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0004-002 (SFD) Truss CalcsDate: vvIVIrnt'v r CAL -CS � 494 S. Fourth Street Banning, CA 92220 909-922-2532 Fax 909-922-2632 "TRUSS" us for quality! 62 - s 4,,,- 13 C/ �, qoU -qua- d,s 3 � Customer Name: L. 3� gev(� ccM,S I •. 1 AUJJ COMPANY 494 SOUTH FOURTHS' ''REET BANNING, CA. 92220 MEMBER WICA WOOD TRUSS CONCIL ' OF AMERICA CONTRACTOR'_ JOB NAML`• JOB ADDRESS - THE TRUSS COMPANY p w BANNING, CALIFOR14 uBC G 4.1) 23, DIV. Ill I SECT' 2343.7 "�100Ic,II>�. O S QUALITY AUDITED UBC 91 W I S A-&83 ICB0 ER 53,52 o o 7 0 0 c, 4O, C9 to •% n S A. N t'O ®,- ir -60 O t� e0 cO N 0 5 �N m GO N, is p N O A O � � O O N 1:101, W N W C?• �Ct N p Vim' J� i WESTERN INSPECTION SERVICE PREFAMUCATM TRUSSES / PIMM •• _ i ' n:. d MMOMt t • M ID+I m 1 ••tMUSS INSP=0N AS • DI• UMMM W=MGCODE 11 • t .• ,• in ACCORDANCEwnu uuDo=PLAN TICATIONS. ORDER NWOR 0 Arrival/Dept.�;��� ,� SIGNATURE P.O. BOX 25251 PORTLAND, OREGON 97298 503/643-5916 FAX 503/641-7211 0i� P.O. BOX 553 SPRINGFIELD, OREGON 97477 541/741-8634 OFFICE/FAX DIM I DAMAO �J- 01Y.TweQuAl. M, •• IID •`• >. � � � I, t 1 • /� • ••I ke Dot'. M II 1 I• 11 1 • /is' t 1 t • • � t / ORDER NWOR 0 Arrival/Dept.�;��� ,� SIGNATURE P.O. BOX 25251 PORTLAND, OREGON 97298 503/643-5916 FAX 503/641-7211 0i� P.O. BOX 553 SPRINGFIELD, OREGON 97477 541/741-8634 OFFICE/FAX PIGGY BACK CAP CONNECTION DETAIL (1) + CONNECT CAP TO ENGINEERED BASE TRUSS WITH EITHER 3X8 TRULOX NAIL PLATES OR 4"x8" 1/2"CDX PLYWOOD GUSSETS ON BOTH FACES OF TRUSS. LOCATE GUSSETS ADJACENT TO JOINTS AND HEELS IN CAP TRUSS. (A) SEE DESIGN FOR LUMBER SIZES, GRADES 8 REQUIRED JOINT PLATING. * 2X4 H3 HEM -FIR OR BETTER CONTINUOUS LATERAL BRACING (PURLINS). ATTACH USING 2-16D NAILS. BRACING MATERIAL TO BE SUPPLIED 8 ATTACHED AT BOTH ENDS TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. (1) REV - 4/22/93 - PLYWOOD CALLOUT (A) CAP TRUSS * 2x4 PURLINS TYP. (A) EAST: TRUSS —�_ 3,045,810 104 = NUMBER OF NAILS REQUIRED TRIILOX 4-61) REQUIRED ON EACH FACE PLATE TYPE 1/2" CDX 4-6D REQUIRED ON EACH FACE 24" OC MAX :RED (A) FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR ALTERNATE SHOULDER ,DETAIL )(*IMPORTANT)( *ALPI/IE EIO UEEnED PRaoucls. Hlc• WARN I N GTTWSSES nEOUInE EXTREME CARE TC LL: 50 PSF TC DL: SF DATE: 1/28/93 SHALL 1407 BE RESPONSIBLE FOR ANY IN IWIDLING, ERECTION AILD fNG: FM '•b DEVIATION FROM THIS DESIGN On THESE SPECIFICATIONS, OR ANY BnACING. SEE 1110-91 BY TPI. SEE THIS DESIGN UP. 63091 * TOT. LD: 75 PSF FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSIBB BY IPI, FOR ADDITIONAL SPECIAL PERMANENT BRACING nE CIVIL ��� Of CALlE SPACING 2'—OWOC ALPINE CON ECTORS ARE MADE OF 20GA GALV, STEEL MEETING AS7M OUIPEMENTS. UNLESS OTHERWISE INDICATED, TOP W A446 GR B EXCEPT AS NOTED. APPLY CONNECTOns 70 EACH FACE OF CHORD SHALL BE LATERALLY ORACEO WITH PROPER :W • TRUSS A140 UNLESS OTHEnWISE LOCATED OH THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD :O COMEC70n5 PER DRAWINGS 130, 150 C 16OA-F, DESIC1 STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE "00TRU S S ( 1 CONFORM W/APPLICABLE PnOV1S10NS OF NUS C TPI. AN ENGINEEn'S SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE IN ONLY, ANO SHALL HOT BE RELIED UPON 114 ANY OILER MAY, ALPINE TECHNICAL UPDATE 17/1/911 Fan PnOPEn OnYWALL APPLICATION. FURHISH A COPY OF TINS I DESIGN TO THE TRUSS ERECTION CONIRACTOn, +--TPI - TRUSS PLATE INSTITUTE, IAS - 1991 N111011AL DESIGN SPECIFICATIDIH FDR WOOD CONSTRUCTION ALTERNATE SHOULDER ,DETAIL 4' /':L 0 DESIGN CRIT, REF: 12064 TC LL: 50 PSF TC DL: SF DATE: 1/28/93 *N W. alp((;: 3,045,81 fNG: FM F^ NO. C043845 A 8C DL: 10 PSF O/A LEN: VARIE UP. 63091 * TOT. LD: 75 PSF DUR. FAC: 15 PITCH:VARIES CIVIL ��� Of CALlE SPACING 2'—OWOC TYPE: DETAIL 4' /':L 0 DETAIL FOR FABRICATION OF BOTTOM CHORD FILLER TO BE USED TO PRODUCE A FLAT BOTTOM CHORD OF VARIABLE LENGTH. (B) NOTE: 2x4 #3 H.F. OR BETTER CONTINUOUS LATERAL BOTTOM CHORD BRACING @72" o.c. MAX. REQUIRED. ATTACH W/2 -16d COMMON NAILS. BRACING IS NOT REQUIRED IF A RIGID CEILING IS ATTACHED DIRECTLY TO BOTTOM CHORD AND CHORO(S) WHERE CONTINUOUS LATERAL BRACING IS INDICATED. BRACING MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. REFER TO APPROPRIATE DESIGN FOR LUMBER. PLATES. AND OTHER DATA NOT SHOWN HERE. 0 0 0 0 /� 0 0 0 0 C= d o o/ o o C= o 0 o-STANDRRD� o = ,b o 0 0 0 0 0 47 �ALPIEn g 0 � w o 00 0 0 0 0 0 0 TRUSS o 3,.(134 ,897 (P) 1/2 IN. COX PLYWOOD ATTACHED TO EACH FACE USING 6d COMMON NAILS EVENLY SPACED (TO PREVENT SPLITTING) IN ALL MEMBERS AS SHOWN BY CIRCLES. (B) I I U (p)6"X6" CyP Length as required • _ 'Truss span PLYWOOD" GUSSET FILLER DETAIL 6 RLPINE ENGINEERED PRODUCTS,INC. P.D. BOX 2225 POMPPINO BERC)I,FLORIOR 33061 305-781-3333 3,034,897 rkye, rM 1/17/90 49, "aM'''- ICBG Evaluation Service Inc. G0" „ 5360 WORKMAN MILL ROAD E WHITTIER, CALIFORNIA 90601-2299 A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT ER -5352 Copyright ® 1997 IC80 Evaluation Service, Inc. Issued July 1, 1997 Filing Category: DESIGN—Wood (038) WAVE" METAL CONNECTOR PLATE FOR WOOD TRUSSES ALPINE ENGINEERED PRODUCTS, INC. 1950 MARLEY DRIVE HAINES CITY, FLORIDA 33844 1.0 SUBJECT WAVE" Metal Connector Plate for Wood Trusses. 2.0 DESCRIPTION 2.1 General': WAVE plates are metal connector plates for wood trusses. The plates are manufactured from galvanized steel In various lengths and widths and have integral teeth that are designed to laterally transmit loads between truss wood members. Plans and calculations must be submitted to the building official for the trusses using metal connec- tor plates described in this report. 2.2 Materials: The WAVE plate is manufactured from No. 20 gage (0.0356 inch (0.90 mm)), ASTM A 653-94 SO, Grade 40, structural -quality steel with a hot -dipped galvanized coating designated G60. The WAVE plate has slots approximately 0.50 Inch (12.7 mm) long by 0.12 inch (3.0 mm) wide that have been punched along the longitudinal axis of the plate. Each punched slot forms two opposite -facing, sharply pointed teeth protruding at right angles from the parent metal. The punched slots are spaced approximately 1/4 inch (6.4 mm) on center across the width of the plate and approximately 1 inch (25.4 mm) on center along the length of the plate, with adjacent longitudinal rows staggered 0.06 inch (1.5 mm). Connector plates are available in 1 -inch (25.4 mm) increments of width and length. Minimum plate width and length are 1 inch (25.4 mm) and 2 inches (51 mm), re- spectively. See Figure 5 for details of plate dimensions. There are 8 teeth per square inch (1.24 teeth per square centime- ter) of plate surface. The length of each tooth, including the thickness of the parent metal, is approximately 0.41 inch (10.4 mm), and the width of each tooth is approximately 0. 12 inch (3.05 mm), The shank of each toalh is concave and the tip of each tooth is twisted approxi- mately 40 degrees with respect to the plate width. 2.3 Atiowabli Loads: Tables 1, 2 and 3 show allowable lateral loads, tension loads and shear loads for the WAVE metal plate connectors. Also, refer to fig- ures 1, 2 and 3 for load conditions. These values are based on the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1.1995. A copy of the ANSI/TPI 1-1995 standard must be supplied to the building department when re- quested by the building official. 2.3.1 Lateral Resistance: Each metal connector plate must be de- signed to transfer the required load without exceeding the allowable load per square inch of plate contact area, as determined by species, the orientation of the teeth relative to the load, and the direction of load relative to grain. Design for lateral resistance must be in accord- ance with Section 11.2.1 of ANSI/TP1 1-1995. Table 1 shows allow- able lateral loads for the metal connector plates. 2.3.2 Tension Resistance: Each metal connector plate must be de- signed for tension capacity, based on the orientation or the metal connector plate relative to the direction of the load. Design for ten- sion must be in accordance with Section 11.2.2 of ANSI/TPI 1-1995, Table 2 shows allowable tension loads (in units of pounds per lineal inch per pair of plates) for the metal connector plates, based on the net section of the metal connector plates for tension joints, which is the allowable tensile stress of the metal multiplied by the metal con- nector plate tensile effectiveness ratio. 2.3.3 Shear Resistance: Each metal connector plate must be de- signed for shear capacity, based on the orientation of the plate rela- tive to all possible lines of shear. Design for shear must be in accord- ance with Section 11.2.3 of ANSI/TPI 1-1995. The net section of the metal connector plates for heel joints and other joints involving shear must be designed using the allowable shear values (shown in Table 3 In units of pounds per lineal Inch per pair of plates) for the metal connector plates, which is the allowable shear stress of the metal multiplied by the shear resistance effectiveness ratios shown in Table 3. 2.3.4 Metal Plate Reductions: Severfl allowable -load reduction factors for the metal plates must be considered cumulatively, when applicable, in the design of metal connector plates used in fabricated wood trusses. The reduction factors to be considered cumulatively are as follows: 1. Allowable lateral resistance values for the WAVE metal connec. for plates must be reduced by a strength reduction factor, OR, shown in Table 4, when the plates are installed in lumber with a single -pass, full -embedment roller system having minimum roller diameters equal to 18 inches (457 mm). This reduction does not apply to embedment hydraulic -platen presses, multi- ple roller presses that use partial embedment followed by full embedment rollers, or combinations of partial embedment roll- er/hydraullc-platen presses that feed trusses into a stationary finish roller. When trusses are fabricated with single -pass roller presses, the calculations for the truss design submitted to the building department for approval must specify the minimum di- ameter of the roller press and the appropriate strength -reduc- tion factor from this report. 2. Allowable lateral resistance values for the WAVE metal connec. tor plates must be reduced by 15 percent when the plates are installed on the narrow face of truss lumber members. 3. Allowable lateral resistance values must be reduced by 20 per- cent when the WAVE metal connector plates are installed in lum- ber having a moisture content greater than 19 percent at the time of truss fabrication. Evaluation reports of ICBG Evaluarion Service, Inc., are issued solely to provide information to Class A membtrs of /C80, utilizing the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an Endorsement or recommen. dation for use of the subject report. This report is based upon independent teas or other technical data submitted by the applicant The lCB0 Evaluation Service, inc., technical srafjhas reviewed the test results and/or other data, but does not possess testlacllides to make an independent verification. There is no warranty by ICSO Evaluation Service, Inc„ express or implied, as to any "finding" or other matter In the report or as to any product covered by the report. This disclaimer includes. but it not limited to, merchantability. r Danes 1 or 5 Allowable lateral resistance values for WAVE metal connector plates installed at the heel joint of a fabricated wood truss must be reduced by the heel -joint reduction factor, HR. as follows: HR= 0.95 - 0.05 (12 tang -2.0) whe re: 0.655 NR 50.85 B angle between lines of action of the top and bottom chords shown in Figure 4. This heel -joint reduction factor does not apply to conditions with top chord slopes greater than 12:12. 2.3.5 Combined Shear and Tension: Each WAVE metal connector plate must be designed for combined shear and tension capacity, based on the orientation of the metal connector plate relative to the directions of loading. Design for combined shear and tension must be In accordance with Section 1114 of ANSI/TPI 1-1995. 2.3.6 Combined Flexure and Axial Loading: Metal connector plates designed only for axial forces are permitted as splices in the top and bottom chord located within 12 inches (305 mm) of the cal- culated point of zero moment. Design of metal connector plates lo- cated at splibes in the top and bottom chord not located within 12 inches (305 mm) of the calculated point of zero moment must in- clude combined flexure and axial stresses. 2.4 Truss Des(gn: Plans and calculations must be submitted to the building official for the trusses using metal connector plates described in this report. The truss design must show compliance with the code and accepted engineering principles. Allowable loads for the metal connector plates may be increased for duration of load in accordance with Sec- tion 2335.5 of the code. Calculations need to specify the deflection ratio or the maximum deflection for live and total load. For each truss design drawing, the following information, at a minimum, should be specified by the design engineer: 1. Truss slope or depth, span and spacing. 2.. Dimensioned location of truss joints. 3. Model, size and dimensioned location of metal connector plates at each joint. 4. Truss chord and web lumber size, species and grade. 5. Required bearing widths at truss supports. 6. Top and bottom chord live and dead loads, concentrated loads and their locations, and controlling wind or earthquake loads. 7. Design calculations conforming to ANSI/TPI 1.1995 and any ad- justments to lumber -and -metal -connector -plate allowable val- ues for conditions of use. 2.5 Truss Fabrication: Plate connectors shall be installed by an approved truss fabricator who has an approved quality assurance program covering the wood truss manufacturing and inspection process in accordance with Sections 2343.7 and 2343.8 of the code and Section 4 of ANSI/TPI 1-1995, National Design Standard for Metal Plate Connected Wood Truss Construction, The allowable loads recognized in this report are for plates that are pressed into wood truss members using hydraulic or pneumatic embedment presses; multiple roller presses that use pallial embedment followed by full embedment rollers; combina- tions of partial embedment railer/hydraulic or pneumatic presses that feed trusses into a stationary finish roller press: or, if the adjust- ment factors given in Table 4 are used, single -pass roller presses. When truss fabricators use single -pass roller presses, the rollers • must have minimum 18 -inch (457 mm) diameters. Plates embedded with a single -pass, full -embedment roller press must be preset be- fore passing through the roller press by striking at least two opposite corners of each plate with a hammer. 2.6 Identification: Each WAVE metal connector plate Is embossed with the identifying mark "WAVE " stamped into the parent metal. 3.0 EVIDENCE SUBMITTED Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction, ANSi/TPl 1.1995. 4.0 FINDINGS That the WAVE -metal connector plates for wood trusses comply with the 1994 Uniform Building Code" , subject to the following conditions: 4.1 For the trusses using metal connector plates described In this report, plans and calculations must be submitted to the building official, 4.2 The metal connector plates are designed to transfer the re- quired loads in accordance with the design formulae In ANSI/TPt 1-1995. A copy of the ANSI/TPI 1-1995 standard must be supplied (o the building department when this is requested by the building official. 4.3 The allowable loads for the metal connector plates must comply with this evaluation report. 4.4 Teeth of metal connector plates placed In knots, bark, pitch pockets. holes, and Joint gaps are considered ineffective. 4.5 Metal connector plates are Installed in pairs on opposite faces of truss members connected by the plates. 4.6 Trusses using metal connector plates described In this re- port must be fabricated by a truss fabricator approved by the building official in accordance with Sections 2311.6 and 2343.8 of the code. 4.7 Allowable loads shown in the tables In this report may be increased for duration of load in accordance with Section 2335.5 of the code. 4.8 Application of the allowable loads (shown In the tables In this report) for metal connector plates embedded in lumber treated with tire -resistive chemicals is outside the scope of this report. 