE SUITABILITY ANO USE of THIS C I1N7 F111 AMY 091LDING I5 TIE RESPDII51BILITY OF Sacra TIE ' Sacramento, CA BUILDING DESIOEII PER Al151/TPI 1 SEC. 2. Renewal 6/30/2013 SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T99) Top chord 2x4 DF -L #1 &Bet.(g) :T2 1.5 "x5.625" DF -L SS(g): 110 mph wind, 15.86 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. . Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. • (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally Right end vertical not exposed to wind pressure. spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). Bracing material to be supplied and attached at both ends to a suitable support Bottom chord checked for 10.00 psf non - concurrent bottom chord live by erection contractor. Toad applied per IRC -09 section 301.5. Deflection meets 1/240 live and L /180 total Toad. Creep increase factor Truss designed for unbalanced snow load based on Pg =25.00 psf, for dead load is 2.00. Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. 3X6 3X8= 3X5 III 4* • - T 6 - 11 - 12 A II I 4 -11 -7 0 -4 -10 ___i_ • +12 -7 -2 3X4.- 2X4 III 5X6= 3 X4(A1) 5 -6 -2 11 6 -9 -9 B.E 6 -7 -13 5 -6 -2 i 6 -9 -9 6 -7 -13 L. 7 -10 -15 j_ 11 -0 -9 J • 1< 18 -11 -8 Over 2 Supports R =913 U =56 W= 5.499" R =827 U =110 W =5.5" RL= 178/ -84 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0.1 N - . or OR /- /1 /- / - /R /- Scale = .3125 " /Ft. TOLLS -Way, Inc 360-750-1470 1�" TIMSES REWIRE EIORENE CARE IN FABRICATION. HANDLING. SNIPPING. INSTALLING RIO BRACING. 4Y Ms TC LL 25.0 PSF REF R561-- 61 897 ��( • REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 216 -` 3901 NE 6 UOIh St., VBIICOWtt WA NORTH LEE STREET. SUITE 312. ALEXANDRIA. VA. 22]11) AND WTCA (ROOD TRUSS COUNCIL OF AMERICA. 6300 � �G INe 0 ENTERPRISE LANE. MADISON, W1 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THE5E FUNCTIONS. UNLESS (7 - J • TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE � *. 19575 PE ' N'PR�ERT ATTUNED 61010 QIL11q. BC DL 10.0 PSF DRW CAUSR561 11291093 •• IOPORTART•• FAWISH A 5010 OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITI BUILDING COMPONENTS CROUP. INC, SMALL NOT BE PLSPONSIULE FOR ANY DEVIATION FR(Y THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS , • ../ BC LL 0.0 PSF CA- ENG TSB /GWH • I AaLPIN E F HANDLING. SHIPPING. L EC. B L Y *1 R F L PA ) AND PI DR TE 5 DESIGN CO51 0110 APPLICABLE PROVIS10NS OF NU5 (NATIONAL (0.5IFN SP ALPINE CONNECTOR PLATES ARE NAIL DF 2O /1B /16GA (N. ".SS /K) ASTY AGS] GRADE •0/60 (W. IVH,SS) GAL, STEEL. APPLY A TOT . LD . 4 2 . 0 PSF SEQN - ' 1 57 688 PLATES TO CAM FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A -Z. A fr NT INSPECTION OF PU1TE5 FOLLOWED MY (1) SHALL BE PER ANNEX N OF TPII -2002 SEC.]. A SEAL ON THIS ITW Building COmPOOtOr9 Group, IRO. 1a 9 DIICATES ACCEFFANCE 655551: ENGI NG RES NIB�T ' SO 110 106�nTRUSS CCOWONEMT G LD W. N OUR. FAO. 1.15 FROM KTC Sacramento, CA 95828 BUILDING DESIGNER PER ARSI/TPI 1 SEC. 2. Rmmm&!s0/m11 SPACING 24.0" JREF- 1UG9561_Z15 THIS 086 PREPARED FROM COMPUTER INPUT (LOADS IS DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T100) Top chord 2x4 DF -L #1 &Bet.(g) :T2 1.5 "x5.625" DF -L SS(g): 110 mph wind, 16.69 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B. wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. • (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally Right end vertical not exposed to wind pressure. spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). Bracing material to be supplied and attached at both ends to a suitable support Bottom chord checked for 10.00 psf non - concurrent bottom chord live by erection contractor. Toad applied per 1RC -09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg =25.00 psf, for dead Toad is 2.00. Ct =1.10, Ce= 1'.00, CAT II & Pf =19.25 psf. Use this design for common hip trusses @ 24.0" OC. Extend sloping TC of Building designer is responsible for conventional framing. truss and jacks to hip rafter. Support extensions every 4.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral 3X4 2X4111 2X4111 bracing to flat TC ® 24" OC with 2 -16d Box or Gun 2X4 III 2X4111 2X4 III nails(0.135 "x3.5 ",min.) and diagonally brace per DWG. BRCALHIP0109. Support hip rafter with cripples at 5 -7 -14 OC. i (•) Laterally brace TC below filler with purlins at 24" OC. 3X6 3 -4 -0 3X10= 3X5111 1 8 -3 -7 8 -7 -12 10 (- 0 .. - +12 -7 -2 1 — 3X4== 2X4111 - 6X6 3X5(B1) L1 .J 5 -6 -2 4 -4 -13 -4 -12 1 - - 4 -1 -14 s °4 5 -6 -2 6 -9 -9 6 - - L - 9 -10 -15 _I_ 9 -0 -9 J 1< 18 -11 -8 Over 2 Supports R =1130 U =139 W= 5.499" R =1348 U =165 W =5.5" RL= 296/ -189 . Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0•' . -• OR/ - /1 /- / - /R /- Scale = .225 " /Ft. Trus -Way, Inc 360-750 -1470 • • TES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SUPPING. INSTALLING MD BRACING. TC LL 25.0 PSF REF R561-- 1898 3901 NE DO tll SL, Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION) . R PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 216 NORTH LEE STREET. SUITE 312. ALEXANDRIA. VA. 2231") AND CA (X0000 TRUSS COUNCIL OF AERIG. 6300 Ar G 1N Eh. • ENTERPRISE LIRE. MADISON. NI 63719) FOR SAFETY PRACTICES PR10R TO P081020ING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND ROTTEN CORD SHALL HAVE 19575 ' - 77 • PROPEELT ATTACHED RIGID MIMIC M, ' ', / BC DL 10.0 PSF DRW CAUSRS61 11291094 •• 111PORTANT•• FIRNIISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: MY FAILURE TO BUILD THE TRUSS OR VV { BC LL 0.0 PSF CA -ERG TSB /GWH ALPINE IN CONFORMANCE WITH IN: OR FABRICATING. HANDLING. SHIPPING, INSTALLING A BRACING OF TRUSSES. (,�(1�(`�{xx N UE51(N CiFf[US xi. N`I•LICAPLE PROVISIONS OF NOS (NATIONAL MSIr.s SPEC. BY AFAPA) AND TPI. ALPINE /---------- r/TARE . PLAIT. AlL MARL n, (0.7/5, 6GA (H.H.S x) ASIA A652 AT.NM/14.55, .0,60 (W. A,.55, GALV. STEEL. APPLY �qA TOT.LD. 42.0 PSF SEQN- 157721 f FLAILS TO LACK IA, f•1 TRUSS AND. UNLESS OHILHWNSL LOCAIL ON I"IS DESIGN. POSITION PER DRAWINGS I60A -2. -� �D.� �/ ANY INSPECTION OF PLATES FOLLONED BY (4) SHALL BE PER ANNEX 83 OF TP11 -20 S 02 SEC. A SEAL 011 THIS oi ITW Building Components Group, Inc. :::=0 Sl v�CATES CPT 1 00 ESSSI: ENCI IBI SOLELVF0 THE TRUSS 1 CQNQE R OCOw.N� P DUR.FAC. 1.15 FROM KTC OF Sacramento, CA 95828 BUILDING DESIGNER PER ANSI/TPI ,SEC. 2. Renewal 6/30/2013 SPACING 24.0" JREF- 1 UG9561_Z15 THIS DMG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T101) Top chord 2x4 DF - L #1 &Bet.(g) :T2 1.5 "x5.625" DF - L SS(g): 110 mph wind, 17.53 ft mean hgt, ASCE 7 - 05, CLOSED bldg, Located Bot chord 2x4 DF - #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF - L Standard(g) psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. (a) 1x4 #3 HEM - FIR or better continuous lateral bracing to be equally Right end vertical not exposed to wind pressure. spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). Bracing material to be supplied and attached at both ends to a suitable support Bottom chord checked for 10.00 psf non - concurrent bottom chord live by erection contractor. load applied per IRC -09 section 301.5. Deflection meets 1/240 live and L/180 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg =25.00 psf, for dead load is 2.00. Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. In lieu of structural panels use purlins to brace all flat TC (6) 2X4111 e 24" OC. 2X4 11 A1 3X10= 3X5 III T 10 -3 -12 10 F IpliV IILL 4-11-7 0 -4 -10 _IL so r! — 4_12 -7 -2 3X4= 2X4 0 6X6= 3X5 (81) 1.1 .J 5-6-2 5 - - ,,ic 4- 1 -46 -9- 91.2 -3 -9 lor 7-0-9 - 3 L- 11 -10 -15 I i < 18 -11 -8 Over 2 Supports R =913 U =32 W= 5.499" R =827 U =164 W =5.5" RL= 278/ -114 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0. OR/- /1 /- / - /R /- Scale = .25 " /Ft. Trus-Way Inc 360. 750.1470 •RE I�BC51 TRUSSES REQUIRE EXTREME �Elir 0100 ixr°W FABRICATION, wB BY SHIPPING. 90.135101. ( INSTITUTE 10 220BRACING. 'C `•• . • O � C ` r S� TC LL 25.0 PSF 3901 NE 68th St, Vancouver WA NORTH LEE STREET. SUITE 312. ALEXANDRIA. VA. 22314) M0 •TCA (V000 TRUSS COUNCIL OF NERICA. 6300 � a GIN PF O REF R$61 -- 61899 ENTERPRISE LANE. MADISON. ■1 B3719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS V (Cr 'Q y TC DL 7.0 PSF DATE 10/18/11 0THERMI5E INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS 1110 BOTTOM CHORD SHALL HAVE 19575 P f R PROPERLY ATTACKED 0(6(0 0011110. BC DL 10.0 PSF DRW CAUSR561 11291095 ••IMPORTANT..FURNISII A CDPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS BUILD • CROP, INC. SHALL x01 BE RTSP0NSI9LE FOR ANY DEVIATION FROM THIS DESIGN; ANN' FAILURE TO BUILD INC TRUSS ♦ , BC LL 0.0 PSF CA-ENG TSB /GWH �' �• I r r I r •.II I.I Ixl1 EI I IGY M1 BRAF FAILURE RE 0II ALSI A 1•U >X. I, R��Q. 1 '. LD. SZ . ( SF SCQW 157726 %� ----S MY INSI'LCI JUR to PLAITS I ULLORD BY 0) SHALL UL PLR AVM, AT OF TPI1 -2002 SEGO. A SEAL ON 1015 J � 1TW Building Components Group, Inc. DESIGN RINO INDICATES ACCEPTANCE 1 OF P AND ROFESSIONAL ESS ENIINEIMGRES SIIBIILITY SOLELY 10055 1 CC01)o'OKENr OCD W. ‘ DUR. FAC, 1.15 FROM KTC OF Sacramento, 58ement0, CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. R9n.w116130/2013 SPACING 24.0" JREF- 1 UG9561_Z1 5 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T102) Top chord 2x4 DF -L #1&Bet.(g) 110 mph wind, 18.36 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L #1 &Bet.(g) :W1, W2 2x4 DF -L Standard(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally Special Toads spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). (Lumber Dur.Fac. =1.15 / Plate Dur.Fac•=1.15) Bracing material to be supplied and attached at both ends to a TC- From 68 plf at -1.00 to 68 plf at 13.94 suitable support by erection contractor. TC- From 68 plf at 13.94 to 68 plf at 13.97 TC- From 136 plf at 13.97 to 136 plf at 17.38 In lieu of structural panels use purlins to brace all flat TC G. 24" TC- From 68 plf at 17.38 to 68 plf at 18.96 OC. BC- From 20 plf at 0.00 to 20 plf at 18.96 7X6 0� TC- 382.00 lb Conc. Load at 13.85 TC- 301.00 lb Conc. Load at 17.38 4X4 - Member design based on both MWFRS and C &C, wind reactions based on 1 - 1 10 T Bottom chord checked for 10.00 psf non - concurrent bottom chord live Toad applied per IRC -09 section 301.5. 4X6$ Deflection meets 1/240 live and L/180 total load. Creep increase 3X40 factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, 11 -11 -12 Ce =1.00, CAT II & Pf =19.25 psf. I•I 10-8-3 70 r l iiiiiihk _ 0 -4 -10 T = :: +12 -7 -2 1 _ 2X4 III 4X8= 4X6= 3X4(A1) 1 3X5 111 1 -4 -14 7 -1 -11 6 -9 -4 3 -7 -11 11 1, 13 -10 -15 _1,3-7-11,1 J I 18 -11 -8 Over 2 Supports R =1083 U =159 W= 5.499" R =1572 U =231 W =5.5" RL= 301/ -143 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0. . - - OR /- /1 /- / - /R /- Scale = .1667 " /Ft. Tnu -WaX, Inc 360- 750.1470 RARRRI1C" 11 ' S� �w]12'DE y 0060 IN lu 00. HANDLING . 5'� SHIPPING. l"��°G 4 �' K k`r4> TC LL 25.0 PSF REF R561 -- 61900 mai NE60(11 Vancouver WA REFER RORER TOE BL;SI SUITE . ALE RIA VA. 22514) ON) CA NO R ( �. 