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Ol watim pue 'ua4m 'moo ;O e6Palmoull ;o 113111 luandde 041 'welsh low paoep Aliadwd a ;o Alain luaa4u! 041 10 uonluBOaw ul Nouon00VINt 9L61 '•ONI '31niuSNI 31V -1d SSf1H1 Oa 61LE5 IM 1uoSIMN SNOIIVOWNW0338 0HV A8VIONO3. I31nIIISNaid d ssnai 432081000M -SK13 08 Figure 4(a) �ro •eew eiepow bw,ro in tree D.em of IN web memMr., pMm.lmenl apse: 1217: tole bel on camn n-1 w,1a1ro Ip rook. apace: a 1w. on cenlm on- wueirp Ip crop.. Figure 4(b) between laterals placed at approximately 45 degrees is recommended for stability of the bottom chord. Diagonal bracing in the plane of the bottom chord is generally not required throughout the length of the building, but it is recommended that it be located at least at each end of the building. In most cases, temporary bracing in the plane of the bottom chord is installed at the locations specified on the architectural plan for permanent bracing, and is, therefore, left in place as permanent bracing. Figure 5 illustrates bracing in the plane of the bottom chord. Full bundles of plywood should not be placed on trusses. This construction load should be limited to 8 sheets of plywood on any pair of trusses and should be located adjacent to the supports. No excess concentration of any construction materials (such as gravel or shingles) 10 owow. roam bogie bar. Reoeel x1 lamb coq. W It 201w1 ,n1ervL.. oi.pow brwiro cob. w .kt, q. 01 cop mora pwreml Ie.erJ cope. e n1 0l cop R tpe.im Too more hap pun�m commv Figure 6(b) If purlins are usect spaced not to exceed the buckling length of the top chord, and adequately attached to the top chord, it is recom• mended that diagonal bracing be applied to the underside of the top chord to prevent lateral shifting of the purlins. Figure fi(a) illustrates the necessity for applying diagonal bracing in the plane of the top chord despite the use of closely spaced purlins. It is recommended that this diagonal bracing, as shown in Figure Bib), be installed on both sides of the ridge line in all end bays. If the building exceeds 60 feet in length, this bracing should be repeated at intervals no greater than 20 feet. 2. Web Member Plane. The purpose of this bracing is to hold the trusses in a vertical position and to maintain the design spacing. In addition, this lateral bracing may be required to shorten the buckling 13 Figure A11) rgim A suggested procedure for lifting trusses is illustrated in Figure All I if the truss span does not exceed 30 feet. 16 Figure 5 nam.._._. htmJ bwiro 10 la Iw1 . norepew ne cl lawn - should be placed on the trusses in any one area; they should be spread out evenly over a large area so as to avoid overloading any one truss. All mechanical equipment should be located only on the