4.9 Where one-hour fire -resistive rating is required for trusses using WAVE connectors, see evaluation reports ER -1632 and NER-392. 1996 Accumulative Supplement: This report Is unaffected by the supple- ment. This report Is subject to re-examination in one year. jK,,�TF3.l'1,SS�STO,F3AG E a�3 00 TRUSSES SHOULD NOT BE UNLOADED ON ROUGH TERRAIN WHICH COULD CAUSE DAMAGE TO THE TRUSS. O TRUSSES STORED HORIZONTALLY SHOULD BE SUPPORTED ON BLOCKING. 0 UIIiLD I N'gtfiN TiE R I O;Rf TRUSSES STORED VERTICALLY SHOULD BE BRACED IN A MANNER TO PREVENT TOPPLING OR TIPPING. sed dBrace 'I (OBV) 149 NI EC��1 NSTALATIO;N ramie 0 1 Approximately V it... length Go- App o- 1 'Approxlmat.ly V. lr= length Truss spans less than 30'. swoaaer Bar Tea In Too In Appro�� 'A to N tr... lo Oau npth L— than or aqui to BO• Bpra.Gor Bar Toe In Ta In pprox ma e y V. to N truss length r La.. than or equal to 80' Truss Spans 30' to 60'_ raSG FiO1J,N DB FtgC IN G� STEM�1$I �[B U I;LD'I N G�E�E RJ'O_Rt Strongoacw Spread—B.r 1O, F Approxlmeloty , r H to V true. length I Dreater than Go - Truss spans greater than 60. suongbeaw /a 10, Spra.d—Sar mtaeb— .gm I APpro.toly I 1` Nto Y. true, length '1 -mater then 80' Truss spans greater than 60'. DO NOT LIFT SINGLE TRUSSES WITH SPANS GREATER THAN 30' BY THE PEAK. Typical Vertical Attachment Ground Brace Diagonal (GBD) Ground Brace Vertloal. ((013, V O Backup Ground Stake - ..rauno 1.a.... / Typical Horizontal Te Mem Dor whh Multiple stokae (MT) IMPORTANT NOTCE Tompor.,/ breeinB hewn in this diagram is Adequate for the Inatallatlon of ...sees with a ei-11.1 ...figuration os shown en Nis dlagr.m. Consult . regieterad prof ... I ... I ..,'neer if e diMeront br.oing • angomont I. dosirod. The englnoar may dosfgn breelna in ....,done. with OSB -89. and in some ...a. dotormine that A wider spacing Is possible. All buss.. .... m.d 2' on -canter or leen. All temporo,/ bracing should be no lees then 2x4 grade marked lumber. 12 0 `�, 4 or greater O vTvA 2 -c •GROUND BRACING REQUIRED FOR ALL INSTALLATIONS o\ � j�Gss 'S Fyt �TOP1C1=(OFiD�TEMPORgRY BR'A�CING�TeT,E�,RN� ALL CONNECTIONS SHOULD TOPCHORD TOP CHORD DIAGONAL BRACE MINIMUM LATERAL BRACE BPACING(DBB) SPAN PITCH SPACING(l9,) 1a.=] SPACING(LES) 1.vu—) 8P DP 8PP/HP Up to 32' 4/12 a, 20 /5 Over 32'. 48' 4/12 8' 1 O 7 Over 4B' - W. 4/12 .' 8 4 Over 80' Soo A registered profes.lon.l engineer PERMANENT CONTINUOUS LATERAL BRACING AS SPECIFIED BY THE TRUSS ENGINEERING yG\ OF -Douglas Fl, -"-h SP - Southam Pin. HF. Hem•Flr SPF - Spruce -Pine -Fir Continuous Top Chord ALL LATERAL lateral 13-ce BRACE' LAPPED R.q.lred A Al Ui`TWO TR...... 10- or Greater A..eh.o R.quirod All co ... all,,, should be made with . minimum of 2.16d nail.. 'GROUND BRACING ALL CONNECTIONS SHOULD REQUIRED FOR ALL BE MADE WITH A MINIMUM INSTALLATIONS OF 2-16d NAILS. iPITCA.'ED ROSS CROSS BRACING REPEATED AT EACH END OF THE BUILDING AND AT 20' INTERVALS —� �B;O'TTOM CM,�ORO °$TEM„P,,O,F)A'PRY�BR�ACING�PA�FIN ' O 12 -, 4 or creator BOTTOM CHORD DIAGONAL BRACING REPEATED AT EACH END OF THE BUILDING AND AT SAME SPACING AS' TOP CHORD DIAGONAL BRACING BOTTOM CHORD BFfgC'ING�PAaITEFi1J� �TOP�GHORD,�(T�EMPORARV u. n... .- BOTTOM CHORD OIAOONAL BRACE MINIMUM LATERAL BRACE SPACING (08S) SPAN PITCH SPACING(LES) 1.vu—) SP OP I SPF/HF Upto 32' 4/12 13'20 15 Over 32' • OB' 4/12 'S.1 O 7 Over 48' - BO' 4/12 15' 8 4 Over SO' Be, • registered prof ... 10 1 onginaer TOPCHORD MINIMUM TOPCHORD DIAGONAL BRACE PITCH LATERAL BRACE SPACING (DBS) SPAN DIFFERENCE SPACING(LBS) Ier .a] SP OP I SPP HF Up to 28' 2.6 T 17 1 12 0-28'.42' 3 8 B 8 Over 42'-60' 3 Over 60' 1 So.. roglat.r.d plot ... 10 1 engineer OF: 0. at— Flr-Lerch SP - Southern Pine HF Herrt-Flr BPF - Spruca-Pln.-Fir OF. O.uglaa Fir-Laroh er->.-.ern .no HF - Ham -Fir SPF - Spru.o-Pine-Fir ALL CONNECTIONS SHOULC BE MADE WITH A MINIMUM OF 2-16d NAILS. ALL LATERAL BRACES LAPPED AT LEAST 2 TRUSSES. -GROUND BRACING REQUIRED FOR ALL INSTALLATIONS IMPORTANT NOTCE Temporary bracing shown in thio diagram le adequate for In. Inet.11atlon of ...aeon with .similar configuration As oho n on this diagram. Coneuh A registered prof... tonal ..,Ines, if o diRorant bracing errongomont to desired. The engineer may design breeinB in ..... den.e with OS889. and In some .sees determine that a -id., spacing la p ... iblo. All trustee sa—med 2' ,,•center or loos. All temporary bracing should be no lee. then 2.4 grade morkod lumber. 12 All. nnaatio.s should bo mad. with a mI.Imum .12.18d .ells. O QA ti �m®� 9 .GROUND BRACING REOUIRED FOR ALL INSTALLATIONS it CHORDTEfNPORARYBR CI�NGPA y. ERN TOPCHORD TOPCHORD DIAGONAL BRACE MINIMUM LATERAL BRACE SPACING (DBS) SPAN PITCH SPAG1,100BS) (M --I SP/DF I SPF/HF Up to 24• 3/12 8• 17 12 Over 24•-a2' 3/12 70 10 8 -.14.--54-1 3/12 6- 6 4 Over 54• Soo a registered Protocol ... I engineer vougre. ru-Laren HF-Hom•Fir SPF-6pruco-Pino-Fir IMPORTANT NOTICE Temporary bracing shown in this diagram Is -.q *to for the inalefletlon o1 true... with a .Imlier configuration as shown on this diagram. CI—ft . registered prof ... 1-1 engine., If e different bracing arrangement le cooked. The engineer may design bracing in accordance with DSS -99. and In some cases determine that a wider spacing to possible. All trusses assumed 2• .—onto, or loss. All temporary broeing ehoutd be no less than 2x4 grade —,ked lumber. /2 _�priitsr� a gJyy�� fi ALL LATERAL BRACES LAPPED DIAGONAL BRACE AT LEAST 2 ALSO REQUIRED TRUSSES. ONEND VERTICALS Continuous Top Chord Lateral Bruce Required 10' or Greater' Adac hment 'GROUND BRACING V { Required REQUIRED FOR ALL All connoctil— should be made with e INSTALLATIONS �NIONO}TF,iUSS� minimum o12.16d nag.. zs.,-..-- ,.._.�,�s-.,....,,.,-aa.-'-r-y1''S..�w•�y�w^=yp`�)^IW't^ �,'. paT��GRDiTiEM�P,,0�,�R�R83RA�,p NI�GrERN , TOP CHORD TOPCHORD DIAGONAL BRACE MINIMUM LATERAL BRACE SPACING (DBS) SPAN DEPTH SPACING(LEIS) (p1-s.ea SP F SPF HP Up to 32' 30• 6• 16 10 Over 32-- 48' 42' B- 6 a Over tie• - 80' 48' S• O 2 Over 60' Soo ragloterotl proteeslenal enpinoor -- NU UMALANL> ut - vougtae r -Ir -Laron 81 - uoutnern — REQUIRED FOR ALL SPF - Sprue. -Pine -Fir HF - Hem -Fir INSTALLATIONS 9 "The and All temporary bracing should be no lose than 2x4 grace marked diagonal bract, lumber. uqtl for cantilovsred End D lrus.os must be tial ror .1sb111iy plod? on YaA al beduplleatod on both webs In line with and. of the trues sy.t.m. the support - IMPORTANT Norrie Temporary bracing shown In this diagram to adequate for the installation of trusses with a similar configuration as shown on this diagram, Consult a registered plot... tonal engineer it a different bracing arrangement Is desired. The engineer may design bracing in accordance with OSBd9. end In some cases delermino that a wider spacing Is possible. All trusses —.-ad 2' Continuous on -.altar or I.... Top Chard All temporary bracing Lateral Brace should be no less than Required 2x4 grade merkod lurrf berto- or Greater . All oonneetlona should bemade with a mint - mum of 2.1 ed nails. Attachment Required 2�•(Oetz! 30'., greater PP 1226%2x6 =IP'gRA�LLEL' =1.1 4.3_1 ;4ii.211 All temporary bracing should be no lose than 2x4 grace marked PARALLEL CHAR 0&T—Ft USSj lumber. uqtl OPEkiORDbTdEMPOFIARYkBRAC'INGPAT)ITERN eonneetione should be made with o minimum ol2-t sd naas. Autue.e.assumed z enaemera,mee. 1/4- 42' IMPORTANT NOTICE Temporary bracing shown In This diagram is .tlpueto for the in.tellation of two— with a similar configuration m shown on this diagram. Consult a Continuous Top Chord D(In) D/50D (n) registered professional onglnear ife different bracing arrangement Is desired. Lateral Bruce�T 75- The engineer may design bracing in accordance with OSB -69. and In soma Required 1 eesos determine thal . wider sp.ol.V ie p ... We. 10• or Greater Do.1 2^ BJ TruO must have J Anquired t turn a,e lumbo, oriented in Tho Required horuse thisb direction to are. 10.4' use this broee .peeing. END 0IAG-0I TIAL FOR S1 MUST BE Ot BOTH ENDS SYSTEM. 3RACING FOR ALL ...-..._...ONS INSTiCTI:ON ZT�O:LE_FtTA1�CES - L(I.) .25- v200 L(n) 1/8- 21 SO- 1/4- 42' D(In) D/50D (n) 75- 3/8- S l' 12- Do.1 2^ BJ 24- 1 /2' 2- 125• are. 10.4' 160'• 3/4^ 12.5' /- a' 200• 1 . 16.7' 22S• 250- 1-1/8- 18.8' 1-1/4- 20.8' 72- 1-1/2- 8- 2 t -0/e• 22.9' ' 84- "/4• 7 • 300- 1-1 25.0• 350•' 400• 1-3/4- 29.2' 2• 33.3' PLUMB g • 130w Length L(1 n) I x v.• - I Tnr.s I Depth DI - Leo.or of O(In) I Ms Misplacement 0 L/20or Y - I L(In) I L(j-) Lesser ' of D/50 er 2- 1 .._..._......I:::::r.:.._...._......... Maximum mY.� Lee Mlrptaeemem Ptumb Maalmum of 1.1200 ort Une Mlsplo oemenl OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. JOB : CALIFORNIA HIP DETAIL PERMANENT BRACING DETAIL - SECTION A -A START OF TOP CHORD FLAT TOP CHORD PURLINS START OF THE 70P CHORD ISLOPING EXTENSION TO FLAT) LOPING (TYPICAL) \ /(CONTINUOUS) /(SGN10 FLAT) 91 �HIP� • SET81 ACK RIIDF -- SHCATIIING 11 • SETOA[I'— CA-IIIP CRIPPLE SUPPORT LAYOUT 8 4 HIP RAFTER COMMON ` � n6 n5 —(r na „-I & n2 �'r:-P_7 L PEP11ANENT DIAGONALS FORM BRACED BAY. REPEAT AT ALI. HIP V PITCHED AND U - CRIPPLE SUPPORT LOCATION. SHEATHED ENDS AND AT APPROXIMATELY 20' INIEPVALS OP LESS THEREAFTEP. CRISUPEXTENDED MEMBERS N,. CHORD nPEn NOTE: PERMANENT DIAGONAL BRACING NAILED TO UNDERSIDE 10 FIAT TOP CIIORO LV FLAT TOP CHORD PREVENTS LAIC -PAL WIVEMENT OF TOP CHORD. ' B � NOTE: ALL CONNECTIONS (4' U.C. BRACING SHOWN) SHOULO BE MADE WITH A MINIMUM OF 2-I0d COMMON * TRUSS PROFI LE NAILS 11P EIIUAL. FIELD APPLIED GI.III_T-IN CRIPPLES IPEMAINS IN PLANE— SECTION B—II CRIPPLE BRACING WITH (BUSS) NOTE: CONVENTIONAL FPAMING 7 F_ BUILT IN CRIPPLES ORM#31#4951#6 AND/OP. CRIPPLES ARE NOT THE CRIPPLE 96 HIP CITDP.D f>:TENSIfJ FIELD CRIPPLE SPACINGRESPONSIBILITY OF THE TRUSS SPACING : q5 HIP (2'10 4. 0. C. TYP. •)DESIGNER, PLATE MANUFACTURER, NDP, TP.USS FABRICATOR.. PERSONS (C) (E1) \ q4 HIP CHOI0 EX1ENS11111 ERECTING THE TRUSSES AP.E — SETBACK - 5 _ _ 1�_ 17 n3 I]P CAUTIONED TO SEEr: ADVICE BY (C) —"- (0) (pi� �k2 IIIP 010PU EXIEIJSIDIJ LOCAL PP.OFESS[ONAL ENGINEER. REGARDING CUI-IVENTTONAL FPAMING. A 18) (8) (R) c8� (R) 101 _1 - — l.'' A /�ul 1#1�7 nl HIP GIPOEP SETpaU. ^a SEE CA -HIP ENGINEERING I� FOP. JACK TYPE USED. \ --NOTE: SEE ORIGINAL DESIGN FOP LOADING AND DURATION FACTO (B) PUPLINS SPACED a 24'0.C. TYP. PERMANENT DIAGONAL BPnCIrJG R, P.EOUIP.EO. (CONTINUOUS 2X4) \L APPLIED TD UNDERSIDE OF FLAT (C) CRIPPLES SPACED 48' D.C. TYP. TOP CHDRD BY ERGCTION C(IPJTPACTDR (D) BUILT-IN FILL CRIPPLES (SEE BRACING DETAIL) (HORIZONTAL MEMBER OPTIONAL) . NOTE: SEE ORIGINAL DESIGN FOR LLUIBEP., PLATING AND OTHER CRITERIA NOT SHOWN H F7E �RE. O O O O O O **IMPORTANT **ALPINE ENGINEERED PRODUCTS. INC. WARNINL7 gU55E9 REOUIgE EXTREME CARE TC LL PSF REF SHALL NOT BE RESPONSIBLE FOR ANY 1N HANDLING. ERECTION AND OATRUSS DEVIATION FROM THIS DEIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIS -91 BY TPI. SEE THIS DESIGNTC DL PSF DATE 06 15 94 FAILURE TO BUILD THE .TRUSS IN CONFORMANCE WITH OSIBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE prALPINE CONNECTORS ARE MADE OF 200A GALV. STEEL MEETING ASTM OUInEMENTS. UNLESS OTHERWISE IIIDICATED, TOP ti BC DL PSF DRW CD110 A446 GR B EXCEPT AS NOTED. APPLY COUNECTORS TO EACH FACE OF CROPD SHALL DE LATERALLY BRACED WITH PROPE oO IRUSS AND UNLESS OTHERWISE LOCATED 014 TMS DESIGN, POSITION LY ATTACHED PLYWOOD SHEAIHING. BOTTOM CIIOq BC LL PSF -ENG PBCCONNECTORS PER DRAWNIGS 130. 150 6 16OA-F. DESIGN STAUDAR05 WITH PA RERLY ATTACIDiO nIG10CEILING -- SE y4T41CONFORM M/APPLICABLE PROVISIONS OF 1105 C TPI. All EtGTHEEH'S ALPINE 0EC101ICAL UPDATE 17/1/911 FOR PROPERTOT.LD. PSF CA -HIP "oO SEAL ON HITS ORATING APPLIES TO 111E COMI'OHENI OEPICIEII HERE DRYWALL APPLICATION. FUT1111511 A COPY OF 1HIS /1 ` �e DUR.FAC.** PERMANENT C= _L7 O O Q 111 ONLY, At10 SHALL NOT BE RELIED UPON IN ANY OTHER NAY, DESIGN 70 TIIE IgU55 ERECTION DTWITRACTOq. CI41` �j. BRACING DETAIL •--IPI - TRUSS PLATE 111511TUIE, NDS - 1991 NAIIOUAL OESIGII SPECIFICAI1011 FOR MOOD CON51NUf.110N SPACING ** �Mlmmmmmm MEMEEMINN mommmom ON 0 MENNEN RIIDF -- SHCATIIING 11 • SETOA[I'— CA-IIIP CRIPPLE SUPPORT LAYOUT 8 4 HIP RAFTER COMMON ` � n6 n5 —(r na „-I & n2 �'r:-P_7 L PEP11ANENT DIAGONALS FORM BRACED BAY. REPEAT AT ALI. HIP V PITCHED AND U - CRIPPLE SUPPORT LOCATION. SHEATHED ENDS AND AT APPROXIMATELY 20' INIEPVALS OP LESS THEREAFTEP. CRISUPEXTENDED MEMBERS N,. CHORD nPEn NOTE: PERMANENT DIAGONAL BRACING NAILED TO UNDERSIDE 10 FIAT TOP CIIORO LV FLAT TOP CHORD PREVENTS LAIC -PAL WIVEMENT OF TOP CHORD. ' B � NOTE: ALL CONNECTIONS (4' U.C. BRACING SHOWN) SHOULO BE MADE WITH A MINIMUM OF 2-I0d COMMON * TRUSS PROFI LE NAILS 11P EIIUAL. FIELD APPLIED GI.III_T-IN CRIPPLES IPEMAINS IN PLANE— SECTION B—II CRIPPLE BRACING WITH (BUSS) NOTE: CONVENTIONAL FPAMING 7 F_ BUILT IN CRIPPLES ORM#31#4951#6 AND/OP. CRIPPLES ARE NOT THE CRIPPLE 96 HIP CITDP.D f>:TENSIfJ FIELD CRIPPLE SPACINGRESPONSIBILITY OF THE TRUSS SPACING : q5 HIP (2'10 4. 0. C. TYP. •)DESIGNER, PLATE MANUFACTURER, NDP, TP.USS FABRICATOR.. PERSONS (C) (E1) \ q4 HIP CHOI0 EX1ENS11111 ERECTING THE TRUSSES AP.E — SETBACK - 5 _ _ 1�_ 17 n3 I]P CAUTIONED TO SEEr: ADVICE BY (C) —"- (0) (pi� �k2 IIIP 010PU EXIEIJSIDIJ LOCAL PP.OFESS[ONAL ENGINEER. REGARDING CUI-IVENTTONAL FPAMING. A 18) (8) (R) c8� (R) 101 _1 - — l.'' A /�ul 1#1�7 nl HIP GIPOEP SETpaU. ^a SEE CA -HIP ENGINEERING I� FOP. JACK TYPE USED. \ --NOTE: SEE ORIGINAL DESIGN FOP LOADING AND DURATION FACTO (B) PUPLINS SPACED a 24'0.C. TYP. PERMANENT DIAGONAL BPnCIrJG R, P.EOUIP.EO. (CONTINUOUS 2X4) \L APPLIED TD UNDERSIDE OF FLAT (C) CRIPPLES SPACED 48' D.C. TYP. TOP CHDRD BY ERGCTION C(IPJTPACTDR (D) BUILT-IN FILL CRIPPLES (SEE BRACING DETAIL) (HORIZONTAL MEMBER OPTIONAL) . NOTE: SEE ORIGINAL DESIGN FOR LLUIBEP., PLATING AND OTHER CRITERIA NOT SHOWN H F7E �RE. O O O O O O **IMPORTANT **ALPINE ENGINEERED PRODUCTS. INC. WARNINL7 gU55E9 REOUIgE EXTREME CARE TC LL PSF REF SHALL NOT BE RESPONSIBLE FOR ANY 1N HANDLING. ERECTION AND OATRUSS DEVIATION FROM THIS DEIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIS -91 BY TPI. SEE THIS DESIGNTC DL PSF DATE 06 15 94 FAILURE TO BUILD THE .TRUSS IN CONFORMANCE WITH OSIBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE prALPINE CONNECTORS ARE MADE OF 200A GALV. STEEL MEETING ASTM OUInEMENTS. UNLESS OTHERWISE IIIDICATED, TOP ti BC DL PSF DRW CD110 A446 GR B EXCEPT AS NOTED. APPLY COUNECTORS TO EACH FACE OF CROPD SHALL DE LATERALLY BRACED WITH PROPE oO IRUSS AND UNLESS OTHERWISE LOCATED 014 TMS DESIGN, POSITION LY ATTACHED PLYWOOD SHEAIHING. BOTTOM CIIOq BC LL PSF -ENG PBCCONNECTORS PER DRAWNIGS 130. 150 6 16OA-F. DESIGN STAUDAR05 WITH PA RERLY ATTACIDiO nIG10CEILING -- SE y4T41CONFORM M/APPLICABLE PROVISIONS OF 1105 C TPI. All EtGTHEEH'S ALPINE 0EC101ICAL UPDATE 17/1/911 FOR PROPERTOT.LD. PSF CA -HIP "oO SEAL ON HITS ORATING APPLIES TO 111E COMI'OHENI OEPICIEII HERE DRYWALL APPLICATION. FUT1111511 A COPY OF 1HIS /1 ` �e DUR.FAC.** PERMANENT C= _L7 O O Q 111 ONLY, At10 SHALL NOT BE RELIED UPON IN ANY OTHER NAY, DESIGN 70 TIIE IgU55 ERECTION DTWITRACTOq. CI41` �j. BRACING DETAIL •--IPI - TRUSS PLATE 111511TUIE, NDS - 1991 NAIIOUAL OESIGII SPECIFICAI1011 FOR MOOD CON51NUf.110N SPACING ** Job: 0 / HIP JACK RAFTER OETAIL (2X4 OVER 2X4) 1111S DWG. PREPARED FnOM COMPUTER INPUT (LOAO; r DIMENSIONS) SUBMITTED BY TRUSS MFR, DL=TL MAX SETBACK /7=37# 7-1-0 /7=37# 7-10-0 /7=37# 7-8-0 /7=37# - 8-4-0 VARIES WITH SETBACK OVER 2 SUPPORTS R=428# MAX W=1.5" MIN. 3.00-4.50 4X7 4X6 4X7 3X8 (SS) VARIES WITH PITCH CONVENTIONAL FRAMING IS NOT THE RESPONSIBILITY OF THE TRUSS DESIGNER, PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES AIRE CAUTIONED TO SEEK ADVICE BY LOCAL PROFESSIONAL ENGINEER REGARDING CONVENTIONAL FRAMING. (SS)SHIM ALL SUPPORTS SOLID TO BEARING. THIS HIPJACK DESIGNL'U TO SUPPORT CONVENTIONALLY FRAMED RAFTERS. CANTILEVER HEEL RAISED HEEL (B) (P) (A) �I _J_ J_J 2X4 4X4 PLATE OVER SUPPORT R=856# MAX W=1.5 MIN. 12X4, 2X6, 2X8, 2X10 BLOCK I SPF: GRADE (A) '2X6 X4 —3X6 1.5' —3X8 MINX8 —3X10 r8 - (B) X10 — 3X12 3X4 TIE PLATE Seq: ]9624 PLT. TYP.