11000 TRUS COONC s PL OF wTe , AME RIG. Vr ]00 0 \y GINS . • ENTERPRISE LANE. MADISON. ■) 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS o TC DL 7.0 PSF DATE 10/18/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE d 19575 * PROPERLY ATTI RIGID QILI�. / / BC DL 10.0 PSF DRW CAUSR561 11291096 •• I•PORTANT FURNISH A COPY OF THIS DESIGN 10 THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS - y DE ALPINE ROU P . F INC IANCE T N OT P BE U 0000ICATIFG A" NA INV6 "T 4V V'N 1. UESIC.N ANY FAII TD BUILD 1111: ,ROSS 1 1 (1 10 . i BC LL 0.0 PSF CA -ENG TSB /GWH • - N mu 1 Nn< TN Ail '• • 1 ICEL. . W , I u i . LD. - 1. . _ ,31- SUM- I J I I Y4 LVNLU BY ( 1 ) SHALL 1 1 1'L5 , ,1i, h1 14 W11 -2002 SEC., A SEAL UN 0115 rrw BuildingLunlpunrnU Group, Inc. x'150 15o, AILS LLPIANCE OF AND usc n s C 41N 0 1 1, M u LOn �`ILIfTY SOLELY 0 R THE 1 USS COMPONENT R O OD W. DUR. FAC. 1.15 FROM KTC - • Sacramento, CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. RO°°601 6/30/2015 SPACING 24.0" JREF- 1 UG9561 Z1 5 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T103) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 19.50 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B. wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L #1 &Bet.(g) :W1, W2 2x4 DF -L Standard(g): psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally Right end vertical not exposed to wind pressure. spaced. Attach with (2) 8d Box or Gun nails (0.113 "x2.5 ",min.). Bracing material to be supplied and attached at both ends to a suitable support Bottom chord checked for 10.00 psf non- concurrent bottom chord live by erection contractor. Toad applied per IRC - section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg =25.00 psf, for dead load is 2.00. Ct =1.10, Ce =1.00, CAT 1I & Pf =19.25 psf. 5X6= 3X5 _ 10 I T 5X6 �i �? 13 -5 -3 A110 10 -8 -3 0 -4 -10 _L — _ 4_12 -7-2 _ 1 3X4 (A1) = 2X4 111 4X8= 3X5 111 1` 8 - 0 - 0 'l 7 - 7 - 14 - 1 3 3 - 10 '{ I - 15 -7 -14 _1,3 -3 -10_1 18 -11 -8 Over 2 Supports R =843 U =22 W= 5.499" R =830 U =182 W =5.5" R1= 290/ -158 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.060 OR /- /1 /- / - /R /- Scale = .1875 " /Ft. Trus-Way, Inc 360- 750.1470 •'M�IM AE O•• TRUSSES REQUIRE EI(IIO ND BRACING. IN FABRICATICR. HALING. SNIPPING. INSTILLING AND CING. X3 3901 NE 8ih St., Vancouver W IDR O,. 6 REFER TO SCSI (WILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 q �� TC LL 25.0 PSF REF R561-- 61 901 NORTH LEE STREET. SUITE 312. ALERAIA. VA. 22314) AM; PICA (ITOOD TRUSS CONIC OF AMERICA. 6300 RE5PON51W. HAN C O 0 G IN F. ENTERPRISE LANE. MADISON. PI 53718) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS O . TC DL 7.0 PSF DATE 10/18/11 OTHERPISE INDICATED TOP CHORD SHILL HAVE PROPERLY ATTACHED STRUCTURAL PANELS A BOTTOM CHORD SHALL HAVE 1957 A PROPERLY ATTACHED RIGID CEILING. k BC DL 10.0 PSF DRW CAUSR561 11291097 •• IRPORTANT• ISH A COPT OF TN IS DES I01 TO THE INSTALLATION CONTRACTOR. ITR WILDING COMPONENTS ' • . ".LP !NE —� GRO'ID. INC. OM/AACF 601 l'1 BE E FOR Ax1 DEVIATION F1 TH15 TALLING N: ■ DESIG ANY FAILURE DF A TO WILD TH6 TRUSS ( 1 BC LL 0.0 PSF CA-ENG TSB /GWH IN CIw: * 10 11 UR F.RRICAO INS TR I / m 1 , II AI 1Irnvll PROVISION' OP N1,5 (NAT NAh I R01 ORAL 0, sI fN SPEC. BY AF5PA ) AND TPI. ALPINE 0 GON ANr bxLt' n . ..s... PUT ASSLAL TOT i D. 42.0 PSF rrQN- 157675 ., -' mAPir¢ INDICATES ( ACCEPTANCE OF EIDINEERIIW L RE A SPONSIa1LITY � SOLELY 3 FOR THE TRI155 COPONE � f iou 3 0, ' N ' DUR.FAC. 1.15 FROM KTC MY Building GrOOp,Int. 005120 5x061. TIE 5UITAeILITY Alm 0511 DF THIS CMS FOR ANY WILDING 15 7142 RE DF TIE Sacramento, CA 6 95828 BUILDING DESIGNER PER N1/TPII SEC. 2. RenOwv6n0n0E3 SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T104) Top chord 2x4 DF -L #1 &Bet. (g) 2 COMPLETE TRUSSES REQUIRED 1 I ( Bot chord 2x4 OF -L #1 &Bet.(g) Webs 1.5 "x5.625" DF -L SS(g) :W2, W4 2x4 DF -L Standard(g): Nail Schedule:0.131 "x3" nails Top Chord: 1 Row @ 8.75" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction Bot Chord: 1 Row @12.00" o.c. factors. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails Special loads in each row to avoid splitting. (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) TC- From 68 plf at 0.00 to 68 plf at 7.50 ( ") 2 plate(s) require special positioning. Refer to scaled plate TC- From 68 plf at 7.50 to 68 plf at 15.00 plot details for special positioning requirements. BC- From 20 plf at 0.00 to 20 plf at 1.83 BC- From 20 plf at 1.83 to 20 plf at 13.17 110 mph wind, 16.10 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located BC- From 20 plf at 13.17 to 20 plf at 15.00 anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 TC- 1112.00 lb Conc. Load at 7.50 psf. Member design based on both MWFRS and C &C, wind reactions based 5X6= Calculated vertical deflection is 0.06" due to live load and 0.15" due on MWFRS. ;; to total load at X = 7 -6 -0. PA Deflection meets L/240 live and L/180 total load. Creep Truss designed for unbalanced snow load based on Pg =25.00 psf, increase factor for dead load is 2.00. 10 •t =1.10, Ce =1.00, CAT II & Pf =19.25 psf. 10 6 -7 -10 3X60 3X6(**) ..� 0 -4 -10 0 -4 -10 ' 1 _ 0 _ 0 4X 10= 1 • , IIN11111MMI 1 i INJW1111111 12 -7 -2 H0312(•*) = H5X62 3X4(A1) 5X6111 3X4(A1)=- = 5X6 111 1 -7 -3 5 -10 -13 5 -10 -13 1 -7 -3 1 -10 -0 5 -8 -0 5 -8 -0 1 -10 -0 7 -6 -0 ,I- 7 -6 -0 < 1 -10 -0 1' 11 -4 -0 T1 -10 -0 < 15 -0 -0 Over 2 Supports R =1217 U =139 W =5.5" R =1218 U =139 W =5.5" RL= 152/ -152 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. 20 Gauge HS,Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0 nr OR /- /1 /- / - /R /- Scale = .375 " /Ft. Tnu -Waayy Inc 360- 750 -1470 " CA RAMIRO' TRUSSES REQUIRE EXTREME RE IN FABRICATION. HANDLING. SNIPPING. INSTALLING *ID BRACING. � c S, REF R561-- 61902 Si 3901 NE 68 , Vancouver WA REFER TO S 6:51 (O, IL011D IPOIff.NT SAFETY IBT1). 1N1BLI511E0 BY API (TRUSS MUTE INSTIME. 6 216 ( 4k_=. %\ TC LL 25.0 PSF IDRTN LEE TR EET . SUITE 31 *LEIU VA 1NF22]1A4) *I 11♦1 D .TG ( 6070 TR C OUN CIL OF *1 30 0 aGIN E0 /�� \ \ \ \\ IMPORTAMT��FURNI A C(IW 7F TXIS DESIGN TD 111E IN STALL* TIO ENTERPRISE LANE. MADISON. ■1 S]T le) FOR SAFETY PRACTICES PRIOR TO PERFOw FUNCTIONS. INCA THESE FCTIQNS. UNLESS 19575 PEA TC DL 7.0 PSF DATE 1 0/ 1 8/ 1 1 / / /// \ 01NEOPISE INDICATED INDICATED T TOP CHORD SHALL N11VE INHPERLYAITAOIEO STRUCTURAL PANELS AID BOTTOM CHORD Sx•' I HAVE R PROPERLY ATATTACKED RIGID 051L160. • • N CONTRACTOR. ITU BUILDING CDOI PENTS C DL 10.0 PSF DRW CAUSR561 11291161 t i, 1P1: ,, ... nil galf.N nuv 1 uuE TO PnILO THC ,PIIt� ,//1 ' • 1 BC LL 0.0 PSF CA- ENG TSB /GWH • n L l �•,,....yes. � I v l . ♦_j. 4-.3 FSI= - 1_ 1:,7613 iv �n. �nIS ULSICJ,, ,n I Ln UnnAINt.] 1•UA -Z. V ANY INWLCI ION Of 1'LAItS IOLLOeEO BY (I) SHALL BE PER AN scc.s. V ANNEX A] OF iP11 - 2002 SEC.]. A SEAL ON THIS ITW BuiidingComponents Group, int °�R"3'I INDICATES PT SI ESS ERGINEE NIILITV B SOLEL057 THE TR 5 C p1ENT � R G ID W.N DAR. FAQ. 1 .15 FROM KTC OF Sacramento, CA 95828 BUILDING DESIGNER PER *001/TP1 I SEC. 2. Renewal 6/30/2013 SPACING 24.0" JREF- 1UG9561_Z15 THIS 596 PREPARED FROM COMPUTER INPUT (LOADS 6 DI YENS IONS) SUBS! I TIED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T105) Top chord 2x4 DF -L #1&Bet.(g) ( 2 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF -L #1&Bet.(g) pl details for special positioning requirements. Webs 2x4 DF -L Standard(g) :W1, W5 1.5 "x5.625" DF -L SS(g): 110 mph wind, 16.10 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Connectors in green lumber (g) designed using NDS/TPI reduction factors. anywhere in roof, CAT 11, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Calculated horizontal deflection is 0.11" due to live load and 0.16" Member design based on both MWFRS and C &C, wind reactions based on due to dead load. MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Calculated vertical deflection is 0.07" due to live Toad and 0.18" due applied per IRC -09 section 301.5. to total load at X = 1 -8 -5. Deflection meets L/240 live and L/180 total load. Creep increase factor Truss designed for unbalanced snow Toad based on Pg =25.00 psf, for dead load is 2.00. Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. 5X6= 1 10 h iii ,o s -7 -10 3X6 3X6(•') WI= mom 111M.6 0 -4 -10 '■ W 1 _ 4X8 = W5 1 _ O _ 0 � � II� 1 •, 0 0 12 -7 -2 / - _. H0312( * *) = H0312 • 3X4 (A1) = 5X6111 5X6 lu 3X4 (A1) 1 -7 -3 5 -10 -13 5 -10 -13 1 -7 -3 1 -10 -0 5 -8 -0 5 -8 -0 1 -10 -0 7 -6 -0 7 -6 -0 1 -10 -0 11 -4 -0 1 -10 -0 15 -0 -0 Over 2 Supports >' R =662 U =48 W =5.5" R =662 U =48 W =5.5" RL= 152/ -152 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. 20 Gauge HS,Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0•:,. OR /- /1 /- / - /R /- Scale = .375 " /Ft. • Inc 360-750-1470 ...GRIMM.. .. TRUSSES I011� REQUIRE N. SAFETY ;"tea FABRICATION. " P,"ISREO 50 SHIPPING. N 5 ATE N E B a 46 NE Tr)N -way SS TC LL 25.0 PSF REF R561 -- 61903 3901 NE 68th SL, Vancouver W A NORTH LEE STREET. SUITE 312. ALEXANDRIA. VA. 22314) Arm OTCA (•000 TRUSS COUNCIL OF AMERICA, 6300 � GIN F • ENTERPRISE LANE. MADISON. ■1 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS G !G TC DL 7.0 PSF DATE 10/18/11 OTHEA615E INDICATED TOP CHORD SHAD HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM o10RD SMALL HAVE a 4 / 1957 ' A PROPERLY ATTACHED RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 11291162 •• IinPORTA■T••F=1: A COPT OF THIS DESIGN 70 INSTALLATION CURRACTOR. ITN BUILDING COMMENTS pPT ( ALPINE INC. HA NOT BE RE SPONSIBLE FOR ANY 1 IlC. SHI PING THIS DESIIi1: A 0 FAII]M� TO BUILD 71E TRUSS ORy58 IN Eft INC. NCE 1 T" 1P1: OR F ARRIGTING, 21(0 0( NI:, SHIPPING, INSTALLING • BRACING OF TOSSES. OET .N rrv,rryry5 . H 00 e 0 000 1 51061 OF N OS (5 nlIONAL Or SPE BT AFLPA) A N D TPI. A \` N .567:10 Ne TCT. LD. 42.0 P5F SEQN- 157607 _. — _ v ANT 0,1 :06 (1 i AILS IOLLOMED BY (1) SHALL BE PLH N,"LA A3 01 TP11 -2002 SEC.]. H 6 51AL 1015 �, 2o ♦ ITWBuiding Components Group, Inc. °0R"5N1 v 0*TES CEEPT� 160 P ESSSSI� E5I 16 RESP NIBIL SOLELY 016 TTRUSS � W 1 BC LL 0.0 PSF CA -ERG TSB /GWH OUR. FAC. 1.15 FROM KTC Sacramento, CA 95828 BUILDING DESIGNER PER ANSI/TP1 1 SEC. 2. Renewal 6/30/2013 SPACING 24.0" JREF- 1 UG9561_Z15 oF THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - T106) . Top chord 2x4 DF -L #1 &Bet. (g) 2 COMPLETE TRUSSES REQUIRED 1 , t Bot chord 2x8 DF -L SS Webs 2x4 DF -L Standard(g) :86 2x4 DF -L #1 &Bet.