trusses specifically designed to support it. It should not be dropped or even set temporarily in any other area unless the trusses are adequately shored. All floor trusses should be adequately shored if pallets of masonry materials are to be stored temporarily until the next higher walls are finished. STAGE THREE: Permanent Bracing is designed and specified by the architect or engineer for the structural safety Of the building. It is the responsibility of the building designer to indicate size, location, and attachments for all permanent bracing as required by design analysis. In general, it is desirable to design and locate all bracing so that it may work together with other structural parts of the building (such as shear trolls, portal frames, bearing walls, columns, beams, etc.) to achieve total structural integrity. 11 length of a web member. As described earlier in the discussion of building design and truss design (STAGE ONE), diagonal bracing or end anchorage is essential to stabilize the lateral bracing. Diagonal bracing in the plane of the web members is also used to distribute unequal loading to adjacent trusses and to spread lateral forces to diaphragms or shear walls. Spacing of rows of diagonal bracing in the plane of the webs is a matter of judgment to be made by the building designer, and will depend upon the truss span, truss configura- tion, type of building, and the loading. Generally, for roof trusses, the spacing ranges from 12 feet to 16 feet depending upon how it relates to the bracing in the plane of the top chord. For floor trusses the cross bracing should be approximately 8 feet on centers. Lateral 2x6 strong -backs may also be used for some floor systems. Figure / and Figure 4 illustrate bracing in the plane of the webs. 3. Bottom Chord Plane. This bracing is required to maintain the truss design spacing and to provide lateral support to the bottom chord to resist buckling forces in the event of reversal of stress due to wind uplift or unequal roof or floor loadings. For multiple bearing trusses or cantilever conditions, portions of the bottom chord become compression members and should be braced laterally to resist buckling in the same manner as the top chord of simple span trusses. Bracing in the plane of the bottom chord is also designed to transfer lateral forces due to wind or seismic loads into side walls, shear walls or other resisting structural elements. Diagonals between continuous lateral bracing serve to stabilize the bottom chord. It is recommended that one complete bey of diagonal bracing be installed at each end of any building, and additional such bays be located at specified intervals not to exceed 20 feet. Figure 5 illustrates the use of bracing in the plane of the bottom chord. These recommendations for bracing wood trusses have been derived from the collective experience of leading technical personnel in the wood truss industry but must, due to the nature of responsibilities involved, be presented only as a guide for the use of a qualified building designer, builder, or erection contractor. 