- ALPINE DESIGN CRIT UOC 2 -/R/- Rev 17.2m SCA 0 0PTR 0 0 0 o C -I c� x*IMPORTANT)E)EALPN1E EIIGINEEnEO Pn0o11C1s. IIA:. SIIALL 1101 DE IIESPOIISIIILE FOCI AffY OEVIAlictu mum 11115 DESIGN On IIIESE SrECIFICATIONS, On ANY WARNINGIn11S5C5 nra"n1E EXlnulE EnnC In IIAIA1L11K, CNECIION A1I3 OnACIIIG. SEE 1110-91 BY Irl. SCE uns DESIGII Qv T �i y -"q 1E �'pI TC TC LL DL LOADING SEE PSF PSF REF R384-96342 DATE 11/25/96 O� OC/ oO � C7 G' 7AILIInE 10 nUILO 114E TnUSS ill COMOMUPICE W11f1 OSIOO BY IPI. ALPIIIE COIOIECtnnS AnE NAVE OF 20GA GAIN, STEEL NCF.111Y: ASCII A.14G Gn 0 EXCEPT AS HONED. APPLY COIAIECIOnS 111 EArll FACE or InUSS AILD NILESS U111Fn"I5E LOCATED ON lu1S DESIGII, POSIIION Eon AODIIIUIIAL SPCCI/•L PEnNAIICIII 1114ACING CIE OUInENEIIIS. IA4EF5 n111CnNl!:E IIAn CAIED. IOP CHORD SHALL OE L41EnAl.LY IIIIAfl.11 MIM Pill EIt LY AIIACICED PLYWODU SIIEAIIIIIIG. LIUITUN CIIUIID W aBC -"L� f.► >A BC OL LL ABOVE PSF PSF ORW CD120 CA -ENG PBC �COwI-CTOn5 PER OnAWINGS 170, 170 C IGOA-F, UE51f.11 51n1O7An05 IIIUI rnUrE1RY AIIAWIEO 111F. 111 CEILING -- SEC *TOT .LO. PSF 1= O CI 1=1 1-I C:J GI r=3SEAL L~1 C011tON1 N,APPLIDAALE Pnovlslolls OF IX1S C IPI. AN EIIGIIIEEn•S 111 1141S 0PAW1110 APPLIES to u(F Cm11'011111 nF:rlCTEO 1211E (II (WILY, AIXI SHALE. 11111 III. PELlt(111`18 IIf ANE Illlglt MAY. ALPINE IECIFIICAL U9TAIE 17/1/91170nn.Pj0 on(NALL APPLICA11011. FViuliSll A COPF OF Nus Ilfsicu NEI mr.. IIAI :: FPt.CIllttl E•Ig1111Acuo%. �'[ �\`O DUR.FAC. 1.3.5 .-IPI - IIW15514-A1C IIIiI11111F, IN)!; - 1'1'11 CIA IIIIIIAI. IKS1f.11 :A'fr.IfICA11#1141111. NUIIIIhal1.111111 SPACING 24 .O" I � 7 T\ Job: DETAIL -92 ALTERNATE BRACING NOTE: SEE DRAWING ORININAL FOR LUMBER, PLATES, AND OTHER DATA NOT SHOWN HERE. TRUSSES REQUIRE EXTREME CARE IN HANDLING, ERECTION AND BRACING. REFER TO TPI HIB -91. SEE THIS DESIGN FOR ADDITIONAL SPECIAL PERMANENT BRACING REQUIREMENTS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL BE LATERALLY BRACED WITH PROPERLY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD WITH PROPERLY ATTACHED CEILING. CD103 (A) IX4 #3 HEM -FIR OR BETTER CONTINUOUS LATERAL BRACING TO BE EQUALLY SPACED. ATTACH WITH (2)• 8d NAILS. BRACING jMATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. ) MANY OF THE BELOW MENTIONED BRA ING TYPES MAY BE SUBSTITUTED*' 2X4 "T' BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH 16d NAILS @ 4" O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. 1X4 "L" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH 16d NAILS @ 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR, 2x4 "L" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH 16d NAILS @ 4" O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. SCAB BRACE, SAME SIZE• GRADE AND LENGTH AS WEB MEMBER. ATTACH WITH 16d NAILS @ 4" O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. SEE ORIGINAL DESIGN FOR PROPER DEMENSIONS PLT, TYP,- ALPINE DESIGN CRIT UBC /0/1/1/-/R/- Rev 17.1e SCALE 0.1 75 p p p p p p *-xIMPORTANT)(*4LPL'IlE ERc11IEEnEO PnOOUC Is. 11" SHALL n07 BE RESPONSIBLE FOR ANY WARNINGTDvsO£5 n£OUInE EXTREME CAME HD IN IIAIIOIInG. ERECTIOIT AHD=/A\= JO • /{ TC LL 30 0 PSF REF 8992--42293 DATE 06/28/93 p O O p O DEVIAIIOR FROM THIS OESIGH OR TRE SE SPE CIFICAT10115. On AIIY OnACIIIG. SEE H10-91 BY TPI. SEE 11IIS DESIGII *N W. e TC DL 15 . 0 PSF pAALPINE � FAILURE 10 BUILD TIIE TRUSS IN CONFORMANCE Nllt1 OSI00 BY IPI. COMIECTORS ARE MADE Of 20GA GALV. STEEL WEEIIIIG ASTM FOR ADOITIO14AL SPECIAL PET1M411EHT OnACIUG REALPINE DUIREMEIITS. UIILESS 0111ERHISE INOICATED, TO U ' BC OL 5 0 PSF DRW CD103 �= 4446 GR B EXCEPT AS VOIED. APPLY COMIECTORS TO EACH FACE OF TRUSS A110 UIILESS 0114ERNISE LOCATED OH 11115 DESIGN, POSITION CHORD SHALL BE LATERALLY B04CE0 KITH PROPER/T�O LY ATTACHED PLYWOOU SHEATIIIIIG, BOTTOM CIMAD ND. C043845 C LL 0 • 0 PSF -ENG FM111(/pO • p� p p p p p COIUIECTORS PER DRAWINGS 130. 150 C 16OA-F. DESIGN SIAIIDAnDS COIIFOPM N/APPLICABLE PROVISIONS OF IIOS C TPI. AU EIIGIIIEER'S OH THIS DRAWIIIG APPLIES TO TIIE COMPOIIEIIT DEPICTED HERE III ONLY, ATA S11All 1101 BE RELIED UPON 111 AIIf 0111EP MAY. WITH PPOPEPLY AITACIIEO RIGID CEILLIG -- 5EE ALPIIIE TECIUliCAL UPDATE 17/1/911 FOn PROPEnSEAL DRYWALL APPLICATION. FURI11SH A COPI' OF [HIS D£SIGII 10 THE 1nU55 ERECTION LOMSRAf,10n, .* Elp, 63091 * ✓1COYI`o t �!� '�J'[� 11 C ` Or CAO TOT. L0. 5O . O PSF OUR . FAC . 1. 1 �--IPI - muss PLATE N15111INE, 1105 - 1991 HAI IOTIAL DESIGN SPECIFICA110H FRn WOOD COIISIRUCIIOt1 SPACING 24. 011 1 J 1 * * Continuous 1x4 93 Hem -Fir or better continuous Lateral Brace lateral bracing to be equally spaced. Attach with (2) 8d nails. We /j Bracing material to be supplied / and attached at both ends to a —� suitable support by erection DETAIL contractor. * CONTINUOUS LATERAL BRACE T -Brace* 1x4 "T" Brace. Same grade as web member. Attach with 8d nails @ 6" o.c. Bracing material to be Web _- supplied by erection contractor. - SECTION I I T -BRACE Scab Brace * Scab brace, same size, grade and length as web member. Attach With Web I 16d nails @ 4 o.c. Bracing material to be supplied by ? SECTION erection contractor. P1 I SCAB BRACE L -Brace * 1x4 "L" brace. Same grade as web member. Attach with 8d nails @ 6" o.c: Bracing material to be We supplied'by erection contractor. SECTION EXAMPLES OF WEB BRACES L -BRACE PAGE 47 J 7 A - Edge distance and perpendicular to grain spacing (7 diameters). B - End distance and parallel to grain spacing (15 diameters). C - Distance rows are to be staggered (7-1/2 diameters). Bearing block to be same species, size and grade as chord. C �� s • • • A �� • o o • o • A J„ Length of block as specified onengineered rawing. H2' minimum — 24" maximum) . O O O O O O x)(IMPORTANT*)(ALPINE EVGINEEnED Pff"'Ts. If WARNINgnU55ES 1EOu1ME EXTREME CARE l]� C=) C=)DEYIA1ION SIULL NOF 0E WSP011SIGLE FOn ANY FnON TMS DESIGN On IIESE SPECIFICAIIpGli . On A IN IIANOLIIIG. EKCT1ON Aid) BRACIMO. SEE 1110-91 BY TPI. SEE 11115 DESIUI O O O O FAILURE 10 BUILD TIE TRUSS 1M C01FOnMANCE Mllll 09100 UY 1Pf. FOR AOOITId1AL SPECIAL PE$HAIIENT O11ACU10 ML7 O O O ALPINE CO$+ECIONS ARE MACE OF NCA 6ALY. STEEL WETINO ASIN OUINYMENIS. W&Sp 011E11NISE INDICAIED. IOP IO C� O O ANB GR B EACEPT AS NOTED. APPLY CtrNECTd15 10 EACH FACE OF ObFTO SIULL BE UIEILILLY UnACEO MIM IYIOFYi 1 ALP I N a muss AID UlESS OVERMISE LOCAIEO dl 11115 DESIGIL roSI11DN LY ATIACIED PLYMD00 SIEAFIIIIIG. BnTIOM 0L11n1 ,= O C011CCT011S PER 01UM1M}9 U0. 130 C I60A-F. OESIU'N STANDAAM MIM PnOKALY AITAC11ED nICID CEILING -- SEE C=3 TRUSS 1= C0FOM M/APPLICAOLE PWVISI01S OF IAS C 1P1. AN F161NL'ER'S ALPINE IECIIYICAL UPDATE 17/1/911 Fon PnOKA O C7 O O O O SEAL 011 MIS OAANINO APRIES TO WE COMPOENT DEPICTED IE1E 114 ONLY' r) SMALL $u1 OE nEL TED UPON IN ANY OVER MAY. OnYNALI' APPLICAII(N.'FUYll91 A COPY nF MIS 0F.S1GU 10 IIIE InUSS EIECIION C011FOACid1. M --[PI - Mimi k.AIE IM.TITUIE. NDS - 19!11 N1IIONAI. OESIF.N SPECIFICATION FON WHO CONSTRUCT](*$ MAXIMUM NUMBER OF ROWS OF NAILS MINIMUM NAIL SPACING DISTANCES CHORD DISTANCES SIZE NAIL TYPE 2x4 2x6 2x8 2xi 2x1 8d box 3 5 1 8 10 13 10d box 2 5 1 7 9 11 12d box 2 5 7 9 11 16d box 2 4 6 8 10 20d box 2 4 5 7 9 8d common 2 4 6 9 11 10d common 2 4 5 7 9 12d common 2 4 5 7 9 16d common 2 3 5 7 8 20d common 1 3 4 5 7 0.120x2.5' gun .3 5 7 10 12 0.131x2.5' gun 2 4 6 9 it 0.120x3.0' gun 3 1 5 1 7 10 12 0.131x3.0' gun 2 1 4 1 -6 9 11 MINIMUM NAIL SPACING DISTANCES BEARING BLOCK - NAIL SPACING DETAIL Drawing 6139 Date:12/27/93 DISTANCES NAIL TYPE A B C 80 box 13/16' 1-3/4' 7/8" 10d box 15/16' 1-15/16' 1' 12d box 15/16' 1-15/16' 1' 16d box 1' 2-1/16" 1-1/16" 20d box 1-1/16' 2-1/4' 1-1/8' 8d common 15/16' 2' i" 10d common 1-1/16" 2-1/4' 1-1/8' 12d common 1-1/16" 2-1/4' 1-1/8" 16d common 1-3/16' 2-7/16" 1-1/4' 20d common 1-3/8' 2-7/8' 1-7/16" 0.120x2.5' gun 7/8" 1-13/16' 15/16' 0.131x2.5' gun 15/16' 2" i' 0.120x3.0" gun 7/8' 1-13/16' 15/16" 0.131x3.0' gun 15/16' 2' i' BEARING BLOCK - NAIL SPACING DETAIL Drawing 6139 Date:12/27/93 JUb: VAOL.0 CINU UC 1 All. W/ J 1 UL.L U STRONGBACK (NAIL TO LEDGER 12"O.C.) (2x4 BRACED AT 30 O.C.) (2x6 BRACED AT 56" D.C) BRACE A34 FOR 2X4 STRONGBACK A35 FOR 2X6 STRONGBACK LEDGER ( NAIL 113( K ) TO VERTICAL 1/3-10d NAILS) GAUL (K) SPACING FOR U3 = 56.0" O.C. REFER TO SIMPSON CATALOG -C-9411-1 FOR PRODUCT ATTACHMENT SPECIFICATION (ATTACH A34/A35 IN FI DIRECTION (P1) THIS DWG. PREPARED FROM COMPUTER INPUT (LOAD ROOF MATERIAL,,,,, 2X4 STRONGBACK ` 7 - 10d COMMON 2X4 BLOCK T NAILS OUTLOOKER GABLE END DIAGONAL 4-lOd BRACE NAILS EACH END 2X LEDGER (C) IX4 CONTINUOUS LATERAL BRACING FOR (SI) BRACE (STRONGBACK) MEMBER LONGER THAN (M) 2X4 SPF STANDARD OR 75". ATTACH AT MIDPOINT OF EACH BRACE qs) (G) DTR STRONGBACK BRACE W/2 -8d CCOMMON NAILS. 24" MAX GABLE END LEDGER fl (N) .10 YAXC \S' )\ \ \ \ \ (P1) PEAK PLATE TO MATCH COMMON TRUSSES. NOTE: THIS DETAIL MAY BE (S1) SPLICE PLATE TO MATCH COMMON TRUSSES. USED FOR TRUSSES PITCHED D.C. WITH ALSO. (111) HEEL PLATE TO MATCH COMMON TRUSSES. 3-3-0 7-4-0 (0) OPTION TO WEB PLATING: USE (3)-2" WIRE STAPLES (0.072 DIA./15 GA.) TOENAILED THRU CHORD INTO WEB & THRU WEB INTO CHORD ON ONE FACE FOR A TOTAL OF 6 STAPLES. (PI), (S1) & (BI) MUST BE PLATED. (G) GABLE END DESIGN BASED ON BOYPH WIND LOAD EXPOSUR E "C" AT 0-30 FT USAN HEIGHT. PLATE MAX. WEB LENGTH IX3* 2-8-0 2X4• 8-1-0 3X4• 8-7-0. C-) 0 2A*o ►- V l3 - IW NAILS BR OUTLOOKER CRITERIA 3.5" MAX. TYP. NOTCH ® 24" O.C. 1.5" MAX. OUTLOOKER/ ' YIN 241" MIN STUCCO PACING 2X4 SPF LUMBER GRADES MAX. LENGTH WITHOUT BRACING (N) MAX. LENGTH 1/ STRONGBACK BRACE (S) 2X4 F.L. LUMBER GRADES MAX. LENGTH WITHOUT BRACING (N) MAX. LENGTH W/ STRONGBACK BRACE ( S ) STANDARD 3-3-0 7-4-0 STANDARD 3-5-0 7-9-0 STUD 3-3-0 7-4-0 STUD 3-5-0 7-9-0 q3 3-3-0 7-4-0 p3 3-5-0 7-8-0 #1/#2 3-5-0 7-9-0 #2 3-7-0 8-1-0 SS 3-6-0 7-I1-0 W1 3-8-0 8-3-0 N1 & BETTER SS 3-9-0 8-5-0 3-10-0 8-7-0 PLT. TYP.-ALPINE DESIGN CRIT=UBC OTY = 1 TOTAL = 1 p pATRUSS O p p p p p OCONFORM p ALPINE ENGINEERED PRODUCTS. INC. )EIMPORTANT** SHALL NOT BE RESPONSIBLE FOR ANY FROM TH15 DESIGN OR FNESE SPECIFICAT10N5. OR ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI. CONNECTORS ARE MADE OF 20GA GALV. STEEL MEET111G ASTM A653 GR37 EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORSPER DRAWINGS 130. 150 Q 160A -F. DESIGN STANDARDS W/APPLICABLE PROVISIONS OF HOS C TPI. AN ENGINEFP'S ON [HIS DRAWING APPLIES TO IHE COMPONENT UEPICIEO IIEPE IN ONLY. AND SHALL NOT BE RELIED UPOIJ IN AH'/ OTHER NAY. TRUSSES REQUIRE EXTREME CARE ARNING IN HANDLING. ERECTION ANDpDEVIATION BRAC[IIG. SEE HIB -91 BY toi SEE TH15 DESIGN FOR ADDITIOUAL SPECIAL. PERMANENT BRACING REALPINE QUIREMENTS. UNLESS OTHERWISE 11101CATED. TOP CHORD SHALL BE LATERALLY BRACED WITH PROPER LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD WITH PROPERLY ATTACHED RIGID CEILING -- SEE ALPINE TECHIIICAL UPDATE (7/1/91) FOP PROPERSEAL DRYWALL APPLICATION. FURNISH A COPY OF THIS DESIGN 10 THE TRUSS ERECTION COII7 RAC70R. a (ay CD oLL � QIr�_ �i/ IA CIVR.FAC. TC LL DL DL LO . PACING 30.0 1„7, 0 0.0 45•0 1. 5 24.0.. PSF PSF PSF PSF PSF REF R992--45342 DATE 03/21/97 DRWG 00123 CA> -ENG DC, JD, PBC --TPI - TRIIRS PLATE DISTITUIE NOS - 1991 NATIONAL DESIGN SPE FOR WORD CONSTRIIf.IIRI! SM 3,027,999 It is the responsibility of the building designer and truss fabricator Top chord of this boston hip may be notched 1-1/2" deep by 3" wide* Lo review this drawing prior to cutting lumber to verify that all data (12"-48" O.C.) inag ble fill area only" Center vertical, in gable including dimensions and loads, conform to the architectural plans/ specifications and fabricator's truss layout. fill area, may be replaced with two verticals (29" O.C. max.)' Truss span for placement of gable vent. Refer to drawings 3,022,312, 3,022,313 and All plates are to be centered on thejoint, left to right and 3,022,313A for gable stud design information. Lop to bottom,except when located by circle or dimensions. FURNISH A COPY OF THIS DESIGN TO ERECTION See drawing 130 for "plate locations on typical joints." Note: P.efer to appropriate design for lumber, plates, and other data not shown Isere. T(IUSsES rlE(]UIII( (.X111FME Connector plates must be'installed in accordance with requirements of REF I.C.B.O. research report 112949. ARE FOLLOWED AND THE TRUSSES BUILT IN CONFORMANCE WITH "OV ALITY CONTIIOL MANUAL" BY CARE IN HANDLING. 1.1117.C.NECTORS TION AND BRACING. SEE "SWT. 1976", ••OIiACING + 1X4 hent -fir continuous lateral brace required at 24" O:C. under rC LI. gable plywood sheathing is not attached directly to structural 3.5*top THERE SHALL BE NO WARRANTIES OF THIS DESIGN, chord in this area. Bracing material to be supplied and N W. f` \t` ')L SEE attached to a suitable support at both ends by erection 4/19/88 iFlf��K contractor. � S A TC DL ABOVE 24" O.C.typ. DrW ' _ 3,027,99 5X4 ING REQUIREMENTS. UNLESS OTHEIIWISE V 1Z X48" 1��1/ C En I. '• 5x4 0 A446 GRADE A. APPLY CONNECTORS TO BOTH FACES AT + ,�--- No. 0043845 Structural top chord -..-�1.SX3 EACH JOINT ANO LOCATE AS SHOWN. BEARING WIDTHS + typ. ,1 rot . LEI, ps f0/A I.un. Varies TRUSS AIIE 4" NOMINAL UNLESS OTHEIIWISE SIIOWN. DESIGN S'(ANUAI(DS CONFUIIM VIIIH APPLICABLE PROVISIUNS C.IIORU W1111 nIGID CEILING Oil IIIIAC � 63497 Us r. _ 3X4 OF 'NU8.77 AND 'TVI.78 NI15-NAi10NA1.OESIONFVebrICAtIUN clear span . I Continuous bearing- —--------•--- Truss span --- _ PLATE TYPE — ALPINE FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR GENERAL NOTES UNLFOIIESS LUMBERSAND At PINESPECIFICAIONSCON-WARNING T(IUSsES rlE(]UIII( (.X111FME I)I:SI(IN 0(11'. REF ,y ARE FOLLOWED AND THE TRUSSES BUILT IN CONFORMANCE WITH "OV ALITY CONTIIOL MANUAL" BY CARE IN HANDLING. 1.1117.C.NECTORS TION AND BRACING. SEE "SWT. 1976", ••OIiACING �N rC LI. Date THERE SHALL BE NO WARRANTIES OF THIS DESIGN, WOOD TRUSSES COMMF.NTAl1Y N W. f` \t` ')L SEE P5 ` 4/19/88 iFlf��K EXPRESS OR IMPLIED. ALPINE CONNECTORS ARE MANU. AND RECOMMENDATIONS" 'IPI SEE TRIS DESIGN FOH ADDITIONAL SPECIAL BIIAC S A TC DL ABOVE t p$ 1 DrW ' _ 3,027,99 FACTUnED FROM 20 GAUGE GALVANIZED STEEL UNLESS OTHERWISE SHOWN, MEETINC REOUIIIEMENTS OF ASTM ING REQUIREMENTS. UNLESS OTHEIIWISE V C DL 1��1/ C En I. '• _ A446 GRADE A. APPLY CONNECTORS TO BOTH FACES AT SHOWN, TOP CHOIID SIIALL BE LATER ,�--- No. 0043845 psr IV I`•,.,,) ' EACH JOINT ANO LOCATE AS SHOWN. BEARING WIDTHS ALLY Bn ACED WITH PROPEn LY ATTACH ED PLYWOOD SIIEA1111N(:' IJOITOM ,1 rot . LEI, ps f0/A I.un. Varies TRUSS AIIE 4" NOMINAL UNLESS OTHEIIWISE SIIOWN. DESIGN S'(ANUAI(DS CONFUIIM VIIIH APPLICABLE PROVISIUNS C.IIORU W1111 nIGID CEILING Oil IIIIAC � 63497 Us r. - II., '10I • iRug9i'I'AII 1140011,11r.. OF 'NU8.77 AND 'TVI.78 NI15-NAi10NA1.OESIONFVebrICAtIUN INGATMAXIMUMOFIOFEErOC.17ONn1 USE THIS DESIGN WIT 11 FIRE ItErAIIDANI f TII&AT€DI.M01H Y�iy C1 0. \!' �eor it f�Q� ______-- Spacing __________ ------------- - r- Detail It is the responsibility of the building designer and truss fabricator to review this drawing prior to cutLingg lumber to verify that all data,inclucing dimensions and loacls,conform to the architectural plans//specifications and fabricator's truss layout. All plates are to be centered on the jo:int,left to right and top to bottom except when located by circle or dimensions. See drawing DO for "plate- locations on typical joints.11 The flat top chodd of this�PL�i Uxd(? r shall bra ed with operly attache trusses .C., in heu o� plywood eathing. Note: Refer to appropriate design for lumber, 2t," O.C. typ. places, and other data not shown here. Connector plates must be installed in accordance with requirements of I.C.13.0. research report 4x4 112949. Top chord of this boston hip may be notched 1-1/2" do,=p by 3" wide (1211-4811O.C.) in gable fill area only. Center vertical, in gable fill area, may be replaced with two verticals (24" O.C. max.) for placement of gable vent. Refer to drawings 3,022,312 , 3,022,313 and 3,022,313A fo gable stud design information. 311 12"-48" Setback Truss span I)LiSI(;N CRIT REF TC I,L psi Date . 5/1/37 Tc DLSEI' sf Drw,,.3,022,656 A[iOVL ' P BC DL PSI- !:n g . MS Tot. Ld, sl 0/A LA -n. Varies Ili r. Fac. ------ --------- Spacing ------- Type Retail PLATE TYPE — ALPINE FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR 1-d ,> GiOTIIEIIWISE M w TRUSS ILL GENERAL NOTES UNLESS THESE SPECIFICATIONS FOR IUMDEH AND ALPINE CON- HECTORS ARE FOLLOWED AND TILE TfIUSSES BUILT IN CONFOfIMANCE WITH "OUALJTY CON7110L MANUAL•' BY 'TPI• TIIEIIE SHALL. llE NO WAIIIIANTIES OF THIS DESIGN, EXPFIESS Oil IMPLIED ALPINE CONNECTOnS ARE MANU• FACTUnED FIIUM 20 GAUGE GALVAN12CO STEEL UNLESS SHOWN, MEETING REOUMEMENrS OF ASTM A446 GIIAOE A. APPLY CONNLCTORS TO BOTH FACES AT EACH JOINT AND LOCATE AS SIIOWN. BEARING w1OrI1S ARE 4" NOMINAL. UNLESS OTiIEnWISE SHOWN. OLSIGN STANUA140S CONFORM WITIf APPLICABLE PIIOVISIONS Of ONDS S-77ANADTIONALBDESIGN WARNING TRUSSES nEOUIIIE EX TI'IE ME C.AIIE IN VANDLING. EIIEC. TION AND UIIAC wG. SEE ••UVJT• 1026"• "BRACING WOOD MUSSES' COMMENTARY AND 11 ECOMMENUAIIUNS" 'TPI. SEE MIS DESIGN FUH nUOIIIUNAL SPECIAL UIIAC• ING nEOUIIt EiAIiNTS UNLESS OTIIEI'1WISE SHOWN. TUP CIIOIID SHALL IIE I.A'(E11 ALLY IIRACEU WIIII PROVEMY ATTACII ED PLYWOOD SIIEATIIING' IIOT TO.I CIIOnD WITH nIGID CEILING On UIIAC ,NG AT MAXIMUM OF to FEET O.C. (IU NOT USE THIS DESIGN 1Y1111 FIVE LIE TAIIUANT W if1EATEU Ml1fH ��l W. No. C043845 r '� * Ev. 0097 .