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HomeMy WebLinkAbout039-460-050P.T. SILL W/Y2 " 0 x 12" A.B. a 6' D.G. AND 12" MAX. FROM ENDS W/ 2 "x2 "x5%6" PLATE WASHERS, TYP. 4" GONG. SLAB Z Z O/ 4" BASE J FINISH GRADE SOLID 6" z '' NAT. GRAD ; ,, �', j� '1 i TOP 9 BOTTOM SHEAF SEE Fl 12 t z mI OARAOE FOOTI NO I F-18 1.1.! !.I ;f: 1Cfi.II 1 ft l_,. 1171 1l1 � i;.i 171 Li. 1.��I1, [II Tl1I -- I I1 T77 [Sr7�. 1 -SI 1111 1 I LT TI.I111 T, r�-r' r_.. _I[ Lr11 LL1�.It.Iiiz L,I T.:Il.:.t :�T..ril 71� Ix TRIM a WINDOWS, DOORS h..teTiu uni iet-i I = 1'-011 EYEBROW VENT REAR ELEVATION 11V0=11 -O" 11 1 T i ti�11 r;1L JIl . ]I. , rf T,..j J,r1 r 1 1 I `I I' I T � T7'. f 1� LI T I I.T I f 7 1 I i I C i1 LTi 1�1 1 1 I 1 1 1LIL iT11 .�7 .ill L. _12i7iI•i1111. t Tr^TII ['I ?I til [ I ,..,.r��I��.r� I,.�.T... -�' _ I�_� E -- `-4" GLR. TO EARTH AND 2" TO CONC. FOR WEEP SCREED LEFT ELEVATION 1/8"=1'-0" I Li . 1.i Ll II I1 TI1 T,rl 111 r II �T I I 1 l I ! 7 1, -11'I T it ,I T I,:, ISI 1 7 I I l i t C, 11 1 -I f TI r 'T 'Tii.i;1 I. '.L•.I;II.I TI 1T. 1: il.._ FFi ROOF PLY. E AVE D E TA I L --- n1 ♦tI SEE FDN. PLAN ARCH. COMP. 5HINGLE5 (MATCH HOUSE) Revisions By N' t~ � c0 00 F+� 0 ! ., CN U I ; c� o C O , W : y L Co O W� 1 T H W Revisions By N' t~ � c0 00 F+� 0 CN U c� o C O M M W : y Co O W� H W oU, W (Cy O A�cti� ORY A. * No., C 12 `y Q REN. 7 71 JONES GARAGE Data 4/5/06 ScaN onwn Job ob-a82 Sheat Of 2 Sh*ft , R R�� . I�00 � R�� C J R C , � TION RSO .: tl w. _. I CUSTOM.:- ,: , :::: � _ _ 1 n ►. _: ,_ l et r.i ,� . ,.� " ,' _ __ ��' _. e �. �. � _ . 7 1 1 ?Vr i S 1 F Y� 5 ,. .: d , , , c , S nature , , a , _ r K. r • 1 71 Y �.. ': ..:.. '.:.. � .: , ... •- ',. +h . ,r tai, , R R�� . I�00 � R�� C J R C , � TION RSO .: tl w. _. I CUSTOM.:- ,: , :::: � _ _ 1 n ►. _: ,_ l et r.i ,� . ,.� " ,' _ __ ��' _. e �. �. � _ . 7 1 1 ?Vr i S 1 F Y� 5 ,. .: d , , , c , S nature , , a , _ r r • 1 71 Y �.. ': ..:.. '.:.. � .: , ... •- ',. a , ,r tai, 00�N�:\:/FHR5IOs `' 5.f�; •=826 , , .. ..,... 1, .. .:: ... is ....: 'a ... v - .. - ..: .. ... .. .. ,. :: .. <' ... i-. ,„ . ':� -.. , • ,4 ... ... :' .: .. z .. .... .... , ,. .. ,. ,- ... .. ... _' :� , �• .ate f s .:! •. .: ,'. . '-. y, _ - fi t i.. ,.... ,. .' .. ♦ ! , .a> �w .., ' . , i _ ,',.'.. is .. : .. .... -a -_...... -..:n F .. .. .. .. • .., a ... :. .... .. :>, .. .. „ .. .- .. ..'.. , x .. �..:.. .... ... r .. r, � _ , Ara.. -,w. ,.A ., .. ., .,."„ .. ., _,}:.:. ,. .,,- ... .. , - ,,: .. } 'r•� 3 ,,. t u ::.. �, .. •��t ,>. C PLANNING DIVISION - BUILDING P N APPROVAL Use: a-- Date: (0 % A& Parking: Landscaping: Other: Signature vac, Y4.�•� BUTTE COUNTY BUILDING DIVISIO,ki No. c 31283 t4 APPROVED AC : 1 _ A 1 , Y. , x y n .,. .. �'Job , K S (1lYf '• .A t a a r <t ru. r YF a.; _ , :. : ,: :.. .. ', r .. �..' .. ,. •,, :: t1^ ��- X11 � c I'-•:. i.�. GREGORY A. PEITZ ARCHITECT 383 RIO LINDO AVENUE, CHICO CA 95926 ,(916) 894-5719 Structural Calculations For: Jt3 NV -S- C---, A—P, 4-e� /40,0 1 -7-(d r -,,l BUTTE COUNTY BUILDING DIVISION APPROVED I LOAD SUMMARY Wind Analysis Ate' i s �6/ Normal force method, exposure B, 75 mph wind speed P=Ce CgQsI WALLS P =.62 *1.3*14.5*1.0 =.01 17 ksf @ 15 ft P=.67 *1.3*14.5*1.0=.0126ksf @20ft P=.72 *1.3*14.5*1.0 =.0136 ksf @ 25 ft P=.76 *1.3*14.5*1.0=.0143 ksf@30 ft ROOF 2:12 TO LESS THAN 9:12 P = .62 * 1.0* 14.5 * 1.0 = .009 ksf @ 15 ft P=.67 *1.0*14.5*1.0 =.010 ksf @ 20 ft P=.72 *1.0*14.5*1.0=.011 ksf @25 ft P=.76*1.0*14.5*1.0=.01I ksf @30ft ROOF 9:12 TO LESS THAN 12:12 P =.62 *1.1*14.5*1.0 =.010 ksf@ 15 ft P=.67 *1.1*14.5*1.0=.011 ksf @20ft P =.72 *1.1*14.5*1.0 =.012 ksf@ 25 ft P=.76 *1.1*14.5*1.0 =.012 ksf @ 30 ft Seismic Analysis Static Method V = 2.5 Ca (w) = 2.5 * .36 =.1636 (w) @ plywd. shear walls R 5.5 V = 2.5 Ca (w) = 2.5 * .36 =.20 (w) @ plaster and gyp. bd. shear walls R 4.5 Gravity Loads: ROOF LOADS: 10 psf dead load + 16 psf live load = 26 psf total load FLOOR LOADS: 10 psf dead load + 40 psf live load = 50 psf total load WALL LOADS: 12 psf @ 3 -coat plaster exterior walls; 8 psf @ interior walls; 10 psf @ exterior walls with 1 -coat stucco or siding N N N W W W W W W ZSS N N N coo NOO N N Re 0 r N N N N N N t 13 •d� 2 fl. ebr l�t� tt c ty � oS PIC;, kl- I . i /12 Roof Beamf 2001 California Building Code (01 NDS) ) Ver: 6.00.51 Fb'= Adjustment Factors: Cd=1.25 Cf --1.20 By: Gregory Peitz, Gregory A. Peitz Architect on: 05-08-2006: 09:08:50 AM FV: Fv'= Project: JONES GARAGE - Location: WINDOW HEADER Design Requirements: Summary: M= 3.1 ft from left support 3.5 IN x 9.25 IN x 6.2 FT / #2 - Douglas Fir -Larch - Dry Use Controlling Shear. V= Section Adequate By: 114.2% Controlling Factor. Section Modulus / Depth Required 6.32 In Critical shear created by combining all dead and live loads. Deflections: Comparisons With Required Sections: Section Modulus (Moment): Dead Load: DLD= 0.02 IN Live Load: LLD= 0.03 IN = U2650 Total Load: TLD= 0.05 IN = U1515 Reactions (Each End): Live Load: LL-Rxn= 967 LB Dead Load: DL-Rxn= 724 LB Total Load: TL-Rxn= 1691 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.77 IN Beam Data: Span: L= 6.2 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof. RP= 7 :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Non -Snow Live Load: Roof Loaded Area: RLA= 120.9 SF Live Load Method: Method = One Roof Loading: Roof Live Load -Side One: LL1= 16.0 PSF Roof Dead Load -Side One: DL1= 10.0 PSF Tributary Width -Side One: TW1= 18.0 FT Roof Live Load -Side Two: LL2= 16.0 PSF Roof Dead Load -Side Two: DL2= 10.0 PSF Tributary Width -Side Two: TW2= 1.5 FT Roof Duration Factor. Cd= 1.25 Beam Self Weight: BSW= 8 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 6.2 FT Beam Uniform Live Load: wL= 312 PLF Beam Uniform Dead Load: wD adj= 234 PLF Total Uniform Load: wT= 546 PLF Properties For. #2- Douglas Fir -Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.25 Cf --1.20 FV: Fv'= Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: M= 3.1 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= Area (Shear): Moment of Inertia (Deflection): S= Areq= A= Ireq= 1= 1350 PSI 225 PSI 2622 FT -LB 1285 LB 23.30 49.91 8.57 32.38 27.43 230.84 IN3 IN3 I N2 IN2 IN4 IN4 CP f LONGFELLow LUMBER CO. INC. Quality Design • Floor, Wall & Roof Systems 89 Loren Avenue • Chico, CA 95928-7434 Phone (530) 893-0112 • (800) 678-0112 Fax (530) 893-0140 E -Mail: trusses@longfellowlumber.com Customer: GREG PEITZ Address: METZGER CT. DURHAM APS: C•20E (Rev. 5/05) BUTTE COUNTY BUILDING DIVISION APPROVED Job No: JONES SHOP J'',� cp!�t ENGINEER Mitek Industries, Inc. Redong (Ray) Yu 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 (916) 676-1900 APPROVED INSPECTION AGENCY Timber Products Inspection, Inc. P.O. Box 20455 Portland, OR 97220 (503) 254-0204 -- __--17- _T_ 1 -_i I z �o a ao> PHIL JONES U 0 wo METZGER CT. Q 0 - DURHAM = Q R JONE4136 m = r C� .3 1 1 1 j 1 J 1 j1 J J 1 1 1 1 '5 1 j _j 0 r) t Loca c6CU Fm L E Symbols PLATE LOCATION AND ORIENTATION PLATE SIZE Center plate on joint unless dimensions Indicate otherwlse. Dimensions are In Inches. Apply plates to both sides of truss and securely seat. 4 X 4 perpendicular to slots, Second dimension Is the length parallel BOCA 86-93, 85-75, 91-28 BUTTE C to slots, U TCB 17,08 BUILDING IL O ICBO ~ ' For 4 x 2 orientation locate Indicates location of required plates 1/8' from outside edge of 87206, 86217, 9190 truss and vertical web, continuous lateral bracing. *This symbol Indicates the required direction of slots In connector plates. 'For tabular plating format refer to the MrTek/Gang-Nall Joint/Plato Placement Chart Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. A General safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties, 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully, Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication, 6. Unless expressly noted, this design Is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and Is the responsibility of truss fabricator, General practice Is to camber for dead load deflection. 