14 Figure 61a) w chm mceb to. n marc e.wow M. Permanent bracing must provide sufficient support at right angles to the plane of the truss to hold every truss member in the position assumed for it in design. In addition, permanent bracing must be designed to resist lateral forces.imposed on the completed building by wind or seismic forces. Permanent bracing may be subdivided into three logical compo- nents: 1. Top Chord Plans. This bracing is designed to resist lateral movement of the top chord. If plywood floor or roof sheathing is properly applied with staggered joints and adequate nailing, a continu ous diaphragm action is developed and additional bracing in the plane is generally not required. Some metal roofing materials may be depended upon to act as a diaphragm when properly lapped and nailed. Selection and use of these materials is at the discretion of the building designer. 12 APPENDIX It is intended that this appendix contain only tentative recon mendations that may be used as a guide for on-site handling anc erection until a more complete statement can be prepared. There may be some instances in which additional precautions will be necessary. UNLOADING. If possible, trusses shall be unloaded on relatively smooth ground. They shall not be unloaded on rough terrain that would cause undue lateral strain that might result in distortion of truss joints. Dumping of trusses ii an acceptable practice provided that the trusses are not damaged or excessively stressed in the act of dumping. The builder shall provide protection from damage that may be caused by on-site construction activity. STORAGE. Care shall be taken so as not to allow excessive bending o1 trusses or to allow tipping or toppling while the trusses are banded oo when the banding is removed. If trusses fabricated with fire retardant treated wood must be store. prior to erection, they should be stored in a vertical position to preven water containing chemicals leached from the wood from standing o theplates. A further precaution may be taken by providing a cover for the trusses that will prevent moisture from coming in direct conta. with the trusses and which can be ventilated to prevent condensatio ERECTING TRUSSES. The truss erector or builder shall take 0 necessary precautions to insure that handling and erection procedure do not reduce the load carrying capacity of the truss. Trusses shall be installed plumb, at specified spacing and in -plat (i.e., trusses will be properly aligned). 