(g): Nail Schedule:0.131 "x3" nails Top Chord: 1 Row 012.00" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bot Chord: 3 Rows 0 3.75" o.c. (Each Row) Webs : 1 Row 0 4" o.c. Use equal spacing between rows and stagger nails Special loads in each row to avoid splitting. (Lumber Dur.Fac. =1.15 / Plate Dur.Fec. =1.15) TC- From 64 plf at 0.00 to 64 plf at 15.00 110 mph wind. 19.64 ft mean hgt, ASCE 7 - 05, CLOSED bldg, Located BC- From 10 plf at 0.29 to 10 plf at 15.00 anywhere in roof, CAT II, EXP B, wind TC OL =4.2 psf, wind BC DL =6.0 psf. BC - 1390.00 Ib Conc. Load at 0.73 BC- 1284.00 Ib Conc. Load at 2.60, 6.67 BC- 1470.00 Ib Conc. Load at 4.73 Wind reactions based on MWFRS pressures. BC - 2348.00 Ib Conc. Load at 8.60,10.73.12.60 PLB- 2348.24 Ib Conc. Load at (14.15,13.63) End verticals not exposed to wind pressure. Calculated vertical deflection is 0.06" due to live toad and 0.14" due (a) 1x4 #3 HEM -FIR or better continuous lateral bracing to be equally to total load at X = 5 -4 -0. spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5rr,min.). Bracing material to be supplied and attached at both ends to a suitable support Deflection meets L/240 live and L /180 total load. Creep increase factor by erection contractor. _ for dead load is 2.00. Unbalanced snow loads have not been considered. . Truss must be installed as shown with top chord up. • The TC of this truss shall be braced with attached spans at 24" OC in lieu of structural sheathing. 2X4 III 6X10 2X4 III 8X8 T 6 -0 -10 7 -0 -10 121111 MI 1 1UI � 1 _413 -7 -2 1 H0312 III 10X14 = H0312 III - 1 2-7-2 H1319= • 1-12 5 -2 -4 5 -2 -4 4 -5 -12 4,:11 4 -11 -5 5 -2 -4 4 -4 -0 1 12 1< 15 -0 -0 Over Supports R =6901 U =1145 W =5.5r' R =9027 U =1497 W =6'r Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. 20 Gauge HS,Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.061 OR /- /1 /- / - /R /- Scale = .275 " /Ft. Trus - Inc 360 - 750.1470 ',!' '1 SCSITRUSSES REQUIRE C 5„ I NF CATI . 606L S6EU 67 TPI 5 r6 I STII `: r,� 14 - o '' F S S TC LL 25.0 PSF REF R561 -- 61904 EXTRDE CARE 191)1 PIE OOth St., Vancouver W NORTH LEE STREET. SUITE 312. ALEXANDRIA. VA. 22914) AND IETC0 (8000 TRUSS COUNCIL OF AMERICA. 6300 0 � G I N F ` ENTERPRISE LANE. 1. ■1 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS � / TC DL 7.0 PSF DATE 10/18/11 • OTHERWISE INDICATED EO 706 TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS Nm BOTTOM SHALL HAVE 19 - 75 is i A PROPERLY ATTA® RIGID CEILIi. BC DL 10.0 PSF DRW CAUSR561 11291098 •• IlEPORTANT FwwISH A CDPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. (TB BUILDING C r0IENTS ■ BC LL 0.0 PSF CA -ENG TSB /GWH • r ALPINE GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS O 1 8 / 1 1 IN CONFORMANCE •170 TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING i BRACING OF TRUSSES. !// DESIGN CONFORMS WITH APPLICABLE PROVISI d15 OF NOS (NATIONAL DESIGN SPEC. BY AFAPA) AND TPI. ALPINE OREGON CONNECTOR PLATES ARE RADE OF 20/19 /1610 (..H /S5 /N) A5TR A653 00ADF 40/60 (V. 6/X.55) GALV. STEEL AP°,v J T ^ T , I 1 . J ^ , ' ? . r r� C F '. F ON - 15916!: // / \ .- r [[•' P�ir wA } L•t)Ila. I . E .. �.�nr PI✓ n r. , .1 '.7. '� 1 I( TLF /� w tAWI NG I tll L i I'L.. i. L �3AL , � R O LU y,1 DUR . FAC . 1.15 FROM KTC ITW Building Components Group, Inc. 1NUICAIES ACCEPTANCE V OF PROFESSIONA. ENGINEERING RESPONSIBILITY SOLELY FO1 THE TRUSS CC P011ENr DES(6N SHOOT. THE SUITABILITY AND USE OF THIS wPONENT FOR ANY BUILDING IS THE RESPOISIBILITY 06 THE Sr _ Sacramento, CA 95828 BUILDING DESIGNER PER NISI/TPI 1 SEC. 2. Renewal 6/30/201.3 SPACING 24.0" JREF- 1UG9561_Z15 • THIS ONG PREPARED FRDN COMPUTER INPUT (LOADS & DIMENSIONS) SUBMI TIED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - CHJ12) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) :W1 1.5 "x5.625" DF -L SS(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind reactions based on MWFRS pressures. Trusses to be spaced at 0.0" OC maximum. Hipjack supports 6 -0 -4 setback jacks with no webs. Calculated vertical deflection is 0.06" due to live load and 0.14" due Deflection meets L/240 live and L/180 total load. Creep increase factor to total load at X = 2 -6 -14. for dead load is 2.00. 0 -4 -1 6X6 m 4_14 -0 -12 1 7 -5 -3 3X� 07 1— ea .. 0-4 ® � 1 -0 -0 4X4= � � 19 -1 -4 1 = == 2X4 (A1) = H0312 5X6 111 L1 -5 -0 Lc-----3 -5 -6 —� 2 -5 -11 .4... .4... 5 -6 -9 3"12 I- , 2 -2 -14 I 6 -1 -2 r 2 -8 -8 T 5 -7 -8 8 -6 -2 Over 2 Supports R =301 U =24 W= 7.028" R =499 U =34 W= 2.121" Design Grit: IRC2009 /TPI- 2007(STD) PLT TYP. 20 Gauge HS,Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0 pp OR /- /1 /- / - /R /- Scale = .34 " /Ft. Trus-Way, Inc 360-750-14 70 • REQUIRE . ..MARRING .. TRUSSES REIRE EXTREIE CARE IN FABRICATION. HANDLING. SNIPPING. INSTALLING Na BRACING. REFER TO WSJ (WILDING COMPONENT SAFETY INFORMATION) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 g � �� IN s i F TC LL 25.0 PSF REF R561 -- 61905 3901 NE 68th St., Vancouver WA NORTH LEE STREET. SUITE 312. ALEXANDRIA. 00. 22314) ATD Rru (WOOD TRUSS COUNCIL of AMERICA. 13300 G ]ao 0 d FF , — ENTERPRISE LANE . WIDI5011. ■1 53719) FOR SAFETY PAACi ICES PRIOR TO PERFORM ING THESE FURICTI ORS . UNLESS (V 19575 p• 17 TC DL 7.0 PSF DATE 10/18/11 OTHER, I SE 1101CATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CRORD SHALL HAVE I • PROPERLY ATT0 RIGID DEMOB. BC DL 10.0 PSF DRW CAUSR561 11291099 • IMPORTANT••F1So A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV WILDING COMPONENTS - CROW. INC. SHALL N01 01 RESPONSIBLE FOR ANY DEVIATION FRO. THIS DESIGN: MY FAILURE TO BUILD THE TRUSS d BC LL 0.0 PSF CA-ENG TSB /GWH P - / / ,I• PI".E • mnI Ir IN CD0N0ANCE A110 101: IM FABRICATING. HANDLING. SHIPPING. INSTALLIW , L BRACING OF TRUSSES. 0 . , a 8 ' 1 DE'I C0.'M10` WITH API I 01 PROVISIONS O ` NDS (NATIONAL DFSIF.N SPEC. BY AFLPA) AND TP1. ALPINE . GA I, . .. ,..., , F." IN. M/H , ATV STrEL �A,?o , TOT.LD. 42.0 PSF SEON- 157766 `' • �eALD BY(.) sIl•,�L 1011 -2002 SEC.3. 1..,.L H„ ^ ''''UtO W. V °•-• OUR. FAC. 1.15 FROM KTC - -- e ITW Building Sacramento, Components Group, Inc. DESIGN "c y, ` "'L' s AND PROFESSIONAL Tx�s COMPONENT 000 N Ar 5 n BUILDING SOLELY � us0MISIB MUSS T sAGlamentD, CA 95828 BUILDING DESIGNER PER �,,,,, , SEG. 0. Renewal 6130R013 SPACING 0.0" JREF- 1 UG9561 _Z15 " THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - CHJ26) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 16.83 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Trusses to be spaced at 0.0" OC maximum. Calculated vertical deflection is 0.06" due to live load and 0.15" due Special loads to total load at X = 7 -0 -8. (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) TC- From 0 plf at -1.41 to 47 plf at 0.00 Deflection meets L/240 live and L/180 total load. Creep increase TC- From 0 plf at 0.00 to 192 plf at 9.90 factor for dead load is 2.00. TC- From 66 plf at 9.90 to 66 plf at 26.34 BC- From 0 plf at 0.00 to 47 plf at 9.90 0 -4 -1 BC- From 206 plf at 9.90 to 239 plf at 11.16 TC- 38.55 lb Conc. Load at - 1.4124 -8 -0 Wind reactions based on MWFRS pressures. R =124 U =15 • Shim all supports to solid bearing. 3X5 22 -4 -12 7.07 r R =311 U =39 W= 2.121" TT _ 4_19 -0 -12 6X6 III R =371 U =46 W= 2.121" 3X40 ,, °•° 4_15 -8 -12 ` R =1211 U =151 W= 4.596" 3X4 II 0 -4 -10 r -' 4.09 T t -: 2X4 m 3X4-:--x- .9 - - 3X4(F1) 1 -5-0_ 11 -4 -4 - - 5 -6 -10->i<-5 -7 -14-. F2 - 7 - 11•c-- 4 - - 0--. 1 4< - 3 - 8 - 8 - 1 4 2 . k 26 -4 -1 Over 5 Supports R =602 U =75 W= 7.028" Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0•• , • .. OR /- /1 /- / - /R /- Scale = .1667 " /Ft. Trus -waayy, Inc 360- 750 -1470 •••ZINC• TRUSSES REE°'N0; EXTREME CARE IN FAMIGTIBN. HANDLING, SHIPPING. INSTALLING AND BRACING. 4e, � s TC LL 25.0 PSF 3901 NE 68th $l., Vancouver WA R EFER TO SCSI (BOILDISG CIIIIPOIIENi SETY 'Ni01•NTION). l®LISHED ar 1 (TRUSS PLATE INSTIME. B 218 y 1 s REF R561 -- 61906 ' /� /\ \\ In 1011 LEE STREET. SUITE 312. ALE IIAIDRI AF A. VA. 32910 AND •TG I' ( •ooD TRU COUNCIL 00 NERI G. wo . aG NFF • 1 111 \ FJTTE/tPRISE LANE. IIAOISOIN. ■I 53719) FOR SAFETY PRACTICES PRIOR TO 000FORN111G THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 10/18/11 OIHEIO130 IIDG ITED TOP CHORD SHALL HAVE PROPERLY ATTACHED STIDCTURAL PANELS AND mrtOr ODRO SHALL HAVE 19575 t•� • PROPERLY ATTIC RIGID MILORD. BC DL 10.0 PSF DRW CAUSR561 11291100 • • I MPORTANT• •r�IP•,150 0 COPY nr 1515 01:51 T THE 1 5I AI 1, I nx rf9TNACTOR Wn N PO ILB155 5R0NrNTS ° / 1- 1/' , / - , BC LL 0.0 PSF CA -ENG TSB /GINH �. nxN - r.m•L. �a wnL U „ ( , ) dm4 �� ,.�., .,, n .•.i CAN �PI1 -2003 96C a. r. :.uLL CAN OCAS i.- --% DRAINING I5OICAIL) ACCLI'IANCE OF PROFESSIONAL ENGISLLHING SOLELY FOR THE ■RBS5 CMS:DENT '1k- � 1 O113lN � . _ ID 11 DUR. FAC. 1.15 FROM KTC ITW BUIIBuilding m Components Group, Inc. DRAINING SHORN. THE SUITABILITY AND OF THIS COI ONENT FOR ANY BUILDING IS THE RESPONSIBILITY THE ONSIBILITY OF T Sacramento, , CA 95828 BUILDING DESIGNER PER AI6I/TP1 1 SEC. 3. Renewal /2013 SPACING 0.0" JREF- 10G9561_215 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - CAP -94) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 23.56 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof. CAT II, EXP B. wind TC DL =4.2 psf, wind BC DL =2.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Calculated vertical deflection is 0.03" due to live load and 0.06" due to total load at X = 2 -8 -8. Special loads • Deflection meets L/240 live and L/180 total load. Creep increase (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) factor for dead load is 2.00. TC- From 68 plf at -0.55 to 68 plf at 1.43 TC- From 136 plf at 1.43 to 136 plf at 3.00 Truss designed for unbalanced snow load based on Pg =25.00 psf, TC- From 68 plf at 3.00 to 68 plf at 7.36 Ct =1.10, Ce =1.00, CAT 11 & Pf =19.25 psf. TC- From 68 plf at 7.36 to 68 plf at 13.28 BC- From 4 plf at -0.55 to 4 plf at 13.28 4X4 = This truss is intended to be a piggyback cap. Brace flat TC- 282.00 lb Conc. Load at 1.43 = top chord of supporting truss with purlins 0 24" OC(max) . Refer to DWG PB1200310 for connection details. Member design based on both MWFRS and C &C, wind reactions based on .1 MWFRS. 10 6X64' 5X6 10 5 - - 1O #�_t% 0 -4 -13 Ail ■ m 0 -4 -13 s 9 0 -8 -5 2X4 III 3X4=- 3X4im 3X4(B1) = 2X4(B1) 14E---1- 11- 13- 1 -6 -14 -- 4 - - + 5 - 11 - I_ 1 -11 -13 . 1-6-14 4 -4 -5 I 5 -11 -0 _I 1 13 -10 -0 Over 2 Supports R =829 U =265 W= 5.167" R =559 U =178 W= 5.167" RL= 128/ -127 Design Crit: IRC2009 /TP1- 2007(STD) PLT TYP. Wave FT /RT= 896(096)/4(1) 10.03.04.0 Q 11 /1 E 108/ OR /- /1 /- / - /R /- Scale = .5 " /Ft. Trus -Way, Inc 360 -750 -1470 • ' MINB • ' TRUSSES REQUIRE MIMIC CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING 406 RA BCING. (Gtr r ES � REF R561 -- 61907 3901 NE 68th WI Si, Si\'ancouverWA 06060 TO E ST 05 RE ET. SU1TE 3121 (DIIDII 6. ALE 1wOlcNr SAFET/ . V INFOR AT10N). .TCA PVBLISNE0 BY TPI RUS (TINS PL ATE INSTITUTE. 2 01]06 _ IN s TC LL 25.0 PSF NOR LE AMDR IAA . 2231•) ANO ( .000 T CODI 41160 0 a 6* FF / //� \ \ \ \ \\ FJ/TERPRISE 1.11016. MADISON. ■1 537 19) FOR SAFETY INIACl1O PERFORMING 5 PRIOR TO PERFOI NG THESE FUNCTIONS. UNLESS TC DL / / /// \ 006600156 INDICATED TOP ODID ^ SNILLL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE D t 19575 P r - ` PROPERLY ATTACKED RIGID CEILING. ,1 BC DL 10.0 PSF DRW 1 8/ 11ot •• IMPORTANT•• FURxis.. A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS 1 a r r" A". " rl ^ v . „ nrslr.": Axr FAIL 10 0 , 1116 TOO, n rr 1 BC LL 7.0 PSF DATE PSF CA -FNG TSB /GWH _ . ACCLP IANCE OF IIIIAL 4,01000. INC NLSPONSIBIL I T�SOLELY 100 IeuSs c PONENE `" ol o W. NCI DUR . FAC . 