8, Plate type, size and location dimensions shown Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade speclfled. '1 ords must be sheathed or purlins provided U cCIT s acing shown on design. I VI!! $J hords require lateral bracing at 10 ft. (EDpacing, or less, If no ceiling Is Installed, unless otherwise noted. 12, Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss members or plate without prior approval of a professlonal engineer, 15, Care should be exercised In handling, erection and installation of trusses. ©1993 Mitek Holdings, Inc, CONNECTOR PLATE CODE APPROVALS PLATE SIZE The first dimension Is the width 4 X 4 perpendicular to slots, Second dimension Is the length parallel BOCA 86-93, 85-75, 91-28 BUTTE C to slots, HUD/FHA TCB 17,08 BUILDING LATERAL BRACING ICBO 1591, 1329, 4922 APPR Indicates location of required SBCCI 87206, 86217, 9190 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING�� location of joints of ��wIndicates which bearings (supports) occur. MiTek Industries, Inc. III) TM G^NG-NAIL � © PANEL HYDRO A/R m CLIP A General safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties, 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully, Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication, 6. Unless expressly noted, this design Is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and Is the responsibility of truss fabricator, General practice Is to camber for dead load deflection. 8, Plate type, size and location dimensions shown Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade speclfled. '1 ords must be sheathed or purlins provided U cCIT s acing shown on design. I VI!! $J hords require lateral bracing at 10 ft. (EDpacing, or less, If no ceiling Is Installed, unless otherwise noted. 12, Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss members or plate without prior approval of a professlonal engineer, 15, Care should be exercised In handling, erection and installation of trusses. ©1993 Mitek Holdings, Inc, r C-: A T•UTERNL �EzACE i�GTIkL._ j S VALib 1:.b(L RE PLACiOG COE T . WLACES AT Y2 01' AT I/• RU:�yFs fig' 2.k" 10j.®1'z"6c• ----lop ® bl, .� 0. G: TYP. :WE:V /�W1TP (2xb. Hhx. L (_ry b'' P. = �ofz �2�P�A�►�� ' ; R ail y� , voI g5 wcE oqw FONT6 6RA<r--. E3RhGE MUST ESE b0 a/• 'T44E LeNGT4I OF TvE • TYtep DETAIL 15 TO E5E Vow h5 FAN ALT. PDX ONE CONTINUOUS LATERAL L-_RhGE. A�T., L-AT�R-A� t�YF­i�b� P�TAI� TRvS�E✓ tom' 2�'' O.G.. T-rp. BUTTE COUN ��oFc BUILDING DIVISIO NOTE: 2X32X4, LUMBER LA�TER.ALO= 15S DESIGN WITH 2-1013 PER WEB (TYP). MAR 2 7.2002 BRACE MAY BE ATTACHED TO EITHER NARROW FACE OF WEB. (SEE NOTE BELOW)` RESTRAINT REQU(REI7 AT EAG• n �\ ENb OF VRAGE AHE, AT ZO'-0" INTE:RJhLS. REFER TO Elly-ql SUHHAXY b44nT FOR REGoHHEENnhTIONE OF TIE TRU55 PLATE 1N5'tUTE esTtfar XAY q�AJJ'ApM <Ma �Y-r6W- 1 'dc- q �Pr BEV a3 i9c I�OTP—�- = MITES. " THE 6VR 2)4 An W-cJN'q MEMS. iqey" I r -1 -mmC•'DtlOM MT -M -V TNnl ICTDTCC.0()(' NO. 159 P.4 DETAIL FOR COMMON AND END JACKS MII/SAC - 8 -40PSF 3/30/2004 PAGE 1 ,2.0.0 MNctvnuwu IP.q a r+�.ivv c -v -v w,,.....,..,... ,.., n.••• TCLL �o.D p ate ticneee 1.15 a waster; Dlv(alon TCDL 14.o Lumber Incro�:a 1.16 TOP CHORD Sheathed. ICLL °.° Rep Stroee Incr YES BOT CHORD Rigld celllnq lilrectly applied. ■ IN „o MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF 145OF 1.3E BOT CHORD 2 X 4 SPF 145OF 1.3E NOTE; rOP CHORD PITCH: 3/12-8112 BOTTOM CHORD PITCH: 0/124/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE'7 MIN. SPACING= 24" O.C. LENGTH OF EXTENSION AS DESIGN REO'D 20--0" MAX SPLICE CAN EITHER DE 3XS MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMSER AS TOr CHORD ATTACH TO ONE FACE W/ (.131")(3.0" MIN) NAILS 1k3" O.C. 2 ROWS . SUPPORT AND CONNECT /BYOTHERr- OR 2-111d COMMON WIRE (0.tez"DIA. X 3.51) LOT TOE NAILS SUFFORTE SHALL BE PROVIDED p 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W13 140 COMMON WI E (0.1ez"OIA. X 3.5" LGT) TOENAILS 3X4 CONN. W21RA COMMON WIFE (O, a mA. x S5" LGT) TOE NAILS BUTTE COUNTY -0° BUILDING DIVISION °° APPROVED 2.0 0 EXT. 2.0•° _ CONN. W13 tem COMMON W nt (0.11.'2'DIA. X 3.5' LGT) TOE NAI1.2 OCT 2 6 2005 lit BOTTOM CHORD LENGTH MAY SE ZZ' ` 3X4 OR A BEARING BLOCK CONN. W"12134 COMMON WIRE(0.102"DIA. X 3.Jn LOT TOE NAILS OR SEE DETAIL MIIISAC•7 FOR 2•o-0 FRESSURULOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. wnlew�va. nryy �e.yn rr m•nro ani sr si nre7Er �N Tllrswxn rnmLveea Ro7s�c1t1CF1[7rw+cL rtiae ld�4�a ss>hies uu 7777 ulle 10 Ya.k L■n• • iulN toe p■a1 n v■Ild I•r us• .ntywllh Mt[■k onn•cl•rs.lhls 4ritin Is �zs■d .nly ur•n pnm■I•n mw+n..n� it fv •n Inrlvldu.l Yullllne71� n■nt- CIW� Herynli. CA. eD01 AI.'Ic•6Illy.fd•I,n•r•m■nl•r..n4'c•r•rtn�•T•T*Il.n.tc•mp•n•nilcrash.ncbltly.l�ulldln/a.dan•r-nallrvu4asl,n,Ww+n Is 1.r lol•ral- �•r1 •I r4M�+■I w•>• m■mE•r. •nW. A.idIll.n•I I.mlronry erecln0 la lneura iI.MOty aulln0 eenrlrvcll.n Ic Ih. nclly.l Ih■ a•el.r. h��l Lnat p.nn.n■nl Yr■�In •I In..wnA druelun Y Ilu rn'ond�my •t Ih• wn41n, �e I,n.r. F+r a.n•nl eW4•na I�e�5� ry IM�rmdla�ilUYSNsunWI n•nt MITek October 31, 2005 Longfellow Lumber 89 Loren Avenue Chico, CA 95928 RE: Trusses supporting A.C. Loads Mi7ek Industries, Inc. 7777 GREENBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 USA FAX (916) 676 1909 TELEPHONE (916) 6761900 MiTek Industries, Inc. truss designs are adequate to support tip to an additional 150 pounds per truss due to mechanical loads, If this load falls at a panel point, no revision to the engineering is necessary. If it falls in between panel points, a 2X scab of equal size and grade as the top cord is zequired for the full panel length carrying the load. Attached with 10d nails at 12" o.e. These rules only apply to residential 2' o,c, truss. applications with greater than 3/12 pitch. For co»aercial building span of truss shill be limited to 30'- 0" maximum. If you have any questions, please call me at 1-800-772=5351. Redong (Ray)Yu, P.E./S.E. Regional Vice President Western Engineering Operations RY/T;k BUTTE COUNTY BUILDING. DIVISION APPROVED p N55 NSS ype y y 00 BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. WEBS 1 Row at midpt 4-16,7-11 n R204G164G JONE4136 Al ROOF TRUSS 2 1 2 1 Job Reference o Nonal c��.rtanrlci77npOp.eet i-1-6-0 5-5-7 512115rT 10.4-2 I 15-54 20-6.10 I 25.7-14 I 30.1-1 3 is 36-0-0 r 37 -a-01 1-8.0 5-5-7 0-5-1 4-5-3 5-1-4 5-1-4 5-1-4 4-5-3 0-56 5-5-7 1-6-0 Scale - 1:65.3 5x8 4 4x1 = 2x4 11 44 = 4x4 = Us 1� LUMBER TOP CHORD 2 X 4 DF No.1&8trG 'Except* 3-92XSDFSSG BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=2328/0-3-8,9=2329/0-3-8 BRACING TOP CHORD Sheathed or 2-7-6 oc purlins, except 2-0-0 oc purlins (3-1-11 max.): 3-8. BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. WEBS 1 Row at midpt 4-16,7-11 n 2 1 9 101 4x12 1 1618 15 14 19 13 12 2011 4x12 4x6 = 2X4 11 4x8 = 2X4 11 4x4 = 4x6 = 5-5-7 10.4-2 15-5-6 20-6-10 25-7-14 3041.9 36-0-0 5-5-7 4.10.11 5-1-4 5-1-4 5-1-4 4-10.11 5-5.7 Plate Offsets (X Y): 12:0-3-1,0-2-01, [9:0-3-1,0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.29 14 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.6013-14 >710 180 BCLL 0.0 Rep Stress Incr NO Will 0.75 Horz(TL) 0.15 9 n/a n/a BCDL 7.0 Code USC97/ANSI95 (Simplified) Weight:2141b LUMBER TOP CHORD 2 X 4 DF No.1&8trG 'Except* 3-92XSDFSSG BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=2328/0-3-8,9=2329/0-3-8 BRACING TOP CHORD Sheathed or 2-7-6 oc purlins, except 2-0-0 oc purlins (3-1-11 max.): 3-8. BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. WEBS 1 Row at midpt 4-16,7-11 Max Horz 2=42(load ase 4) BUTTE COUNTY FORCES(Ib)- Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=4154/0, 3-4=-3557/0, 4-5=-6690/0, 5-17=-6690/0, 6-17=-6690/0, 6-7=-5604/0, 7-111=3557/0, 8-9--X1154/0, BUILDING DIVISION 9-10=0/21 BOT CHORD 2-16=0/3624,16-19=0/5604, 15-18=0/5604, 14-15=0/5604, 14-19/6691, 13-19=0/6691, 12-13=0/6691, 12-20=0/5604, APPROVED11-20=0/5604, 9-11=0/3624 WEBS 3-16=0/1430, 4-16=243910,4_15=01327,4-14=0/1291, 5 14=-512/6, 6-14=-26/26,6-13=0/334,6-12=1291/0, 7-12=0/859, 7-11-2439/0, 8-11=0/1430 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind leads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane eceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 it by 36 ft with exposure Ili ASCE 7-93 per USC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ()FESS/0 5) A plate rating reduction of 20% has been applied for the green lumber members. OQR 6) Girder carries hip end with 6-0-0 end setback. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. i) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 234 Ib down and 17 Ib up at 30-4-13, C:) and 234 Ib down and 17 Ile up at 5-7-3 ori top chord. The design/selection of such connection device(s) is the responsibility of others. n rn 9) In the LOAD CASE(S) section, leads applied to the face of the truss are noted as front (F) or back (8). LUv C 4 33 Zrn7 LOAD CASE(S) Standard * 07 it , 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 April 14, 2006 0 Suite 109 WARNING - ►erlry design lanmet-s ani READ NOTES ON TITS AND INCLODED VITEN REFERENCE PAGE JW -7473 BEFORE OSE. 7777 109. ck Lane � �� Design valid for use only with lv4Tek connecters. Thb design is based only upon Parameters shown. and is for an indivWuel building component. Citrus Heights, CA, 956lo�^�OW Applicability of design perementers and proper incorporation of component is responsibility of building designer - net truss designer. Racing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity of the erector. Additionel permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality central, storage. delivery, rection and bracing. consult ANSI/TMI Quality Criteria. DSO -49 and SCSII Building Compenenf M UPak' Safety Information available from Truss FWte Institute. 543 D'Onetrio Drive. Madison, wt 53719. LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-52, 3-9=-100, 9-10=-52, 2-9=-27(F=-13) Concentrated Loads (Ib) Vert: 3=234 11=234 BUTTE COUNTY BUILDING DIVISION APPROVED 0 WARNING • Ierf jJr design parameters and READ NOTES ON TRIS AND INCLUDED JUTEE REFERENCE PAGE Mff 7473 BEFORE USE. 7777 Greenback Lane �•�� Design valid for use any with Wet, connectors. This design is based only upon parameters shown, end's far on individual building component. Suite 109 ff Appricelaiity of design peramenters end proper incorporation of component is responsibility of building designer - not truss designer. {racing shown Citrus Heights, CA, 15910 �,. b,• is for leterel supW of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general Buie once regarding febrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Guality Criteria, DS{ -91 and 9CSI1 9ullding Component M ITek' Safely Information available from truss plate Institute. 593 D'Onofno Drive. Madison. W 15371 f. NSS Truss Type Qty y00 R20991646 JONE4136 Al ROOF TRUSS 2 t Job Reference (optional) LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-52, 3-9=-100, 9-10=-52, 2-9=-27(F=-13) Concentrated Loads (Ib) Vert: 3=234 11=234 BUTTE COUNTY BUILDING DIVISION APPROVED 0 WARNING • Ierf jJr design parameters and READ NOTES ON TRIS AND INCLUDED JUTEE REFERENCE PAGE Mff 7473 BEFORE USE. 7777 Greenback Lane �•�� Design valid for use any with Wet, connectors. This design is based only upon parameters shown, end's far on individual building component. Suite 109 ff Appricelaiity of design peramenters end proper incorporation of component is responsibility of building designer - not truss designer. {racing shown Citrus Heights, CA, 15910 �,. b,• is for leterel supW of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general Buie once regarding febrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Guality Criteria, DS{ -91 and 9CSI1 9ullding Component M ITek' Safely Information available from truss plate Institute. 593 D'Onofno Drive. Madison. W 15371 f. Job russ cussType Qty y 1.5x4 II 3x6 = 3x8 = 1.5x4 II 3x6 = 34 = 7.7-1 11-7.7 18-0-0 RR2086`1647 JONE4136 A2 ROOF TRUSS 2 1ob �Jo 4-06 7-7-1 Plate Offsets My): [2:0-11-1.0-0-61, [4:0-2-12,0-2-81, [9:0-2-12,0-2-81, [11:0-8-1.0-0-61 Reference • ti•nal Lanemnaw u+mae, , 1 •1-6-0 7-7-1 7-1 15 11.7-7 19.0-0 I 24.4-9 I 26-1-1 2M15 36-0-0 ,37i-01 1i0 7.7.1 03-14 36-11 6-4-9 6-4.5 36-8 0-3-14 7-7-1 1-6-0 Scale =1:65.3 5x6 i 3x6 = 4 s xvA 1\ 5 5x6 1.5x4 11 3x6 = 3x8 = G 7 t 3 10 v 3x8 = 15 1t 17 16 15 14 13 3x6 = v 3x6 = 1.5x4 II 3x6 = 3x8 = 1.5x4 II 3x6 = 34 = 7.7-1 11-7.7 18-0-0 24.4-5 I 22-4-15 36-0-0 '.. 7-7-1 4-06 1 6-4-5 6-4.5 4-06 7-7-1 Plate Offsets My): [2:0-11-1.0-0-61, [4:0-2-12,0-2-81, [9:0-2-12,0-2-81, [11:0-8-1.0-0-61 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.62 Vert(LL) 0.13 16 >999 240 MT20 220/155 TCDL 10.0 Lumber Increase 1.25 SC 0.54 Vert(TL) -0.27 15-16 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.09 11 n/a n/a CDL 7.0 Code USC971ANS195 (Simplified) Weight: 179 lb LUMBER BRACING TOP CHORD 2 X 4 DF N0.1iBtr G TOP CHORD Sheathed or 4-7-12 BIG pur ins, except BOT CHORD 2 X 4 DF NO.l&Btr G 2-0-0 oc purlins (3-7-10 max.): 4-9. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (ib/size) 2=1290/0-3-8, 11=129010-3-8 BUTTE COUNTY Max Horz2=55(loadcase 4) BUILDItVG DIVISION Max Uplift2=-22(load case 5), 11=22(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension APPROVED TOP CHORD 1-2=0/19, 2-3=1958/2, 3-4=1,5,/39, 4-5=1631/44, 5-6=-2443146,6-7=-2443146,7-8=2443146, t-9=1631/44, 9-10=1$58/39.10-11-1958/2,11-12=0/1 9 BOT CHORD 2-19=0/1673, 18-19=0/2137, 17-18=0/2137, 16-17=0/2137, 15-16=0/2137, 14-15=0/2137, 13-14=0/2137, 11-13=0/1673 WEBS 4-19=23/659, 5-19=783/17, 5-18=13/177, 5-16=21/417, 6-16=332/0, 8-16=21/417, 8-15=13/177, 8-13=-783/17, 9-13=-23/659, 3-19=-38/56, 10-13=-38/56 NOTES 1) Unbalanced roof live loads have been considered for this design. j 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead lead and 7.0 psf bottom chord dead load, 100 mi from hurricane oceonline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 36 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. j 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries tie-in spans of 2-0-0 from front girder and 2-0-0 from back girder. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastener to truss TC w/ 2-10d nails. 8) Hangers) or other connection device(s) shall be provided sufficient M support concentrated loads) 26 lb down and 2 Ib up at 28-3-3, and 26 Ib down and 2 Ib up at 7-8-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Incre2se=1.25, Plate Incre2se=1.25 Uniform Loads (plf) Vert: 1-4=-52, 4-9=-52, 9-12=52, 2-11=14 Continued an page 2 QRpFESSt CO 0 Q 1-0 Of C 046A33 . *` E"t-07 /* , rF April 14,2006 © WARMNG - Ier(fy design parasnesera and REAR NOTES ON TRIS AND INCLUDED ATTEE REFERENCE PAGE III -7473 BEFORE USE. 5 iT7 Grreenback Lane 109 Design valid for use only with Welk connectors. This design is baser only upon parameters shaven. and is for on individual building component. Citrus Heights, CA, 9561-M Applicability of resign parementers and proper incorporation of component is responsibility of building designer - not truss designer. tracing shown b for lateral support of individual web members only. Addie onel temporary bracing to inswe stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the respensibTty of the building resigner. For general guidance regording foledcation. quality control, storage. delivery, erection and bracing. consult ANSI/r►Il Quellty Crltoda- DSt-8f and tCSll tuilding Component M iTek` Safety Information available from Inns Rate Institute, 563 D'Onefrie Drive. Morison. WI S3719. LOAD CASE(S) Standard Concentrated Loads (Ib) Vert 4=26 9=26 NW COUQQi �; �7 11Q BUILUNDIVISION'' M 7777 Greenback Lane • ©WARMNG - ♦er{y d --if Foemettre errd READ NOTES ON TILS AND INCLUDED YITEI REFERENCE PAGE ![f1-7473 USE. Suite 109 Design veFd for use only with M,1ek connectors. This design iG Yowl MN uM^ Mremelers shevm, end is for an individual builcliny component. Gurus Heights, CA, l5G10��� AFrFc�riity of design pramentersand poker ince S.n,on al comFonent is responsibility of building designer Mf tNSs designer. tracing shwm � is for leterel support of individual well members only. AdditioMl tempwory bracing to insure stability during construction is the responsibillity of the erector. Additienol perrMnenl bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M iTek` fabrication, quality uality control, storage, delivery, erection end berta, racing, consult ANSI/71`11 Quality CrRDSti -1 and SCS11 tulWing Component Sofety Information bvrailrrble from Truss Plate Institute. 