15 Tipi- For lifting trusses with spans in excess of 60 feet, it is recom- mended that a strong -back be used as illustrated in Figure AI3). The Figure AM • strong•back should be attached to the top chord and web members at intervals of approximately 10 feet. Further, the strong -backs should- be For truss spans between 30 feet and 60 feet a suggested lifting at or above the mid height of the truss so as to prevent overturning. The procedure is shown in Figure A(2). It should be noted that the lines strong -back can be of any material with sufficient strength to safely' from the ends of the spreader bar "toe -in." If these lines should carry the weight of the truss and sufficient rigidity to adequately resist "to&out," they will tend to cause buckling of the truss. bending of the truss. 17 18 5X6 45'18" 4X6 139.' 8" RBOUT 7X645'18" 5X5 34' 8" 5X4 38' 8" 8X12 45'18 6X8. 37'.3"! 7X8 45'18" 7X6 43' 6" 4X5.45'18" 3X5 136'`18" 3X4 38' _. 1" T ,• 00- .2.00 0.2.00 118 WEBS 2X4 03 HF, FL, OR 90:P --UNLESS OTHERWISE SHOWN. ALSO SEE CLB CHART ATTACH X CLB CONT.LATERAL BRACE mn rhpu - Urn WTMU ! 7 1 On MI& TT Q' +t m ISLUE;K NUOU1it1W WREN PLATE' . PROJECTS MORE THAN ONE INCH. SEE DRWG# A138 POR PLATE LOCATION AND ORIENTATION ON TYPICAL JOINTS. [1B] PROVIDE FOR HORI20NTAL MOVEMENT AT ONE SUPPORT LOCATE TOP CHORD INTER -PANEL SPLICE WITHIN 6".OF PANEL.1/4-POINT. C7 ] 4 EO.. TC PANELS 4 EQ. BC PANELS 1.5X4 143 45 18 34' 8" 3.58" 3X12 45'18" _ � . '' pf E3544Tp �.. MEASURED FROM INSIDE SCARFS IBHHCING YOM TRUSSES: COMENTHRY AND RECD111ENURTIUNS- *TPI).. SEE THIS DESIGN FOR 11001TIDNRL SWIRL BRACING REUUIREHENTS. UNLESS 011E1W1SE REO'D, TOP CHDiIO SfiRll �pQ Pp v � ao► ' 3X18 391 8" BE LATERALLY BRACED HIM PROPERLY AITRCHEO PLYW� SHERTHING. BOTTOM CIWO PITH RIGID CEILING OR URACING AT MRXIMfl OF 10 FEET 0. C. 00 NOT.IISC THIS DESIGN WIIH FI HE RE111CORNT TREATED LUIOIER. ` no 1367 3, '! 1? `+ 3X9 35' 8" 3X8 31' 9" 3X7 27' 9" MIN BRG SPAN 18-5X181 45' 18 8X18 135' 8 6X6 27' 6 "+ = BOTTOM CHORD CHECKED FOR 18 PSF WIPWE LWy� sW: R•'':1 �> s cw ♦o. aW NOV 2.2 192 Q .a�ttoa' fN Ie ITIUJ:u RAY amu. RLPINE.ENGINEERED PRODUCTSIINC. P.O..BOX 2225 P011HINO BERCH,FLORIOR 33061 :A 305=781-3333 DESIGN CRITERIA UBC TC LIVE LOAD 16.8 PSP TC DEAD. LOAD a 14.8 PSF t BC DEAD LOAD 5.8 PSP TOTAL 35.8 PSF . DUR.. FACTOR 1.25 SPACING 24.8" OC F T R OVERALL SPANS LARCH 2 X 6 TC 2X4 SC 2488E-2.BE 45' 19" 45' 18" 2258E -1.9E 44' 9" 44' 8" 2188E -1.8E 43' 8 41' 8" n 1958E -1.7E '42' 6 38'.11" G. R 1888F -1.6E 41' 2 36' 8" 1658E -.1.5E 39' 7' 33' 3" 1458E -1.3E 37' 1 29' 1- # 1 " #1 MC -15 38' 11 36' 3" .Y #1. 37' 9" 34' 3" 1 #2 MC -1'5 36' 8" 31' 5" G #2 35' 8'. 29' 18" LOADING SPACING 35.0/ . .5 2q.0 - LIVE LOAD ....