1.15 FROM KTC my building m nl CA 9 Inc . DESIGG511�..nIL>OM SUITABILITY AID U SE O F TH IS COMPONENT F OR AIR BUILDING IS 7116 RESPONSIBILITY OF THE a Sacramento, CA 95828 I ansvd 6/30/2013 BUILDING DESIGNER PER ANSI/1PI 'SEA, z. SPACING 24.0" JREF- 1UG9561_Z15 THIS DS PREPARED FROM COMPUTER INPUT (LOADS d DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - CAP - 95) Top chord 2x4 DF -L #1 &Bet.(g) Calculated vertical deflection is 0.03" due to live Toad and 0.04" due Bot chord 2x4 DF -L #1&Bet.(g) to total load at X = 2 -8 -8. Webs 2x4 DF -L Standard(g) Deflection meets L/240 live and L /180 total Toad. Creep increase Connectors in green lumber (g) designed using NDS/TPI reduction factors. factor for dead load is 2.00. Truss designed' for unbalanced snow Toad based on Pg =25.00 psf, 110 mph wind, 23.56 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =2.0 psf. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. This truss is intended to be a piggyback cap. Brace flat 4X4 top chord of supporting truss with purlin" Refer to DWG PB1200310 for connection det IS 10 10 5 -4 -0 7 — 0 -4 -13 • M2 � 0-4-13 2 0 -8 -5 2X4 III 3X4 ..- 3X4. 3X4(81) = 2X4(B1) Fc---1 -8 -4 — <1 -10 -6 + 4 - - )I` 5 - 11 - 'l 3 -6 -11 O 3 -11 -3 I 5 -11 -0 ,1 l 13 -10 -0 Over 2 Supports %, R =589 U =152 W= 5.167" R =523 U =173 W= 5.167" RL =154/ -140 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0• :.9 OR /- /1 /- / - /R /- Scale = .5 " /Ft. Tres -Way Inc 360-750 -1470 ',�! '�; S , T' �;,�;„�� T 5 FABRICATION. Fes 10L S+ 6T �'"°' INSTALLING L INSTITUTE ��` r FS S, TC LL 25 .0 PSF REF R561 -- 61908 3901 NE 68th St., Vancouver W A Worm LEE STREET. SUITE 312. ALEXANDRIA. VA, 22314) AND RCA MOM TRUSS COUNCIL OF AMERICA. 0300 \y GIN. . e 2Cr T HE I LL • P°°P ENTERPRISE LANE. MADISON. ■I 63719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 10/18/11 ////"\\ A FRO •ISE INDICATED TOP 1 CEILING. MALL INVE PROPERLY ATTACIED STRUCTURAL PATELS AND BOTTOM CHORD SHALL NAVE 4/ 19575 . """ REM "' ° 0 BC DL 10.0 PSF DRW CAUSR561 11291102 •• IMPORTANT' FU ISH A COPY Or THIS DESO THE CON TOR OM TRAC. ITM BUILDING [MOMENTS 1 „ , Al >> RC LL 0.0 PSF CA -ENG TSB /GWN - - - - - TN • 1 "1'11'Iiui1JHI�Gllupuuru L, L.I UUy, Inc. o u�c u.,.l .,,.�Ln �.:.CL 00 .70*lss130 �I, i���. .� l i.. �5 uNsleiu lP" FNI uIL Iwso DWI LNT I `LLD W•N� OUR.FAC. 1 .15 FROM K1C - Sacramento, CA 95828 I BUIL O P ER A SEC. 1450 aF THIS COPONrNr FOR ANr AIIIDINC Is THE RESPONSIBILITY aF THE Renewal 6/50/2015 2. SPACING 24.0" JREF- 1UG9561_Z15 THIS DM PREPARED FROM COMPUTER INPUT (LOADS IS DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - CAP - 96) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 23.59 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere' in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =2.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Calculated vertical deflection is 0.03" due to live load and 0.06" due to total load at X = 2 -8 -8. Special loads Deflection meets L/240 live and 1/180 total load. Creep increase (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) factor for dead Toad is 2.00. TC- From 68 plf at -0.55 to 68 plf at 5.37 TC- From 136 plf at 5.37 to 136 plf at 5.43 Truss designed for unbalanced snow load based on Pg =25.00 psf, TC- From 136 plf at 5.43 to 136 plf at 7.36 Ct =1.10, Ce =1.00, CAT 11 & Pf =19.25 psf. TC- From 68 plf at 7.36 to 68 plf at 13.28 2X4111 6X6 = BC- From 4 plf at -0.55 to 4 plf at 13.28 This truss is intended to be a piggyback cap. Brace flat TC- 282.00 lb Conc. Load at 5.37 top chord of supporting truss with purlins 0 24" OC(max) . Refer to DWG PB1200310 for connection details. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. / ,., i iiiiiiii (') Laterally brace TC below filler with 10 purlins at 24" OC. 10 F 1 8X8�i 2X4111 10 5 - - 11 5X6% ( +) 4 11.. 0 -4 -13 ■ 1►I 0 -4 -13 2 0 -8 -5 -(- _� __T__ 2X4 it 3X4= 3X4= 3X4(81) = 2X4 (B1) L. 1 -8 -4 >Ic 1 - �U - 6 2 - 5 - 2 4 - 4 - 5. 1 -11 - 3 3.1c 5 - 11 - 0 I 3 - - 11 _I 2 -5 -2 _ 1 -11 -3 j 5 -11 -0 _I [ 13 -10 -0 Over 2 Supports >{ R =729 U =233 W= 5.167" R =688 U =220 W= 5.167" RL= 154/ -100 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 19575 10.03.04.$ OR /- /1 /- / - /R /- Scale = .5 " /Ft. Trus -Way, Inc 360- 750.1470 Imo" ag CARE K W EYIR cu IN FABRICATION. HAIMI1G. SNIPP ING. INSTALLING AND BRACING. 4: , 's REF R561 -- 61909 3901 NE 68t • h St, Vancouver REFER LEEB55I ET(RUS ITE31= 7h�SNFETm 22� /) TCl1 ( 9000 r � � ISS I (M T. A "IST E. 937D � \ C P �GINF '0 TC LL 25.0 PSF /// \ N ENTERPRISE LANE. DISON. •I 53]19) FOR SAFETY PRACTICES CT PRIOR TO PERFORMING THESE FU IOHS. UNLESS PE r TC DL 7.0 PSF DATE 10/18/11 OTHERNISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUC URAL PANELS AND BOTTOM C SHALL HAVE • PROPEmT ATTACKED RIGID CE ILION. M cr r •• IPORTANT •• nv n, rimvt,” n fn 1.•15 n'SInN I In fur IN a ON IATInN CONTRACTOR. ITN 9AIILDINC COWMEN /I- , c DL 10.0 PSF DRW CAUSR561 11291103 • I I11 Isulm u lg u, p..,, n�Ia L.1 Rue. DESIGN 5 ., Y BILI L' :•. i Lui ..t�1(,. 1.15 I h 1C • -� Sacramento, CA 95SS2 13099. 701 U I SNAT NO USE OF THIS COIPUNLHT FOR ANY 891LDI NG IS TIE RESPONSIBILITY OF THE Renewal yrjo/2D3 I I Mil DESIGNER PER AOS "'P' ' s9c. '. SPACING 24.0" I JREF- 1 UG9561_Z15 THIS DSC PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - CAP - 97) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 24 - .84 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof. CAT 11. EXP B. wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Toad Deflection meets L/240 live and L /180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. This truss is intended to be a piggyback cap. Brace flat Truss designed for unbalanced snow load based on Pg =25.00 psf, top chord of supporting truss with purlins 0 24" OC(max) . Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. Refer to DWG PB1200310 for connection details. 6X6 = i► 111 10 , 6 -1 -15 y 8 I 0 -4 - 12 .i ■i . . 0- 4- 4 2 - 6 -11 .� 5X6= 2X4(81)-= 2X4(61) I- 6 - 11 - 0 -1- 6 - 11 - 0 H 6 -11 -0 6 -11 -0 '< 13 -10 -0 Over 2 Supports R =610 U =120 W =5.5" R =610 U =120 W =5.5" RL= 149/ -149 Design Crit: IRC2009 /TPA- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) DAR1' AMERICA. ' OR/ - /1 /- / - /R /- Scale = .4375 " /Ft. Trus -w Inc 360-750-1470 I ■6" 181 ND 0ES REQUIRE E%FROE CARE 1N FABRICATION. HALING. SNIPPING. INSTALLING MD BRACING. (-6 's, TC LL 25.0 PSF REF R561 -- 61910 R 6/ y , REFER TO BCS1 (BUILDING COIRONEIFT SAFETY InFORWDI TI). PUBLISHED By TPl (TRUSS PLATE INSTITUTE. 218 3901 NE 681 • � 1SOrancouver W A ID 3) TD Warn LEE STREET. 501]E 312. ALERARIA. VA. 2231 A E MOD 0D TRUSS r CIL OF ARICA. 8300 3]1 5 \5 _.011 0 . ENT I0 I XE CAR[. Khoisan. NI 8) FOR SAFETY 000 ICES PERFOf1116 THESE YIANLT1016 ARMLESS � TC DL 7.0 PSF — DATE — 10/18/11 ///\\\ DT 5E INDICAILD Tor 04000 IL 5 5371 IAYC 1 ATTACHED STOUC STRUCTURU0 AL PANELLS AND BDTTDN C SHALL lays ( Y 19575 PE r A PROPERLY ATTACHED RIGID CEING. c BC DL 10.0 PSF DRW CAUSR561 11291104 nnT ^fog• , .� , ,. .. �; / I ! _ _ i . • I Ii��1 (4lllll111�1b u A URI 1 ... amL 51 1L1 nx l •iA` GUiti.IFiL. 1.15 FROM K1C A. l o, CA 95828 Bt I nc ' RE. 0E ID USE 51Gx SHDQ 1HE SUITABILITY A SE OF THIS CL8•Ui4Nl FOR ANY BUILDING IS THE RESPOIIS181LI1Y or THE Sacramento, mums s DESIGNER PER ANR Renewal 6/30/201.3 SI PI 1 SEC. 2. I SPACING 24.0" JREF- 1 UG9561_Z1 5 THIS DWG PREPARED FROM CD!/PUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 - Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - CAP - Top chord 2x4 DF -L #1&Bet.(g) 110 mph wind, 23.84 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow Toad based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT II & Pf =19.25 psf. This truss is intended to be a piggyback cap. Brace flat top chord of supporting truss with purlins W 24" OC(max) . Refer to DWG PB1200310 for connection details. 4X4= 10 11 10 4 -2 -1 0-4-10 - 1 -- 0 -4 -10 �� .� �� . -6 -11 i 5X6 2X4 Al = 2X4(A1) _ • k 4 -6 -9 + 4 - - L 4 -6 -9 _I, 4 -6 -9 J I < 9 -1 -2 Over 2 Supports R =401 U =72 W= 5.188" R =401 U =72 W= 5.188" RL= 97/ - 97 Design Grit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0 � or OR/ - /1 /- / - /R /- Scale = .5 " /Ft. Thus-Way, Inc 360 - 750 -1470 ' x e F rn�ro G CS MI.. REQUIRE I MFORYNTION PUBS M L Il 1 ED BY TP (TRUSS MST 'C s, TC LL 25.0 PSF REF R561 -- 61911 3901 NE 68th St., Vancouver W A NOIRR LEE STREET. SMITE 512. ALEXANDRIA. VA. 22514) D WCA (MOO TRUSS COUNCIL OF AMERICA. 8300 \� aG /\ ENTERPRISE LANE. MADISON, x'1 57,10) r0 CTICES 'vim TO PERFORMING THESE rNNC01015. UNLESS o 4P TC DL 7.0 PSF DATE 10/18/11 ' \ .• I I , E5 m r IoRP T r 19575 PF 17 13.r3 r� ' , , 14f1 117 ,, 1 / .. N CM , OF NY , N /cS . IM. A /I I , \ 1 D. , .e. D PSF - 15b961 1 Sac' Ulll ll ll (. Y1 ` /�J_ 'BUILDING DESIGNER PER M51/1P1 SEC. I v ( ,•. i,I 1- 2002 • �� +• 1 ;�% t II ,., �LITY Sal, C_ - :,C. 1 .15 FRO"'. KTC • L51LN _ N,O USE Or THIS LI0,1 ERR ANT aumOIN4 Is THE RESPW.SILILI I. uI 111E R enewal 6(30 /201] I IIL. I p s 11 =• . ul,641,0,1 SPACING 24.0 JREF- 1UG9561 _ Z15 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - CAP -C) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 24.10 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg =25.00 psf, Ct =1.10, Ce =1.00, CAT 11 & Pf =19.25 psf. This truss is intended to be a piggyback cap. Brace flat top chord of supporting truss with purlins ® 24" OC(max) . Refer to DWG PB1200310 for connection details. 4X4 0 ill 10 4 -8 -6 0-4-10 .. ■II Ml °�_ • 21 -6 -11 5X6= 2X4 Al = 2X4(A1) k 5 -2 -2 5 -2 -2 'd I, 5 -2 -2 �1, 5 -2 -2 J I < 10 -4 -4 Over 2 Supports R =457 U =84 W= 5.188" R =457 U =84 W= 5.188" RL= 111/ -111 • Design Crit: IRC2009 /TP1- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0 . n OR/ - /1 /- / - /R /- Scale = .5 " /Ft. • TNS-W,a0�yV/, Inc 360-750-1470 '�I�" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SNIPPING. INSTALLING N0 v � BRACING. � 4S TC LL 25. 0 PSF REF R561 -- 61912 3901 NE OO()1 $l., Vancouver W A PERTH TO SCSI (BUILDING COMPONENT SAFETY INFORMATION) . R MOO BY TPI (TRUSS PLATE INSTITUTE. 218 y G INE. LEE STREET. SUITE 312. ALEXANDRIA. VA. 22314) MM) CA OD TRU55 COUNCIL OF AMERICA. 8300 \ ENrRP." r IPur. MADISON MI S3719) 000 900[00 PRACTICES PRIOR TO PERFORMING TIWSE FUNCTIONS. UNLESS �0 qqq TC DL 7 . 0 PSF DATE 10/18/11 01HE0 ..I ,L�IL L n4 HAVE PH. . -(.1 01IACIILD SIkLO I r0NEss .IIIOM CAIORD SHALL DAVE 19575 P 9 f / \ A PROPruIY ATTACKED RIGID CEILING, 7 ^ Fr' nL n r r 1n. M nRW CAUSR561 11 ", ' / ' '.F 1 I rnOM KlC I . F1:.. ' ( J:1Ll 00 .1 ..u, L.. `1 .'