* arj IY l` �f C^"40��� 'TPI . TRUSS PLATE INSTITUTE SPECIFICATION I)LiSI(;N CRIT REF TC I,L psi Date . 5/1/37 Tc DLSEI' sf Drw,,.3,022,656 A[iOVL ' P BC DL PSI- !:n g . MS Tot. Ld, sl 0/A LA -n. Varies Ili r. Fac. ------ --------- Spacing ------- Type Retail ssuTe block detail N 'PRESSURE BLOCK- FRAMING METHOD FOR ATTACHMENT OF rn TRUSS BOTTOM CHORD 1'0 SUPPORTING GIRDER TRUSS. EC C6 NMAXIMUM RAFTER LENGTH a 2)lOtl6NAILS TRUSS TO BLOCK. (4)16a NAILS BLOCK, TO GIRDER LENGTH -4'I' -(3-)-10d-NAI LSTRUSSTO BLOCK. (5)16d -NAI LS -BLOCK .TO GIRDER LENGTH -6'2' cc._ 4)I0d NAILS TRUSS TO BLOCK. (6)16d NAILS BLOCK TO GIRDER LENGTH -8'2- d. d :.7 n 7 L GIRDER BOTTOM CHORD 1= �� 7 i i� 16d BOX NAILS (0.135'x3.5') i 2x4 DFL #3 BLOCK 10d BOX NAILS z RAFTER OR(0.128'x3") TRUSS BOTTOM CHORD AT 24. 0/C. ' E>v RAFTER LENGTH Q THIS OWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS BIFR. BLOCK: 2x4 X 1-10-8 OFL g3 OR BETTER, CLEAR OF DEFECTS IN NAIL CONTACT AREAS. TRUSS RAFTER AND GIRDER MAY BE SPF. HEM -FIR, SO.PINE. OR DFL. SEE DRAWING CNTONA11LO699 FOR TOE -NAILED RAFTER CAPACITIES. SEE HANGER MANUFACTURERS CATALOGS FOR ALTERNATE CONNECTIONS. PLT TYP. Wave TPI -95 Design Criteria: TPI STD -WARN ING•.TRUSSES REGUI4E EXTREME CARE IN FABRICATION. SAMPLING, SNIPPING, INSTALLING AND O GRACING. REFER TO NIO.9L LMANDLl14 INSTALLING AND SAACI441• POBLISUED BT TPI (INNIS PLATE O INSTITUTE. $BD O'4NRrRIO 04.. SUITE 200, MADISON, NI S3712), FOR SAFETY PRACTICES PRIOR TO O PERFORMING 7r ESE FUACTAONS. UNLESS OTNE(NISE IAOICATEO. TOP CHORO SNAIL MAIC PROPERLY ATTACNEO N SS A OCT VAAL PANELS. BOTTOM CNOND SNAIL MANE A PROPIALY ATTACIEO RISI0 EXILING. '•IMPORTANT•• FURNISH L COPT OF THIS OCS16N TO TRE INSTALLATIGP COITAACIOA, ALPINE ENG11E[4ED C_ P4000CTS IRC SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS 0131"• 44V FAILURE TO W. BUILD THE TRUSSES IN CORFOIIMAAC( MIT" TPT: OR FABRICATING. RAIIOLlN4. SBLPPIRG, IRSTALLl4R A �AL P I N E 84AC116 OF TR6SUES. TNI1 OI SIGH CUP..$ 0TN APPLICABLE PAOIISI0IS OF NUS 1..0MDES, N SPE CIE ICA11011 PABLESMEO BT TBE AMERICAN FOREST AN PAPE& ASSOCIATION) AND TPI. ALPERE CDANECIORS ARE MADE OF 2OG4 ASTM AGS3 GR40 GALT. STEEL, EXCEPT AS NOTED. APPLY COVIfC704S TO t Jon 07 EACH FACE N TRUSS. ARD UNLESS OTIERMISE LOCATED ON THIS DESIGN. POSITION CORRECTOR$ PER .A CN ORANIY.S 160 A•2. TRE SEAL N 01 TRIS ORANI4G INOICATIS ACCEPTANCE P40f(SS101IAL E46INEERING _/' Alp. P/odDctB, lnc. RE so ONSIBILITY SOLELr FUR IME TRUSS COMPONENT DESIGN SOONN. THE SVIfYIIITY AND ISE OF T1IS SOS+OeGlOL COMP04ENT FOR NIT PANrICULAN BUILOINO 19 TAX AESPONITNILITV OF TRE BUILDING DESIGNER. PER C1F� ANSIfTPl 1.1915 SECTION 2. _CA/ -/2/ -/E/ -/F TC LL N/A TC OL N/A BC OL 7.0 PSF BC LL 10.0 PSF TOT.LD. 17.0 PSF DUR.FAC_ 1.25 SPACING MON REF R6109-70212 DATE 01/07/00 ORW CAUS16109 00007035 CA -ENG /GWH SEON - 66168 FROM SB 1 i r� i j i O C- > D fU O m A 00 n DESIGNED BY: JOB DESCRIPTION: 'JOB LOCATION: w z o SB HOUSE ACCOUNT GARY LOHMAN 39� 52-925 CLARET COVE (UZ343-HUUJt ALLUUNI LAKY LUHMAN 39 - UU) TOP CHORD 2x4 SPF #1/#2 :T1 2x4 SPF 2100f -1.8E: BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. 10 PSF BC LIVE LOAD PER UBC. USE SAME DESIGN FOR ONE -PLY COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIP0699. SUPPORT HIP RAFTER WITH CRIPPLES AT 5- 7-14 OC. NOTE: INSTALL TRUSS ORIENTED AS SHOWN - BEARING AND LOADS CARRIED ARE AT SPECIFIC LOCATIONS.. DO NOT REVERSE. 0-5-8 INIS UWG PKtPAKtU VKUPI LUMF'UItK INPUI (LUAU) E. UIPIM)IUNJ) JUUMI I ItU 13T Inwa rlrn. 2 Complete Trusses Required I NAILING SCHEDULE: (0.1310.0_g_nalls) TOP CHORD: 1 ROW @ 10" o.c. BOT CHORD: 1 ROW @ 12" o.c. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. #1 HIP SUPPORTS 8- 0- 0 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W 5 X 6 s--_ W3X8= W04= W6X10 4.5 r— 4.5 T1 17 17— (A) 0-5-8 �8-0-0 W3X12(B2) = W4X4 = W5X6 = W3X4 = W4X4 14-5-0 _1- 30-0-0 Over 2 Supports W 2 X 8 �-- W2X4(A1) 7-7-5 1,1-11 -5J '4 R=2521 W=5.5" R=2891 W=5.5" .PLT TYP. Wave TPI -95 R Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.25" Ft. -WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND T C L L 16.0 P S F R E F R 6 1 0 9-14403 FER NG (TRUSS PLATE AC53719),114G)PUFOR SSAFDEBY BNST ANSUI OLD w �` Fy L� 200?AMADISO N'IDWBR ITUTE ,RESB3 D ONOBRIO ORH TE PR ACTICE SPR IDR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERVIISE INDICATED, TOP CHORD SMALL HAVE PROPERLY ATTACHED �� �Z T C D L 1 4.0 P S F DAT E 0 5 /25/00 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ?y UiP l! "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF DRW CAUSR6109 00146102 PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEtlIATION FROM THIS DESIGN; ANY FAILURE TO No C BOO S BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND T S B/ G W H ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PR OYISIONS OF NDS (NATIONAL DESIGN e p B C L L 0.0 P S F CA -ENG SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AILD PAPER ASSOCIATION) AI10 TPI. ALPINE D CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV, STEEL. E%CEPT AS 40TED. APPLY CONNECTORS TO * a•Y * T 0 T . L D . 37.0 PSF S E 0 N - 23030 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER D U R FAC. 1.25 FR0M SB DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING ,A CIVIL _/' AI ine Engineered Products, Inc. h RESPONSIBILITY SOLELY FOR THE TRUSS COMPONET DESIGN SHOWN. ' TME SUITABILITY AND USE OF THIS \P 9TE D�l� OF . SPACING 24.0" Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER CAl11F ANSI/TPI . 1995 SECTION 2. [00146102)[ALPINE)[UBC CODE][D81[02343/HOUSE ACCOUNT GARY LOHMAN 391 Page 1 [TCLL 16.0][TCDL 14.0)[BCOL 7.0)[BCLL 0.0][DF 1.25][OC 24.0)[NM 2][SOFFIT 2.0) [OHLL 0.0x] [No Plywood] [Calif #1 Hip)[OC 24.00)[DF 1.2//144 [X Loc][ReactJ[Size) 60 PLF @ 0.0 to 60 @ 8-0 35] [ 0.00][ 25211[ 114h][0.46] [27.60][ 2891][0.461 116 PLF @ 8.0 to 176 @ 12.0 3,] 176 PLF @ 12.0 to 176 @ 18.0 435] EndPts MaxTen MaxCOmp AXL BND CSI GLC S Grade Length Pitch Brace 176 PLF @ .18.0 to 116 @ 22.0 35] 1- 3 0 -5734 0.10 0.65 0.75 2 4 SPF 21OOf-1.8 93.56 4.66 @ 24" 60 PLF @ 22.0 to 60 @ 3/Angle=270 435] 3- 5 0 -5301 0.20 0.66 0.85 1 4 SPF #1/#2 59-16 -0.33 @ 24" 34 PLF @ 0.0 to 34 @ O5] 5- 8 0 -6804 0.32 0.51 0.84 1 4 SPF #1/#2 62.D3 0.00 @ 24" 34 PLF @ 8.0 to 34 @ 2y= 5.0][ O5] 8-10 0 -4390 0.13 0.67 0.80 1 4 SPF #1/#2 59.15 0.20 @ 24" 34 PLF @ 22.0 to 34 @ 3[y= 5-0][ O5] 10-12 337 0 0.06 0.76 0.82 2 4 SPF #1/#2 95.19 -4.56 @ 24" 606.77 Lbs. @ 8.0, 14-4le=270 2- 4 5267 0 0.59 0.17 0.77 1 4 SPF #1/#2 87.85 -0.21 Diaph 606.77 Lbs. @ 22.0, 14.4 4- 6 7113 0 0.80 0.13 0.94 1 4 SPF #1/#2 58-53 0.00 Diaph = _ _ _ _ [Roller Pressed] -_-_-=-_-= 6- 7 7113 0 0.80 0.10 0.90 1 4 SPF #1/#2 58-53 0.00 Diaph [Std Calif Hip)[OC 24-00-" 1.25].[N 7- 9 6767 0 0.76 0.11 0.87 1 4 SPF #1/#2 60.28 0.00 Diaph 60 PLF @ 0.0 to 60 (w 8.0 [Y=14.43[ 5] 9-11 4276 0 0.48 0.30 0.78 1 4 SPF #1/#2 65.27 0.00 Diaph. 2 PLF @ 8.0 to 2 @ 2.0 [y=14.4][ 435) 11-13 0 -257 0.00 0.51 0.51 2 4 SPF #1/#2 26.08 0.42 Diaph 60 PLF @ 12.0.to 105 @ 5.0 [y=14.4) 435] 1- 2 0 -2312 _ = Plate Member PLATE MEMBER 0.50 -Vert- ----- 105 PLF @ 15-0 to 60 @ 8.0•[y=14.4 [ 435] 0- 1 4 -0 -=-=Fictious Member=-=- SPF 2100f-1.8 3.50 0.56 ----- 2 PLF @ 18.0 to 2 @ 2.0 [y=14. )[ 43,] 12-13 0 -191 _ = Plate Member PLATE MEMBER 0.50 -Vert- ----- 60 PLF @ 22.0 to 60 @ 0.0 [y=14.4][ 435] 14 PLF @ 0.0 to 14 @0.0 [y= .0] ( O5) EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 120.00 Lbs. @ 8.0,'14.4 Angl 270 3- 4 1217 0 0.22 2 4 HF Stud 32.51 274.50 Lbs. @ 12.0, 14.4 Ang =270 4- 5 0 -2119 0.76 2 4 HF Stud 64-58 274.50 Lbs. @ 18.0, 14.4 An a=270 5- 6 135 0 0.05 3 4 HF Stud 30.76 120.00 Lbs. @ 22.0, 14.4 A gle=270 5- 7 13 -358 0.12 2 4 HF Stud 64.58 = -_-_-=-=-[Roller Pressed) =- =-_-_-_-_ 7- 8 369 0 0.08 3 4 HF Stud 30.76 [UBC pass #2][OC 24.00][DF 1 25](NM 1] 8- 9 0 -2787 0.98 2 4 HF Stud 64.58 28 PLF @ 0.0 to 28 @ y=14.4][ 05) 9-10 1566 0 0.27 2 4 HF Stud 32.51 34 PLF @ 0.0 to 34 I: 3 .0 [y= ] 10-11 0 -5089 0.90 2 4 HF Stud 72.87 1 CL8 = _ _ _ _ [Roller Pressed]=-=-_-_-_-_-_-_- [C&C ASCE Wind Lt)[OC 24.00][DF 1.33][NM ]. Node X -Loc Y -Loc Plate deflY(L) deflY(T) dxL dxT -40 PLF @ 3.0 to -40 @ 3.0 L [y=11. [1)0%] 0 0.00 8.30 ---- ----- ---- ----- ---- ---- 30 PLF @ 0.0 to 30 @ 3.0 [y=14.4 051 1 0.29 8.32 ---- ----- ---- ----- ---- ---- 30 PLF @ 3.0 to 30 @ 3.0 [y=14. [ 05] 2 0.29 8.27 W3X12 0.00 L/999 0.00 L/999 0.00 0.00 28 PLF @ 8.0 to 28 @ 11.0 [y=14 4][ 05] 3 7.56 11.14 W5X6 ---- ----- ---- ----- ---- ---- 28 PLF @ 11.0 to 28 @ 2 '0 [y=1 .4J[ 0.] 4 7.61 8.15 W4X4 0.11 L/999 0.32 L/999 0.01 0.03 30 PLF @ 22.0 to 30 @ 25.0 [y= 4-4][ 05) 5 12.49 11.00 W3X8 ---- ----- ---- ----- ---- 30 PLF @ 25.0 to 30 @ 3).0 [y 14.4][ 05] 6 12.49 8.15 W5X6 0.15 L/999 0.42 L/778 0.02 0.05 -5 PLF @ 0.0 to -5 @ 1 .5 = 8.13[1000] 7 '17.37 8.15 W3X4 0.14 L/999 0.40 L/820 0.03 0.08 -5 PLF @ 12.5 to -5 @ 23. Y= 8.1][1005] 8 17-66 11.00 W4X4 16 PLF @ 28.1 to 16 @ 3 .0 (y= 8.1][1005] 9 22.39 8.15 W04 '0.09 L/999 0.26 L/999 0.04 0.11 14 'PLF @ 0:0 to 14 @ 2 . [y= 5.0][ 05] 10 22.59 11.08 W6X1O ---- ----- - ----- ---- ---- 14 PCF @ 28.1 to 14 @ 3 .0[y= 5.0][ 05] 11 27.83 8.15 W2X8 0.00 L/999 0.00 L/999 0.05 0.13 -40 PLF @ 0.0 to -40 0 - O%] 12 30.00 8.26 ---- ----- ---- ----- ---- --- _ _ _ _ _ [Roller Pressed) 13 30.00 8.22 W2X4 0.00 L/999 0.00 L/999 0.05 0.13 [C&C ASCE Wind Rt][OC 24.0 ] F 1.33][NM 2] -40 PLF @ 5.0'to -40 @ 8.0 L [y=11.4][1 0%] -40 PLF @ 0.0 to -40 @ 5.0 [y=1O.3][1 0%] 30 PLF @ 0.0 to 30 @ 5.0 [=1'4.4] ( O5] 30 PLF @ 5.0 to 30 @ 8.0 [,\14 .4)[ O5] 28 PLF @ 8.0• to 28 @ 9.0 D44 [ 0q 28 PLF @ 19.0 to 28 @ 2.0 [y=1 4]( 051 30 PLF @ 22.0 to 30 @ 7.0 [Y=14. ][ 05] 30 PLF @ 27.0 to 30 @ 0.0 [y=14. [" 05] -5 PLF @ 0.0 to -5 @ 2.5 [y= 8.1] 1005] -5 PLF @ 12.5 to -5 @ 8.1 [Y= 8.1] 005] -16 PLF @ 28.1 to -16 @ 0.0 [y= 8,.1]'[1 051 14 PLF @ 0.0 to 14 @ 8.1 [y= 5.0]( 5] 14 PLF @ 28.1 to 14 Pressed)=\_ _-_-_-_-=-_-= _-= kWCa4J-nUU3C ML.L,uu111 UARI L,unrUAPI 5`f - Ulu) TOP CHORD 2x4 SPF #1/#2 :T1 2x4 SPF 1650f -1.5E: BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. NOTE: INSTALL TRUSS ORIENTED AS SHOWN - BEARING AND LOADS CARRIED ARE AT SPECIFIC LOCATIONS. DO NOT REVERSE. 0-5-8 R=34 IN13 UWU rncrnMcu rMUn lvnrulLR iivrul tLUMV3 a U1rXC1131vI13) wm,11 LU U. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. (A) CONTINUOUS LATERAL BRACING EOUALLY SPACED ON MEMBER. 10 PSF BC LIVE LOAD PER UBC. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIP0699. SUPPORT HIP RAFTER WITH CRIPPLES AT 5- 7-14 OC. R=36 W 3 X 8 15--- wlYIA +11-10-10 0-5-8 �8-0-0 W3X12 (B2) = W4A4 — W5X6 = W.5 A4 = V44A4 = W 2 X 6 a W2X4 Al ( ) 10-0-7 9-11-2 9-11-11 .I_ 12-5-0 _I 7-7-5 _I R=1222 W=5.5" 0-0-0 Over 4 Supports J R=1398 W=5.5" PLT TYP. Wave TPI -95\R Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.25" Ft. A L P I N E Alph–ne Engineered Products, ` Sacramento, CA 95828 Inc. *'WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND INSTITUTE 583 583 DFER OONOFRIG DR. AN SU ITE 200DLING TAMADISONLLING NDW I AC 53719).PUFORS SAFFEBTY PRACTICESY TPI U PRIOR SS ATO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CN OR SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. *'IMPORTANT'* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL HOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD TME TRUSSES IN CONFORMANCE WITH TP1: OR FABRICATING. HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WIT APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AMD TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A,Z' THE SEAL ON TH11 DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS TIFOR ANY COMPONENT SECTITICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER �TE O�D w �` �y L� G! P �� �y No. 5 00 5 E. - * * .n C+v'� _/` \P' �% CALtF�fL:� �F TC TC BC BC TOT. L L D L DL L L L 0. 16.0 14.0 7.0 0.0 37.0 P S F P S F PSF P S F P S F R E F R6109-14404 DATE 05/25/00 DRW CAUSR6109 00146103 CA -ENG TSB / G W H S E 0 N - 23036 OUR . FAC . 1.25 FR0M SB SPACING 24.D ' [00146103][ALPINE][UBC CODE][D10][02343/HOUSE ACCOUNT GARY LOHMAN 39) Page 1 [TCLL 16.0][TCDL 14.0)[BCDL 7.0][BCLL 0.0][OF 1.25)[OC 24.0][NM 1][SOFFIT 2.0] [OHLL 0.0x] [No Plywood) [X-Loc][React][Size] ===== [ 0.00][ 1222][0.46) [ 9.97][ 34][0.12] [19.90][ 36][0.12] [27.60][ 1398)[0.46] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch 1- 3 44 -2537 0.13 0.86 0.99 1 4 SPF 1650f-1.5 93.56 4.66 3- 5 12 -43 0.00 0.09 0.09 1 4 SPF 1650f-1.5 30.94 4.50 3- 6 95 -2304 0.15 0.36 0.51 1 4 SPF #1/#2 59.16 -0.33 6- 9 117 -3074 0.26 0.52 0.79 1 4 SPF #1/#2 62.03 0.00 9-12 88 -1855 0.10 0.31 0.41 1 4 SPF #1/#2 59.15 0.20 10-12 13 -44 0.00 0.15 0.15 1 4 SPF #1/#2 32.81 -4.50 12-14 340 -88 0.06 0.76 0.82 1 4 SPF #1/#2 95.19 -4.56 2- 4 2285 0 0.52 0.24 0.75 1 4 SPF #1/#2 87.85 -0.21 4- 7 3236 0 0.73 0.17 0.90 1 4 SPF #1/#2 58.53 0.00 7- 8 3236 0 0.73 0.09 0.82 1 4 SPF #1/#2 58.53 0.00 8-11 3056 0 0.69 0.10 0.79 1 4 SPF #1/#2 60.28 0.00 11-13 1798 0 0.41 0.32 0.73 1 4 SPF #1/#2 65.27 0.00 13-15 104 -259 0.00 0.51 0.51 1 4 SPF #1/#2 26.08 0.42 1- 2 43 -1148 _-= Plate Member PLATE MEMBER 0.50 -Vert- 0- 1 4 -0 -=-=Fictious Member=- SPF 1650f-1.5 3.50 '0.56 14-15 24 -154 Plate Member PLATE MEMBER 0.50 -Vert- EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 3- 4 630 0 0.22 1 4 HF Stud 32.51 4- 6 35 -1090 0.73 1 4 HF Stud 64.58 6- 7 135 0 0.05 2 4 HF Stud 30.76 6- 8 8 -187 0.13 1 4 HF Stud 64.58 8- 9 233 0 0.08 2 4 HF Stud 30.76 9-11 39 -1409 0.95 1 4 HF Stud 64.58 '11-12 771 0 0.27 1 4 HF Stud 32.51 12-13 50 -2351 0.87 1 4 HF Stud 72.87 1 CLB Node X -Loc Y -Loc Plate def1Y(L) def1Y(T) dxL dxT 0 0.00 8.30 ---- ----- ---- ----- ---- ---- 1 0.29 8.32 ---- ---- ---- ------ ---- ---- 2 0.29 8.27 W3X12 0.00 L/999 0.00 L/999 0.00 0.00 3 7.56 11.14 W3X8 ---- ----- ---- ----- ---- ---- 4 7.61 8.15 W4X4 0.11 L/999 0.29 L/999 0.01 0.02 5 9.97 12..04 ---- ---- ---- ----- ---- ---- 6 12.49 11.00 W3X8 ---- ---- ---- ----- ---- ---- 7 12.49 8.15 W5X6 0.14 L/999 0.39 L/855 0.02 0.05 8 17.37 8.15 W3X4 0.13 L/999 0.37 L/903 0.03 0.07 9 17.66 11.00 W4X4 ---- ----- ---- ----- ---- ---- 10 20.03 12.04 ---- ----- ---- ----- ---- ---- 11 22.39 8.15 W4X4 0.08 L/999 0.23 L/999 0.04 0.10 12 22.59 11.08 W3X16 ---- ----• ---- ----- ---- ---- 13 27.83 8.15 W2X6 0.00 L/999 0.00 L/999 0.04 0.11 14 30.00 8.26 ---- ----- ---- ----- ---- ---- 15 30.00 8.22 W2X4 0.00 L/999 0.00 L/999 0.04 0.11 [Std Calif Hip][OC 24.00](DF 1.25] NM ] 60 PLF @ 0.0 to 60 @ 8.0 [y 15. ]( 42 2 PLF @ 8.0 to 2 @ 12.0 [y 1 .2][ 4: 60 PLF @ 12.0 to 105 @ 15.0 . .2)[ 41 105 PLF @ 15.0 to 60 @ 18.0 y 5.2][ 42 Brace 2 PLF @ 18.0 to 2 @ 22.0 [ -15.2][ 42 @ 24" 60 PLF @ 22.0 to 60 @ 30.0 =15.2][ 4? @ 24" 14 PLF @ 0.0 to 14 @ 30. [y= 5.0][ C @ 24" 120.00 Lbs. @ 8.0, 15.2 ngle=270 @ 24" 274.50 Lbs'. @ 12.0, 15.2 Angle=270 @ 24" 274.50 Lbs. @ 18.0, 15.2 Angle=270 @ 24" 120.00 Lbs. @ 22.0, 15. n le=270 @ 24" _ _ _ _ _ [ Rolle r P r e s s e ' Diaph [UBC pass #2][OC 24.00][U 1.25][NM 1] Diaph 28 PLF @ 0.0 to 28 0.0 [y=15.2][ C Diaph 34 PLF @ 0.0 to 34 0.0 [y= 5.0] 5S Diaph = _ _ _ _ [Roller Press d] Diaph [C&C ASCE Wind Lt][OC 4.0 )[DF 1.33] NM 1] Diaph -40 PLF @ 3.0 to - 0 @ 0.0 L [y= 2.1](1 ----- -40 PLF @ 20.0 to _ 0 @ 3.0 R [ 11.0][1 ----- 30 PLF @ 0.0 to 30 @ 3.0 [y 5.2]( C ----- 30 PLF @ 3.0 to 30 @ 0.0, [ =15.2][ 0 28 PLF @ 10.0 to 28 @ 3.0 y=15.2][ C 28 PLF @ 13.0 to 28 @ 0.0 [y=15.2][ C 30 PLF @ 20.0 to 30 @ 3. [y=15.2][ C 30 PLF @ 23.0 to 30 @ 0.0 [y=15.2][ C -5 PLF @ 0.0 to -5 @ y= 8.1][100 -40 PLF @ 10.0 to -40 e -5 PLF @ 12.5 to -5 @ 8.1 -40 PLF @ 13.0 to -40 @ 0.0 [y=ll.l][ C -16 PLF @ 28.1 to -16 @ 0.0 [y= 8.1] 00 14 PLF @ 0.0 to 14 @ 8.1 [y= 5.0 ( C 14 PLF @'28.1 to 14 @ 0.0 [y= 5. [ 0 -40 PLF @ 0.0 to -40 @ 3.0 L (y= 9.5][1 -40 PLF @ 23.0 to -40 @ 0.0 R [y 8.4][1 Pressed]--__-=-_-= [C&C ASCE Wind Rt][OC 24.0()[DF 1.33][NM 1] -40 PLF @ 7.0 to -40 @ 10.0 L [y=12.1][1 -40 PLF @ 0.0 to -40 @ 7.0 [y=11.0][1 30 PLF @ 0.0 to 30 @ 7. [y=15.2][ C 30 PLF @ 7.0 to .30 @ 10 [y=15.2][ 0 28 PLF @ 10.0 to 28 @ 17.0 [y=15.2][ 0 28 PLF @ 17.0to 28 6 - 30 PLF @ 20.0 to 30 @ 0 [y=15.2][ C 30 PLF @ 27.0 to 30 @ 0. [y=15.2][ 0 5 PLF @ 0.0 to 5 @ 2.5 [y= 8.1][100 -40 PLF @ 10.0 to -40 @ 7.0 y=11.1][100 -5 PLF @ 12.5 to -5 @ 8.1 [ = 8.1][100 -40 PLF @ 17.0 to -40 @ 0..0 [y 11.1)[10C -16 PLF @ 28.1'to -16 @ 0.0 [y= 8.1][10C 14 PLF @ 0.0 to 4 @ 8.1 [y= .0]( C 14 PLF @ 28.1 to 1 @ 0.0 [y= 5. ][ C -40 PLF @ •20.0 to -4 @ 7.0 R [y= .5][1 -40 PLF @ 27.0 to -40 @ 0.0 R [y= 8. ](1 Presse Y 4• 0%] 0%] (UZ343-MUUSt ALLUUNI UAKY LUMMAN 39 - U12) TOP CHORD 2x4 SPF #1/#2 :T2 2x4 SPF 1650f -1.5E: BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud :W4 2x4 SPF #1/#2: (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. 