5$3 D'Onatrie Drive. Madison, WI 5371!. O Truss NSS type N y o0 JONE4136 A3 ROOF TRUSS 2 t R20:6lca� I .ndenwalumrer Ca Ire Chir•. r. eSe9t9.n. TC 0.55 Vert(LL) -0.12 16 >999 240 Job Reference • liana! _ _-- _-- 1.,-- ."m. rTnp i. ages 24-4-15 -1i-0 11-7-1 11:7-7 19-0-0 24-1-1 24 -R 36-0-0 37-10 1-6-0 11-7-1 0." 6-4-9 6-1-1 0-3-8 11-7-1 S �- 1:65.3 0-0-6 SX6 G . 3x4 = 3x4 = 5x6 S 4x4 = 2x4 II 4x8 = 2x4 II 4x8 = 2x4 II 4x8 = 2x4 II 04 = 21, c 11-7-1 13-9-11 1 22-2-5 24-4-15 36-0-0 11-7-1 2-2-10 6-4-10 2-2-10 11-7-1 Plate Offsets (X,Y): (5:0-2-12,0-2-91, [8:0-2-12,0-2-91 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.12 16 >999 240 MT20 2201195 TCDL 10.0 Lumber increase 1.25 ■C 0.26 Vert(TL) -0.19 16 >999 190 DCLL 0.0 Rep Stress Incr NO WD 0.57 Horz(TL) 0.04 11 n/a n/a DCDL 7.0 Code UDC97/ANS195 (Matrix) Weight 239 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.littr G TOP CHORD Sheathed or 4-6-6 oc puffins, except DOT CHORD 2 X G DF SS G 2-0-0 oc puffins (4-10-9 Max.): 5-9. WEDS 2 X 4 DF SU G DOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=1290/0-3-9, 11=1290/0-3-9 Max Horz2= ad case 4) Max Uplift2=22(122(load case 5), 11=22(load case 5) BUTTE COUNTY FORCES(Ib)- Maximum Compression/Maximum Tension BUILDING DIVISION TOP CHORD 1-2=0/42, 2-3=2079/26,3-4=2044/65.4-5=1669/67,5-6=1422/61, 6-7=1579/60,7-111=-1422/611, 8-9=-1669/67, 9-10=-2044/65, 10-11=-2079/26, 11-12=0142 APPROVED DOT CHORD 2-21=0/1726, 20-21=0/1573, 19-20=0/1573, 18-19=0/1579, 17-18=0/1579, 16-17=0/1579, 15-16=0/1579, 14-15=0/1573, 13-14=0/1573,11-13=0/1726 WEDS 5-119=201717,8-115=20f717, 3-21=208/116,110-13=208/16, 4-20=-11/107,9-l4=11/107,4-21=29/294,4-19=-255/26. 9-15=255/26, 9-13=29/294, 6-19=-91/235, 7-16=80/235,6-19=700/11118, 7-15=700/89 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 36 it with exposure B ASCE 7-93 per UDC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If perches exist, they aro exposed U wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. OF ESS/ 5) A plate rating reduction of 20% has been applied for the green lumber members. Q� O� 6) Girder carries tie-in spans of 2-0-0 from front girder and 2-0-0 from back girder. �� S 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated 1*2d(s) 26 Ib town and 2 Ib up at 24-3-3, and c QQ�' C�.� 26 Ib down and 2 Ib up at 11-9-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard C 04 433 Sn, 1) Regular: Lumber Increase=1.25, Plate Incre2se=1.25 * E 07 Uniform Loads (plf) Vert 1-5=52, 5-1111=52,8-12=52, 2-11=14 Continued on page 2 OFC F April 14,2006 0 WARMNG - ferW des4n paramesers and READ NOTES ox Trls AND INcwDED tolEr REFERENCE PAGE !elf -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with fMTek connectors. This design it based only upon parameters shown, end is for an individual building component Suite 109 Applicebility of design perementers end Welber incorporation of component is responsibility of building designer- not truss designer. {racing shown Citrus Heights, CA, 95610� IQ is for lateral support of individual web members only. Additionel temporary bracing to insure stobility during construction's the responsibillity of the � � erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, gwFly control. sterege, delivery, erection and bracing, consult ANSI/rPil Quolfty Cdt*rfa. DS8-8f and 8CSI1 Wilding Campenent a Safety Information available from Truss Plate Institute. 543 D'Onefrie Drive, Madison. wl 53719. M iTek Job n{ss russ ype ry y o 0 JONE4136 A3 ROOFTRUSS 2 1 �6164. Longfellow Lumber Co., Ina, Chico, Ca. l5g21-7434 Jab re Refence(Optional) a LOAD CASE(S) Standard Concentrated Loads (IY) Vert 5=26 8=26 BUTTE COUNTY BUILDING DIVISION APPROVED © IIARNING - ►er(N design Parameters and READ NOTES ON 71M AND INCLUDED 1T1= REFERENCE PAGE 107.7473 BEFORE USE. 7777 Greenback Lane � Design void far use only with Mlek connecters. This deli n s baser on u Suite 109 g N ren rwometers shown. and ister on r - not truss building component. sh Citrus Neighs, CA, 15610"Off � Applicability of resign roromenters and parer incorporation of component is responsibirity of building designer -net puss designee {acing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the everell structure is the respensibirity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/T►Il Qualify Criteria, DS{ -{9 and SCSI1 {ullding Component M iTek• Safety Information evoilabk from Truss Plate Institute. 563 D'Onefrto Drive. Madison, wl 53719. .....,....,.,....,�,. �.� e� „�.��m r4- rn np �• v.. wne Suva rage 1 24-4-9 -1-15-0 11-7-7 13-7-1 18-0-0 22-4.15 24-1-1 36-0-0 37-9-0 1-6.0 11-7-7 1-11-10 4-4-15 4-4.15 1-9-2 11.7-7 SFW 1:65.3 5x6 0-3-8 5x9 S Ir 1• 10 14 13 12 11 4x4 = 2x4 11 4x4 = 4x9 = 04 = 20 11 04 = 1 _ 13-7-1 13-k11 22-2-5 22t15 39-0-0 1 13-7-1 0-2-10 9-4-10 0-2-10 13-7.1 N OjA LOADING (psf) PUSS RISS Type oty Ply 00 JONE413G A4 ROOFTRUSS 2 1 R20961649 TC 0.55 Vert(LL) -0.16 12-13 >999 240 Job Reference a Clonal .....,....,.,....,�,. �.� e� „�.��m r4- rn np �• v.. wne Suva rage 1 24-4-9 -1-15-0 11-7-7 13-7-1 18-0-0 22-4.15 24-1-1 36-0-0 37-9-0 1-6.0 11-7-7 1-11-10 4-4-15 4-4.15 1-9-2 11.7-7 SFW 1:65.3 5x6 0-3-8 5x9 S Ir 1• 10 14 13 12 11 4x4 = 2x4 11 4x4 = 4x9 = 04 = 20 11 04 = 1 _ 13-7-1 13-k11 22-2-5 22t15 39-0-0 1 13-7-1 0-2-10 9-4-10 0-2-10 13-7.1 N OjA LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 16.0 plates Increase 1.25 TC 0.55 Vert(LL) -0.16 12-13 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 SC 0.32 Vert(TL) -0.23 13 >999 180 SCLL 0.0 Rep Stress Incr NO WB 0.30 Herz(TL) 0.04 9 n/a n/a BCDL 7.0 Code USC97/ANSI95 (Matrix) Weight: 215 lb LUMBER TOP CHORD 2 X 4 DF No.I&BtrG BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=1290/0-3-8, 9=1290/0-3-8 BRACING TOP CHORD Sheathed or 4-6-8 oc purlins, except 2-0-0 oc purlins (5-3-2 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max UHerz IBIW 92(lo2d case 4) BUTTE COUNTY Max Uplift2=22(load case 5), 9=22(lo2d case 5) v �y , i, FORCES(Ib)- Maximum Compression/MaximumTension 01'ILD iNG DIVISION TOP CHORD 1-2=0/42, 2-3=2092/26, 3-4=2000!75, 4-5=1568/77, 5-6=-1349/71, 6-7=-1568f77,7-$=-2066/75, i-5=2082/26, 9-10= ����0, ` �. D BOT CHORD 2-17=0/1731, 16-17=0/1518, 15-16=0/1518, 14-15=0/1349, 13-14=0/1349, 12-13=0/1519, 11-12=0/1518, 9-11vC/1731 WEBS 5-15=.45/436.6-13=45/436,3-17=244/16, 8-11=-244/16,4-16=-54/170,7-12=-54/170. 4-17=30/359, 4-15=393/81, 7-13=393/91, 7-11=30/359 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chard dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 36 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposer to wind. If porches exist, they are exposer to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries be -in spans of 2-0-0 from front girder and 2-0-0 from back girder. 