_J . I I. Ai.il USL Ur I .,..., r �k ..nV BUILDING IS Ir.r- k, .. ,.Srr,I. l 1. Of TIIC Renewal 13 1 BUILDING DLSIGNLR PER ANSI /I PI 1 SEC. 2. I SPACING 24.0" I JREF- 1 UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113672 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - J02) Top chord 2x4 DF -L #1 &Bet.(g) Special Toads Bot chord 2x4 DF -L #1 &Bet.(g) (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) TC- From 68 plf at -1.00 to 68 plf at 1.91 Connectors in green lumber (g) designed using NDS /TPI reduction factors. BC- From 20 plf at 0.00 to 20 plf at 2.00 BC- From 10 plf at 2.00 to 10 plf at 5.94 BC- 32.71 Ib Conc. Load at 2.00 110 mph wind, 20.03 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located BC- 39.35 Ib Conc. Load at 4.00 anywhere in roof, CAT 1I, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Wind reactions based on MWFRS pressures. Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead Toad is 2.00. 1 -11 -6 R =70 U =7 10 1 -11 -12 0 -4 -10 �/ �� 19 -3 -2 0 -3 -8 _1_ ► ' R =102 — ►t 2X4(A1) al L-1 -04, > 1 -10 -15 (F4 5 - - 5 -11 -4 Over 3 Supports R =222 U =42 W =5.5" Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0 . © OR /- /1 /- / - /R /- Scale = .75 " /Ft. Trus -Way, Inc 360.750.1470 Ia:FE�R o s lL n l D" c c� P E ONeNr sMFET I MFOlau PVNL m(m SPURRING. us I RI T� BRACING. 'L� I vs., �` TC LL 25.0 PSF REF R561 -- 61913 3901 NF ad, St . Vancouver WA LNOR,R Isl S IRrr, , sUITE x 312. ILLEM N MI vaV , 22310 AND TCN (1 9 .000 1FD BY m u s s C s P OF N F GME . 0300 4' _,GINS- , .,..,r, , •1,,.., CES PRI . , o orRrn*INL ,., .r rr.NCTIONS. H.I.IGS c2 2 TC DL 7.0 PSF DATE 10/18/11 '19575 P7 - r �: \ W V MIIICHW RILI1 I , ^( �Rltil C PII , .I - ., - T • ` 4r NR NI U, r L_...FAC. 1.15 FROM KTC aciwi,cnCU, CA Y]a -J 8LSlu+, ,... . I , >ul,nl.ILI I, S usE or ,HI; c WI IOM PAY Nu11.01h6 IS INC TH NL SrWNSIGILIIr ur T R enewal O/30/2013 BUILDING DESIGNER PER MSI/TPI , SEC. 2. SPACING 24.0" JREF- 1 UG9561_215 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - J04) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 20.86 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT 11, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non concurrent bottom chord live Toad applied per IRC -09 section 301.5. Deflection meets L/240 live and L /180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 11 +22 -7 -6 R =118 U =64 APP 3 -7 -12 10 7 0 -3 -8 0 -4 -10 m : 419 -3 -2 -1-- i R =105 2X4 (A1) L 1' - -L - 3 -10 -15 • 0 4 -k 5 -7 -2 5 -11 -4 Over 3 Supports R =279 U =2 W =5.5" RL= 121/ -55 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT/RT= 8 %(0 %)/4(1) T 10.03.04.0 oa OR/- /1 /- / - /R /- Scale = .5 " /Ft. nis.Way. Inc 36(1.75(_1470 lARMIN• 6 TRUSSES REQUIRE EXTRO. C I RE N E11BR7CM7 7M . , .7: ' ST 7 T1= •rm RRK INC. I y 4' G IN `6. J TC LL 25.0 PSF I REF R561 -- 61914 I•REEkR �� 4 5• 1 (loll Lifl xl; C,w SNFETY IxClu;NnT If1N . ), PuxL15xEN BY 101 ( P N LATE I NSTIM E. 2TN RIICC calx n �. �N1R 1Tx. n �; F F, r,l rr r.nrr "I I' r,r r + . ' 'EJ 1 . .. I 1... L.... " 1. .�i,. •14 e/�(/1 O13 ewLalN ulal4nLR PLR pNSI /IVII SLL. Z` HulLUln henewl o ` SPACING 24.0" I JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 - Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - J06) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 21.69 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Toad applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow Toads have not been considered. 40.24 -3 -6 R =176 U =104 'P 5 -3 -12 10 F 0 -3 -8 0 -4 -10 19 -3 -2 R =111 2X4(A1) l< 1' > 5 -10 -15 >� 0 4 r2 5 -7 -2 ..e=-----5-11-4 Over 3 Supports -� R =344 W =5.5" RL= 176/ -69 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT =8% 0% /4 1 10.03.04.0 or OR /- /1 /- / - /R /- Scale = .4375 " /Ft. T \\(,v Inc :/11.7SIt1J7O I TRUSSES REQUIRE EXTREME IN FABRICATION. HANDLING. SNIPPING. INSTALLING Blec. 1 R561-- ` G l►`1F tar I TC LL 25.0 PSF I REF R561 61915 ` SAFETY ry LISUEU BY TPI (TRUSS PLATE INSTITUTE. 21B _ — • 1 ,q T � o I SPALING 4.4.0" I JRLF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS d DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JOB) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 22.49 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC - 09 section 301.5. Deflection meets L/240 live and L/180 total Toad. Creep increase factor for dead Toad is 2.00. Unbalanced snow Toads have not been considered. Shim all supports to solid bearing. 0 -4 -9 25_10_8 R =62 U =39 *4 -2 -9 /R=111 49 W =1.5" 6 -10 -14 0 -4 -10 ndlIMMEMMEMMIOMMEMMEMMEMOMMEMENE 19 -3 -2 7 2X4(A1) Lei ' 5 -11 -4 0 "12 0 4 �2 5 -7 -2 -1 i < 7 -9 -15 Over 4 Supports R =346 W =5.5" RL= 232/ -83 Design Crit: IRC2009/TP1- 2007(STD) PLT TYP. Wave FT/RT = 896(096)/4(1) 10.03.04.0 n ,. OR /- /1 /- / - /R /- Scale = .34 " /Ft. l ilC :�l175(3 Id7f 17711111G - • TRNSSE.S RErnr 7E: x1R: pr rARRICATIDR, N20L O 91 f4 N II:r NG S AI O ' BRAD Z t A INS ES S,h TC LL 25.0 PSF I REF R561 -- 61916 L., I BUILDINGULSIGNLR PLR ANGI /IPI1 SEC. 2 ' "' I STAGING 24.0" I JRLF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS R DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - J08) Top chord 2x4 DF -L #1 &Bet. 110 mph wind, 15.86 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Toad applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total Toad. Creep increase factor for dead Toad is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0 -4 -9 sl _.19 - - R =65 U =29 _1407 -6 -9 R =243 U =105 W =1.5" 6 -11 -12 lop 0 -4 -10 naMMEMMEMEMMEMOMMEMMEMEMOMMW _.12 -7 -2 R =111 2X4(A1) L1' > 5 -11 -4 012 0 4r2 5 - - 7 -10 -15 Over 4 Supports R =346 W =5.5" RL= 178/ -84 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0 op OR /- /1 /- / - /R /- Scale = .34 " /Ft. TI' h _ , 17n I•••ARRING•• TmrsWS Rr EXTREME CARE IN raNRIC■TIdI. DANDLING. SNIPPING. INSTALLING Arm BRACING. t s s � TC LL 25.0 PSF I REF R561 -- 61917 „ hI ,I CArr rv ..n PV TrI (TN) «r:Ir I r/ .INr • JaU aII LLIU), L.t■ BUILDING DESIGNER PER ANSI /DPI i T SEC. z. Renewal 6/311/1D13 I SPACING 24.0" I - JREF- 1 UG9561_215 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - J10) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 16.69 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT 11, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load - applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor -for dead Toad is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0 -4 -9 20 - 10 - 5 ' R =133 �� =62 17 -6 -9 8 -7 -12 10 R =312 U =143 W =1. 0 -4 -10 1 2 -7 -2 _L T R =111 "' 2X4(A1) L1' ► 5 -11 -4 "12 o 4- 5-7 -2 I' ` 9 -10 -15 Over 4 Supports R =346 W =5.5" RL= 227/ -99 Design Crit: 1RC2009/TPI- 2007(STD) PLT TYP. Wave FT/RT = 896(096)/4(1) 10.03.04.06 . CT T nr -N'. OR /- /1 /- / - /R /- Scale = .275 " /Ft. v Inc '/�n-- •�..1 r0 TN f.•' , . nn'" ER1RERf CnRE N r sTIR, NM11NG. RIP4IRD. I[T.L AND RRIILIR I �� �' fk-s, I TC LL 25.0 PSF I REF R561 -- 61918 I•Pk•.. T ,ir ..I EEly I it I.I .f i f,irl l D Rv S TPI ITR • no R it � fll' . „.,, _— - - R,IZS {k ,clTd�� 7.^ , 1 up. o. .ION ._f \�. ' -�•'� ' \/ { — 1 yr .� nT • 1 1' I t 'O''', (C7r' 1 11111, L. u... - US� u. I... «.. u i.,.. ... ..n. nu, wna 1S 1 •1S i....,....i. u . n.E . -- — Ja1lall'ilrt0, LA `)).)6 BUILDING DLSIGNLR PER MSI /TPI 1 SEC. 2. Renewal /2013 SPACING 24.0" JREF- 1 UG9561 Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - J12) Top chord 2x4 DF -L #1&Bet.(g) 110 mph wind, 17.53 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC - 09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0 -4 -9 +2 -7 -6 T R =65 U =32 0 -10 -9 R =202 U =98 W =1.5" 17 -6 -9 10 -3 -12 10 fl R =315 U =152 W =1.5" 0 -4 -10 R =111 _12 -7 -2 T 2X4(A1) L1 ' ..L 5 -11 -4 0"12 y 4-0-0- - o 4 - 2 5 - 7 - 2 11 -10 -15 Over 5 Supports R =346 W =5.5" RL= 278/ -114 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT =896 096 /4 1 10.03.04.0 F OR /- /1 /- / - /R /- Scale = .25 " /Ft. I' • ■ANNIY°•• TN w[F[ RFNn4P G TRFYF CORE m r N Irgn w. N N . °I ING. SNIPPING. 1NG A NR AND °n NC. y 4 � � C INr R S I TC LL 25.0 PSF I REF R561 -- 61919 IN[T qII P,,. iPV 1P1 (T R i / , • • i.i u Vii � .+iii ..i kW, 001..0 IS ill, V II�C ke"ewal6 - - - - -- -- " " "II` °' LA J.)05..0 ',e ° VI .11. u. "° / `ul' I SPACING NG 24.0" I JREF- 1 UG9561 — 215 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - J14) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 18.36 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total Toad. Creep increase factor for dead load is 2.00. Unbalanced snow Toads have not been considered. Shim all supports to solid bearing. 0 -4 -9 R =65 U =33 4 -3 -6 + 2 -6 -9 + 0 -10 -9 R =133 U =68 W =1.5" =104 W 1.5" _L17 -6 -9 15 U = 160 W =1.5" 0 -4 -10 4_12 7 2 / 7/ , R =111 2X4(A1) 2' >1 0-4 5 -7 - 2 - 1 13 -10 -15 Over 6 Supports R =346 W =5.5" RL= 334/ -128 Design Crit: IRC2009/TPI- 2007(STD) FT /RT =8% 0% /4 1 10.03.04. PLT TYP. Wave ( ) ( ) p OR /- /1 /- / - /R /- Scale = .225 " /Ft. M: ,. ANA.-r• • , R„� .. R,n,•., F81R1 rnRr IN 1re,inR Rehm ING. SNIPPING. /Nc T.,, .Nn NR<r.INr.. ,(�" REF R561 -- 61920 R ,r. ., 1 4 .�� s 7 I TC LL 25.0 PSF ) . •. .1 1. • �� ... EUinu na ., ,� „n.�o u� m 'flE Renewal — Sacramento, CA 93h28 I BUILDING DESIGNER PE0.�M31/TRI SEG z SPACING 24.0" JREF- 1 UG9561 215 THIS DM PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - J16) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 19.05 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Toad applied per IRC -09 section 301.5. Deflection meets L/240 live and L /180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0 -4 -9 + 5 -7 -15 T • R =53 U =28 44 -2 -9 3X4 ▪ 2 -6 -9 R =122 U =64 W =1.5" + 20 -10 -9 R =136 U =72 W =1.5" T R =205 U =108 W =1.5" 10 r 4_17 -6 -9 R =315 U =167 W =1.5" 0 -4 -10 4_12 -7 -2 R =111 2X4(A1) 1 -0 -0 0 -0 -12 Iz- 0- OI2 -0 -OI 15 -6 -13 Over 7 Supports R =346 W =5.5" RL= 382/ -140 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT/RT = 896(0%)/4(1) 10.03.04.0 OR /- /1 /- / - /R /- Scale = .1875 " /Ft. 11. - \• •FRNIc, • • ,v r r % [ N T RV'u,' FANG 1. r 11,10N. N INC. SNIPPING. I n (( s I• RFr r r HANOI rvc IIxG BRACING. Ax E'n s 1 � TC LL 25.0 PSF REF R561 -- 61921 A .SS A I r • I I .. ..IIn,.I,1IV ANU 051 01 1..4, ..wr �rr�nl I 01. Any BUILDING IS Ito: xL �I vnvi.ILI II ur 11.1 Renewal 6 /30/2013 - JL1:IiUlll'IIIU, LA .v)626 BUILDING DESIGNER PER 1 SEC. 2. I SPACING 24.0" I JREF- 1UG9561 215 THIS DWG PREPARED FRDN COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JA02) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per 1RC -09 section 301.5. Deflection meets L/240 live and L/180 total Toad. Creep increase factor for dead Toad is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. '/ * 0-94 R =40 U =20 1 -3 -6 1 9 -9 -10 10 R =34 0 -4 -10 1 5.75 4.9 -1 -4 MUM 2X4(B5R) �1 -0 -0—›.. 