10 PSF BC LIVE LOAD PER UBC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. NOTE: INSTALL TRUSS ORIENTED AS SHOWN - BEARING AND LOADS CARRIED ARE AT SPECIFIC LOCATIONS. DO NOT REVERSE. 0-5-8 W 4 X 4 70 THIS UWG PKLPAKLU DRUM LOMPUItK 1NPU1 (LUAU) 6 U1MtNbI M)) SUtlM1IItU OT I111.133 nrn. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100.MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 3.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 4- 2-15 OC. W6X8 W4X6 (B1) = Wl. GAJ III W.SA0 R=1031 W=5.5" WSXb= WL.JA,S NI 0-5-8 8-0-0 W 2 X 6 W2X4(A1) 11 11 11 _I 6-5-0 _I 11-7-5 J 30-0-0 Over 2 Support R=1183 W=5.5" PLT TYP. Wave TPI -95\R Design Criteria: TPI STD CA/4/-/4/E/-/L Scale =.25" Ft. —WARNING* TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING,, INSTALLING AND BNST[TUTE.REFER 583 DOONOFRIO DRNAN SUITE DLING 200TAMADISONNDWBR AC53719I,INGIPUFORSHED FETY PR ATP ICTICE S(TRUPRIORATE TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �O0D W �� F q` Z TC TC LL DL 16.0 14.0 PSF P S F REF R6109-14405 DATE 05/25/00 —IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO d' NO 5 BC DL 7.0 PSF DRW CAUSR6109 00146104 A L P I N E BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN 8,3 p B C L L 0.0 P S F C A -ENG TSB / G W H CON N ECTOR SAT I AREPMA- USDESHE OF020GATASTMMA653AGR40RGALV. STEELER E% CEPTI ASI NOTED AND TAPP ALPINE ACONNECTORS TO M a y 2 D Q ,► TOT . LD. 37.0 P S F S EON - 23040 Alpine Engineered Products, ` Sacramento, CA 95828 Inc. EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS OE SIGN, POSITION CONNECTORS PER DRAWINGS 160 A.2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPON S ISILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 11995 SECTION 2. �/` civil. \P OF CAL1� D U R . FAC. 1.25 FR0M SB SPACING 24.0" [001461.04][ALPINE][UBC CODE][D12][O2343/HOUSE ACCOUNT GARY LOHMAN 391 Page 1 [TCLL 16.0)[TCDL 14.0][BCDL 7.0][BCLL 0.0][DF 1.25][OC 24.0][NM 1][SOFFIT 2.0) [OHLL 1.0x] [No Plywood] [Std Calif Hip][OC 24.00][DF 1.25] NM 1] =====Bearings=== [X-Loc][React][Size) _____ 60 PLF @ 0.0 to 60 @ 12-0 [y 15.9)[ 4 %] [ 0•.00]( 1031)[ 174h][0.46] [27.60][ 1183][0.46] 2 PLF @ 12.0 to 2 @ 15.0 [ = 9)[ 4 %] 2 PLF @ 15.0 to 2 @ 18.0 5.9][ 4 %] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace 60 PLF @ 18.0 t060 @ 30.0 =15-9)[ 4 %] 1- 4 0 -2171 0.12 0.46 0.57 1 4 SPF #1/#2 74.76 4.70 @ 24" 14 PLF @ 0.0 to 14 @ 30.0 y= 5'.0][ %] 4 6 0 1675 0.08 0.46 0.54 1 4 SPF #1/#2 70.06 4.50 @ 24" 90.00 Lbs. @ 12 .0, 15.9 gle=270 6- 7 0 -1498 0.05 0.77 0.82 1 4 SPF 1650f-1.5 82.56 0.00 @ 24" 162.00 Lbs. @ 15.0, 15.9 - 7-10 0 -1554 0.07 0.53 0.60 1 4 SPF #1/#2 71.93 -4.50 @ 24" 90.00 Lbs. @ 18.0, 15.9 ' A gle=270 10-12 305 0 0.07 0.53 0.60 1 4 SPF #1/#2 76.39 -4.58 @ 24" _ _ _ _ _ [Roller Pressed]= 2- 3 1971 0 0.44 0.11 0.56 1 4 SPF #1/#2 68.50 -0.27 Diaph [UBC pass #2][OC 24.00][DF .25] NM 1] 3- 5 1968 0 0.37 0.26 0.63 2 4 SPF #1/#2 65.60 0.00 Diaph 28 PLF @ 0.0 to 28 @ 0.0 [ =15.9][ %] 5- 8 1381 0 0.27 0.27 0.54 2 4 SPF #1/#2 86-58 0.00 Diaph 34 PLF @ 0.0 to 34 @ 30.0 [y 5.0][ 5S%] 8- 9 1408 0 0.26 0.27 0.54 2 4 SPF #1/#2 63.85 0.00 Diaph = _ _ _ _ [Roller Presse 9-11 1408 0 0.32 0-21 0.53 1 4 SPF #1/#2 45.92 0.00 Diaph [C&C ASCE Wind Lt][OC 24.00][DF 1.3 ][NM 1] 11-13 0 -221 0.00 0.21 0-21 1 4 SPF #1/#2, 26.08 0.42 Diaph -40 PLF @ 3.0 to -40 @ 12.0 L [y- 2.9][100%] 1- 2 0 -947 _ = Plate Memb.er PLATE MEMBER 0.50 -Vert- ----- 30 PLF @ 0.0 to 3 @ 3.0'[y=15. ][ %] 0- 1 4 -0 -=-=Fictious Member=-=- SPF #1/#2 3.50 0.56 ----- 30 PLF @ 3.0 to 3 @ 12.0 [y=15. [ %] 12-13 0 -70 _ = Plate Member'=- PLATE MEMBER 0.50 -Vert- ----- 28 PLF. @ 12.0 to 8 @ 15:0 [y=15.9 [ %] 28 PLF @ 15.0 to 28 @ 18.0 [y=15.9] %] EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 30 PLF @ 18.0 to 30 @ 21.0 [y=15.9]( %] 3- 4 147 0 0.05 2 4 HF Stud 25.91 30 PLF @ 21.0 to 30 @ 30.0 [y=15.9][ %) 4- 5 109 -511 0.37 1 4 HF Stud 67.29 -5 PLF @ 0-0 to -5 @ 18.7 [y= 8.1][1 %] 5- 6 323 0 0.11 2 4 HF Stud 50.51 -5 PLF @ .18.7 t -5 @ 28.1 = o] 5- 7 140 -125 0.06 3 4 SPF #1/#2 94.83 1 CLB -16 PLF @ 28-1 - - @ 30.0 [y= 8.1][iu %] 7- 8 224 0 0.08 2 4 HF Stud 50.51 14 PLF @• 0-0 t 14 @ 28.1 [y= 5.0][ %] 8-10 27 -78 0.06 3 4 HF Stud 67.29 14 PLF @ 28-1 t 14 @ 30.0 [y= 5.0][ %) 9-10 119 0 0.04 2 4 HF Stud 25.91 -40 PLF @ 0.0 t 0 @ 3.0 L [y= 9.51.[100%] 10-11 0 -1923 0.84 1 4 HF Stud 50.56 = -_-_-=-=-[Roller Pres ed)=- =-_-=-_-=-_-. [C&C ASCE Wind Rt [OC 2 .00][DF 1.33][NM 1] Node X -Loc Y -Loc Plate deflY(L) deflY(T) dxL dxT -40 PLF @ . 9.0 t -40 12.0 L [y=12.9][100%] 0 0.00 8-30 --- ----- ---- - --- ---- ---- -40 PLF @ 0.0 t -40 @ 9.0 L (y=11.8][100%] 1 0.29 8.32 ---- ----- ----- - - - ---- 30 PLF @ ,0.0 t 30 @ .0 [y=15.9][ %]. 2 0.29 8.27 W4X6 0.00 L/999 0.00 L/999 0.00 0.00 30 PLF @ 9.0 t 30 @ 12 0 [y=15.9][ %] 3 6.00 8.15 W1.5X3 0.06 L/999 0.17 L/999 0.01 0.01 28 PLF @ 42.0 t 28 @ 15. (y=15.9][ %] 4 6.09 10.59 W3X4 ---- -- - - ---- ----- ---- ---- 28 PLF @ 15.0 t 28 @ 18;0 .y=15.9][ %] . 5 11.47 8.15 W3X8 0.06 L/999 0.,18 L/999 0.01 0.03 30 PLF @ 18.0 -t 30 @ 27.0=15.9][ %] 6 11.56 12.64 W4X4 ---- ----- ---- ----- ---- 30 PLF @ 27.0 t 30 @ 30.0 [y 15.9][ %] 7 18.44 12.64 W6X8 ---- ----- ---- ----- ---- ---- -5 PLF @ 0.0 t -5 @ 18.7 [y= 8.1][10(%] 8 18.68 8•.15 W5X6 0.06 L/999 0.16 L/999 0.02 0.05 -5 PLF @ 18.7•t -5 @ 28.1•[y= .1][10C%] 9 24.00 8.15 W1.5X3 0.04 L/999 0.10 L/999 0.02 0.06 -16 PLF @ 28.1 t -16 @ 30.0 [y= 8. ]•[10 %] 10 24.05 10.53 W3X12 ---- ----- ---- ----- ---- ---- 14 PLF'@ 0.0 t 14 @ 28.1.[y= 5. [ %] 11 27-83 8.15, W2X6 0.00 L/999 0.00 L/999 0.02 0.07 14 PLF @ 28.1 to 14 @ 30.0 [y= 5.0] %) 12 30.00 8.26 - -- ----- ---- ----- ---- ---- =-_-_-=-=-[Roller Pressed]=;=-_-_-_-_-_- - - 13 30.00 8.22 W2X4 0.00 L/999 0.00 L/999 0.02 0.07. tV634J-PIUU3L ALLUIXIYI UAKI LUPL9AI4 3y - U14 TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud :W4 2x4 SPF #1/#2: 10 PSF BC LIVE LOAD PER UBC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING NOTE: INSTALL TRUSS ORIENTED AS SHOWN - BEARING AND LOADS CARRIED ARE AT SPECIFIC LOCATIONS. DO NOT REVERSE. 0-5-8 W4X6( INIZ. UWU YKLYAKLU rKUPI LUI9YUILK 1NYU1 tLUAUJ & UIPILNJIUN3) JUDI•II IILU UI 1-- In A. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 3.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24..00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 4- 2-15 OC. R=34 R=34 W4X4 W6X8 13-4-10 WZXb 0-5-8 8-0-0 WC -X4 (A1) IE 14-0-7 1, LL J11E 11-5, I 13-11-11 I 4-5-0 I 11-7-5 1 fE 30-0-0 Over 4 Supports R=1012 W=5.5" R=1160 W=5.5" PLT TYP. Wave TPI -95\R Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.25" Ft. ALPINE Alpine Engineered Products Inc +SBcrnmento,CA95828 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BNSTITUTE.RACING REFER 583 D ONOFRiO DRN ANSUITE NG 200TAMADISONNDNIRAC53719).PUFOR SSADET Y PR ACTICE SU PRIOR PLATE TO PERFORMING THESE FUNCTIONS. UNLESS OTHER NI SE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS KITH APPLICABLE PROVISIONS OF NDS (NAT 10 HAI DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERNI SE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTA110E OF ON ENGINEERING TY A. COMPONENTRESPONSIBIFORYANYLPARTICULAREBUILDINGUSS OISOTHETRESPONSIBrESIG LITY OF THE BUILOBNGWN. HE IT ILIDESIGNERSEPOR THIS ANSI/TPI 11995 SECTION 2. t•t� �O�D W �y y GiP �� �y cc NO C 6005 E B $ * * ,n _/� CJ�/I�- \P ��CF CALIfC�� TC T C BC B C TOT. LL D L DL L L L D . 16.0 1 4 7.0 0.0 3 7.0 PSF . 0 PSF PSF P S F P S F REF 86109-14406 DATE 05/25/00 DRW CAUSR6109 00146105 C A -ENG TSB / G W H S E O N - 23043 D U R F A C . 1 .25 F R 0 M S B SPACING 24.0" [00146105][ALPINE][UBC CODE][014][02343/HOUSE ACCOUNT GARY LOHMAN 393 Page 1 [TCLL 16.0][TCOL 14.0][BCDL 7.0][BCLL 0.0][DF 1.25][OC 24.0][NM 1][SOFFIT 2.0] [OHLL 1.0x] [No Plywood] [X-Loc)[React][Size) =____ [ 0:00][ 1012][0.46] [13.97][ 34][0.12] [15.90][ 34][0.12] [27.60][ 1160][0.461 EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length. Pitch 1- 4 41 -2122 0.11 0.46 0.57 1 4 SPF #1/#2 74.76 4.70 4- 6 60 -1622 0.07 0.46 0.53 1 4 SPF #1/#2 70.06 4.50 6. 7 12 -35 0.00 0.09 0.09 1 4 SPF #1/#2 30.94 4.50 6. 9 104 -1449 0.09 0.90 0.99 1 4 SPF #1/#2 82.56 0.00 8- 9 12 -35 0.00 0.09 0.09 1 4 SPF #1/#2 30.94 -4.50 9.12 58 -1504 0.06 0.54 0.60 1 4 SPF #1/#2 71.93 -4.50 12-14 307 -65 0.07 0.53 0.60 1 4 SPF #1/#2 76.39 -4.58 2. 3 1925 0 0.43 0.11 0.55 1 4 SPF #1/#2 68.50_ -0.27 3- 5 1922 0 0.35 '0.26 0.61 2 4 SPF #1/#2 65.60 0.00 5.10 1333 0 0.25 0.27 0.52 2 4 SPF #1/#2 86.58 0.00 10-11 1373 0 0.25 0.27 0.52 2 4 SPF #1/#2 63.85 0.00 11-13 1372 0 0.31 0.21 0.52 1 4 SPF #1/#2 45.92 0.00 13-15 74 -222 0.00 0.21 0.21 1 4 SPF #1/#2 26.08 0.42 1- 2 25 -929 _ = Plate Member =-_- PLATE MEMBER 0.50 -Vert- 0- 1 4 -0 -=-=Fictious Member=- SPF #1/#2 3.50 0.56 14-15 9 -70 Plate Member PLATE MEMBER 0.50 -Vert- Endpts MaxTen MaxComp AXL GLC S Grade Length Brace 3. 4 149 0 0.05 2 4 HF Stud 25.91 4- 5 81 -515 0.37 1 4 HF Stud 67.29 5. 6 328 0 0.11 2 4 HF Stud 50.51 5. 9 137 -1 0.03 1 4 SPF #1/#2 94.83 9.10 232 0 0.08 2 4 HF Stud 50.51 10.12 79 -36 0.03 1 4 HF Stud 67.29 11-12 120 0 0.04 2 4 HF Stud 25.91 12-13 46 -1882 0.83 1 4 HF Stud 50.56 Node X -Loc Y -Loc Plate deflY(L) deflY(T) dxL dxT 0 0.00 8.30 ---- ---- ---- --- - ---- ---- 1 0.29 8.32 ---- ---- ---- ----- ---- ---- 2 0.29 8.27 W4X6 0.00 L/999 0.00 L/999 0.00 0.00 3 6.00 8.15 W1.5X3 0.06 L/999 0.17 L/999 0.00 0.01 4 6.09 10.59 W3X4 ---- ----- ---- ----- ---- ---- 5 11.47 8.15 W3X8 0.06 L/999 0.18 L/999 0.01 0.03 6 11.56 12.64 W4X4 ---- ---- ---- --- - ---- ---- 7 13.97 13.54 ---- ----- ---- --- - ---- ---- 8 16.03 13.54 ---- ---- ---- --- - ---- ---- 9 18.44 12.64 W6X8 ---- ---- ---- --- - ---- ---- 10 18.68 8.15 W5X6 0.05 L/999 0.16 L/999 0.02 0.05 11 24.00 8.15 W1.5X3 0.04 L/999 0.10 L/999 0.02 0.06 12 24.05 10.53 W3X12 ---- ----- ---- --- - ---- ---- 13 27.83 8.15 W2X6 0.00 L/999 0.00 L/999 0.02 0.07 14 30.00 8.26 ---- ----- ---- ----- ---- ---- 15 30.00 8.22 W2X4 0.00 L/999 0.00 L/999 0.02 0.07 [Std Calif Hip][OC 24.00][DF 1.25][N 1] 60 PLF @ 0.0 to 60'@ 12.0 [y 1 .7][ 4-'/.l 2 PLF @ 12.0 to ' 2 @ 15.0 [ 2 PLP @ 15.0 to 2 @ 18.0 "'1166:71[ 4 %] 60 PLF @ 18.0 to 60 @ 30.0 =16.7)[ 4'%] Brace 14 PLF @ 0.0 to 14 @ 30.0 y= 5.0][ %] @ 24" 90.00 Lbs. @ 12.0, 16.7 gle=270 @ 24" 162.00 Lbs. @ 15.0, 16.7 - @ 24" 90.00 Lbs. @ 18.0, 16.7 A g1e=270 @ 24" _-_-_-=-=-[Roller Pressed]= _ @ 24" [UBC pass #2][OC 24.00][DF 25 [NM 1] @ 24" 28 PLF @ 0.0 to 28 @ 0.0 @ 24" 34 PLF @ 0. to 34 @ 30.0 Dfaph = _ _ _ _ [Roller Presse Diaph [C&C ASCE Wind Lt][OC 24.00][1F 1.3�][NM 1] Diaph -40 PLF @ 3.0 to -40 @ 14.0 L [y 3'6][ 00%] Diaph -40 PLF @ 16.0 to -4 @ 19.0 R [y= .5][:00%] Diaph 30 PLF @, 0.0 to @ 3.0 [y=16. [ %] Diaph 30 PLF @ 3.0 to 0 @ 14.0 [y=16.7 [ %) ----- 28 PLF @ 14.0 to 28 @ 16.0.[y=16.7) %] ----- 30 PLF @ 16.O to 30 @ 19.0 [y=16.7] %] ----- 30 PLF @ 19.0 to 30 @ 30.0 [y=16.73[ %] -40 PLF @ 14.0 to -40 @ 16.0 [y=12.6][1 %] -5 PLF @ 0.0 t -5 @ 18.7 = ,] -5 PLF @ 18.7 - 28.1 [y= 8.1][ %] -16 PLF @ 28.1 -16 @ 30.0 [y= 8.1][10(%3 14 PLF @ 0.0 t 14 @ 28.1 [y= 5.0)[ %] 14 PLF @ 28. t 4 @ 30.0 [y= 5.0][ %] -40 PLF @ 0. t @ 3.0 L [y= 9.5][:00%] -40 PLF @ 19 0 t 40 @ 30.0 R [•y= 8.4][ 00%3 _-_-_-=-=-[R ller Presse [C&C ASCE W' d Rt [OC 24. ][DF 1.33][NM 1 -40 PLF L- 11.0 t -40 @ .0 L [y=13.6][ 00%] -40 PLF @ 0.0 t -40 @ 11 0 L [y=12.5][:00%] 30 PLF @ 0.0 t 30 @ 11. [y=16.7][ %) 30 PLF @ 11.0 t 30 @ 14.0 [y=16.7][ %] 28 PLF @ 14.0 t 28 @ 16.0 16.7][ %] 30 PLF @ 6.0 t 30 @ 27.0 [ 16.7][ %] 30 PLF (_ 2 .0 t) 30 @ 30.0. [y= 6.7][ %]: -40 PLF @ 14 0 t -40 @ 16.0 [y=1 .6][10 %] -5 PLF @ 0.0 t -5 @ 18.7 [y= 8.1][10(%) -5 PLF @ 18. t -5 @ 28.1 [y= 8. [10(%], -16 PLF @ 28.1 t -16 @ 30.0 [y= 8.1] 10 %J 14 PLF @ 0.0 t 14 @ 28:1 [y= 5.0] %] 14 PLF @ 28.1 14 @ 30:0 [y= 5.0][ %] -40 PLF @ 16.0 - 0%] -40 PLF @ 27.0 to -40 @ 30.0 R [y= 8.4] 00%] ressed]=-=-_-_-_-_-_- ­­= tX1L343-MUU3C AL.L.UUINI UAKI LUMF'IAN 3y - U1) TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF 1650f -1.5E :B2 2x4 SPF #1/#2: WEBS 2x4 HF Stud :W2, W3 2x4 SPF #1/#2: (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. 10 PSF BC LIVE LOAD PER UBC. NOTE: INSTALL TRUSS ORIENTED AS SHOWN - BEARING AND LOADS CARRIED ARE AT SPECIFIC LOCATIONS. DO NOT REVERSE. 0-5-8 W4X6( IIII 13 UWU I'MCNAMCU rKum LUl'IYU ICM IINt'UI tLVAU3 XY U119CW3I UI43) 3UDI-III ILu�- 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. W04 R=1034 U=280 W=5.5" -0-0 _1_ 15-0-0 30-0-0 Over 2 Supports 0-5-8 �8-0-0 WZXb W2X4(A1) 1� li _I R=1186 U=300 W=5.5" PLT TYP. Wave TPI -95\R Design Criteria: TPI(STD CA/4/-/4/E/-/- Scale =.25" Ft. **WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 1 6 . 0 P S F R E F R6109-14407 BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE Ok-0 W. y F INSTITUTE, 583 D'010FRIO DR., SUITE 200, MADIS011, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. U1ILESS OTHERMISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED TC DL 14.0 P S F DATE 05/25/00 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �(!7 "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF DRW CAUSR6109 00146106 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO No. 5 00 5 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND EW 2 BC LL 0. 0 P S F CA -ENG T S B/ G W H ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL OESIGN SPECIFICATION PUBLISHED BY TME AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * TOT. LD . 37 .0 P S F S E O N - 23052 ' EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER tSj, CIVI1, DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING \P D U R .FAC . 1 .25 F R 0 M S B Alp{ne Engineered Products, Inc . RESPONS-IBCOMPO NENTIFOIT RYANYLPARTICULARELY FOR EBUILDITRU SSNGOMS THETROESPONSIBILIGN OITY OF THE BUILDINGIDESIGNERSEPER THIS �TFOF CALtF��a $OCTBIII(:Ill0,CA95828 ANSI/TPI L. S SECTION 2. SPACING 24.0" r'♦ [00146106][ALPINE][UBC CODE][D1][02343/HOUSE ACCOUNT GARY LOHMAN 391 Page 1 [TCLL 16.0](TCDL 14.0)[BCDL 7.0)[BCLL 0.0)[DF 1.25][OC 24.0][NM 1][SOFFIT 2.0) [OHLL 1.0x] [STD.AUTO.LOAD][OC 24.00][DF 1.25] NM =====Bearings=== [X-Loc][React][Size] _____ 60 PLF @ 0.0 to 60 @ 30.0 [y 7. [ 5:%] [ 0.00][ 1034][ .3h][0.46) [27.60][ 1186][0.46) 14 PLF @ 0.0 to 14 @ 30.0 [y 5 _ _ [Roller Pressed]= EndPts MaxTen MaxComp AXIL BND CSI GLC S Grade Length Pitch Brace [UBC pass #2](OC 24.00][DF 1.25 [N 1] 1- 3 109 -2140 0.05 0.75 0.80 1 4 SPF #1/#2 94.61 4.66 Plywd 28 PLF @ 0.0 to 28 @ 30.0 y 17.1][ %] 3- 5 147 -1836 0.14 0.74 0.88 1 4 SPF #1/#2 94.30 4.50 Plywd 34 PLF @ 0.0 to 34 @ 30.0 [ = 5.0][.5 %] 5- 7 145 -1609 0.11 0.73 0.85 1 4 SPF #1/#2 96.18 -4.50 Plywd = _ _ _ [Roller Pressed]= _ 7- 9 339 -98 0.08 0.79 0.87 1 4 SPF #1/#2 96.23 -4.56 Plywd [MWFRS ASCE Perp/Lt)[OC 24.0 DF 1.33][NM 1] 2- 4 1935 -11 0.23 0.53 0.77 2 4 SPF 1650f-1.5 116.51 -0.16 Diaph -5 PLF @ 10.1 to -5 @ 28. [y= 8.1][10'%] 4- 6 1179 0 0.22 0.67 0.89 2 4 SPF #1/#2 120.00 0.00 Diaph 30 PLF @ 0.0 to 30 @ 3 .0 [y=17.1][ %] 6- 8 1551 -5 0.28 0.45 0.73 2 4 SPF #1/#2 93.94 0.00 Diaph .-19 PLF @ 0.0 to 19 @ .0 L (y=14.0)[ 00%] 8-10 107. 