7) Design assumes 4x2 (Nat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 26 Ib down and 2 Ib up at 22-3-3, and 26 Ib down and 2 Ib up at 13-8-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-5=52, 5-6=52, 6-10=52, 2-9=-14 Concentrated Loads (lb) Vert: 5=-26 6=26 O9?,OFESS/ON9 C11 C P46433 rn April 14,2006 WARMWG - IerW tesign jaramete and READ M077 -S ON TRIS AND DWJXDED An= REFERENCE PAGE AM 7473 BEFORE USE. 7777 Greenback Lane • Design wit far use only with IWTek connectors. This design is based only upon parameters shown. and is lar an individual building component. Suite 109 Appliicelsirily of design porementers and proper incorporation of component is responsibility of buiNing designer - not puss designer. Bracing sMwn citrus Heights, CA, 9,5161011"901is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality controt storage, delivery, erection end bracing, consult ANSI/T►Il Quay Cr9orio, DS{ -tit a d {CSII {ullding Component Wally Information evoitable from Truss Plate Institute. 593 D'Onofrie Drive. Madison. WI 53719. M iTek• • 'USS ypety y 00JONE4136 rruss 5 ROOFTRUSS R20961650 2 t Job Reference • liana! Langfellaw Lumber G., Int., Chieo, Ca. 95e24-7434 9200 s Jul 13 2005 MiTek Industries, Inc. Fri Apr 14 04:16:49 2006 Pate 1 24-4! -1•G-0 11-7-7 13-7.1 18-0-0 22-4.15 24-1-1 36-0-0 37-a-0 1.10 11-7-7 1-11.10 4415 4415 1-9-2 11-7-7 1:65.3 5x8 i 6 8 0.3.8 4x4 = 2x4 II 4x4 = 4x8 = 4x4 = 2x4 11 4x4 = 13-7.1 13-h11 22-2-5 22- 15 36-0-0 ta-7.1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.19 14-15 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 SC 0.38 Vert(TL) -0.26 14-15 >999 180 SCLL 0.0 Rep Stress Incr NO WS 0.32 Horz(TL) 0.04 11 n!a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 222 lb LUMBER TOP CHORD 2 X 4 DF Ne.1 iBtrG BOT CHORD 2 X G OF SS G WEBS 2 X 4 OF Std G REACTIONS (Ib/size) 2=1334/0-3-8,11=133410-3-8 BRACING TOP CHORD Sheathed or 4-5-7 oc purlins, except 2-0-0 oc purlins (5-1-1 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. Max Horz2=107(load case 4) Max Uplift2=-83(102d Case 5), 11=83(load Case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=2166/146, 3-4=2152/192, 4-5=1654/207, 5-6=-62/0, 5-20=-1430/231, 20-21=1430/231, 7-21=1430/231, 1 BOT CHORD 2-119-69/1804,- 1i 19� 60/ 590, 17 19=60/1590, 17- 2�= 20/1430, 1G-22=20/1430, 1G-23=20/1430, 15-23=20/1430, BUTTE COUNTY 14-15=27/1590.13-14=27/1590,11-13=-46/1804 BUILDING DIVISION WEBS 5-17=72!425, 7-15=72/425, 3-19=247/19, 10-13=247/19, 4-1 i=BG/202, 9-14=-iC/202, 4-19=32/359, 4-17=403/73, 9-15=-40303, 9-13=32/359 NOTES APPROVED 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an Occupancy category 1, condition I enclosed building, of dimensions 45 ft by 36 It with exposure B ASCE 7-93 per USC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries tie-in spans of 2-0-0 from front girder and 2-0-0 from back girder. �QFESS/�N 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Q i) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 26 Ib down and 2 Ib up at 22-3-3, and QUO �R S. 26 Ib down and 2 l up at 13-8-13 on top chord. The design/selection of such connection device(s) is the responsibility of others.�Q LOAD CASE(S) Standard(DQ m 1) Regular. Lumber increase=1.25, plate Incre2se=1.25 uJC Q46 fT1 Uniform Loads (pif) Of X Vert: 1-5=-52, 5-6=-52, 5-20=20, 20-21=-52, 7-21=-20, 7-8=-52, 7-12=52, 2-11=14 * EXP - Concentrated Loads (lb) Vert: 5=26 7=-26 . _ i April 14,2006 1PARNJNG - 7 -ft "Wf- Para Wa asd RE" NOTES ON TILS AND MCLUDED JIG'PEI NEFFJtENC.L PAGE AM 7473 BEFORE USE. 7777 Greenback Lane � Design void for use only with MTek connectors. This design is bas" only upon Parameters shown, and is for on individual building component. Suite 109 J Applicability of design peromenfers and proper incorporation of component is responsibility of building designer - not truss designer. {racing shown Citrus Heights, CA, 95610mom is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/r►Il Qualty Cdtado, DS8-et and 1ICSII Building Component ���� safely Information available from Truss Plate Institute. 593 D'Onofrio Drive. Madison. WI 53711. " JON Truss N55 ypC ry y 0 0 1.25 TCDL 10.0 Lumber Increase 1.25 R20861651 JONE4136 Ai ROOF TRUSS 2 1 Code UDC97/ANS195 WIS 0.31 Horz(TL) 0.05 15 n/a n/a Jeb Reference (optional) L.n�Rl1•w t.urn�cl �. , , Irl , a. sVscs rte.» •.eVV SVVI IJ CVVV mIIert lllau3•i IL. ill nil I7 V•.I•.�scw• r'��e I 24.4.9 0-6-01 11-7-7 03-7-11 11-0-0 22-4-15 24-1-111 36-0-0 V7- 1-6-0 11-7-7 1-11-10 4.415 1.5x4 K-4-15 1-6-2 11-7-7 1-6-0 Scale = 1:80.6 1.5x4 II 0-3-8 1.5x4 11 810 5x6 6111.11 BUTTE COUNTY BUILDING- DIVISION APPROVED 4x6 23 22 21 224 25 1! 18 17 4xb 4x4 = 2x4 11 04 = 4x8 = 04 = 2x4 11 04 = 13-7-1 13-6.11 22.2.5 22*15 36-0-0 i 13-7-1 0.2-10 6-410 0-2-10 13.7-1 LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO DCDL 7.0 Code UDC97/ANS195 LUMBER TOP CHORD 2 X 4 DF No.liBtr G BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=1376/0-3-8,15=1371/0-3-8 CSI DEFL in (lac) I/deft L/d PLATES GRIP TC 0.92 Vert(LL) -0.20 21-22 >999 240 MT20 220/195 DC 0.40 Vert(TL) -0.27 21-22 >999 180 WIS 0.31 Horz(TL) 0.05 15 n/a n/a (Matrix) dimensions 45 It by 36 It with exposure D ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If perches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate "rip increase is 1.33 Weight: 234 lb BRACING TOP CHORD Sheathed or 3-10-5 oc purlins, except 2-0-0 oc pur ins (3-3-12 max.): 5-12. Except: 1 Row at midpt 5-7 DOT CHORD Rigid ceiling directly applied or 10-0-0 or. bracing. JOINTS 1 trace atJgs): 7, 9 Max Horz2=119(load case 4) Max Upl-If12=330oad case 5).15=32002011 case 5) ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42,2-3=2249/49,3-4=2241/95,4-5=-1732/105,5-6=72132, "=310,5-7=15171142,7-9=1517/142, 9-12=1517/142, 10-11=-3/0,11-12=75/29.12-13=-1732/105,13-14=-2232195, 14-15=224014111,15-16=0142 BOT CHORD 2-23=0/1176, 22-23=0/1657, 21-22=0/1657, 21-24=0/1517, 20-24=0/1517, 20-25=0/1517, 19-25=0/1517, 18-19=0/1646, 17-1"=0/1646,15-17=0/1169 WEBS 5-21=43/413, 12-19=-44/420, 3-23=260/19, 14-17-260/19, 4-22=70/214, 13-1"=95/1"9, 4-23=34/367, 4-21=3"9/91, 13-19=369/9", 13-17=-34/374, 6-7=294/29, 9-11="1/13 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind leads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 36 It with exposure D ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If perches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate "rip increase is 1.33 3) Provide adequate drainage to prevent water ponding. �QF ESS/� 4) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. S) A 20% has been for the lumber members. S. plate rating reduction of applied green from back Q� �R TSN F� G) Girder carries tie-in spins of 4-0-0 from front girder and 2-0-0 girder. 7) Design assumes 4x2 (flat orientation) purlins of oc spacing indicated, fastened to truss TC w/ 2-10d nails. C-:) Q 9) Hanger(s) or other connection device(s) shalt be provided sufficient to support concentrated load(s) 20" Ib down and 15 Ib up at 17-10-1 & Tn on top chord. The design/selection of such connection device(s) is the responsibility of others. LU C 6433 M _ LOAD CASE(S) Standard * P. �� J 1) Regular. Lumber Incre2se=1.25, Plate Increase=1.25 CJ - Continued on page 2 Al April 14,2006 Q WARNING - Terffq design laramelem and READ NOTES ON TWS AND D7CLVDED A=K REFERENCE PAGE MU -7473 EEFORE VSE. 7777 Greenback Lane 0 Suite Design valid for use only with MITek connectors. This design b based .nig upon ponmeters showlivid n, and for an inaual building component. Citrus 10Ha! iBhts, CA, 956 10"" W Applicability of design poramenters and proper incwpor.lion of component is responsibility of building deminer - not truss designer. tracing Shawn is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction k the responsibil6ly at the rector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guNance regarding fabrication, duality control. storage. delivery, erection and bracing. consult ANSI/Tm Qu.11ty Criierf., DSI -St and lC51T Bunding comg.nent M "Tek• Safety Inlerma8an evaBable from Trus Plate Institute. 