1 -e0-15 1 -10 -15 Over 3 Supports R =186 U =7 W =5.5" RL= 59/ -43 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT =8 %(0%)/4(1) 10.03.04.0 D or. OR /- /1 /- / - /R /- Scate = 1 " /Ft. "eG PI' • `' a- " "'v fnR. �• f"4f In , .rIM C.. ill; "'-'-'„57'n—"—:4"="7,":" NEFEP I I <;,--- aGIIVr I TC LL 25.0 PSF I REF R561 -- 61922 • • > IID� ,.. I M Renewal ��lI�,ILIII , -�_� I BU 1G DESIGNER PER 51 /IPI , SEC. :. I SPACING 24.0 I JREF- 1 UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JA04) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead Toad is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. li R =113 U =47 +12 -5 -8 1- 11 -14 li( R =75 10 -9 -2 TO F 0-4-10 01 1 5.75 2X4(B5R) 3 -10 -15 E3 -10 -15 Over 3 Supports R =263 W =5.5" RL= 102/ -63 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0146; m*„ OR/- /1 /- / - /R /- Scale = .5 " /Ft. • TC LL 75.0 o REF R561 -- 51923 • IoM ,� I L. 1..HUSR561 • • I — BDIIDIRD DE5,4RER PER NISI/121 1 SEC. 2. kenewa o 3U w13 1 SPACING 24.0" I JREF- 1 UG9561 Z 1 $ THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JA06) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Deflection meets L/240 live and L /180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. �: 1 414 -1 -8 R =178 U =72 2 -8 -6 I:I 4_11 -8 -10 R =115 10 1 5.75 • 0 -4 -10 �� 49 -1 -4 2X4(B5R) L1' >I 5 -10 -15 E-- 5 -10 -15 Over 3 Supports -->. R =349 W =5.5" RL= 146/ -83 Design Crit: IRC2009 /TP1- 2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) � "n nV�r ", 10.03.04.0 P op OR /- /1 /- / - /R /- Scale = .4375 " /Ft. � "," c. ", ..n., ln., SnIISIRG, I I REF R561 -- _, - L. YAR,, ,,..... • _-C S I TC LL 25 PSF 61924 •r / , L Iv.. 1 kW CAUSR561 11c. 1 ;Go (.. :0.1r'' / I r /, A 9 PSF ,1- 11 °6 — • 4R, — 1 H • I' Sl .. +• + • . lli J SEC. VL Ul If ��rn•,n.i ry n ..n1 bVl W In4 IS IrIL ti, ....+.cl ll. �i lr,l hello Wa1 b/30/2013 BCI AIIICIbJ, LA I BUILDING UESIGRER PER AN51/TPI , � I SPACING 24.0" JREF- 18G9561_215 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS IS DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JA08) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B. wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS /TP1 reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. Unbalanced snow Toads have not been considered. Shim all supports to solid bearing. ■ _405 -9 -8 R =108 U =42 3X4 0 -3 -14 41101 0011110111: cii) 12 -6 -4 To 4X4 R =238 U =43 0 -4 -10 s.7s 2X4 Iii ii 9 -1 -4 2X4(B5R) Le1' ' 7 -10 -15 J 4 -0 -9 3 -10 -11 l` 4 -0 -9 + 3 -6 -7 - /il 1 < 7 -11 -4 Over 3 Supports R =439 W =5.5" RL= 190/ -103 Design 9/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0 v OR /- /1 /- / - /R /- Scale = .34 " /Ft. n Cr rit: .• ,., SNIPPING. I., awl RN« k iN� I e. ____ N I Tr IL 75.0 PFF I PFF pcF1 -- F1925 // , . . PSI- � .:A 49111:1 I . BUILDING OLSILNLR PER AN51 /IPI 1 SEG. z. 1 nenewal 6 /30/2013 1 SPACING 24.0" I J REF - 1 UG956 1 _Z 1 5 THIS DIG PREPARED FRO➢ COMPUTER INPUT (LOADS 5 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JA10) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC - 09 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 4007-5-8 R =63 U =26 10 +15811 5 U =70 W= 3.25" 3X 400284 R 242 U =46 ,, � X4 0 -4 -10 5.75 2X4 III -9 -1-4 2X4(B5R) L1'- 7 - 11 - 4 1 "110 4 -0 -9 3 -10 -11 4 -0 -9 3 -6 -7 H --- 9-10-15 Over 4 Supports —1 R =441 W =5.5" RL= 229/ -118 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave , "r 0 %)/4(1) 10.03.04.5t7:7, 4 �1 OR /- /1 /- / - /R /- Scale = .275 " /Ft. FT /RT= 8 %( r "r a o " Nr I T LL S.fl P F 1 PFF R 6 4sr - L AE. nL'-.. „,m,, s a: a: "a, "" , „t 156499 A . � , �° � TOT 47.0 PSF SEAN- • ",„ „, ate,,,,,•, , SIX. 2. 1 I SPACING 24.0" JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS d DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JAl2) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT 1I, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF - Standard(g) psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Deflection meets L/240 live and L /180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0 -4 -9 +19-1-8 R =131 U =54 415 - 8 11 3X .25" / / " 12 -8 -4 R =242 U =47 4X4 • 0 -4 -10 „0 00 01 0! 1 !!!! 2X4 5: 9-1 -4 2X4(B5R) 7 -11 -4 1"10 4 -0 -9 ", 3 -10 -11 4 -0 -9 3 -6 -7 11 -10 -15 Over 4 Supports R =441 W =5.5" RL= 267/ -133 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0•ss�••. OR /- /1 /- / - /R /- Scale = .25 " /Ft. .. ... TC IL 9 S.f1 I'rF rrr nrr1 -- r1017 I,...,, Jl.LY- IUUJJUl_LIb I THIS ONG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JA14) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT 1I, EXP B. wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0 -4 -9 • _420 -9 -8 R =65 U =27 419 -0 -11 10 E R =199 U =83 W =1.5" 415 -8 -11 3X4 246 U =99 W= 3.25" / / / ' z �� a +12 -8 -4 R =242 U =48 4X4 0 -4 -10 J s.7s 2X41u +9 -1 -4 2X4(B5R) J. 7 1 -4- L 1- 4 -0 -9 .1,c 3 6 -7 J. 13 -10 -15 Over 5 Supports R =441 W =5.5" RL= 306/ -148 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.014,=._ OR /- /1 /- / - /R /- Scale = .225 " /Ft. — u Tr IL 25.P `'r rrr n5F1 -- 6197 • blr‘,1011.1 1 JfLY- IUUJJUl_LIJ THIS DM PREPARED FROM C IPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JA16) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.70 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.( ) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0 -4 -9 2 -5 -8 R =133 U =58 3X4 4_19 -0 -11 R =:::.: =116 W =1.5" 3X4 +15 -8 -11 R =246 U =103 5" 1 0 r �. 4_12 -8 -4 � R =242 U =53 X4 0 -4 -10 J 5.75 2X4111 " 9 -1 -4 2X4(B5R) 11' l 7- 113 -11 - 2� L, 3-10-11 4 -0 -9 3 -6 -7 4� 15 -10 -15 Over 5 Supports R =441 W =5.5 RL= 356/ -163 • Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0.D OR /- /1 /- / - /R /- Scale = .1875 " /Ft. .,n Al �� BC LL 0.0 PSF I CA -ENG TSB /GWH OR G N in • I , .., n PER NI51/tPl I JI /1, 1111U U I JKLI" - I UUJJU I_L I THIS DM PREPARED FROM CDNPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JA18) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 16.54 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Toad Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. Unbalanced snow Toads have not been considered. Shim all supports to solid bearing. 0 -4 -9 + 4 -1 -8 R =65 U = 30 2_4_11 R =202 U =92 W = *19 - 0 - 11 3X4 R =270 U =124 W =1.5" 3X4 +15 -8 -11 10 r R =246 U =109 W= 3.25" `l 12-8-4 I X4At =242 U =59 0 -4 -10 T _. 2 +9 -1 -4 2X4(B5R) • 1 1 ' l 7 -11 -4 t3 -11 -2 - 4 -0 -0 .. 4 -0 -9 3i)- 1 1 4 -0 -9 • 17 -10 -15 Over 6 Supports R =441 W =5.5" RL= 411/ -178 Design Cr i t: I RC2009/TP I -2007 (STD) PLT TYP. Wave _ FT /RT= 8 %(0 %)/4( 1) 10.03.04.0 a ,_ OR /- /1 /- / - /R /- Scale = .1667 " /Ft. ,c Y,r1.'n� • TRUSSES 9F01, — - - - r .. K �I :; - - , , e - f,o F.' „ - T •n /1R/ • i J f 1 I 51,1�Ivav A4.0" I JnLF 1UG9561_215 i THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JB02) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. I +10-9-8 R =38 U =18 / 11 1 -11 -12 I 0 -4 -10 � '1 g_1_4 I R =32 MEM 1 <----1 -0 -0 -->. ..>, 1 -10 -15 1 -10 -15 Over 3 Supports R =184 U =7 W =5.5" RL= 55/ -39 Design Crit: IRC2009/TPI- 2007(STD) = 896(096)/4(1) 10.03.04.0 OR /- /1 /- / - /R /- Scale = 1" /Ft. „. NG, SHIPPING, IN IAI ; AND IC. 21 . I A . ti � � '' F s s � I TC L 25.0 PSF PLT TYP. Wave RT 4 R, •t• fRTRIYI CARE IN • � AT ION, .N, NI � � u BY TPI (T1111•. i, INSI IT"IE. zla REF R561 -- 61931 .I TRnss cry „n ,GINr., O 1 ,r ; AUSI pi lo - ' 1 FROI ./m.)/2013 1 Jt iA� i NGi 24.0" I .,ktF- 1UG9561_4 t., 1 THIS DBG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JB04) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non concurrent bottom chord live Toad Calculated vertical deflection is 0.02" due to live load and 0.05" due applied per IRC -09 section 301.5. to total Toad at X = 1 -11 -8. Deflection meets L/240 live and L /180 total load. Creep increase factor Unbalanced snow loads have not been considered. for dead load is 2.00. 12 -5 -8 • R =123 U =43 /2X4 2-7-12 3 -7 -12 h 410 -1 -4 R =48 _ 0 -4 -10 4_9 -1 -4 ' — 2X4 (A1) FE---1 -11 -8 ›Fc 1 -11 -7- 1-11-8 1 -11 -7 .E3-10-15 Over 3 Supports R =259 W =5.5" RL= 93/ -54 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT/ RT= 8 %(0 %)/4(1) 10.03.04.0.: o , OR /- /1 /- / - /R /- Scale = . " /Ft. -- ti1 . °� ,c Tr: LL 75. PSF REF 8561 -- 61932 A"% C r r. 1 i5 rR(hM KTC , " " „ k MN .1,1/1..1 1 ,«. ,. I SPACING 24.0" I JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JB06) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP 8, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Calculated vertical deflection is 0.10" due to live load and 0.24" due applied per IRC -09 section 301.5. to total load at X = 1 -11 -8. Deflection meets L/240 live and L/180 total load. Creep increase factor Unbalanced snow loads have not been considered. for dead load is 2.00. I;I 14 -1 -8 R =189 U =69 to p 2X4 III 0 �■ 4_10 -1 -4 3X4 = _T_ _i_ w 1-0-0 R =91 0 -4 -10 ...11' 9_1_4 ' 2X4111 2X4(A1) l< 1' > c 5 -10 -15 , I H-1 -11 -8 >i< 3 -11 -12 -I 1 -11 -8 - I - 3 -11 -12 5 -11 -4 Over 3 Supports — R =343 W =5.5" RL= 132/ -69 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0 • .• OR / /1 / / - /R / Scale = .4375 " /Ft. — - - - , S.c - r1-- 619 „F , SPACING ,_4.u" 1 JREF- 1UG5561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - J808) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L #1 &Bet.(g) :W2 2x4 DF -L Standard(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Toad Calculated vertical deflection is 0.02" due to live load and 0.05" due ' applied per IRC -09 section 301.5. to total load at X = 1 -10 -2. Deflection meets L/240 live and L /180 total load. Creep increase factor Unbalanced snow loads have not been considered. for dead load is 2.00. Shim all supports to solid bearing. 0 -4 -9 4_15 -9 -8 R =65 U =27 10 4_14 -0 -11 R =198 U =80 W =1.5" 3X4 W2 4211111101 u — 4_10 -1 -4 0 -4 -10 R =127 U =12 1 -0 -0 3X4 = 41_9 -1 -4 3X4 2X4 (A1) = 2X4 111 LE1'_ 5 -11 -4 0_12 1 ` 1 -11 -8 3 -11 -12 F1-11-8 r 3 -11 -12 7 -10 -15 Over 4 Supports —� R =346 W =5.5" RL= 171/ -84 Design Crit: IRC2OO9/TPI- 2OO7(STD) ,PLT TYP. Wave _ FT/RT=8%(0%)/4(1) 1O.03.04.0•_:,•`p OR /- /1 /- / - /R /- Scale = .34 " /Ft. • • I J 1,11W . Y.11 I JREF- IUUJ 1b1 THIS DEG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JDO1) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 22.54 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.( ) anywhere in roof, CAT II, EXP B. wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Right end vertical not exposed to wind pressure. load applied per IRC -09 section 301.5. Deflection meets L/240 live and L /180 total load. Creep increase Unbalanced snow Toads have not been considered. factor for dead load is 2.00. 2X4 III I 7 -0 -0 10 F 5 -4 -0 0 -4 -10 nIMMEMOMMEMEMMIIMIMMEMMIONNIPIt 7 = 4.19 - - + + 3X6 III 2X4(A1) l . Lc-2 -0 -0 5 -11 -4 Over 2 Supports -->i R =309 W =5.5" RL= 235/ -83 R =420 U =215 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0. . _ -0 OR /- /1 /- / - /R /- Scale = .34 " /Ft. - r ..f,, [ THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JDO1 -2) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 22.54 ft mean hgt, ASCE 7 - 05, CLOSED bldg, Located Bot chord 2x4 DF - #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Deflection meets L/240 live and L /180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow Toads have not been considered. 