235 0.00 0.32 0.32 2 4 SPF #1/#2 26.08 0.42 Diaph 5 PLF @ 0.0 to 5 @ 0.0 [y= 8.1][10(%) 1- 2 54 -954 Plate Member PLATE MEMBER 0.50 -Vert- ----- 14 PLF @ 0.0 to 14 ? .1 (y= 5.0][ %] 0- 1 4 -0 -=-=Fictious Member=- SPF #1/#2 3.50 0.56 ----- 14 PLF @ 28.1 to 14 30. [y= 5.0]( %] 9-10 6 -103 Plate Member PLATE MEMBER 0.50 -Vert- ----- -5 PLF @ 10.0 to -5 10.1 = 8.1](10(%) -19 PLF @ 15.0 to 19 @ 30.0 R = 8.4][-00%] EndPts MaxTen MaxComp AXL GLC S Grade Length Brace = _ _ _ _ [Roller Pres ed]=-=-_-_-_ =­­=­= 3- 4 135 -494 0.17 1 4 HF Stud 42.98 [MWFRS ASCE Perp/Rt][ C 24.00)[DF 1.3 [NM 1] 4- 5 702 -16 0.16 2 4 SPF #1/#2 89.02 -19 PLF @.15.0 to - 9 @ 30.0 R [y= 8. [:00%) 5- 6 407 -13 0.09 2 4 SPF #1/#2 89.02 30 PLF @ 0.0 to 30 @ 30.0 [y=17.1)[ %] 6- 7 124 -210 0.07 1 4 HF'Stud 42.99 -5 PLF @ 10.1 to -5 @ 28.1 (y= 8.1] � %] 7- 8 128 -2040 0.81 1 4 HF Stud 75.81 1 CLB -16 PLF @ 28.1 to -16 @ 30.0 [y= 8. [10(%] 14 PLF @ 0.0 to 14 @ 28.1 [y= .0][ %) Node X -Loc Y -Loc Plate def1Y(L) deflY(T) dxL dxT 14 PLF @ 28.1 t 14 @ 30.0 [y- 5.0][ %) 0 0.00 8.30 ---- ------- ----- ---- ---- -19 PLF @ 0.0 -19 @ 15.0 [y=14.0][ 00%] 1 0.29 8.32 ---- ----- ---- ----- ---- ---- -5 PLF @ 10.0 o -5 @ 10. (y= 8.1][10(%] 2 0.29 8.27 W4X6 0.00 L/999 0.00 L/999 0.00 0.00 -5 PLF @ 0.0 to -5 @ 1 .0 [y= 8.1][10(%) 3 7.64 11.17 W1.5X3 ---- ----- ---- ----- ---- =-_-=-=-=-[Rol er Presse 4 10.00 8.15 W5X6 0.08 L/999 0.20 L/999 0.01 0.03 (MWFRS ASCE Pa 1/Lt][O 24.00][DF 1.33][NM 11 5 15.00 13.93 W4X4 ---- ----- ---- ----- ---- - -- -5 PLF @ 10 1 to 5 @ 28.1 [y= 8.1][10(%) 6 20.00 8.15 W3X4 0.07 L/999 0.16 L/999 0.02 0.05 30 PLF @ .0 to 30 @ 30.0 [y=17.1]( %) 7 22.50 11.11 W4X5 ---- ----- ---- ----- ---- ---- -19 PLF @ .0 -19 @ 15.0 L [y=14.0]['00%] 8 27.83 8.15 W2X6 0.00 L/999 0.00 L/999 0.03 0.07 -5 PLF @ 0. to -5 @ 10.0 [y= 8.1][10(%) 9 30.00 8.26 ---- ----- ---- ----- ---- ---- 14 PLF @ .0 'to 14 @ 28.1 [y= 5.0][ %] 10 30.00 8.22 W2X4 ,0.01 L/999 0.02 L/999 0.03 0.06 14 PLF 28.1 to 14 @ 30.0 [y= 5.0][ %] -5 PL. @ 0.0 to -5 @ 10.1 [y= 8.1][10'%] -19 PLF @ to -19 @ 30.0 R [y= 8.4][ O%] oll Pressed]=-= =-_-=-_-=-_ -_-= [MWFRS ASCE arl/ ](OC 24.00][DF 1.33][NM 1) -5 PLF @ 10 1 to -5 @ 28.1 [y= 8.1][10(%) 30 PLF @ 0.0 to @ 30.0 [y=17.1][ %) -19 PLF @ 0. to -19 15.0 L [y=14.0][ 00%] -5 PLF @ 0.0 to -5 @ 0.0 [y= 8.1][10(%] 14 PLF @ 0.0 to 14 @ 28. [y= 5.0)[ %] 14 PLF @ 28.1 o 14 @ 30.0 y= 5.0][ %] -5 PLF @ 10.0 t -5 @ 10.1 [ - 8.1)(10 %] -19 PLF @ 15.0 to -19 @ 30.0 R [ 8.4][ O%] ressed]=-=-_-=-_-= =-_ =-_ [C&C ASCE Wind Lt)( C 24.00][DF 1.33][ 1' - -40 PLF @ 3.0 to -40 @ 15.0 L [y=14.0] 00%] 30 PLF @ 0.0 to 30 @ 3.0 [y=17.1][ %] -40 PLF @ 18.0 to - 0 @ 30.0 R [y= 8 ][100%) 30 PLF @ 3.0 to 3 @ 15.0 [y=17. ]( %] -40 PLF @ 0.0 to -4 @ 3.0,L = 9.5)[ 00%] 30 PLF @ 15.0 to 30 @ 18.0 y=17.1][ %] -5 PLF @ 10.1 to -5 28 [y= 8.1)(10)%] 30 PLF @ 18.0 to 30 .0 [y=17.1][ %) -5 PLF @ 0.0 to -5 _ 10.0 [y= 8.1][10)%) 14 PLF @ 0.0 to 14 @ 8.1 [y= 5.0][ %] -40 PLF @ 15.0 to -40 @ 1 .0 R [y=12.9)[100%] 14 PLF @ 28.1 to 14 @ 3 .0 (y= 5.0][ %) -5 PLF @ 10.0 to -5 @ 10.1 [y= 8.1](10 %) -16 PLF @ 28.1 to -16 @ 30. [y= 8.1][10)%] Pressed]=-=- ­=­=­"_­= (C&C ASCE Wind Rt)[OC 24.00][D 1.33][NM 1 -40 PLF @ 12.0 to -40 @ 15.0 [y=14.0)[100%] 30 PLF @ 0.0 to 30 @ 12.0 [ =17.1][ %] -40 PLF @ 27.0 to -40 @ 30.0 R y= 8.4](100%] 30 PLF @ 12.0 to 30 @ 15.0 [y 17.1][ %] �. -40 PLF @ 0.0 to -40 @ 12.0 L 30 PLF @ 15.0 to 30 @ 27.0 [y=1 .1][ %] -5 PLF @ 10.1 to -5 @ 28.1 [y= .1](10%) 30 PLF @ 27.0 to 30 @ 30.0 [y=17.1][ %) -5 PLF @ 0.0 to -5 @ 10.0 [y= 8. ][100%] 14 PLF @ 0.0 to 14 @ 28.1 [y= 5. [ 0%] -40 PLF @,15.0 to -40 @ 27.0 R [y= 9.5]1100%] 14 PLF @ 28.1 to 14 @ 30.0 [y= 5.0] 0%] -5 PLF @ 10.0 to -5 @ 10.1 [y= 8.1][ 0%] -16 PLF @ 28.1 to -16 @ 30.0 [y= 8.1][1 0%) Pressed)=-=-_-=-_-=-_-_ -_-= Date: t Y Quote #: 494 S. Fourth Street Banning, CA 92220 909-922-2532 Fax 909-922-2632 "TRUSS" us for quality! Customer Name: „� THE TRUSS COMPANY 494 SOUTH FOURTH STREET BANNING, CA. 92220 ' MEMBER WICA WOOD TRUSS CONCIL • ` OF AMERICA THE TRUSS COMPANY BANNING, CALIFORIA UBC cli-Af. 23. DIV. III - SECT' 2343.7 S QUALITY AUDITED WIS AA -583 CONTRACTOi JOB NAML`;.- JOB ADDRESS UBC 91 1CBO ER -S352 r -, MWESTERN INSPECTION SERVICE PREFABRICATEo TRUSSES ADDRESS Pun MNWAC=L_aZ#; Pun ENGINEERS DFS.DW -417 s •+ tar ar ••r TRUSS INSPECTION PER UNIMM WIMMCODE SMNDARDSa . SEC.,. in ACCORDANCE WITH ENGINEERED ► aw• • P.O. BOX 25251 PORTLAND,OREGON 97298 503/643-5916 FAX 503/641-7211 I.a. .r r►I ••v r ea c a, r / r •� - r r r ••r/ I/ WLS--W for a. r a • • P.O. BOX 25251 PORTLAND,OREGON 97298 503/643-5916 FAX 503/641-7211 PIGGY BACK CAP CONNECTION DETAIL (1) + CONNECT CAP TO ENGINEERED BASE TRUSS WITH EITHER 3X8 TRULOX NAIL PLATES OR 4"x8" 1/2"CDX PLYWOOD GUSSETS ON BOTH FACES OF TRUSS. LOCATE GUSSETS ADJACENT TO JOINTS AND HEELS IN CAP TRUSS. (A) SEE DESIGN FOR LUMBER SIZES, GRADES 8 REQUIRED JOINT PLATING. * 2X4 #3 HEM -FIR OR BETTER CONTINUOUS LATERAL BRACING (PURLINS). ATTACH USING 2-16D NAILS. BRACING MATERIAL TO BE SUPPLIED 8 ATTACHED AT BOTH ENDS TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. REV - 4/22/93 - PLYWOOD CALLOUT (A) CAP TRUSS * 2x4 PURLINS TYP.- (A) BASE: TRUSS -� P r'//I 10+' 3,045,810 104 = NUMBER OF NAILS REQUIRED TRULOX 4-6D REQUIRED ON EACH FACE 1/211 CDX 4-6D REQUIRED ON EACH FACE FRED (A) v� U N o 2411 Oc MAX ALTERNATE SHOULDER DETAIL PLATE TYPE FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR '�" A TRU S S *IMPORTANT*i(ALPI NE ENG ItEEnu Pnoouc is. Inc. SHALL NOi BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN On THESE SPECIFICATIONS, OR ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH 05180 BY IPI. ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM A446 GR 8 EXCEPT AS ND7EO. APPLY CONNIECTOns 10 EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCAIEO 011 THIS OESIGH. POSITION C0N+EC10nS PER DnAWINGS 130, 150 C I60A-F. DESIGN STA)IDAnOS CONFORW M/APPLICABLE PROVISIONS OF NUS C IPI. AN ENGINEER'S IG PIES TO RELIEDTHE UPONOI IOANYTOTIERCTED WAY IERE L 014 A TI NOTBE INONLY. AND SHALL WARNING1Rvs5E5 IIEOUInE EXinEHE CARE Ill HANDLING. IPI. ERECTION AND BRACING, SEE IND -91 BY IPI. SEE THIS DESIGN FOR ADDITIONAL SPECIAL PERMANENT BRACING RE OVIPEMENTS. UNLESS 0THERNISE INDICATED, TOP CHORD SHALL BE LATERALLY GRACED MITA PROPER LY AITACHEO PLYW000 SHEATHING, BOTTOM CIIOnO MITA PROPERLY AITACNED RIGID CEILING -- SEE ALPINE 1ECHNICAL UPDATE 17/1/911 FOR PROPER DRYWALOESIGNL TOPT ECTRUSS ERECTION COHOpy or IRAC10n THIS `\�� W, (may �S '''� �= W �• C04.�B45 ,--- * Em. 63D91 * SflF Cal �CAL F DESIGN CRIT. /� 12064 TC LL: �� PSF TC DL: 15 PSF BC DL: 10 PSF TOT. LD: *75 PSF 1/28/93 3,045,810 FN OUR, FAC:% PITCH VARIES PACING2 Al — O -DC TYPE: DETAIL •--TPI - TRUSS PLATE INSTITUTE. IAS - 1991 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION DETAIL FOR FABRICATION OF BOTTOM CHORD FILLER TO BE USED TO PRODUCE A FLAT BOTTOM CHORD OF VARIABLE LENGTH. (B) NOTE: 2x4 #3 H.F. OR BETTER CONTINUOUS LATERAL BOTTOM CHORD BRACING @72" o.c. MAX. REGUIREO. ATTACH W/2 -16d COMMON NAILS. BRACING IS NOT REQUIRED IF A RIGID CEILING IS ATTACHED DIRECTLY TO BOTTOM CHORD AND CHORD(S) WHERE CONTINUOUS LATERAL BRACING IS INDICATED. BRACING MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENOS TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. REFER TO APPROPRIATE DESIGN FOR LUMBER. PLATES. AND OTHER DATA NOT SHOWN HERE. 0 0 0 0 /� o 0 0 0 0 0 0 0 0 0 0 0 o-STRNDRRD� 0 0 cm o 0 0 ALPI�EE cm 0 0 0 0 n o 0 o TRUSS o 0 3,04 89.7 (P) 1/2 IN. COX PLYWOOD ATTACHED TO EACH FACE USING 6d COMMON NAILS EVENLY SPACED (TO PREVENT SPLITTING) IN ALL MEMBERS AS SHOWN BY CIRCLES. (n) 4-0-0 typ. J (r)6"X6" typ Length as required Truss span PLYWOOD GUSSET FILLER DETAIL A RLPINE ENGINEERED PRODUCTS,INC. P.O. BOX 2225 POMPANO BERCII,FLORIDR 33061 305-781-3333 3,034,897 ikC,e-, FM 1/17/90 ICBO Evaluation Service, Inc. eas K C0'e ; 5360 WORKMAN MILL ROAD . WHITTIER, CALIFORNIA 90601-2299 A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT ER -5352 Copyright 0 1997 IC80 Evaluation Service, Inc. Issued July 1, 1997 Filing Category: DESIGN—Wood (038) WAVE" METAL CONNECTOR PLATE FOR WOOD TRUSSES ALPINE ENGINEERED PRODUCTS, INC. 1950 MARLEY DRIVE HAINES CITY, FLORIDA 33844 1.0 SUBJECT WAVE Metal Connector Plate for Wood Trusses. 2.0 DESCRIPTION 2.1 General: WAVE plates are metal connector plates for wood trusses. The plates are manufactured from galvanized steel In various lengths and widths and have integral teeth that are designed to laterally transmit loads between truss wood members. Plans and calculations must be submitted to the building official for the trusses using metal connec- tor plates described in this report. 2.2 Materials: The WAVE plate is manufactured from No. 20 gage (0.0356 inch (0.90 mm)), ASTM A 653-94 SO, Grade 40, structural -quality steel with a hot dipped galvanized coating designated 1360. The WAVE plate has slots approximately 0.50 Inch (12.7 mm) long by 0.12 inch (3.0 mm) wide that have been punched along the longitudinal axis of the plate. Each punched slot forms two opposite -facing, sharply pointed teeth protruding at right angles from the parent metal. The punched slots are spaced approximately 1/4 inch (6.4 mm) on center across the width of the plate and approximately 1 inch (25.4 mm) on center along the length of the plate, with adjacent longitudinal rows staggered 0.06 inch (1.5 mm). Connector plates are available in 1 -inch (25.4 mm) increments of width and length. Minimum plate width and length are 1 inch (25.4 mm) and 2 inches (51 mm), re- spectively. See Figure 5 for details of plate dimensions. There are 8 teeth per square inch (1.24 teeth per square centime- ter) of plate surface. The length of each tooth, including the thickness of the parent metal, is approximately 0.41 inch (10.4 mm), and the width of each tooth is approximately 0.12 inch (3.05 mm). The shank of each toblh is concave and the tip of each tooth is twisted approxi- mately 40 degrees with respect to the plate width. 2.3 Allowable Loads: Tables 1, 2 and 3 show allowable lateral loads, tension loads and shear loads for the WAVE metal plate connectors. Also, refer to Fig- ures 1, 2 and 3 for load conditions. These values are based on the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1.1995. A copy of the ANSI/TPI 1.1995 standard must be supplied to the building department when re- quested by the building official. 2.3.1 Lateral Resistance: Each metal connector plate must be de- signed to transfer the required load without exceeding the allowable load per square inch of plate contact area, as determined by species, the orientation of the teeth relative to the load, and the direction of load relative to grain. Design for lateral resistance must be in accord- ance with Section 11.2.1 of ANSI/TP1 1.1995. Table 1 shows allow- able lateral loads for the metal connector plates. 2.3.2 Tension Resistance: Each metal connector plate must be de- signed for tension capacity, based on the orientation of the metal connector plate relative to the direction of the load. Design for ten- sion must be In accordance with Section 11.2.2 of ANSI/TPI 1-1995. Table 2 shows allowable tension loads (in units of pounds per lineal inch per pair of plates) for the metal connector plates, based on the net section of the metal connector plates for tension joints, which Is the allowable tensile stress of the metal multiplied by the metal con- nector plate tensile effectiveness ratio. 2.3.3 Shear Resistance: Each metal connector plate must be de- signed for shear capacity, based on the orientation of the plate rela- tive to all possible lines of shear. Design for shear must be In accord- ance with Section 11.2.3 of ANSI/TPI 1-1995. The net section of the metal connector plates for heel joints and other )olnts involving shear must be designed using the allowable shear values (shown in Table 3 In units of pounds per lineal Inch per pair of plates) for the metal connector plates, which is the allowable shear stress of the metal multiplied by the shear resistance effectiveness ratios shown in Table 3. 2.3.4 Metal Plate Reductions: Severpi allowable -load reduction factors for the metal plates must be considered cumulatively, when applicable, In the design of metal connector plates used in fabricated wood trusses. The reduction factors to be considered cumulatively are as follows: 1. Allowable lateral resistance values for the WAVE metal connec- tor plates must be reduced by a strength reduction factor, OR, shown In Table 4, when the plates are installed In lumber with a single -pass, full -embedment roller system having minimum roller diameters equal to 18 inches (457 mm). This reduction does not apply to embedment hydraulic -platen presses, multi- ple roller presses that use partial embedment followed by full embedment rollers, or combinations of partial embedment roll- er/hydraullc-platen presses that feed trusses into a stationary finish roller. When trusses are fabricated with single -pass roller presses, the calculations for the truss design submitted to the building department for approval must specify the minimum di- ameter of the roller press and the appropriate strength -reduc- tion factor from this report. 2. Allowable lateral resistance values for the WAVE metal connec. tor plates must be reduced by 15 percent when the plates are installed on the narrow face of truss lumber members. 3. Allowable lateral resistance values must be reduced by 20 per- cent when the WAVE metal connector plates are installed in lum- ber having a moisture content greater than 19 percent at the time of truss fabrication. Evaluation reports of ICSO Evaluation Service, Inc., are issued solely to provide information to Class .l membersof ICBG, utilizing the code upon which the report Is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recommen- dation for use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant. The ICBO Evaluation Service, Inc., technical staff has reviewed the test results and/or other data, but does not possess ttst facllides to make an independent verification, There is no warranty by /CBO Evaluation Service, Inc., express or implied, as to any "finding" or other matter In the report or as to any product covered by the report. This disclaimer includes, but is nor limited to, merchantability. Pace 1 of 5 Allowable lateral resistance values (or WAVE metal connector plates installed at the heel joint of a fabricated wood truss must be reduced by the heel -joint reduction factor, HR, as follows: HR=0.85-0.05(12 tan 8-2.0) where: 0.655 HR 50.85 8 = angle between tines of action of the top and bottom chords shown in Figure 4. This heel -joint reduction factor does not apply to conditions with top chord slopes greater than 12:12. 2.3.5 Combined Shear and Tension: Each WAVE metal connector plate must be designed for combined shear and tension capacity. based on the orientation of the metal connector plate relative to the directions of loading. Design for combined shear and tension must be In accordance with Section 11.2.4 of ANSI/TPI 1-1995. 2.3.6 Combined Flexure and Axial Loading: Metal connector plates designed only for axial forces are permitted as splices in the top and bottom chord located within 12 inches (305 mm) of the cal- culated point of zero moment. Design of metal connector plates lo- cated at splices in the top and bottom chord not located within 12 inches (305 mm) of the calculated point of zero moment must in- clude combined flexure and axial stresses. 2.4 Truss Design: Plans and calculations must be submitted to the building official for the trusses using metal connector plates described In this report. The truss design must show compliance with the code and accepted engineering principles. Allowable loads for the me(al connector plates may be increased for duration of load in accordance with Sec- tion 2335.5 of the code. Calculations need to specify the deflection ratio or the maximum deflection for live and total load. For each truss design drawing, the following information, at a minimum, should be specified by the design engineer: 1. Truss slope or depth, span and spacing. 2. �. Dimensioned location of truss joints. 3. Model, size and dimensioned location of metal connector plates at each Joint. 4. Truss chord and web lumber size, species and grade. 5. Required bearing widths at truss supports. 6. Top and bottom chord live and dead loads, concentrated loads and their locations, and controlling wind or earthquake toads. 