�"•••"VL±/2X4 PLATE TYPE --REPINE _ � ®v�c�vi.amuram�"ecmo�¢ta in,�I�) ( lll��Dar� HO 3.58" 45'18" "+ = BOTTOM CHORD CHECKED FOR 18 PSF WIPWE LWy� sW: R•'':1 �> s cw ♦o. aW NOV 2.2 192 Q .a�ttoa' fN Ie ITIUJ:u RAY amu. RLPINE.ENGINEERED PRODUCTSIINC. P.O..BOX 2225 P011HINO BERCH,FLORIOR 33061 :A 305=781-3333 DESIGN CRITERIA UBC TC LIVE LOAD 16.8 PSP TC DEAD. LOAD a 14.8 PSF t BC DEAD LOAD 5.8 PSP TOTAL 35.8 PSF . DUR.. FACTOR 1.25 SPACING 24.8" OC F T R OVERALL SPANS LARCH 2 X 6 TC 2X4 SC 2488E-2.BE 45' 19" 45' 18" 2258E -1.9E 44' 9" 44' 8" 2188E -1.8E 43' 8 41' 8" n 1958E -1.7E '42' 6 38'.11" G. R 1888F -1.6E 41' 2 36' 8" 1658E -.1.5E 39' 7' 33' 3" 1458E -1.3E 37' 1 29' 1- # 1 " #1 MC -15 38' 11 36' 3" .Y #1. 37' 9" 34' 3" 1 #2 MC -1'5 36' 8" 31' 5" G #2 35' 8'. 29' 18" LOADING SPACING 35.0/ . .5 2q.0 - LIVE LOAD ....�"•••"VL±/2X4 PLATE TYPE --REPINE _ � ®v�c�vi.amuram�"ecmo�¢ta in,�I�) ( lll��Dar� HO PITCH 4.(Of2X0i/12 UNLESS THESE SPECIFICATIONS FOR'LUMOER FIND *�IMPORTRNTi*� fILPINE CU14ECIORS FIRE FOLLOWED AND 111E n TRUSSES REQUIRE EXTREME CRRE.IN HIM ING, WARNING ERECTION AND URRCINL-. SEE -WIT-TS'- _ � . '' pf E3544Tp �.. TRUSSES Allll.T IN GANFDRnRNCE PITH-OURLITY CONTROL nRNUW-- DY ifPl, IFIEPE SIOWL HE NO IIItl2RRHIIES OF f111S OESICN, EXPRESS OR IIU'LIEO. PILPINL CUNNECI+)RS IYIE MllfA RCTUREU FROM 20 GAUGE GALVANIZED STEEL IBHHCING YOM TRUSSES: COMENTHRY AND RECD111ENURTIUNS- *TPI).. SEE THIS DESIGN FOR 11001TIDNRL SWIRL BRACING REUUIREHENTS. UNLESS 011E1W1SE REO'D, TOP CHDiIO SfiRll �pQ Pp v � ao► ' �]}�'Q SPANS TO 45' l O p 1P4,fSS OTHERWISE SI10WN, MEETING REDUIREMENTS OF RSTM R44G.GWIOE A. �iPI.Y CONNECTORS. 70.801H FACES AT EACH JOINT AND LOCATE AS SHINN. DEMINf. W1D116 RI4E V NU111191L L44LESS OTHERWISE SHUVN. DESIGN SiWAIRROS CONFON1 WI TN HPPLTCHOLE.PROVISIONS OF *NDS -77 ANO elPl- 781 BE LATERALLY BRACED HIM PROPERLY AITRCHEO PLYW� SHERTHING. BOTTOM CIWO PITH RIGID CEILING OR URACING AT MRXIMfl OF 10 FEET 0. C. 00 NOT.IISC THIS DESIGN WIIH FI HE RE111CORNT TREATED LUIOIER. ` no 1367 3, '! 1? `+ COPYRIGHT 1981 4828644 FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR A -M6 -SCIS- 35/1.25-16+14+ 5- 24 ------------ JOBS-15416 SPA JR A&M. LOT-14&15 THIS DW4G. PREPARED FROM COMOTER INPUT (LOADS A 0I38£NSIONS) SUB14ITTED BY TRUSS NFR. TOP CHORD 2X6 Flit-LARCH -02 TC X-LOC L-Rr 0.29 9.6S 17.90 2S.2I n COT CHORD 2X4 .FIR-LARCH 02 :0 WEBS 2X4 RE11-FIR STAND., EXCEPT AS S11OVN BC X-LOC L-Rt 0.Z9 9.GS 17.00 25.21 C= to :*WI-2X5 FIR-LARCH, 02 sb2-2X4 FIR-LARCH STI90SINGLE CUT WES a.-6Cs3 ;2 EI=t!.S � tn. . -ONNECTOR PLATES MUST BE INSTALLED TO ACCORDAXCE WITH (Ul BOTTOM CHORD CHECKED FOR 10 PSF.LIVE LOAD. OD.a2EQUIRENENTS OF I.C.8.0. RESEARCH REPORT *2969. 