593 D'Onefrio Drive. Madison. W1537 N. LOAD CASE(S) Standard Uniform Loads (ply Vert 1-5=52, 5-G=-52, 64- 20, 7-9=52, 10-11=20, 11-12=-52, 12-16=52, 2-15=-14 Concentrated Leads (Ib) Vert c=201 Sul -TE C°ut4l 6 I0jLajNG C)NIS o NAPPROVED Y Q WARNING • re Vy duyn Parametm and READ NOTES ON TRIS AND INCLUDED IUTEI REFERENCE PAGE JW -7473 BEFORE USE, 7777 Greenback Lane 4 Design void for use only with Weir connectors. This design is based only upon parameters shown. end it for an individual building Component. Suite 109 �w A"licobility of resign porementers onr'ro'er incorporation of component is respanibifty of building designer- not truss Citrus Heights, C SM is For Potent support of individwt web members on Additionot tem resigner. {racing shown h A, f5G 10 erector. Additional Permanent bracing of the overall structure is the r'es'ons �• fy of the buildingde during gen construction q is there regardinglity of the fabrication. quo g ry,bracing, i general guidanee g Compo rig contra, storm e, relive rection and 'On*rconsult Madison. Wll 371 t. Criteria, DS{ -{f orad {CAI WOding Component M ITek' Safety Information owiloble ham Truss Plate Institute. A{3 D'Onafrio Drive, N4dison, WI 5371!. , re HAND ERECTION — LEVANTAMIENTO A MANO ■RACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES GENERAL NOTES NOTAS GENERALES BRACING FOR THREE PLANES OF ROOF Trusses are not marked In any way to Identify Los trusses no estin marcadoc de ninlun modo glue Trusses 20' or _ ; %�; _ f 7f Trusses 30' or - ; tt ; EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 the frequency or location of temporary bracing. llentifique la frecuencia a localizad6n de los arriostres less, support less, support at , , , _y EL ARRIOSTRE EN TRES PLANOS DE TECHO Refer to tGSI-t7 Maximum lateral brace spacing Fallow the , reNmmendations for handling, (baring) temporales. Use las recomendaciones de maneJa, at leak, ivarter pints. r Summm� Sheet 10' o.c. for 3x2 chords Installing and temporary bracing of trusses. Inshled6n y arriostre temporal de los trusses. Vea el U111I4 Levante I:ante de elf This bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. _ Temp�nry and 15' o.c. for 4x2 chords Diagonal braces Refer to BCSI 1-03 Guide to Good Practice for gC511-03 Gufa de Buena Frictia pan N ManejO InsUlad6n LI �5' g Handling, Installing 4 tracing of Metal Plate del pito los los cuartos Este mEtodo de arrIestre es para todo trusses excepts trusses de cuerdas paralelas 3x2 y 4x2. Permanent Bacirtg '0' of every 15 truss ? 1, I ! y trrostre de los Tmsses de Madera Connectados mn trusses de 20 de tramo los for Parallel Chord Connected Wood Trusses for more detailed Plans Ie Metalsaa a r Informad6n. spaces (30' max.) Information. pa pies • mens. trusses oc 30 1) TOP CHORD — CUERDA SUPERIOR Trusses for more , Los d,..Jos /e eisefi0 de Ne trusses Pueden espedfiar E Trusses uP M 20' .g, pies o mens. I E Trusses up to 30' � I information f Truss Design Drawings may specify loations of In localizations de los ardostres permanentes en los I Trusses hast, 20 pies I Trusses haste 30 pies permanent bracing on Individual compression miembres IMividuales en sompresl6n. Vea la hoja recumen members. Refer to the Ii12SI-33 Summary ICSI-93 sara los arriostres sermanentes y refuerzos de los Sheet - Web Member Permanent Bracing/WI miembros seandados (Webs) para mayor informaci6n. EI HOISTING — LEVANTAMIENTO Reinforcement for more information. All other rcsto Ie arriostres nentes son la res sabilNad /N permanent bating design is the responsibility Pew Mn rJf Hold each truss in position with the erection equipment until temporary bating is installed and of the Building Designer. Dlselllador del Ediifids. IJ truss Is fastened to the bearing points. ©The consequences of improper handling, instilling Sostenga ada truss en posic16n con la gni, hasta que el arriostre temporal esti instalado y el and bracing may be a collapse of the structure, or truss aseguado en los soportes. worse, serious personal Injury or death. - �r EI It d d 1 statrriostre tt •�'�` Do not lift tosses over 30' by the peak Truss Span Top Chord Temporary Lateral trace (TCTLB) Spacing Longitud de Trame, Espaclantlento del Arriestre Temporal do Is Cuerda Superior Up to 30' 10' o.c. max. Haste 30 pies 10 pies miximo 30' to 45' V D.C. max. 30 a 45 pies i pies miximo 45to 60' i' o.c. max. 45 a 60 pies i pies miximo 60' to i0'* 4' o.c. max. 60 a 80 ies* 4 pies miximo Vea el resOmen BCSI-57 - Arriostre f temporal v_ prrmanente de The end diagonal trusses de cuerdas brace for cantilevered paralelas para mayor trusses must be placed Lateral braces infomtadon. on vertical webs In line 2x4x12' length lapped with the support. over two trusses. + s rcsu a o eunmanejo, n acionya a INSTALLING — INSTALACION inadecuados, puede ser Is a(da de Is estnxtua o , l LT �r t j ,1ti. No levante del piw los trusses de mis 130 pies. *Consult a Professional Engineer for trusses longer than 60'. 1-71 Tolerances for Out -of -Plane. — Toleandas pea Fuea de Plano. a6n peor, muertos o heridos. *Consulte a un ingenlero lea trusses de mss de i0 pies LrJ Maxam MU N Max. Truss Greater than 30' � j�•-- Longa - ►l DOW Length MAS de 30 ries L.n h �► f'7f See BCSI-B2 for TCTLi options. Max Bow L•nstt "� - - 7/8" 14.6' HOISTING RECOMMENDATIONS BY TRUSS SPAN LJ Vea el BCSI-52 para las olciones h71 Tolerances forD/50 D (ft.) 1' 16 T Banding and truss Plates have sharp edges. Wear RECOMMENDACIONES DE LEVANTAMIENTO de TCTLB. LJ Out -of -Plumb. 1-1/t' 1t t' © gloves when handling and safety glasses when i POR LONGITUD DEL TRUSS _...rte cutting banding. Tolerandas pan -t ` 4' 20.81 Fuer, de-► ada Empaglues y places de metal tienen bordes i0 or loss tom PLm ��` afflados. Use guantes y lentes protectores cuando © li�8ns)� Refer to jiLSilE, ��ry ' [{,� V 1-1/2 25.0' torte los empaques. Summary Sheet - �] �'i 1-3/4• 29.2' Gable End Frame `� (� ISO 0 2' z33.31 HANDLING — MANE)O Vea el �7( Repeatdiaggnalbaces. /Samax , Approx. 1/2 Vea el restimen PMI -56 - Arriostre Replta los arriostres truss length Taglino ', del truss terminal diagonales. TRUSSES UP TO 30' _0. de un techo a dos CONSTRUCTION LOADING — CARGA DE CONSTRUCCION Allow no more No permits mas Use special are in Utilice cufdado TRUSSES HASTA 30 PIES poo not raced with construction until all basin Y Maximum Stack Height than 3" of defies- de 3 pulgadas de windy weather or especial en dfas r3guas• f /f Set first five trusses with spacer pieces, then add diagonals. Repeat Q P 9 le morel tion for every 10' pandeo por cada 10 near power lines ventosos o cera de LJ process on groups of four trusses until all trusses are set. and property in place. for Materials on Trusses truss bunlNs Taglino �— 2/3 truss length —'I BCSI t4 Ca a de Constnsrri6n TRUSSES UP TO 60' _� r! pea mayor informaddn. Lateral bates _ r — — -�•ta �Q��� TRUSSES HASTA i0 PIES 2x4x12' length lapped O O over two III R\ trusses. I_ 1• I 1r I Locate Spreader ba Attach QCheck banding Revise los empaques above er eti}fback 10' a.c. prior to moving antes de mover los mia-height max. Do not overload small groups or single trusses. bundles. paquetes de trusses. No sobreargue pequefios grupos o trusses indfviduales. QPick up vertical Levante de la cuerda bundles at the superior los grupos ©Avid lateral bending. — Evlte u fiexi6n lateral.I'7f Piece loads over as many trusses as possible. top chord vertiales de trusses. - u Spreader bar 2/3 n - Coloque las Argas sobre Lantos trusses tomo sea posible. 