7. Design calculations conforming to ANSVTP11.1995 and any ad- justments to lumber -and -metal -connector -plate allowable val- ues for conditions of use. 2.5 Truss Fabrication: Plate connectors shall be Installed by an approved truss fabricator who has an approved quality assurance program covering the wood truss manufacturing and inspection process in accordance with Sections 2343.7 and 2343.8 of the code and Section 4 of ANSI/TPI 1-1995, National Design Standard for Metal Plate Connected Wood Truss Construction. The allowable loads recognized in this report are for plates that are pressed into wood truss members using hydraulic or pneumatic embedment presses; multiple roller presses that use partial embedment followed by full embedment rollers; combina- tions of partial embedment miler/hydraulic or pneumatic presses that teed trusses into a stationary finish roller press: or, if the adjust- ment factors given in Table 4 are used, single -pass roller presses. When truss fabricators use single -pass roller presses, the rollers must have minimum 18 -inch (457 mm) diameters, Plates embedded with a single -pass, full -embedment roller press must be preset be- fore passing through the roller press by striking at least two opposite corners of each plate with a hammer. 2.6 Identification: Each WAVE metal connector plate Is embossed with the identifying mark "WAVE " stamped into the parent metal. 3.0 EVIDENCE SUBMITTED Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. 4.0 FINDINGS That the WAVE metal connector plates for wood trusses comply with the 1994 Uniform Building Code"' , subject to the following conditions: 4.1 For the trusses using metal connector plates described in this report, plans and calculations must be submitted to the building official. 4.2 The metal connector plates are designed to transfer the re- quired loads In accordance with the design formulae In ANSI/TPI 1-1995. A copy of the ANSI/TP11.1995 standard must be supplied (o the building department when this is requested by the building aff(c(al. 4.3 The allowable loads for the metal connector plates must comply with this evaluation report. 4.4 Teeth of metal connector plates placed In knots, bark, pitch pockets, holes, and joint gaps are considered ineffective. 4.5 Metal connector plates are Installed in pairs on opposite faces of truss members connected by the plates. 4.6 Trusses using metal connector plates described In this re- port must be fabricated by a truss fabricator approved by the building official In accordance with Sections 2311.6 and 2343.8 of the code. 4.7 Allowable loads shown in the tables in this report may be Increased for duration of load In accordance with Section 2335.5 of the code. 4.8 Application of the allowable toads (shown In the tables In this report) for metal connector plates embedded in lumber treated with tire -resistive chemicals is outside the scope of this report. 4.9 Where one-hour fire -resistive rating is required for trusses using WAVE connectors, see evaluation reports ER -1632 and NEA -392. 1996 Accumulative Supplement: This report Is unaffected by the supple- ment. This report Is subject to re-examination In one year. TRUSSES SHOULD NOT BE UNLOADED ON ROUGH TERRAIN WHICH COULD CAUSE DAMAGE TO THE TRUSS. TRUSSES STORED HORIZONTALLY SHOULD BE SUPPORTED ON BLOCKING. 1 1x«-ae GROUND3�BRArCI'NGESYSTEM4 WFir,,, 0 TRUSSES STORED VERTICALLY SHOULD BE BRACED IN A MANNER TO PREVENT TOPPLING OR TIPPING. eetl ! Braoa l (GBV) 60' e I a App"'Ximetaly V. it... length 8„ 0 1 -1 App Ximat*iy V. trees length Truss spans less than 30'. sp.e.tlereer Ta In Toe In Approoximately 1 L Y to it true length ll OLeaa than or equal to 60' 9praatlo:-In r TeTceln pproi[ mae y Y. to Ih truoa length r Leo than or equal to so, Truss Spans 30' to 60'. D1i�BR�ACI'N°�'G'�SY8TEIVI�'� B1J I LDYfG,}FEERCO R Strongbeek) ' Spnmacl—Bar to APProulamatoly Ih to Y. lr a longth Greater than SO' Truss spans greater than 601. Strongb" to to SpreadtaBar m prabnvs� Itl IgigM NZ v APprou`oately I r K to Y. tr length i Greater than 60' Truss spans greater than 60'. DO NOT LIFT SINGLE TRUSSES WITH SPANS GREATER THAN 30' BY THE PEAK. Typical Vertical Attachment Grquntl Orece Diagonal (OBD) Greuntl Brace WrtbnN (GB, O Backup Greuntl Stake — 0-.ntl Stake. / Typical Horizontal To Membor With Multiple Stakes (HT) IMPORTANT NOTICE Temporary br,eing shown in this diagram Is adequate for tho Ins1a11a1ion of Irussea with a similar conligurodon .. shown on this tllapram. Consult I registered profeaslonal anpinaer II e tline/ani bra.inp a anpamant Is tleairod. Th. ..Cl.... may design bracing in eceordence with OSB -89. and in some antes dstermin, that I wider spacing 1, pocaible. All W.... assumed 2' on -confer or I.... All tomper,ry bracing should be no loss then 2x4 grade morked lumber. to s ;, a�, �l er areolar O \ 'GROUND BRACING REQUIRED FOR ALL INSTALLATIONS .0 FS O 'GROUND BRACING REQUIRED FOR ALL INSTALLATIONS P_ O TEfiORD TEMPORAF]Y BRAEING Pi4TTERN . �.ar- TOP CHORD .., TOP CHORD OMGONALBRACE MINIMUM LATERAL BRACE 6PACINO(DBw SPAN PITCH SPACWO(LBS) I.- ] SP DPI SPP HP UP to 32' 4/12 er 20 13 Over 32'. 48' 4/12 B' 10 7 Over as'- 60' 4/12 5' e 4 Over 80• Be, a registered profasal... I engineer OF - D..glaa Flr-larch SP - Southern Pln. HF - Hem -Fir SPF - Spruce -Pine -Fir MINIMUMTOP CHORD DIAGONAL BRACE Continuo.. Top Chord Pty lATeiuL Lateral Breoe BRACES LApPBD Required AT LBAST TWO Tn...... 10. or Greats SP/OF SPF HF Up to 32' 4/12 Anechm,,t _ Required A11 connections should be made will, , minimum e/ 2.18d nolle. PERMANENT CONTINUOUS LATERAL BRACING AS SPECIFIED BY THE TRUSS ENGINEERING ALL CONNECTIONS SHOULD BE MADE WITH A MINIMUM OF 2-16d NAILS. IPITEHED MF,10 Wfl N BOTTOM CHORD DIAGONAL BRACING REPEATED AT EACH END OF THE BUILDING AND AT SAME SPACING AS TOP CHORD DIAGONAL BRACING BOTTOM CHORD TOP CHORD BOTTOM CHORD DIAGONALBRACE MINIMUMTOP CHORD DIAGONAL BRACE MINIMUM LATERAL BRACE SPACING (OBS) SPAN PITCH SPACING(lBS> IM o-usaee) SP DP SPF/HF Up to 28' SP/OF SPF HF Up to 32' 4/12 15' 20 15 Over 32• - Is' 4/12 15' 10 7 Over 48'- 60' 4/12 1 S' 6 a ver O 50' Sao a rplstored profeesiend engineer TrTOP CHORD TEM �OfiAF2V B-+RACINGT—A+T�TEFiN "- - , TOP CHORD MINIMUMTOP CHORD DIAGONAL BRACE PITCH LATERAL BRACE SPACINO (OBE) SPAN OIPFERENCE 6PACING(LBS) [N trusoo] SP DP SPF/HF Up to 28' 2.5 7 17 /2 Over 28' - 42' 3 S' g B Over 42'-60' 3 5' S 3 Over 60' 1 See I registered profeeeleneI engineer DF . Douglas F111 -arch SP - Southam Pine CROSS BRACING HF - Hem -Fir SPF - Spruce -Pine -Fir REPEATED AT EACH END OF THE BUILDING AND AT 20' INTERVALS Continuous Top Chord AL All Connections should be made with C minimum W 2-1 Od nails. O OF - OR glee F11-Lsroh tip - aoutnern rine HF - Hem-Flr SPF - Spruce -Pine -Fir ALL CONNECTIONS SHOULC BE MADE WITH A MINIMUM OF 2_1 Gd NAILS. ALL LATERAL BRACES LAPPED AT �1- LEAST 2 TRUSSES. -GROUND BRACING REQUIRED FOR ALL INSTALLATIONS IMPORTANT NOTICE Temporary bracing hown in this diagram is adequate for the Installation of true*,, with I similar oonfig,rIft, ss shown on this diagram. Consult a registered prof ... 1 ,l engin:., r o different bracing arIeng.m 1 Is do*Ired. The engineer may tlasign broelnp in accordance with DSBAg, and in ,omo cones determine that a wider spacing Is possible. All trusses assumed 2' on-c.nter or los,. All temporary bracing should be no lees then 2x4 grad, marked lumber. 9 12_ ��>• fie/ 'GROUND BRACING REQUIRED FOR ALL INSTALLATIONS g,� ��_,,,,RO�TEMP,pOaRA_F1Y�B�RA�CIN_G�,PA,�-ITERN� TOP CHORD Top A CHORD DIAGONLBRACE MINIMUM LATERALBRACE SPACING (oat) SPAN PITCH SPACINO(18S) 10truesea] SP/DF SPFMF Upto24' 3/12 6' 17 12 Over 24'- 42' 3/12 7' 10 S Over 42' • 54' 3/12 1 6' 6 4 Over 54' 1 Soo o registered prolooslonal ..pine.. wug•m r•r-wrr••• HF -Hem-Fir ar - aauan.rn rine 6PF • 6prueo•Pi�naa-Fir TOP CHORD TOP CHORD DIAGOAL BRACE N MINIMUM LATERAL BRACE DIAGONAL BRACE N SPADEPTH SPACING(LOS)tr ALSO REQUIRED All trusses assumed z oneonterorlea.. ON END Upto32' 30' e' VERTICALS Over 32' - 48' 42• *GROUND BRACING Over 46' - 80' 46- REQUIRED FOR ALL Over 60' a-., repintoretl profeaelonal engineer INSTALLATIONS {<.-a-. %cam+�.o.,..Fs �..•.•-t,;Ys`q"-^y,, (,�p...m'�:Sry+' �,.ry!', �r TOP CN'ORP TiEMP„ORARY'BRACING�PA ERN All temporary bracing should be no loss than 2x4 Brod, marked TOP CHORD TOP CHORD DIAGOAL BRACE N MINIMUM LATERAL BRACE SPACING (OBS N SPADEPTH SPACING(LOS)tr (#ue.®] All trusses assumed z oneonterorlea.. SP/DF r SPF/HP Upto32' 30' e' l6 t0 Over 32' - 48' 42• ng;n or III registered Professional engineer X o different bracing arrangement 4 tloairod. The onpinsor may design bracing In accordance with DSB�9, and in some Over 46' - 80' 46- Over 60' a-., repintoretl profeaelonal engineer 'UHOUND BRAIAN” ur - Uouplae Flr-Lerch SP - Southern Pine REQUIRED FOR ALL SPF - Spruce -Pine -Fir HF. —z F•Mom-Fir INSTALLATIONS 0 O C� The end n di goaI brace for ce mile vered truss.. must be pip. :d on vertical web. In Ilno with the support ,Of I flat for stability be duplicated on both ends of the trues system. IMPORTANT NOTICE Temporary bracing shown In this diagram le adequate for the Installation of trues.. with a similar configuration as shown on this diagram. Conan a registered Fret ... 10 al engineer II . different bracing arrangement le d.slrsd. Tits engineer may design bracing In accordance with DSS -89, and In some eases determine that • wider spacing Ie pomilele. All truems ....mad 2'o—n— or Lem. All temporary bracing should be no less than 2x4 grade marked lumber- ALL LATERAL BRACES LAPPED AT LEAST 2 TRUSSES. Continuous Top Chord Lateral area Required 10' or Oreetar j Attach 'ani Required All connections should be made with a minimum of 2.1 Bd nolle. IMPORTANT NOTICE Temporary bracing shown In this diagram Is ad.quW, for the Installation of trumee with a cimllar oonfiguratlon as shown on thle so m. Consult a registered professional engineer If a different bracing arrangement Is doelred. The engineer may design bracing In accordance with DSM, and In soma eases determine that a wider spacing Is possible, All trusses awumad 2' Continuous —enter or lass. Top Chard All temporary s wing Lat.ral Breee ---r— then Requlred should be no tem 2x4 grade marked tum- ber. 1 O• or Oroater, Alleonneclion„h,uld be made with s mint. mum of 2-16d nails. Attachment Required 30' or greater )rTXO All temporary bracing should be no loss than 2x4 Brod, marked RARALLEL$QFiORD�TRUSS lumbar. STOP.�CHORD TbEIVIPORAR1fQBRAC1i1JG PATOT k! All connections should be mode with a minimum of 2-18d nano. All trusses assumed z oneonterorlea.. IMPORTANT NOTICTempoE twsse. cry bracing shown in ratahis diagram Is nadequateon this for the Installation o1 Wute with o ,Ilion sent se shown n m shown on this diagram. Consult a Continuous Top Chard ng;n or III registered Professional engineer X o different bracing arrangement 4 tloairod. The onpinsor may design bracing In accordance with DSB�9, and in some Lateral Braee� Required .moa determine that . wider .peeing Is possible. 10' or O—I., must nava J O Atteohmsnt turn ore lumber int Requlretl horto al direction direction to us. this b use this brae. ,pacing. END IA TIAL FOR STABI MUST BE DUPLICATED O BOTH ENDS OF THE TRUSS SYSTEM. 3RACING FOR ALL .--_.._..ONS IIV.ST FALLATg1;ON1�yTOLERT hICES31 ; L(In) LM00 L(n) 25' 1/8' 21 50' 1 /4' am D(In) D/50 DM 8' —3 w— --W- 12- 1'1r 1/4- / '/r 1 24' 1/r 2' 123` 8" 10.4• 180" 3/4 /2.5 © Jd' 3/4' J • 175• 7 14.6• 8 4' 1' a- 200` / 1" 16.7' 223•1-1/8' 18.8• 80` 1-1 /4' e ' 250' 1-1/4' 20.8' r 7 1-1/r 8' 2 1411W 22.9• 84' 1-3/4' 7' JOG` -1 r 350" 1-J/4• 29.2• 96' 7 8 ' 400- r 33.3' PLUMB Bow Length L(ln) 1 iy. 1 � � Truax 1 Lesear et Depth I M"Imum L/200 or r D(In) I Mleplecem.nt I La..ar L(ln) L(ln) o1 Maximum ............:.: ........... x Y•'•-� Mlapleoem.nt I—mL/200 or Un.PlumMe pt-- L/200 or Y Una Mleplaeement OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. JOB CALIFORNIA HIP DETAIL PERMANENT BRACING DETAIL - SECTION A -A START OF TOP CHORD FLAT TOP CHORD PURLINS START OF THE TOP CHORD EXTENSION(TYPICAL) FLAT) �(TYPICAL) \ /(CONTINUOUS) / (SLOPINGEXTENSION (SLOPINGTO FLAT) kl HIPS • SETBACK MOF -- SIIEATLNMG • SE ITOACI' — CA -11111 CRIPPLE SUPPORT LAYOUT B � HIP RAFTER COMMON COMME1 COW a7 �. a6 a5 (r 44 - - - a3 TT'r. L PFP11ANENT DIAGONALS FORM BRACED DAY. REPEAT AT ALL HIP G - CP.IPPLE SUPPII(LT LOCATION. V PITCHEO AND ENDS AND AT APPROXIMATELY 20' INTERNALS OR LESS THE-PEAFT[P. SUPPf1P.TS EXPENDED CATION,. SHEATHED NOTE: PERMANENT DIAGONAL BRACING NAILED TO UNDEP.SIOE 10 FIAT TOP CIIUP.D. CHORD AREA OF FLAT TOP CHORD PREVENTS LATERAL MVEMENT OF TOP CHORD. B � NOTE: ALL CONNECTIONS (4' U.C. ORACING SHOWN) SHDULU BE MADE- WITH A MINIMM* TRUSS PROPI LE' NAILSI,UPQEQUAL. COMMON FIELD APPLIED 01111 -1 -IN CRIPPLES (PEMAINS IN PLANE— SECTION 11-13 CRIPPLE BRACINGWIiIT (BUSS) NOTE: CONVENTIONAL FRAMING BUILT IN CRIPPLES UP AND/OP. CRIPPLES APE NOT THE CRIPPLE k6 HIP CITORD [XIENSIf4 RESP014SIBILITY OF THE TRUSS FIELD CRIPPLE SPACING SPACING a5 HIP (2'10 4' Q.C. TYP.•) DESIGNER, PLATE MANUFACTURER, NDP. TRUSS FABRICATOR.. PERSONS (C) (fi) \ a4 HIP L 101 EXIENS I[IN ERECTING THE TRUSSES APE SETBACK' _ _ ��_ / a3 IIP CAUTIONED TO SEE): AOVTCE BY (C) lD) (D)� k2 1111' CHUM EXIENSION LOCAL PROFESSIONAL ENGINEER A (B) (B) (B) ( ) I (H) (0) REGARDING COI•IVE14T IONAL FRAMING. fJ��'' -- - --� ,: A � e l L a3 In4 a5 la6 a7 \ l al HIP GIRDER Ir_ SETBACI, SEE CA -HIP ENGINEERING [!� \ / FOP. JACK. TYPE USED. (B) PURLINS SPACED a 24"O.C. TYR. \ PERMANENT DIAGONAL BRACING •,NOTE: SEE ORIGINAL UESIGN FOR LOADING AND DURATION FACTOR P.EOUIP.EO. (CONTINUOUS 2X4) \ APPLIED TO UNDERSIDE- OF FIAT (C) CRIPPLES SPACED 48' D.C. TYP. TOP CHORD BY ERECT IDN CONTPA[1DP. (0) BUILT-IN FILL CRIPPLES (SEE BRACING DETAIL) (HORIZONTAL MEMBER OPTIONAL) NOTE: SEE ORIGINAL DESIGN FOR LUMBER„ PLATING AND OTHER CRITERIA NOT SHOWN HERE. **IMPORTANT *ALPINE ENGINEERED PRODUCTS, INC. WARN INV BUSSES REGUIRE EXIREME CARE � TC LL PSF REF OATRUSS SHALL NOT BE RESPONS[BLE FDR Al1Y IN HANDLING, ERECTION ANDDEVIATION FROM THIS OEtIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB -91 BY IPI. SEE THIS DESIGNTC DL PSF DATE 06 15 94 FAILURE TO BUILD THE '.TRUSS IN CONFORMANCE WITH OSTBB BY TPL FOR ADDITIONAL SPECIAL PERMANENT BRACING RE r/�/•_O ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUITIEMENTS. UNLESS OTHERWISE INDICATED, TOP BC DL PSF DRW CD1 10 O A446 GR B EXCEPT AS NOTED. APPLY CO1111ECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPE O IRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGII, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHOP BC LL PSF -ENG PBCCONNECTORS PER DRAWINGS 130. 150 6 16OA-F. DESIGII STAIIDAROS WITH PROPERLY ATTACHED nIGtn CEILING -- SETDT.LD.** PSFCONFORM M/APPLICABLE PROVISIONS OF UOS 6 IPIC-71. AN EHGmEEn'S ALPINE TECHNICAL UPDATE (7/1/911 FOR PROPER CA -HIP oSEAL ON 11115 DRAWING APPLIES TO 111E COHI'ONENT DEPICIEII HERE DRYWALL APPLICATION. FUNIISII A COPY OF 1M15 {fiF PERMANENT IN ONLY, AND SHALL NOI BE RELIED UPON IN ANY ONIER WAY. DESIGN TO 111E TRUSS ERECTION COIITRACTOn. CIV, �! OUR. FAC . o E= 0 0 o = •_-1111 - 1RU55 "LATE U1511rUrE. rcI5 - 19D1 IIAIIOIIAI. DESIGrI SPECIFICATION Fon wnnn rollslnur.nON �/ 0` ** BRACING DETAIL SPACING �mmllmmmmmmmmm momommomm ILI MOF -- SIIEATLNMG • SE ITOACI' — CA -11111 CRIPPLE SUPPORT LAYOUT B � HIP RAFTER COMMON COMME1 COW a7 �. a6 a5 (r 44 - - - a3 TT'r. L PFP11ANENT DIAGONALS FORM BRACED DAY. REPEAT AT ALL HIP G - CP.IPPLE SUPPII(LT LOCATION. V PITCHEO AND ENDS AND AT APPROXIMATELY 20' INTERNALS OR LESS THE-PEAFT[P. SUPPf1P.TS EXPENDED CATION,. SHEATHED NOTE: PERMANENT DIAGONAL BRACING NAILED TO UNDEP.SIOE 10 FIAT TOP CIIUP.D. CHORD AREA OF FLAT TOP CHORD PREVENTS LATERAL MVEMENT OF TOP CHORD. B � NOTE: ALL CONNECTIONS (4' U.C. ORACING SHOWN) SHDULU BE MADE- WITH A MINIMM* TRUSS PROPI LE' NAILSI,UPQEQUAL. COMMON FIELD APPLIED 01111 -1 -IN CRIPPLES (PEMAINS IN PLANE— SECTION 11-13 CRIPPLE BRACINGWIiIT (BUSS) NOTE: CONVENTIONAL FRAMING BUILT IN CRIPPLES UP AND/OP. CRIPPLES APE NOT THE CRIPPLE k6 HIP CITORD [XIENSIf4 RESP014SIBILITY OF THE TRUSS FIELD CRIPPLE SPACING SPACING a5 HIP (2'10 4' Q.C. TYP.•) DESIGNER, PLATE MANUFACTURER, NDP. TRUSS FABRICATOR.. PERSONS (C) (fi) \ a4 HIP L 101 EXIENS I[IN ERECTING THE TRUSSES APE SETBACK' _ _ ��_ / a3 IIP CAUTIONED TO SEE): AOVTCE BY (C) lD) (D)� k2 1111' CHUM EXIENSION LOCAL PROFESSIONAL ENGINEER A (B) (B) (B) ( ) I (H) (0) REGARDING COI•IVE14T IONAL FRAMING. fJ��'' -- - --� ,: A � e l L a3 In4 a5 la6 a7 \ l al HIP GIRDER Ir_ SETBACI, SEE CA -HIP ENGINEERING [!