03 (A)1X4 43 HEN-FIR OR BETTER CONTINUOUS LATERAL BRACING TO. m, ALL .PLATES ARE TO BE CENTERED ON THE JOINT, LEFT-TO RIGHT AND BE EQUALLY SPACED. ATTACH VITH :23 6d HAILS. BRACING R3, TOP TO BOTTOM. 'EXCEPT WHEN LOCATED BY CIRCLE OR DIMENSION.MATERIAL TO BE. SUPPLIED AND ATTACNEO AT BOTH ENOS TO A O' SEE DRAWING 139 FOR •PLATE LOCATIONS ON TYPICAL JOINT'S.- SUITABLE SUPPORT BY ERECTION CONTRACTOR. � iD 5X4 - .. 4.Oif 3X5. 3X9 12' - r 3X6' 2-fid. 1.5X3 iz 2-00 2% w z .. 4- St Ted Eo 'a7-0-0 : 8-6-0 m —25-t-u OYER 2 r'N .r R'-8720w- 3_SD' r"i,.�4TE 7�E--M�'IB_ -=2 28 FiIMM B CWT:OF-.7NiS^M9Ytf'ai9:�iIQR, i lit oD =,�trnE eso�o . faOOIC1S; oc:..:. _,ate f9Qa8E �• OD o 0 0 cam. o v OIKTOD. far aEfa�eraiatF�a: f>er 1if�iNlA� m fs�a�. .afire (5[E�0 CRIT ., _ z 0 0 ,... '� o . a�tBIICS7 cm aoE ,sfmv&Rmw °cv wr twwcm-.' s_w� lm-w. ams � aa� f v . Et ' IS.O WE 1 l � TrtB Oft* (E7.L.QA lt�t lAa�; p IstpA Ili' IOWS � ml6IlIR1 lOD ry.� � , . . r" a o v . o . vltll nff . Rr'o®ns: ovum- or nl.. xErac als neral _ -TC DL : 1;i . fl.P9F tIR�. 8x909 C' o:: o � : I�1mTtm Iffm -ao GRM : 6aLt umm Std (MAW a a� twEsr �:� 5.'0 CR o- oIiSM�c Sa�el. MUM GMMS eS-OF tP M MW COW a: 11lNI. °.toP QteC.9e11LtE'f�t/.T a� C@tOf96 a ..; 01 :� v arelr ;ao MM MCI Ar OW Molal wo loaenE fS Y[III �eici : ax>sio� mmm stelae, 60 a E TtiT. iD_35.0 PSF avF�: EB�1, :25-6 r' 0Tom C= , cmac � fm P lnnUR mum 8t1�p1>g 9�: W"M COW a nd '6t GERM aR >� d • OFSM s mFYa+ Ctm oftlaQE filarnsera fS ssfrlm ® aQca>� ®aper tBE aos 'Il ��l OEM= a -I;� a�oo�r..l��la uea�::. t* a�Ra°`= MIRSFE. I .25 PITCR ' > 4.0/12 .--Isc- Ila�:wwae•a�rinaE eos-.Ulltb �maT�f�a.te� rvot:, i° .; Ty CI1ii�_ - JOB: 16486 SPA JR A&R LOT -142.15 THIS tiVG- PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS NFR. TOP CHORD 2X6 FIR—LARCff s2 BOi CHORD 2X4 FIR -LARCH *2 'WEBS 2X4 HE" -FIR STAND.. EXCEPT AS SHOWN :Vi -2X6 FIR -LARCH 02 N:ORRECTOR PLATES MUST BE INSTALLED IN ACCORDANCE WITH aR£AUIRE"ENTS OF I.C.B_O. RESEARCH REPORT *2949_ ALL PLATES ARE TO BE CENTERED ON THE JOINT. LEFT TO -RIGHT AND TOP TO BOTTOM. EXCEPT WREN LOCATED BY CIRCLE 02 DIMENSION. SEE DRAWING 138 FOR `PLATE LOCATIONS 00 TVPICAL JOIIRTS.• TC X -LOC L -R: B_29 --9_65 17.99 28_21 t7 QD Sc X -LOC L -R= 8.29 9.6S 17.88 28.21 c SINGLE CUT {EB S-BC:3 ;2 ENDSs1.5 v tQ to 99) BOTTOM.CUMD CHECKED FOR 10 PSF LIVE LOAD. m 1!131X4 83 MEN -FIR OR BETTER CONTINUOUS LATERAL BRACING TO lu BE EQUALLY SPACED, ATTACH WITH 42.3 9d MAILS. BRACING N MATERIAL TO BE SUPPLIED AaD ATTACUEO AT BOTH ENDS TO A t7 SUITABLE SUPPORT BY ERECTDON CONTRACTOR. O tD ^W^ Jl=Z.OD i 12 17 cNn (stubbed to li-€D fB 3-6-0 .. 0 lNfJd 2 StPPt3R R-U39t Y 350' •- �Ei iW SIS MM �mm,r[�9:�14 � � r� , �r 14.2.9: �Fa l-"cr'.o =o o -v ygyg sova ,:mns,.tt� :-•., �r> +s•'� �3I�-1dI7OPW — i o'- Q a v �4 FPs$ s� era sE s atmE s+ae a� P(i�fG; F xis FGEF .. s REE. ItttS�7 6tr6'S -mm sm, WR'C'Fmnw .'Z.e., .