0 -4 -9 T 24 -2 -9 R =337 U =211 W =1.5" 7 -0 -0 10 0 -4 -10 .. ..19 -3 -2 T = - R =110 2X4(A1) ' 5 -11 -4 > -10 -8. H 6 -0 -12 Over 3 Supports - R =324 W =5.5" RL= 235/ -83 Design Crit: I RC2009/TP I -2007 (STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0• ._ OR /- /1 /- / - /R /- Scale = .34 " /Ft. — — – I_ EF l -- fl i.anLLA`IUN CO .0,011E11n 47 - THIS DEG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 - Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JD10) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 17.30 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 :Lt Stub Wedge 2x6g DF -L SS(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. Unbalanced snow Toads have not been considered. Shim all supports to solid bearing. 0 -4 -9 .420-11-6 T R =133 U =64 +17 -6 -9 8 -7 -12 R =306 U =150 W =1.50 -9 -3 2// :: 12 -7 -2 R =106 " 4X6(G1) III << 5 -5 -12 f < 9 -5 -7 Over 4 Supports R =244 RL= 201/ -70 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP _ Wave _ _ FT /RT= B %(0 %)/4(1) 10.03.04.0_ :�__ OF,. OR /- /1 /- / - /R /- Scale =.3125 " /Ft. 0. • . J. ,.- .- . _ I . Z1., THIS D®G PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JD12) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 18.13 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.( ) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 :Lt Stub Wedge 2x6g DF -L SS(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load Deflection meets L/240 live and L/180 total Toad. Creep increase applied per IRC -09 section 301.5. factor for dead load is 2.00. Unbalanced snow Toads have not been considered. Shim all supports to solid bearing. 0 -4 -9 + T 22 -6 -5 R =66 U =33 T + 20 -10 -5 R =202 U =101 W =1.5" 10 7 , 17 -6 -9 R =308 U =160 W =1.5" 0_9_3 `m .12 -7 -2 T 4X6(G1) ID R =106 U =3 • 4E5 -5 -12 0 12 - 3-11-11---> l c 11 -5 -7 Over 5 Supports R =244 RL= 253/ -84 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.06 . OR /- /1 /- /- /R /- Scale = .275 " /Ft. 1 -- i, . „ . . - r I -r fr , nrr nr,('o _ _ -1 ^on • .. i I .., +..I•iV z, J I JnLr 1UG956 i_L IJ THIS DWG PREPARED FR CM COMPUTER INPUT (LOADS IS DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JG01) Top chord 2x4 DF -L #1&Bet.(g) 110 mph wind, 17.48 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0 -4 -9 4_20 -10 -5 R =290 U =141 W =1.5" �17 -6 -9 10 -2 -12 10 I R =285 U =137 W =1.5" 0 -4 -10 402-7-2 T R =111 2X4 (A1) 1-0-0 5 -11 -4 0-0_12 1 -1� 0 9 -10 -15 Over 4 Supports --� R =346 W =5.5" RL= 276/ -113 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT/RT = 896(096)/4(1) 10.03.04.0 oo OR /- /1 /- / - /R /- Scale = .25 " /Ft. THIS DM PREPARED FROL COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE -"WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JG03) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 17.90 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non- concurrent bottom chord live load applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total Toad. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. R =97 U =62 0 -4 -9 3 -3 -5 0 -10 -5 i R =232 U =148 W =1.5" 11 -0 -12 +17 -6 -9 10 fl R =314 U =174 W =1.5" 0 -4 -10 412 -7 -2 — T - R =111 2X4(A1) 1-0-0 5- 11 - 4- yr3- 10 -15� 12 -9 -12 Over 5 Supports R =345 W =5.5" RL= 335/ -153 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0 �� OR /_ /1 /- / - /R /- Scale = .225 " /Ft. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JH5) Top chord 2x4 DF -L #1 &Bet.(g) ( + +) - This plate works for both joints covered. Bot chord 2x8 DF -L SS Webs 2x4 DF -L Standard(g) :W2 2x4 DF -L #1 &Bet.(g): 110 mph wind, 20.86 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Connectors in green lumber (g) designed using NDS/TPI reduction factors. psf. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Special loads load applied per IRC -09 section 301.5. (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) TC- From 68 plf at -1.00 to 68 plf at 3.91 Deflection meets L/240 live and L/180 total load. Creep increase BC- From 20 plf at 0.00 to 20 plf at 5.94 factor for dead load is 2.00. BC- 2084.97 Ib Conc. Load at 1.04 BC 866.00 Ib Conc. Load at 3.09 Unbalanced snow loads have not been considered. BC- 1214.00 Ib Conc. Load at 5.07 ('•) Plate(s) require special positioning. Refer to scaled Wind reactions based on MWFRS pressures. plate plot details for special positioning requirements. 3X8 10 4X6 3 -7 -12 4, o -s -a 0-4-10 rd J —4-- +19 -3 -2 i H0714( ") ( + +) 5X6(A7R) = R =1976 U =363 I_ 3 -10 -15 -I_ 2 -0 -5 ,J Lc 1. ,I �1- 11 -1 -11 1 -8 -1 _l, 3 -1 -8 1- 1-1-11 1 4 -7 -12 F c 5 -11 -4 Over 2 Supports R =2640 U =485 W =5.5" Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. 20 Gauge HS,Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0 of OR /- /1 /- / - /R /- Scale = .5 " /Ft. UL ;MW 4 • THIS DIG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - J107) Top chord 2x10 DF -L SS 110 mph wind, 20.21 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT 1I, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Special Toads (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) Deflection meets L/240 live and L/180 total load. Creep increase TC- From 68 plf at -2.40 to 68 plf at 3.02 factor for dead load is 2.00. BC- From 20 plf at -2.40 to 20 plf at 5.20 BC- 39.00 lb Conc. Load at 3.20 Unbalanced snow loads have not been considered. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. hl 1 -9 -4 R =236 U =100 3 -6 -3 10 0 - - P . 4_19 -3 -2 T 4X4(A2) ° R =105 U =13 0 -7 -8 17 -0 -4 I ---- - 3-1-11 + 5 -2 -5 "I 1 -3 -0 -3 I c 8 - 4 - 1 Over 3 Supports R =313 U =55 W =5.5" RL= 159/ -59 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0 -77 OR /- /1 /- / - /R /- Scale = .5 " /Ft. I ; I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JI09) Top chord 2x10 DF -L SS 110 mph wind, 21.04 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non- concurrent bottom chord live load applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. +23 -5 -4 10 P R =288 U =147 5 -2 -3 0 -3 -8 :19 -3 -2 R =105 4X4(A2) 0 -7 -8 `,2 17 -0 -4 F-3-1-11 1 5 - - { Lc 5 -0 -3 I nc 8 -4 -1 Over 3 Supports R =382 RL= 214/ -73 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0 �� OR /- /1 /- / - /R / - Scale = .375 " /Ft. • 24.0" 1 .,KtF- 1UG9561_Z15 THIS DIG PREPARED FROM COMPUTER INPUT (LOADS ■ DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JK2) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 20.81 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF -L Standard (g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Toad applied per IRC -09 section 301.5. Special loads Deflection meets L/240 live and L/180 total load. Creep increase (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) factor for dead load is 2.00. TC- From 68 plf at 0.00 to 68 plf at 1.04 BC- From 20 plf at 0.00 to 20 plf at 5.06 Unbalanced snow loads have not been considered. BC- 35.00 Ib Conc. Load at 2.00 BC- 50.00 Ib Conc. Load at 4.00 Member design based on both MWFRS and C&C, wind reactions based on MWFRS. 10 R =35 U =6 RL =23 li 4_20-10-5 2X4 1v 1 pill 1 -11 -1 1 -1 -6 t 1. V .' 0 -3 -8 ` 19 -3 -2 ____ 2X4 111 R =104 U =19 1 -0 -7 ---- r-? 4 -11 -0 1 5 -0 -12 Over 3 Supports R =118 U =22 W =5.5" Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.03.0 ; T r r , OR /- /1 /- / - /R /- Scale = 1 " /Ft., -. _. -. ••rra¢.r.. „ r o,,,.. ., r.,. .... ,,. wr.m .v .. aw, n,� „ . .. , .o, n T.. , r • .. - ' ' r- S r,.. I i, ! ,nLF - 1.: 5 i THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JK4) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 21.64 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 1.5 "x5.625" DF -L SS(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 :Lt Slider 2x68 DF -L SS(g): BLOCK LENGTH = 1.500' psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Special loads Deflection meets L/240 live and L /180 total Toad. Creep increase (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) factor for dead load is 2.00. TC- From 68 plf at 0.00 to 68 plf at 3.04 BC- From 20 plf at 0.00 to 20 plf at 0.23 Unbalanced snow Toads have not been considered. BC- From 230 plf at 0.23 to 230 plf at 5.06 Member design based on both MWFRS and C &C, wind reactions based on MWFRS. 70 1 4_22 -6 -5 R =120 U =67 Y" 3X4 4 3 -7 -12 1 1 -1 -6 i wv NIA — JL- 3X10(E3) III 1 i� 0-5-10 • �— _4009-3-2 . ► BO 3X4(E3) ° R =571 U =112 I 3 - 0 - 7 ,1 I < 5 -0 -12 Over 3 Supports R =632 U =123 W =5.5" RL= 75/ -21 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0 o OR /- /1 /- / - /R /- Scale = .75 " /Ft. To 1 , I,,,• , /,n. -; 1 17f I71IARNI 7141ISS1 RP OM RF EXTRENE CA IN 1,71CAT 11t MA NGLIN G. NIPPING. NSTALLING AN BRACING. CT", G P. S T ", I ,�,,. I , , „ D . ,, ,,, I ,. - �� s s � I TC LL 25.0 PSF I REF R561 -- 61945 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JKS2) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 20.44 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per MC section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead Toad is 2.00. Unbalanced snow Toads have not been considered. 10 1 .420 -11 -6 R =56 U =33 Y 1 -11 -12 � Y 0 -4 -10 ./ 0 -3 -8 19 -3 -2 4 R =35 2X4(A1) 1 ‹ 1 -10 -15 = 1.t1 -11 -4 Over 3 Supports R =91 W= 3.25" RL =45 Desi 2009 /TPI- 2007(STD) FT/RT=8%(0%)/4(1) TYP. Wave 9 T /RT= 8 %(0 %)/4(1) 10.03.04.0 , . n OR /- /1 /- / - /R /- Scale = 1 " /Ft. n Crit: (� s, 1 TC LL 25.0 PSF . I -- - l• •wPIMIYr•• iun�[FC p. , , pf r ]RNFY <R F c E IN r,, I r.TInN, NANnl INC. 91 1•I W rTR1ING. n Ne ILING I1ND RCINI... V. V I R EF R561 -- 61946 n P. , NR � I� ). r. IF.'- 1:IhHhb THIS D®C PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JKS4) Top chord 2x4 DF -L #1&Bet.(g) 110 mph wind, 21.28 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT 1I, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Toad applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total Toad. Creep increase factor for dead Toad is 2.00. Unbalanced snow loads have not been considered. �� 22 -7 -6 0-4 -9 10 T R =114 U =68 0-4-10 me +19 -3 -2 ►t R =50 U =18 2X4(A1) L- 1- 11 -4 ---> f 3 -10 -15 Over 3 Supports R =142 W= 3.25" RL= 97/ -28 Design Crit: IRC2009 /TPI- 2007(STD) 9 = .75 " /Ft. PLT TYP. Wave ^ FT /RT= 8 %(0 %)/4(1) 10.03.04.0 � OR /- /1 /- / - /R /- Scale q ., no,., 4oF " . �,� xo. ,. • . , aw4 H,.. a��` 1 Tr 1 L 75.0 PCF I PFF PSF1 -- F1447 — 1 1: i e4 c r •," THIS DSG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 - Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JL02) Top chord 2x4 DF -L #1 &Bet.(g) Special loads Bot chord 2x4 DF -L #1 &Bet.