3A truas length Diagonal braces of Position loads over load bearing walls. Tagllne every 10 truss- ` TRUSSES UP TO AND OVER 60' spaces (20' max.) Coloque las Argas sobre las paretics soportantes. i fid'y ` TRUSSES HASTA Y SOBRE 60 PIES 10'-15' max. ALTERATIONS — ALTERACIONES Some chord and web members not shown for rarity. © Refer to IM -55 Summary Sheet - Trus Damage. ]oba to Modifications and Installation Errors. BRACING— ARRIOSTRE Vea el res6men SCSI -55 Da"nos de trusses. Modificadones en la 0Iy Emores de Instalad6n Refer to PCBs -32 Summary Sheet -Truss Irnlalla- 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Do not cut, alter, or drill any structural member of a truss unless r • Do not store No almattne © r specifically permitted by the Truss Design Drawing. ✓< :* te los upngrahaL•d bundles trussvertiaesl sone Vea N re.imen BCStion and TemwI `B2dnInstalaci&tg for more ide see ! No mrte, altere o perfone ninitin m;embro estructural de les y Ardostre Temmml para mayor mformad6n. D trudges, a merros que esti especificamente permitido en el Iflxrjo del diseno del truss. Web members Do not walk on unbaced trusses. ONE WEEK OR LESS MORE THAN ONE WEEK - ' Ql Trusses that have been overloaded during construction or altered without the Truss Manufacturer's �� X. No amine en trusses sueltoc. prior approval may render the Trios Manufacturer's limited warranty null and void. v Top Chord Temporary Lateral Trusses que se han sobreargado duante la constnrcci6n o han sido alteados sin Una autorizaciin aY*i.1wr ' / w e. A;,,,,. g •*.; i"7f Locate ground braces for first truss directly gracing (TCTLt) previa del Fabriante de Trusses, Pierian reducir a eliminar Is gaantia del Fabriante de Trusses. �i ww LJ in line with all rows of top chord temporary +E " « lateral bracin - NOTE: The Trus nd hrely and! Designer must m We fact Vat Ne contraMr and arcane operator (if applicaNe) arc a- Bundles stored on the ground for one — „ .. 9' - pable to undertake the work they have agreed to do an a particular project. The contractor sh&A seek any required assistance regarding week or more should be Bleed by blocking ' + ��" --^' - " Coloque los arriostres de tiem pea el �.., , olinsauctien practices from a earreel ent parry. The methods and pra•dures •ullind arc Intended to onsure that f •vmll construction Iques employed wilthl put III and roar Cusses keg plane SAFELY. These rowmmendetWo for handling, InOwiling and tracing weir at V to 10' on center, primer truss directamente en linea con Diagonal braces trusses arc based upon e *041 experiene N ar leading technical personnel in e wood Cmust, due to W Cuss industry, but e nature of Los paquetes almacenados en la tiem poor Do not store on No almacene en ada una de las filas de arriostres laterales 2x4 min. every 10 truss respenaltriltiles imolvd, be presented wily as a GUIDE for use bye qualified Wilding Designer or W*CM*n/Instollation contractsro . It is t — uneven ground. tierra desigual. tempoales de la cuerda superior. spasm 20' maX, intended that gorse rewrma downs be interpreted as super to any design specHlotion (provided by egher an Architect, Engineer, una Serrano o mis deben ser elevados W ( ) roe building Designer, ft Freshen/Installation conlroctor or s#w;rwise) for handling, Imbilling and bracing wood truces and it does con bloques a ada i o 10 pies. x - _ Base first truss Well 10'-15' max. not prealude We use of caner equivalent methods for bracing and pr rr aing stability for the walk and adumns as may be debermined by A:= same Spacing the truss Emktlon/Intallaaan Contractor. Thus, bre Wood Truss Coundl N America and the Truss plate IMltule expressly disclaim any E— before erection ofas bottom chord responsibility, for damages arising from the use, applicW , or rcilande on the rec•mmendagon and Information oantolrwd herein. Some chord and web members not shown for clari r 1 7( For long term storage, cover bundles to pre- , clarity. LrJ E - additional trusses. lateral bating vent moisture gain but allow fix ventilation. ,.w-•-•*�-^` Para almacen-amiento por mayor tiempo, '-J — WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE ,bra los paquetes para prevenir aumento DIAGONAL BRACING IS VERY IMPORTANT ! : - f300 Enterprise Lane • Madison, WI 5371! 218 N. Lee St, Ste. 312 • Alexanela, VA 22314 I humNad per, permits ventiladdn. 1EL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! sot/v4 484! • www.w••dauss.«m 703/683-1010 • www.lpinst.•rg v, • 51WARN11x17 20050561 s_ Igo .x of span. pies de tamo. ana airports. aDles electrrcos o ac aeropuertos• 1411, 1r- .. R.nad•r t..r hr Cres reader bar Instate Bos.Repnco a isle s trusses cone n grupos diagonales. Repasts Este procedimienta en grupos de cuatro trusses citeores, luego dos trusarrioses Toa__ In TEae-In hasta que todos los trusses esten instalados. _ Spreader bar 1/2 to _ I 121 BOTTOM CHORD — CUERDA INFERIOR No proceda con la construai6n haste que tDdos los arriostres q1O carica aoloodos en forma apropiada y Segues. Do not exceed maximum stack heights. Refer to BCSI-B4 Summary Sheet - Construction Loading for more information. Nn errwla tae mSximae alhrrae rermwrdaAx VPa d nwimen Material Height h _ - Gypsum B•ad t2^ Plywood! or OSB ta" Asphalt Shingles 2 bundles Concrete BI•dt t" Clay TIN 3-4 tiles high. truss bunlNs Taglino �— 2/3 truss length —'I BCSI t4 Ca a de Constnsrri6n TRUSSES UP TO 60' _� r! pea mayor informaddn. Lateral bates _ r — — -�•ta �Q��� TRUSSES HASTA i0 PIES 2x4x12' length lapped O O over two III R\ trusses. I_ 1• I 1r I Locate Spreader ba Attach QCheck banding Revise los empaques above er eti}fback 10' a.c. prior to moving antes de mover los mia-height max. Do not overload small groups or single trusses. bundles. paquetes de trusses. No sobreargue pequefios grupos o trusses indfviduales. QPick up vertical Levante de la cuerda bundles at the superior los grupos ©Avid lateral bending. — Evlte u fiexi6n lateral.I'7f Piece loads over as many trusses as possible. top chord vertiales de trusses. - u Spreader bar 2/3 n - Coloque las Argas sobre Lantos trusses tomo sea posible. 3A truas length Diagonal braces of Position loads over load bearing walls. Tagllne every 10 truss- ` TRUSSES UP TO AND OVER 60' spaces (20' max.) Coloque las Argas sobre las paretics soportantes. i fid'y ` TRUSSES HASTA Y SOBRE 60 PIES 10'-15' max. ALTERATIONS — ALTERACIONES Some chord and web members not shown for rarity. © Refer to IM -55 Summary Sheet - Trus Damage. ]oba to Modifications and Installation Errors. BRACING— ARRIOSTRE Vea el res6men SCSI -55 Da"nos de trusses. Modificadones en la 0Iy Emores de Instalad6n Refer to PCBs -32 Summary Sheet -Truss Irnlalla- 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Do not cut, alter, or drill any structural member of a truss unless r • Do not store No almattne © r specifically permitted by the Truss Design Drawing. ✓< :* te los upngrahaL•d bundles trussvertiaesl sone Vea N re.imen BCStion and TemwI `B2dnInstalaci&tg for more ide see ! No mrte, altere o perfone ninitin m;embro estructural de les y Ardostre Temmml para mayor mformad6n. D trudges, a merros que esti especificamente permitido en el Iflxrjo del diseno del truss. Web members Do not walk on unbaced trusses. ONE WEEK OR LESS MORE THAN ONE WEEK - ' Ql Trusses that have been overloaded during construction or altered without the Truss Manufacturer's �� X. No amine en trusses sueltoc. prior approval may render the Trios Manufacturer's limited warranty null and void. v Top Chord Temporary Lateral Trusses que se han sobreargado duante la constnrcci6n o han sido alteados sin Una autorizaciin aY*i.1wr ' / w e. A;,,,,. g •*.; i"7f Locate ground braces for first truss directly gracing (TCTLt) previa del Fabriante de Trusses, Pierian reducir a eliminar Is gaantia del Fabriante de Trusses. �i ww LJ in line with all rows of top chord temporary +E " « lateral bracin - NOTE: The Trus nd hrely and! Designer must m We fact Vat Ne contraMr and arcane operator (if applicaNe) arc a- Bundles stored on the ground for one — „ .. 