+� eass oa Fit FeattgW io'�rus tt� tFtd3F, a FaF wo FFeFat2tF _ 4rF' f TC x: CS a a r; Q '.o <OIEr�D �+ 9FF 4 �. Q � (FFe.0iPi94ttm.';/iCPt_"c:�lDliLtC9�.iiSlii6R1Ei00� �i •r•`PSF.. O a'MUNWRRED FFCpt:.M-GRM MUMM 9 -HEEL li!'$ lE7F ammuimmar:-'fa,n,a FFlmt9E SFM- RiEFtFS FF GREW iFD OF FSFO RM r N: 9MR. ' W tF—Cl MC 1E OF EW" a �.. Q W�- i C LL�tS w mm go= w a= in" WO UME tt9F ; mmmu `wv6 /11mm 9eFIIQF4 - v . MMM amts FE � 4WML'FRffi a MMM 9lCQIL �toFtaF a�F/DA :atn CF3lCC a1 esrco�e dg ` MT&O. 0/H'�L.fllf_ 2�tQ-$-0-w SFS CMnM ani' FPRFCFME FFFa15m .FT es 9'6IF1® CR OESM L �Fm ucaE FNa�`+- P�-i ir[� ^"'_�T O/�2«� a:ti °ens �rn :;� FFF a1aFss FeFFFF"tt�Fim olnm� tn_o O rtrtlocil r:51'EOBF1Qi'[I�i FFFI.GBLO CQI�t[�SIIffi�(�p�i' CO FIS; 5Xq 3X4 L2 3X5 ;. 2-9-t .. . JAio 2X1 - '• 4 ^W^ Jl=Z.OD i 12 17 cNn (stubbed to li-€D fB 3-6-0 .. 0 lNfJd 2 StPPt3R R-U39t Y 350' •- �Ei iW SIS MM �mm,r[�9:�14 � � r� , �r 14.2.9: �Fa l-"cr'.o =o o -v ygyg sova ,:mns,.tt� :-•., �r> +s•'� �3I�-1dI7OPW — i o'- Q a v �4 FPs$ s� era sE s atmE s+ae a� P(i�fG; F xis FGEF .. s REE. ItttS�7 6tr6'S -mm sm, WR'C'Fmnw .'Z.e., .+� eass oa Fit FeattgW io'�rus tt� tFtd3F, a FaF wo FFeFat2tF _ 4rF' f TC x: CS a a r; Q '.o <OIEr�D �+ 9FF 4 �. Q � (FFe.0iPi94ttm.';/iCPt_"c:�lDliLtC9�.iiSlii6R1Ei00� �i •r•`PSF.. O a'MUNWRRED FFCpt:.M-GRM MUMM 9 -HEEL li!'$ lE7F ammuimmar:-'fa,n,a FFlmt9E SFM- RiEFtFS FF GREW iFD OF FSFO RM r N: 9MR. ' W tF—Cl MC 1E OF EW" a �.. Q W�- i C LL�tS w mm go= w a= in" WO UME tt9F ; mmmu `wv6 /11mm 9eFIIQF4 - v . MMM amts FE � 4WML'FRffi a MMM 9lCQIL �toFtaF a�F/DA :atn CF3lCC a1 esrco�e dg ` MT&O. 0/H'�L.fllf_ 2�tQ-$-0-w SFS CMnM ani' FPRFCFME FFFa15m .FT es 9'6IF1® CR OESM L �Fm ucaE FNa�`+- P�-i ir[� ^"'_�T O/�2«� a:ti °ens �rn :;� FFF a1aFss FeFFFF"tt�Fim olnm� tn_o O rtrtlocil r:51'EOBF1Qi'[I�i FFFI.GBLO CQI�t[�SIIffi�(�p�i' CO FIS; 3X4 2.5X4 36'' 7" 30.' 8" 3.50" mn�m,�c®.raa® 36' 7" 5X5 34'. 8" 5X4 34' 8" #2 MC -15 WEBS 2X4 #3 HF, FL, OR.SO.P--UNLESS A 0 0 0 0/ 0 0 0 ,31' 9"' & 5X6 36' 7" OTHERWISE SHOWN. ®0 o 0 0 0 0 0 TYPE--RLPINE 2X6/2X4 o: o .—STANDARD— 0 0 . PI• 4.0/12 SEE DRWGY.A130 FOR PLATE LOCATION o 0 0 q S BUILT 1N CONFORMRNCE WITH 'DURLIIY CONTROL. MR UFL-.BY +TPI, :[ORRCItZ VOW TRUSSES: COMMENTARY RLD RECOMMENDRTIONS- hp��uo431�_TS AND ORIENTATION ON TYPICAL o o o 0 SIYTLL SENO WRRRRNTIES OF THIS DESIGN, EXPRESS DR IMPLIED. MHNUFACIUREOFROM 20 GAUGE CRLVANIZEU STEEL isTPI).'SEE THIS DESIGN FOR .HOOIiTONWL SPECIAL BRACINGQCONNECTORS.RRE REQUIREMENTS. UNLESS OIHERWISE REWD, TDP CHORD SHRLLSPANST® JOINTS., _ o .oA�� o AM . LRTERRLLY BRACED 91111 PROPERLY. RTTRCHED'PLYYOGO Na .CONNf_C10RS LOCATE TOP CHORD INTER -PANEL SPLICE .o . � /'� .T { COPYRIGHT 1981 4080643RDS WITHIN 6" OF PANEL 1/4 -POINT. o 0 C=3. 