(g) (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) TC- From 68 plf at -1.00 to 68 plf at 1.91 Connectors in green lumber (g) designed using NDS/TPI reduction factors. BC- From 20 plf at 0.00 to 20 plf at 6.36 PLB- 39.35 Ib Conc. Load at ( 4.00, 9.14) PLB- 93.26 Ib Conc. Load at ( 6.00, 9.14) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Toad applied per IRC -09 section 301.5. Wind reactions based on !MFRS pressures. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. I '1 4_10 -8 -7 R =80 10 1 -11 -11 4 0 -4 -10 II " 4_9 -1 -4 0 -3- miCsio R =162 U =20 2X4(A1) `.<---1 -0 -0 >lc 1 -10 -15 P 6 -4 -5 6 -4 -5 Over 3 Supports R =217 U =24 W =5.5" Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.06 � . OR/41 /-/-/R/- Scale = 1 " /Ft. T ,,, , b. - ^rn - -n -I I••raaxInr -• ,� ,«r� n�,v "r rzrrtrxr rnnr i ••. �r,n 0x ' Irvr., sx�rrixc, ixa. n •ixr. •axn xxnr wr. I ,Q Ep I Tr IL 75.0 hCF I Drr peri _ _ GT OAR " `• �° ,,. 0L11�"a. 124 / /1 /� B( 10.0 PSF r ,, ,61 11291142 1 \ I -•• r.v nr imp o. �" tnnrxnrrnu_ ., s I, • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JL04) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6:0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non- concurrent bottom chord live Toad applied per IRC -09 section 301.5. Deflection meets L/240 live and L /180 total load. Creep increase factor for dead Toad is 2.00. Unbalanced snow loads have not been considered. ) il 12 -4 -7 R =120 U =44 3 -7 -12 To 0 -3 -8 JL_ 0 -4 -10 ii I;1 40-1_4 -1-- i ►i R =112 2X4 (A1) l< 1' 3 -10 -15 > P 6 -4 -5 6 -4 -5 Over 3 Supports R =282 W =5.5" RL= 93/ -54 Design Crit: IRC2009 /TP1- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0 o OR /- /1 /- / - /R /- Scale = .5 " /Ft. Tras -W' , Inc 3- 750 1470 5•(4.40 OO (&11LDING C T T� CME C SIT- 0 1 MF C A TI52 W PUHM ED en TPI (T P4P4 a IIN 21e I „c„ \ ( S' � TC LL 25.0 PSF REF R561 -- 61949 ? NE DSIh 60 m, St . � bn■ver A I ° 0614144 LEE sawn �� 1 _ , I I4 „ NI T AtrVDRIP. 44. 2231°) NND �ITCA f'D 40444 COUOCIL 04 udRICA. T.VNI Cl �GINF ^ 1(91 w s °rE,. �„ �., . r. / r' DL 7 r ^F DATE '^ ^,'11 r. iw�„ / • 195- - _ " ih , . . L i. - _d I iikw CNUStSG1 11291143 r . • THIS DM PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JLO6) Tnp chard 2x4 DF -L r1 &Bet.(g) 110 mph wind, 15.00 ft moan hgt, ASCE 7 - 05, CLOSED bldg, Located Bot chord 2x4 DF -L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Toad applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 4 4_14 -0 -7 R =177 U =71 5 -3 -12 10 F • 0 -3 -8 0 -4 -10 4_9 -1 -4 i — R=118 2X4(A1) l< 1' 5 -10 -15 >1 • 6 -4 -5 < Over 3 Supports R =349 W =5.5" RL= 132/ -69 Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT/RT= 8 %(0 %)/4(1) 10.03.04.0 . nr , OR /- /1 /- / - /R /- Scale = .4375 " /Ft. Tins-Way, Inc 360- 750.1470 pEF BCSI TR" (�IILDING I COI R DN E�IIi�S �FET I XFOONTION . RB BY 1101 (TINSS :E I a"E°: c��` �`�S 1 TC LL 25.0 PSF REF R561 -- 61950 lon NF (.filh Ct \ anrouver WA Nown 1 I •I . �r* �� nF N2RICA. Rllq IV' a G IN EF n1[ ,I, .LFFPNORIIi. VT 2] <) PNj YIC11 (NION TRUSS COUNCIL 11fW5 0 a Al .n r Tr, O L 7 PSF GATE 10/18/11 1 • PR. ,.L « r , ' !WILDING OSI4N PLR MISI/11 1 SLC :. LNL. 1 1 SPACING 24.0" I JREF- 1UG9561_Z15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113872 -Fill in later RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JL07) Top chord 2x4 DF -L #1 &Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 DF -L #1 &Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Toad applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total Toad. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 414 -5 -15 R =190 U =76 5 -8 -3 10 F 0 -4 -10 � I;l 4_9-1 -4 T 24 R =119 2X4(A1) L 1' J 6 -4 -5 Over 3 Supports R =362 W =5.5" RL= 141/ -72 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0 0 OR /- /1 /- / - /R /- Scale = .4375 " /Ft. Trus -Way. Inc 360 -750 -1470 •• II RE G'e TRUSSES REQUIRE EXTREME CA IN FABRICATION. MANGU G. SNIPPING. INSTALLING 21 BRACING. �4� A SS 7 n TC LL 25.0 PSF REF R561 -- 61951 REFER TD (fN11 LDINC C( SAFETY IMFORYATIDN7. IEO 81' T (TS PLATE INSTIME. 218 :nnl KG l,l CI - \�n� Ivcr N /.� le Nm,a . AC 51 c� n. NIP An OIENT ANORIA, v� . I,r mI Nrcn MIBL SHl TRUSPI S R G DU xrIRUSI nr AMTRIGA. ATrRI �5 a8,INz 2 Tr r I .ws nr +r r1 r+rr nTr 1C/1"11 /11 1 1 NU DING DLbIbNIN PLR NsV1Y1 1 SLC. 2. I I I SPACING 24.0" I JREF- 1UG9561_215 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1 in Iarrr RICK WHITE - WARNER -- 3765 BALLYNTYNE RD SALEM, OR - JS13) ,,., 2x1 Dr-L ".t.(q) 110 mph wind, 22.04 ft mean hgt, ASCE 7 - 05, CLOSED bldg, Located Laurd 2x4 Df -L #l&Bct.(g) anywhere in ruuf, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Webs 2x4 DF - L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Toad Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC -09 section 301.5. factor for dead Toad is 2.00. Unbalanced snow Toads have not been considered. • 10 . �� 0 -4 -9 22-7 -6 R=70 RL =51 2X41 3 -7 -12 1 -11 -1 ■ 4_19 -3 -2 2X4 111 ► R =39 -- 1 -11 -4 - 1"12 �-- 1 -9 -8� I 2 - 0 - 13 Over 3 Supports R =90 U =33 W =5.5" Design Crit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0 p OR /- /1 /- / - /R /- Scale = .75 " /Ft. Tnic_Way. Inc 360-750- 1470 J WA I&G s rnut� s w�r� E �A w sFer r r x o�m...Grw �x Eo ' er rn� wI (�iws s sre s�r�i BRACING. �(F'� � ` s S S TC LL 25.0 PSF REF R561 -- 61952 .. i r tuoss ca�m o. I �5 .t. G FF I � .-�� ,. • ^' 7 n 07. i18 /' t 1, 2, I • S„ iv i 1 S. 2. 1 SPACING 4 . U" I JREF 1 UG9561_Z15 THIS DWG PREPARED MOM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. r - r II r ,- nl ^v , ^rlTr ,.- rq - ?765 RAll''TV^'E RD SALEM, OR - LIl1) _- _ - _ _ _ _ _ __ 1. bi - - L." „ L , . .r. iac . =1.15 / I'IE,Le Lur.Fac. =1.15) Webs 2x4 DF -L Standard(g) TC- From 68 plf at -2.40 to 68 plf at 5.20 TC- From 68 plf at 5.20 to 68 plf at 6.95 Connectors in green lumber (g) designed using NDS /TPI reduction factors. BC- From 10 plf at 0.00 to 10 plf at 5.20 PLB- 591.25 lb Conc. Load at ( 1.42,19.30), (3.42,19.30), (4.13,19.30) Wind reactions based on MWFRS pressures. 110 mph wind, 21.43 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =6.0 Bottom chord checked for 10.00 psf non - concurrent bottom chord live load psf. applied per IRC -09 section 301.5. Calculated vertical deflection is 0.06” due to live load and 0.13" due 0 -4 -9 to total load at X = 0 - - _L T 25 -9 -3 Deflection meets L/240 live and L /180 total Toad. Creep increase factor - 1 - ,"" for dead load is 2.00. 2X4111 R =55 U =23 Unbalanced snow loads have not been considered. T2 . 4 -2 -9 " Shim all supports to solid bearing. 10X1 R =1585 U =286 W= 3.25" 6 -9 -9 A I dI .. 1 19 -3 -2 3X8111 7X6 0 - - 4X10(B10R) ° 17 -0 -4 Le-------5-3-15 0' 2' 3 -0 -6 2 -0 - 1, 3 -1 -11 2 -10 -10 2 - - 15 2 < 10 - - Over 4 Supports R =815 U =186 R =60 U =25 Design Crit: IRC2009 /TPI 2007(STD) PLT TYP. Wave FT /RT= 8 %(0 %)/4(1) 10.03.04.0 c p OR /- /1 /- / - /R /- Scale = .3125 " /Ft. Tn,c -way. Inc ?Fn-752I4701 I., IAflII "W '"nSSFS R %rrtE IN F110RI C A )r ,4,", . .w . , ;r s 7.,, N ,O z I � 5 > 1 TC LL 25.0 PSF I_REF R561 -- 61953 . A < c m a GIN� r C1 1 1 1 Renev.' ""°'`L," I SPACING 24.0" I JREF- 1UG9561_Z15 I bu11.U1N6 U,all.m.R i,k Mal /II 1 51,. 2. TIIIS pm PRFPPRTO rRnw COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR. but Churd 4x4 Ui -L hlc.uuL.(g) ul,.)r.:4u1i, III , .-. 11, c.,t U, 6111U IL. 1,, -4.2 p.51. Ainu u.: LL u.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1 0 I +20 -11 -6 R =38 U =25 1 -11 -12 4 __ 0 -4 -10 I .' 0 -3 -8 ___T___ ► R =33 4 119 -3 -2 WINO 2X4(A1) —1 -0 -0 – 1 - 10 - 15 >1 1 .0e1 -11 -4 Over 3 Supports R =185 U =17 W =5.5" RL= 68/ -40 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT/RT= 8%(0 %)/4(1) 10.03.04.0 / np OR /- /1 /- / - /R /- Scale = 1 " /Ft. Tnic•\vnv Inc ' /.n.7SrLIA7O I��•ANNING " RFmIIRE E%TPEIIE EARS IN F�BRICRTI NG, NNG INS LNE'ENG um BRnc �NG I \6 aGIN 46' I TC LL 25.0 PSF I REF R561-- 61965 _ . . ;,, I 1 1 .15 i I i SFACiwb ..4.U" I JREF- 1GG THIS DWG PREPARED FROM COMPUTER INPUT (LOADS d DIMENSIONS) SUBMITTED BY TRUSS MFR. ( " "'"7n ri ! I I nlru ITV - Y'nrwrq -- "r,q PALLVNTVNE Pn wry. nR - SJ04) Lug urd 2x4 Dt -L Nlabut.(y) nnywllurc in runt, L,- II, LXP B, wind 1C UL =4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non- concurrent bottom chord live Toad applied per IRC -09 section 301.5. Deflection meets L/240 live and L /180 total load. Creep increase factor for dead Toad is 2.00. Unbalanced snow Toads have not been considered. lil +22 -7 -6 0 -4 -9 R =107 U =64 3 -7 -12 0 -4 -10 Il1111111111lii19 -3 -2 R =39 U =12 2x4 (A1) Lc 1' >IE 1- 11 -4 —>1 F 3 -10 -15 Over 3 Supports R =229 U =2 W =5.5" RL= 121/ -55 Design Grit: IRC2009/TPI- 2007(STD) PLT TYP. Wave FT /RT= 8%(0 %)/4(1) 10.03.04.0 / or OR/- /1 /- / - /R /- Scale = .5 " /Ft. Inc o- 7�n -I:I�n I' \ARMINC" run5ci5 RfMr I RE E%rREYE CME IM EARR IGATI OI, !MG, yrr 11 W1NG. INSTALLING UM BRACING. I ,�`.'S I TC LL 25.0 PSF I REF R561 -- 61966 • �m�X. c vl TV , n n Rv r ( rmrcc r ery c i' T ' / 7 I - mn• . I I ,31 „L;INU 1U69b61_Zl THIS DWG PREPARED FROM COMPUTER INPUT (LOADS a DIMENSIONS) SUBMITTED BY TRUSS MFR. r, r , I1 I..,,.- r ,r y , .I , ,TI - „ „ nr,'rR -- 17fiq PAl Iv RD SALEM, DP. - SJn4) ..d ‘„4 I,r -L n1AbL:L..L ., „yv„,ru ir, 1 .,,r, C.,II 11, EXP B, wind 1L LL -4.2 psf, wind BC DL =6.0 psf. Connectors in green lumber (g) designed using NDS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live Toad applied per IRC -09 section 301.5. Deflection meets L/240 live and L /180 total Toad. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. �� 2 2 -7 -6 0-4-9 ,o l ___i___ R =114 U =68 1 7 ,1 0-4-10 Ii ___ 419 -3 -2 ►� R =49 U =17 2X4(A1) 1 <------1 -11 -4 - 3 -10 -15 Over 3 Supports R =143 W =3.5” RL= 97/ -28 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT/RT= 8 %(0 %)/4(1) 10.03.04.0 t OR /- /1 /- / - /R /- Scale = .75 " /Ft. T.,,._�1 r,,, 1r- , -`n -1 f-n C. 1•• WARY IN•• 'MI15SF5 NM” INF PATRFYC CANE IN 1 I CAT IIIN, 1.1M01 1111 SNIPPING. INSTALLING AM BRAG ING. I K CC. (V TC LL 25.0 PSF REF R561 -- 61967 ! " ^ All IV rl - I ,i 11 PV Tvl ITRII•• , 0iC INSIIII! V r,..... PIS,.. a GIN 0 PION. T" nL , . ,-G nATF in i, P i„ . „.( L . .I, 1572u, ' 1 1 i J1I I., 1 INU _I .J 1 ,, KLi IUL,JJUI_LIJ TIIIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. f"-^-";1, r'" "",F °AI I v "T "NE RD SAI FM, DR - 5106) — -- psf. tL,r . i,, X61 ' . 1 (y) dcsigned using I:DS /TPI reduction factors. Member design based on both MWFRS and C &C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC - section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 4_24_2 -5 0-4-9 R =165 U =102 10 F 0 -410 �i�1:i +19 - - R =93 U =50 2X4(A1) 1 -c-----5-10-15 Over 3 Supports - R =252 W =5.5" RL= 176/ -69 Design Crit: IRC2009 /TPI- 2007(STD) PLT TYP. Wave FT/RT = 896(096)/4(1) 10.03.04.0 . OR /- /1 /- / - /R /- Scale = .4375 " /Ft. I•-wINN rvnaR4 pro rIRRfNr c .E rem N.N INC . $N1PVING. .NU NNIILIKG. t. `�� I TC LL 25.0 PSF I REF R561 -- 61968 r1 F ► •