9' - pable to undertake the work they have agreed to do an a particular project. The contractor sh&A seek any required assistance regarding week or more should be Bleed by blocking ' + ��" --^' - " Coloque los arriostres de tiem pea el �.., , olinsauctien practices from a earreel ent parry. The methods and pra•dures •ullind arc Intended to onsure that f •vmll construction Iques employed wilthl put III and roar Cusses keg plane SAFELY. These rowmmendetWo for handling, InOwiling and tracing weir at V to 10' on center, primer truss directamente en linea con Diagonal braces trusses arc based upon e *041 experiene N ar leading technical personnel in e wood Cmust, due to W Cuss industry, but e nature of Los paquetes almacenados en la tiem poor Do not store on No almacene en ada una de las filas de arriostres laterales 2x4 min. every 10 truss respenaltriltiles imolvd, be presented wily as a GUIDE for use bye qualified Wilding Designer or W*CM*n/Instollation contractsro . It is t — uneven ground. tierra desigual. tempoales de la cuerda superior. spasm 20' maX, intended that gorse rewrma downs be interpreted as super to any design specHlotion (provided by egher an Architect, Engineer, una Serrano o mis deben ser elevados W ( ) roe building Designer, ft Freshen/Installation conlroctor or s#w;rwise) for handling, Imbilling and bracing wood truces and it does con bloques a ada i o 10 pies. x - _ Base first truss Well 10'-15' max. not prealude We use of caner equivalent methods for bracing and pr rr aing stability for the walk and adumns as may be debermined by A:= same Spacing the truss Emktlon/Intallaaan Contractor. Thus, bre Wood Truss Coundl N America and the Truss plate IMltule expressly disclaim any E— before erection ofas bottom chord responsibility, for damages arising from the use, applicW , or rcilande on the rec•mmendagon and Information oantolrwd herein. Some chord and web members not shown for clari r 1 7( For long term storage, cover bundles to pre- , clarity. LrJ E - additional trusses. lateral bating vent moisture gain but allow fix ventilation. ,.w-•-•*�-^` Para almacen-amiento por mayor tiempo, '-J — WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE ,bra los paquetes para prevenir aumento DIAGONAL BRACING IS VERY IMPORTANT ! : - f300 Enterprise Lane • Madison, WI 5371! 218 N. Lee St, Ste. 312 • Alexanela, VA 22314 I humNad per, permits ventiladdn. 1EL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! sot/v4 484! • www.w••dauss.«m 703/683-1010 • www.lpinst.•rg v, • 51WARN11x17 20050561 s_ Igo .x P.T. 51 LL W/ Y2 " p x 12" A.B. a 6' O.G. AND 12" MAX. FROM ENDS W/ 2 "x2 "x7(b" PLATE WASHERS, TYP. Ix TRIM a WINDOWS, DOOR5 I CORNERS (MATCH HOUSE) 50LID SHEAT - SEE PI ROOF PLY. EAVE DETA I L 5EE ROOF PLAN EYEBROW VENT 1 GIRDER TRUSS REAR ELF\/ATION LEFT ELEVATION 1/8"=1'-0" RI O HT ELEVATION ROOF PLAN I/8"=1'-0" - - -- - GOMPOSITIION SHINGLES o/ 15# FELT o/ 1/2" GDX PLYWD. OR 055 W 5d's a 6",1:2" oc SEE ROOF PLAN SL. ATTIC ll O� O _ 5/8" GYP. BD. ® CLO. t WALLS - - 2x4 STUDS NEW GARAGE j 0 16" oc 4" GONG. SLAB o/ ROCK FILL �SEE FDN. PLAN BU I LD I NO SECTION ROOF NOTES: 516 1 il�_-L�--IlI-_TI rr r._ r �I r L`I __ _ r--T1- - 4" GONG. SLAB z 23'- " L1; TI _1 I _L 3. ROOF PITCH SHALL BE -1:12, TYP. (MATCH EXIST) Z 0/ 4" BASE 4. ROOF O.H. SHALL BE: 18" (MATCH EXIST.) 6' x 10'x 4" GONG. SLAB 5. ROOF COVERING SHALL BE COMP. 5HINOLE5 a :o 0 0/15# FELT o/1/2" GDX. O = 6. PROVIDE ATTIC VENTILATION EQUAL rq TO 1/300 (ONE S0. FT. PER 150 50. FT, ATTIC SPACE) = 12Q6/150 = 8.64 S.F. — —. — 111. LI_TI F PROVIDE (16) 3 1/2" x 22 3/8" (MATCH EXIST) 1--, '�TT 7 -- FINISH GRADE - AND (2) EYEBROW VENT5 (SEE ELEV.). I \- R.O. FOR GARAGE DOOR I I - - -- --- --- I I LIQ I.1__I` TYP. I I TOI ---- �— W" o/ ROCK BASE I O . nlv mI I � e ( z NAT. GRADE 4" GONG. I ( I - R.O. FOR R.O. FOR I 4" CONC. SLAB - 3'-0" DR. 3'-0" DR. 1 -- --- - --- •--� - -- - #4 TOP 4 •4, BOTTOM in (5ARAO E FOOT I NO Ix TRIM a WINDOWS, DOOR5 I CORNERS (MATCH HOUSE) 50LID SHEAT - SEE PI ROOF PLY. EAVE DETA I L 5EE ROOF PLAN EYEBROW VENT 1 GIRDER TRUSS REAR ELF\/ATION LEFT ELEVATION 1/8"=1'-0" RI O HT ELEVATION ROOF PLAN I/8"=1'-0" - - -- - GOMPOSITIION SHINGLES o/ 15# FELT o/ 1/2" GDX PLYWD. OR 055 W 5d's a 6",1:2" oc SEE ROOF PLAN SL. ATTIC ll O� O _ 5/8" GYP. BD. ® CLO. t WALLS - - 2x4 STUDS NEW GARAGE j 0 16" oc 4" GONG. SLAB o/ ROCK FILL �SEE FDN. PLAN BU I LD I NO SECTION ROOF NOTES: 516 1 il�_-L�--IlI-_TI rr r._ r �I r L`I __ _ r--T1- I. ROOF FRAMING SHALL BE MF'O. TRUSSES • 24" or -'-O° 10'-0" �'3 - ,j�- --- 23'- " L1; TI _1 I _L 3. ROOF PITCH SHALL BE -1:12, TYP. (MATCH EXIST) IrrI _ I_ l :1 L.__ L 4. ROOF O.H. SHALL BE: 18" (MATCH EXIST.) 6' x 10'x 4" GONG. SLAB 5. ROOF COVERING SHALL BE COMP. 5HINOLE5 a 0 0 0/15# FELT o/1/2" GDX. O IS 6. PROVIDE ATTIC VENTILATION EQUAL rq TO 1/300 (ONE S0. FT. PER 150 50. FT, ATTIC SPACE) = 12Q6/150 = 8.64 S.F. — —. — 111. LI_TI F PROVIDE (16) 3 1/2" x 22 3/8" (MATCH EXIST) 1--, '�TT 7 -- AND (2) EYEBROW VENT5 (SEE ELEV.). I \- R.O. FOR GARAGE DOOR I I - - -- --- --- I I LIQ I.1__I` TYP. I I TOI ---- �— - o/ ROCK BASE I O . mI I � e ( i � I 4" GONG. I ( I - R.O. FOR R.O. FOR I 4" CONC. SLAB - 3'-0" DR. 3'-0" DR. 1 SLAB BRIGK VENEER (MATCH HOUSE) ---� FRONT ELE\/AT I ON 1/4"=1'-0" ' FTN'O. I R.O. FOR GARAGE DOORS ell SHEARWALL 5GHEDULE A�ry ��0 � ry0 ryD ry0 I. 5HEARWALL FRAMING MAY BE DOUG. OR HEM. FIR GONG. DRIVEWAY 2. NAILS SHALL BE 8d COMMON OR IOd OUN NAILS. GENERAL NOTES: FOUNDATION PLAN I. BEARING WALL HEADER SHALL BE 4X10 D.F. #2, T TrF. 561-011 00, 4'-0" i I �r /(,�/A 30 M FLUOR. i/15.0' G i 8080 OAR. DR. 5041 XO Q OFI FI r \ I T II GFI i GIRDER TRUSS - \ GFI O' \— DBL STUD - TYP. 2�x 3d ^4 ELECTRICAL, PLUMBING, IaeER - I ! AND MECHANICAL NOT I I PLAN CHECKED lu a I I . o I I o x OFI L - J \ OFI X ND 4X2' 4 X2' 4X2' O ARAO E GONG. , 13.0 i DOOR 13.0' I OFI / OPENER ( GFI I LP �I GIRDER TRUSS FLUOR: ��_ LUOR. ` 3 TO • P p 3068 GF 1 — \ I LITE / 3068 BREAKER BOX-- � x 12" 24f-\/4 G.L.B. \ -- ` r 8080 GAR. DR. I — 16080 GAR. DR. rYk 4.0' FL �� Qry,�Y FLUO �Q� _ Q 'Y �' OR.GF41-011 a+�� The 20101 CBC, CMC, CPC, 2004 „ CEC, and 2005 California Energy BUT Standards as amended by the jurisdiction apply to this project BUILD FLOOR PLAN w/ ELECT. 1/4"=1'-0" AF Revisions By N n H v' ^ M • � N V t� O 0000U 0 C w � c � a V � M NF -1 W � 0 W � E �:D cc W � � 0 4-� 0A RC a * No. C2 -8 REN. /0 coo C \ [JONES GARAGE o.0 4/5/06 Scale a aayn Job O6 -Q82 � sneer of 2 sn•eu 1 il�_-L�--IlI-_TI rr r._ r �I r L`I __ _ r--T1- -- L1; TI _1 I _L __.. .i T_: -_I _ I .L --L--�_7I-_ IrrI _ I_ l :1 L.__ L z� -Fr IS � _:� 111. LI_TI F 1--, '�TT 7 -- - - -- --- --- LIQ I.1__I` LI I_:i= TOI ---- BRIGK VENEER (MATCH HOUSE) ---� FRONT ELE\/AT I ON 1/4"=1'-0" ' FTN'O. I R.O. FOR GARAGE DOORS ell SHEARWALL 5GHEDULE A�ry ��0 � ry0 ryD ry0 I. 5HEARWALL FRAMING MAY BE DOUG. OR HEM. FIR GONG. DRIVEWAY 2. NAILS SHALL BE 8d COMMON OR IOd OUN NAILS. GENERAL NOTES: FOUNDATION PLAN I. BEARING WALL HEADER SHALL BE 4X10 D.F. #2, T TrF. 561-011 00, 4'-0" i I �r /(,�/A 30 M FLUOR. i/15.0' G i 8080 OAR. DR. 5041 XO Q OFI FI r \ I T II GFI i GIRDER TRUSS - \ GFI O' \— DBL STUD - TYP. 2�x 3d ^4 ELECTRICAL, PLUMBING, IaeER - I ! AND MECHANICAL NOT I I PLAN CHECKED lu a I I . o I I o x OFI L - J \ OFI X ND 4X2' 4 X2' 4X2' O ARAO E GONG. , 13.0 i DOOR 13.0' I OFI / OPENER ( GFI I LP �I GIRDER TRUSS FLUOR: ��_ LUOR. ` 3 TO • P p 3068 GF 1 — \ I LITE / 3068 BREAKER BOX-- � x 12" 24f-\/4 G.L.B. \ -- ` r 8080 GAR. DR. I — 16080 GAR. DR. rYk 4.0' FL �� Qry,�Y FLUO �Q� _ Q 'Y �' OR.GF41-011 a+�� The 20101 CBC, CMC, CPC, 2004 „ CEC, and 2005 California Energy BUT Standards as amended by the jurisdiction apply to this project BUILD FLOOR PLAN w/ ELECT. 1/4"=1'-0" AF Revisions By N n H v' ^ M • � N V t� O 0000U 0 C w � c � a V � M NF -1 W � 0 W � E �:D cc W � � 0 4-� 0A RC a * No. C2 -8 REN. /0 coo C \ [JONES GARAGE o.0 4/5/06 Scale a aayn Job O6 -Q82 � sneer of 2 sn•eu