0 o 0 0 � N �p •--TPI - TRUSS PLR1E INSTITUTE, NDS - NRTIONItL DESIGN SPECIFICATION FDR 9000 CONSTRUCTION� 1/13/81. A450,-133 OF CIU. sort RBOUT. o TRUSS. a o ALPINE ENGINEEREO'PROOUCTSNINC'. , 7x6 36' 7"1 P.O. BOX 2225 i.. POflPRNO BEACH FLORIOR 33061 ! 6X6., . 36' 7" FleAD5=7W-3333 . ,. 4° 0" 5X.5 34'. 5X{' 38!. 0". D) DESIGN. CRITERIA UBC . TC LIVE LOAD 16.0.Por 1.5X4 36' 7" TC DEAD LOAD 14.8`PSF 1.5X3 3{' 8" •+ BC .DEAD LOAD TOTAL me 35.0 PAF DUR. FACTOR 1.25 - SPACING . 2{.8". OC Zi .. FIR. OVERALL SPANS . OO LARCH 2X6 TC axe BC •2488F=2.813 36' 7" :36 7" 2250F-1.95 36' 7" 36° 7" `.. 4 EA TC PANELS 214OF-1 BE 36' 7` ..36' 7" 11 3X4 2.5X4 36'' 7" 30.' 8" 3.50" 5X6 36' 7" 5X5 34'. 8" 5X4 34' 8" 3 EQ. ' BC PANELS . 195,0E-VAE 36' 7" 36'. 7" _$' MEASURED FROM' R INSIDE'SCARFS 1808F -1.6E 36' 7" 35' 0": 3X5 36' 7". 1659F -1:5E 36' 7" 33' 1". 3X4 38' 8" .14 58fri.3E 36' 7" .30' :2•• SS 3 MIN BRG SPAN 3.50" 36' 7'" • i2 ,36 7 ,38. 6 #1 MC_ 15 NF1 36' 36' 7" 7" 35' 34' 8" 8" V 1: ; #2 MC -15 36' 7" . ,31' 9"' & • i2 ,36 7 ,38. 6 36' 7., LOADING. SPACING ; . .34' $" ++ - BOTTOM CHORD 38! $" CHECKED FOR g. 350t/1.25 ®3G' 7" MAXLIVESLOAD . TYPE--RLPINE 2X6/2X4 PITCH. PI• 4.0/12 PORTRNT*� UNLESS THESE SPECTFICATIONS FOR LUMBER RN0 RLPINE CONNECTORS FIRE FOLLOWED ' RNO THE. jBEfiliING TRUSSES REOUTRE EXTREME CRRE IN HFINOLING,' WARNING ERECTION RNO TiRRCING... SEE -1191-76' q S BUILT 1N CONFORMRNCE WITH 'DURLIIY CONTROL. MR UFL-.BY +TPI, :[ORRCItZ VOW TRUSSES: COMMENTARY RLD RECOMMENDRTIONS- hp��uo431�_TS 36' 7OTHERWISE SIYTLL SENO WRRRRNTIES OF THIS DESIGN, EXPRESS DR IMPLIED. MHNUFACIUREOFROM 20 GAUGE CRLVANIZEU STEEL isTPI).'SEE THIS DESIGN FOR .HOOIiTONWL SPECIAL BRACINGQCONNECTORS.RRE REQUIREMENTS. UNLESS OIHERWISE REWD, TDP CHORD SHRLLSPANST® SHOWN, MEETING REOUIREttENTS'OF FLIM Rg46 GRilDE R'' AM . LRTERRLLY BRACED 91111 PROPERLY. RTTRCHED'PLYYOGO Na .CONNf_C10RS 10 BOTH'FFiCES R1 ERLH JOINT RnD LOCRTE'R6 SHOWN.` G 910116 ARE ::4' NDMINRL UNLESS 01HERWLSE SHOWN.. -.DESIGN SHERTHING, BOT70h CHORD WITH RIGID CEILING 0R BRALINtG OF^:;10 -FEET 0. C. 00 NOT ISE THIS DESIGN � /'� .T COPYRIGHT 1981 4080643RDS CONFIORM WITH RPPLICROLE PROVISIONS OF .NDS -77 RN0 •TPI -711 .AT',MRXliTU; I WITH FIRE'RnfilRd NT TRERTEO LUMUER.. � N �p •--TPI - TRUSS PLR1E INSTITUTE, NDS - NRTIONItL DESIGN SPECIFICATION FDR 9000 CONSTRUCTION� 1/13/81. A450,-133 OF CIU. \' FURNISH A COPY OF -THIS DESIGN TO ERECTION CONTRACTOR. A-M6-COM14- 35/1.25-16+14+. 5- 24 a,. i. i -+ CONVEN'1ION1' IJ VAIA,BY. F111., .FOH, r .l'l 1'k;:7 FABRICA`1'OH ;. fi54.j5 MIDDLETON AVE. '1'f1(;RMAL,; C�1L'xk'. .'922'�R (71.4) 682 ROY G. PALMER Consulting Engineer, 58:5 Iowa Avenue,`R,averside,.Ca.1.i.E,. 92507 =.9025 Da to 79