� \ / FOP. JACK. TYPE USED. (B) PURLINS SPACED a 24"O.C. TYR. \ PERMANENT DIAGONAL BRACING •,NOTE: SEE ORIGINAL UESIGN FOR LOADING AND DURATION FACTOR P.EOUIP.EO. (CONTINUOUS 2X4) \ APPLIED TO UNDERSIDE- OF FIAT (C) CRIPPLES SPACED 48' D.C. TYP. TOP CHORD BY ERECT IDN CONTPA[1DP. (0) BUILT-IN FILL CRIPPLES (SEE BRACING DETAIL) (HORIZONTAL MEMBER OPTIONAL) NOTE: SEE ORIGINAL DESIGN FOR LUMBER„ PLATING AND OTHER CRITERIA NOT SHOWN HERE. **IMPORTANT *ALPINE ENGINEERED PRODUCTS, INC. WARN INV BUSSES REGUIRE EXIREME CARE � TC LL PSF REF OATRUSS SHALL NOT BE RESPONS[BLE FDR Al1Y IN HANDLING, ERECTION ANDDEVIATION FROM THIS OEtIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB -91 BY IPI. SEE THIS DESIGNTC DL PSF DATE 06 15 94 FAILURE TO BUILD THE '.TRUSS IN CONFORMANCE WITH OSTBB BY TPL FOR ADDITIONAL SPECIAL PERMANENT BRACING RE r/�/•_O ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUITIEMENTS. UNLESS OTHERWISE INDICATED, TOP BC DL PSF DRW CD1 10 O A446 GR B EXCEPT AS NOTED. APPLY CO1111ECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPE O IRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGII, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHOP BC LL PSF -ENG PBCCONNECTORS PER DRAWINGS 130. 150 6 16OA-F. DESIGII STAIIDAROS WITH PROPERLY ATTACHED nIGtn CEILING -- SETDT.LD.** PSFCONFORM M/APPLICABLE PROVISIONS OF UOS 6 IPIC-71. AN EHGmEEn'S ALPINE TECHNICAL UPDATE (7/1/911 FOR PROPER CA -HIP oSEAL ON 11115 DRAWING APPLIES TO 111E COHI'ONENT DEPICIEII HERE DRYWALL APPLICATION. FUNIISII A COPY OF 1M15 {fiF PERMANENT IN ONLY, AND SHALL NOI BE RELIED UPON IN ANY ONIER WAY. DESIGN TO 111E TRUSS ERECTION COIITRACTOn. CIV, �! OUR. FAC . o E= 0 0 o = •_-1111 - 1RU55 "LATE U1511rUrE. rcI5 - 19D1 IIAIIOIIAI. DESIGrI SPECIFICATION Fon wnnn rollslnur.nON �/ 0` ** BRACING DETAIL SPACING Job: U / HIP JACK RAFTER DETAIL (2X4 OVER 2X41 THIS OWG, PREPAnEO FnOH C0MPUTER INPUT (LOADS F DIMENSIONS) SUBMITTED BY TRUSS HFR. 'CDL=TL MAX SETBACK 30/7=37# 7-1-0 30/7=37# 7-10-0 30/7=37# 7-8-0 30/7=37# - 8-4-0 3.00-4.50 4X7 4X6 4X7 3X8 (C) (SS) (B) VARIES WITH PITCH VARIES WITH SETBACK OVER 2 SUPPORTS R=428# MAX W=1.511 MIN. R=856# MAX W=1.511 MIN. CONVENTIONAL FRAMING IS NOT THE RESPONSIBILITY OF THE TRUSS DESIGNER; PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK ADVICE BY LOCAL PROFESSIONAL ENGINEER REGARDING CONVENTIONAL FRAMING. (SS)SIAIM ALL SUPPORTS SOLID TO BEARING. THIS HIPJACK DESIGNL'U TO SUPPORT CONVENTIONALLY FRAMED RAFTERS. CANTILEVER HEEL I RAISED HEEL 4X4 PLATE OVER SUPPORT 2X6, 2X8, 2X10 BLOCK SPF; GRADE 1.51, MIN (P) (A) 18J1 MIN (B) (P) BLOCK PLATE 2X4 — 3X6 2X6 —3X8 2X8 — 3X10 2X10 — 3X12 :X4.TIE: PLATE eq: 19624 PLT. TYP.- ALPINE DESIGN CRIT UOC 2 - R - Rev 17.2m SCALE p p p p p p p p p p )E)( MP0RTANT)001-P1,JE EIIGINEEIIED PnODOC,S. IIIC, I E SHALL IIOI DE 11 5n01151t4E FDII AIIY DEVIA11OU rn0H 11115 DESIGII an 111ESE SPECIFICAtIONS. on ANY :::"'C5111:Dnln. EX111C1u! CAME WARNING ` 111 IIAIXIl 1116, CIIEL11011 AIID OnAcwc. SEE I011-91 nY Irl, SCE Dos OESuu Q� � 0, w C,�y� �' TC LL LOADING TC OL SEE PSF PSF REF R384-96342 DATE 11/25/96 p p p p p C=:) p p =1 p C=3 p rAILUnE 10 AVILO IDE MOSS ill C01lr OPNAIICC N1111 Ost00 nY IPI. ALPIIIE CO101ECtnnS AnE NAUE or 20GA r,AI.V. SICEL "111111411,ASIN A446 11,11D EXCEPT AS IgfED. APPLY C0IXIEClnnS III EACH FACE Or InUSS AM WLESS UIIIF.nWISE LOCATED IPI I11I5 DESIGII• PU5111011 Fon AOnIIIUIIAL SP(C 11•L PEnWAlglll IPIACIUO of OUIfnCNE1115. IXA.ESS 0111CnWl!:C I101CAIED. IOP ClXn10 SHALL or; LAIEnA1.LY IIIIAI�11 N1111 Pn1X•En LY AIIACISD 1LYWOU0 511CAUn11G. L1Ul1UM Cou"D C7 or. IA �+ BC OL ABOVE BC LL PSF PSF DRW CD120 CA -ENG PBC .-- p C01111ECton,PEP On AN114CS 130, 150 C 1GOA-F. DESIGII S1AoDAnOS X1111 rnorEMY AIIACIIED 111r,11, CEILI11G -- SEC �• * TOT , LD . PSF O O TRUSS ConronN W/APPLICADLE PROV1SIOUs Or IRIS C I. An EIIGI11EEn•5 SEAL 011 IVIS OSAN1110 ArPLICS t0 111E COwal1C111 nEPIClCO 1211E ... ...... ..... .. ... ... __..-.... - - - ALPIIIE IECI011CAL IX9IAIE 11/1/911 ron rnorEn DnfNALL APRACA11011 rUiull•11 A CDP'/ OF 11115 -- -- - - _ OUR .FAC . 1 .3.5 T\ JOb: OCTAIL-92 ALTERNATE BRACING NOTE: SEE DRAWING ORININAL FOR LUMBER, PLATES, AND OTHER DATA NOT SHOWN HERE. TRUSSES REQUIRE EXTREME CARE IN HANDLING. ERECTION AND BRACING. REFER TO TPI HIB -91. SEE THIS DESIGN FOR ADDITIONAL SPECIAL PERMANENT BRACING REQUIREMENTS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL BE LATERALLY BRACED WITH PROPERLY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD WITH PROPERLY ATTACHED CEILING. CD103 (A) 1X4 143 HEM -FIR OR BETTER CONTINUOUS LATERAL BRACING TO BE EQUALLY SPACED. ATTACH WITH (2) Bd NAILS. BRACING MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. J HANY OF THE BELOW MENTIONED BRACING TYPES MAY BE SUBSTITUTED 2X4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH 16d NAILS @ 4" O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. 1x4 "L" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH 16d NAILS @ 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. 2X4 "L" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH 16d NAILS @ 4" O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. SCAB BRACE, SAME SIZE, GRADE AND LENGTH AS WEB MEMBER. ATTACH WITH 16d NAILS @ 4" O.C. BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. SEE ORIGINAL DESIGN FOR PROPER DEMENSIONS PLT. TYP.- ALPINE OESIGN QRTT URC /0/1/1/-/R/- Rev 17.1e SCALE - 0.] 75 p O p O O O )(*IMPORTANT)( *11PIIIE EIIGIIIEEnED PnODUCIS. IIIC. SHALL 1101 BE PESP011SIBLE FOR ANY WARNINGInUSSEs nEOUInE EX1nEME CAnE ti HAIIOLInG. ERECTION ANO �Q TC LL 30 0 PSF REF R992--42293 DATE 06/28/93 p O p p O M DEYIATIOtl FnOH THIS DESIGt1 OR ESE SPECIFICATIOIIS. On AIIY IB DnAC11IG. SEE H-91 BY TPI. SEE THIS DESIGN *N W. e TC DL 15 . 0 PSF p C= 0 p O O D C7 FAILURE 10 BUILD TRE TRUSS III COHFOnHAFICE WITH OSIBO BY IPI. ALPTIE COMIECTORS AnE MADE OF 20GA GALV. STEEL HEEIIIIG ASTM FOR ADOITIONAL SPECIAL PEnHAIIEIII BRACIHG RE OUIBEHEIITS. UIILESS OTHEOHISE PIOICATED, TO V BC OL 5 . 0 PSF DR CD103 p T� p p ALPINE p p A446 GR B EXCEPT AS HO1E0. APPLY COIRIECTORS TO EACH FACE OF TRUSS AND UtILESS OTHERWISE LOCATED OR 11115 OESIGM POSItION CHORD SHALL BE LATERALLY BPACEO KIM PROPER LY ATTACHED PLYNOOU SNEAT11111G• BOTTOM CHOP0 No. C043845 r C LL 0 • 0 PSF —ENG FM,1,�/ O O C=) TRUSSO O p p 'p p C= O p O COMIECIORS PER OPAWINGS 130. ISO C 16OA-F. OESIGII SIAIIOAPDS C011FOnW M/APPLICABLE PROYISIOIIS OF IJDS C IPI. Ail EIIGTIEER'S SEAL 014 THIS OPAWTIG APPLIES TO THE COMPOHENT OEPICIEO HERE [II AFRI SHALL N01 BE RELIED UPON III AH! OTHER NAY. KIM PROPERLY ATTACHED RIGID CEILIIIG -- SEE ALPINE 1EC101ICAL UPDATE 17/1/911 FOR PROPER OnYWALL APPLICATION. FUPIIISH A COP/ OF MIS OESIGt1 10 TIE )PUSS EnECTION COMMACIOR. . W. 63097 * Jl Clyll �� 'lF OF C�l�l TOT . LO. 50 0 PSF OUR .FAC . 1 . 1 5 SPACING 24 .0" --OtILY, IPI - IRUSS PLATE IIISTIIIIIE. HIS --)g91 IIAIMIAL OESIGH OR SPECIFKA11011 FHOOD CDt ISTRUC11011 .v � Continuous 1x4 93 Item -Fir or better continuous Lateral Brace lateral bracing to be equally spaced. Attach with (2) 8d nails. Web Bracing material to be supplied and attached at both ends to a —� suitable support by erection DETAIL contractor. k T -Brace Web -- SECTION CONTINUOUS LATERAL BRACE 1x4 "T" Brace. Same grade as web member. Attach with 8d nails•@ 6" o.c. Bracing material to be supplied by erection contractor. I I T -BRACE Scab Brace* Scab brace, same size, grade and length as web member. Attach with Web I 16d nails @ 4" o.c. Bracing material to be supplied by SECTION erection contractor. k k SCAB BRACE L -Brace ' 1x4 "L" brace. Same grade as web member. Attach with 8d nails @ 6" o.c. Bracing material to be Web supplied Eby erection contractor. SECTION �u©u� EXAMPLES OF WEB BRACES L -BRACE PAGE 47 A - Edge distance and perpendicular to grain spacing (7 diameters) 8 - End distance and parallel to grain spacing (15 diameters). C - Distance rows are to be staggered (7-1/2 diameters). Bearing block to be same species, size and grade as chord. �� s • A •��• • • o o s A �� • o o • o • AA i` 8 f' 8 '•f" � 'i �B MAXIMUM NUMBER OF ROWS OF NAILS MINIMUM NAIL SPACING DISTANCES C7 CHORD SIZE ►� *IMPORTANT**u PIN EI,GINEEnEO "10.°,'9. INC. NAIL TYPE 2x4 2x6 2x8 x i 2x12 8d box 3 5 8 10 13 10d box 2 5 7 9 11 12d box 2 5 7 9 11 16d box 2 4 6 8 10 20d box 2 4 5 7 9 8d common 2 4 6 9 It 10d common 2 4 5 7 9 12d common 2 4 5 7 9 16d common 2 3 5 7 8 20d common 1 3 4 5 7 0.120x2.5' gun .3 5 7 10 12 0.131x2.5' gun 2 4 6 9 if 0.120x3.0' gun 3 5 7 10 12 0.131x3.0' un 2 4 6 9 i1 MINIMUM NAIL SPACING DISTANCES 1„ Length of block as specified mon engineereddrawing. (12" minimum - 24" maximum) C7 DISTANCES ►� *IMPORTANT**u PIN EI,GINEEnEO "10.°,'9. INC. IMISSES 11000IRE MAINE CAnE WARNING NAIL TYPE A B C 8d box OATRUSS 13/16' 1-3/4' 7/8' 10d box 15/16" 1-15/16' i' 12d box 15/16' 1-15/16' 1' 16d box 1" 2-1/16" 1-1/16' 20d box ALPINE C01IECIOTM� ARE NAGE OF NCA QALY. STEEL KETINC ASTN 1-1/16" 2-1/4' f-1/8' 8d common 15/16' 2' 1' 10d common ognD SHALL BE tKIVIALLY OnACEO NITII IYI(AGN !-!/i6" 2-1/4' 1-1/8' 12d common DETAIL 1-1/16" 2-1/4' 1-1/8' 16d common 1-3/16' 2-7/16' 1-1/4' 20d common 1-3/8' 2-7/8' 1-7/16" 0.120x2.5' O.f31x2.5' gun gun 7/8" f5/16' 1-13/16' 2' 15/16' !' O.f20x3.0' gun 7/8' 1-13/16' 15/f6' 0.131x3.0' gun f5/f6' 2" 1' 1„ Length of block as specified mon engineereddrawing. (12" minimum - 24" maximum) C7 C� O C= O C= ►� *IMPORTANT**u PIN EI,GINEEnEO "10.°,'9. INC. IMISSES 11000IRE MAINE CAnE WARNING OATRUSS SHALL NOT OE AE"SIOLE FOO ANY 1N IIA DLING. EIECTION IDA) DEVIAIIfIN FRON MTS DESIGN OA IIESE SPECIFICAIIdS. OR ANY FAILUAE TO BUILD TIE' TINSS IN COIFOARANCE NIM 09108 BY 1P1. BnACINO. SEE 1110-91 BY TPI. SEE MIS DESIGN FOA AWITICNIAL SPECIAL PEIHAIIENT OnACIIO FE til ALPINE C01IECIOTM� ARE NAGE OF NCA QALY. STEEL KETINC ASTN OUTACIE)NS. IOILSaS 011EANISE IIDICAIED, IOP 0 A140 CA B EACEPT AS NOTED. APPLY COIAIECTOIIS TO EACII FACE OF ognD SHALL BE tKIVIALLY OnACEO NITII IYI(AGN FEARING BLOCK - NAIL SPACING DETAIL PTIIuss uD ua Ess onEnwtsE LocAteO al uns INslwt ro9111aN LY ATlAC1E0 PLYNoa, S1EA111111C. BATTON COAD Cd1[CTd19 PER dIAM111C9 170. 150 C I60A-F. OE51611 STANOAIMX N[hl MIOPERLY AITACIEO gICIO CEILIN6 -- SEE COtfORA N/APPLICAOLE PAOVTSTOIH OF IDS C 1P1. AN ENCINL'EA'9 ALPINE 1ECINICAL UPDAIE (7/1/911 FOn PFIOKn (� Q D O O O :CAL 011 11115 OAANINO APIIIES TO IIE CONPOIE11T DEPICTED NEIE 111 ONLY. AID SIULL 101 DE IIELIEO UPON IN ANY OIIFA NAY. d1YNALL' APPLICATIOII.'FUYIISII A COPY OF T11fS DESIGN 10 111E MISS EIECIION COIfOACTOII. Oraw i ng B139 Date: 12/27/93 N --IPI - MIMS KATE 1KTIlU1E. NDS - IODt NAIIONAI. DESIGN SPECIFICATION FW WOOD CONSIRUCITd1 AJUy; UAtJLt tNU Ut I AIL W/ tiI IJULU THIS DWG. PREPARED FROM COMPUTER INPUT LOADS & DIMENSIONS SUBMITTED BY TR STRONGBACK 3X4* B-7-0 (C) 1X4 CONTINUOUS LATERAL BRACING FOR BRACE (STRONGBACK) MEMBER LONGER THAN (NAIL TO LEDGER 12" O.C. 3.5" MAX. �f 7-9-0 (214 BRACED AT 30" O.C.) ROOF MATERIAL 7-4-0 STUD 12:6 BRACED AT 56" o.cl BRACE (DTR STRONGBACK BRACE 2X4 STRONGBACK 2X6 STRONCBACK A34 FOR 2X4 STRONGDACK q3 3-5-0 7-8-0 A35 FOR 2X6 STRONGBACK ® 24" O.C. 7 - 10d COMMON 2X4 BLOCK 13 - IOd COMMON 2X6 B1 LEDGER (NAIL 8-1-0 NAILS NAILS TO VERTICAL 113(K) OUTLOOKER 3-8-0 8-3-0 W/3 -10d NAILS) GABL k1 & BETTER SS 3-9-0 3-10-0 GABLE END T 12" MIN (K) SPACING FOR 83 = 56.0" O.C. niI 4-10d A34 REFER TO SIMPSON CATALOG C-948-1 FOR BRACE NAILS BRACE TO BOTH PRODUCT ATTACHMENT SPECIFICATION (ATTACH EACH END FACES A34/A35 IN FI DIRECTION 2X LEDGEROMMON / \SI )\ \ \N1 (P1) PEAK PLATE TO MATCH COMMON TRUSSES. (S1) SPLICE PLATE TO MATCH COMMON TRUSSES. (HI) HEEL PLATE TO MATCH COMMON TRUSSES. 101 OPTION TO WEB PLATING: USE (3)-2" WIRE STAPLES (0.072 DIA./15 GA.) TOENAILED THRU CHORD INTO WEB & THRU WEB INTO CHORD ON ONE FACE FOR A TOTAL OF 6 STAPLES. (PI), (SI) & (H 1) MUST BE PLATED. (G) CABLE END DESIGN BASED ON 8OMPH WIND LOAD, EXPOSURE "C" AT 0-30 FT. MEAN HEIGHT. NOTE: THIS DETAIL MAY BE USED FOR TRUSSES WITH PITCHED D.C. ALSO. PLATE MAX. WEB LENGTH (PI) 2-8-0 OUTLOOKER CRITERIA 3X4* B-7-0 (C) 1X4 CONTINUOUS LATERAL BRACING FOR BRACE (STRONGBACK) MEMBER LONGER THAN 7-4-0 3.5" MAX. �f 7-9-0 8 M) 2X4"SPF STANDARD OR 75". ATTACH AT MIDPOINT OF EACH BRACE 7-4-0 STUD (N) (DTR STRONGBACK BRACE W/2 -8d CCOMMON NAILS. 3-3-0 TYP. NOTCH q3 3-5-0 7-8-0 HI/#2 ® 24" O.C. 7-9-0 tLEDGER 24" MAX GABLE END 8-1-0 1.5" VAX. 3-6-0 (S)4 #1 3-8-0 8-3-0 k1 & BETTER SS 3-9-0 3-10-0 8-5-0 8-7-0 OUTLOOKER 12" MIN niI 24" MAX \SI )\ \ \N1 (P1) PEAK PLATE TO MATCH COMMON TRUSSES. (S1) SPLICE PLATE TO MATCH COMMON TRUSSES. (HI) HEEL PLATE TO MATCH COMMON TRUSSES. 101 OPTION TO WEB PLATING: USE (3)-2" WIRE STAPLES (0.072 DIA./15 GA.) TOENAILED THRU CHORD INTO WEB & THRU WEB INTO CHORD ON ONE FACE FOR A TOTAL OF 6 STAPLES. (PI), (SI) & (H 1) MUST BE PLATED. (G) CABLE END DESIGN BASED ON 8OMPH WIND LOAD, EXPOSURE "C" AT 0-30 FT. MEAN HEIGHT. NOTE: THIS DETAIL MAY BE USED FOR TRUSSES WITH PITCHED D.C. ALSO. PLATE MAX. WEB LENGTH IX3• 2-8-0 2X4• 8-1-0 3X4* B-7-0 N STUCCO FACING 2X4 SPF LUMBER GRADES MAX. LENGTH WITHOUT BRACING 1 N ) MAX. LENGTH W/ STRONGBACK BRACE (S) 2X4 F.L. LUMBER GRADES MAX. LENGTH WITHOUT BRACING ( N ) MAX. LENGTH A/ STRONGBACK BRACE (S) STANDARD 3-3-0 7-4-0 STANDARD 3-5-0 7-9-0 STUD 3-3-0 7-4-0 STUD 3-5-0 7-9-0 #3 3-3-0 7-4-0 q3 3-5-0 7-8-0 HI/#2 3-5-0 7-9-0 q2 3-7-0 8-1-0 SS 3-6-0 7-I1-0 #1 3-8-0 8-3-0 k1 & BETTER SS 3-9-0 3-10-0 8-5-0 8-7-0 0 0 IV w PLT. TYP.-ALPINE DESIGN CRIT=UBC QTY = i TOTAL = 1 p p p p p E= , p p p p CI p p [� p o p O p p p A L PINE TRUSS p p p Q O O p o O O p p p pTRUSS ALPINE ENGINEERED PRODUCTS. INC. **IMPORTANT** SHALL NOT BE RESPONSIBLE FOR ANYWARNING DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI. ALPINE CONNECTORS ARE MADE OF 206A GALV. STEEL MEETItIG ASTM A653 GR37 EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 130. 150 6 I6OA-F. DESIGN STANDAPOS C014FOAM N/APPLICABLE PROVISIONS OF INS F. TPI. AN ENGINEER'S SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE IN ONLY, AND SMALL NOT BE RELIED UPON HI ANY OTHER WAY. TRUSSES REOUIRE EXTREME CARE TII HANDLING. ERECTION AND BRACIUG. SEE HIB -91 BY TPI SEE THIS DESIGN FOR ADDITIONAL SPECIAL PERMANENT BRACING RE OUIREMEtNTS. U14 -ESS OTHERWISE INDICATED• TOP CHORD SHALL BE LATERALLY BRACED WITH PROPER LY ATTACHED PLYWOOD 91EATHING. BOTTOM CHORD WITH PRDPERLY ATTACHED PIGID CEILING -- SEE ALPINE TECHNICAL UPDATE (7/1/90 FOR PROPER DRYWALL APPLICATION, FURNISH A COPY OF THIS OESIGII TO THE TRUSS ERECIION CONTRACTOR, e Q d "i Q w SIA �I TC LL DL DL LL LD ,: R , FAC , PACING 30.0 15.0 0.0 45.0 1.15 24. 0 PSF PSF PSF PSF PSF �� REF R992--45342 DATE 03/21/97 DRWG CD123 CA -ENG DC, JD. PBC PBC PLATE THSTI NTE INS - 1991 NATTOtIAL DESIGN SPFCIFICATIO?l FOR WOOD CDt15TRI1F,TTON SM It is the responsibility of the building designer and truss fabricator to review this drawing prior to cutting lumber to verify that all data including dimensions and loads, conform to the architectural plans/ :specifications and fabricator's truss layout. All plates are to be centered on the joint, left to right and top to bottom,except when located by circle or dimensions. See drawing 130 for "plate locations on typical joints." Note: Refer to appropriate design for lumber, plates, and other data not shown here. Connector plates must be'installed in accordance with requirements of I.C.B.O. research report 112949. + 1X4 hem -fir continuous lateral brace required at 24'.'-O.C. under gable plywood sheathing is not attached directly to structural top chord in this area. Bracing material to be supplied and _ attached to a suitable support at both ends by erection contractor. St 3,027,999 Top chord of this Boston hip may be notched 1-1/2" deep by 3" wide (12"-48" O.C.) in gable fill area only. Center vertical, in gable fill area, may be replaced with two verticals (24" O.C. max.) for placement of gable vent. Refer to drawings 3,022,312, 3,022,313 anti 3,022,313A for gable stud design information. 3.5" 24" O.C.typ. 5X4 r .. _.I clear span I Continuous bearing – — __---- - -- Truss span --- _ PLATE TYPE — ALPINE FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR REF TC LL SEE TC DL ABOVE VtDL .Ld. psf psf ps r psf Date 4/19/86 `� ;v41" t+ - TRUSSAIIE IID GENERAL NOTES UNLESS THESE SPECIFICATIONS FOn LUMBER AND ALPINE CON- NECTORS ARE FOLLOWED AND THE TRUSSES BUILT IN CONFORMANCE WITH "QUALITY CONTfIOL MANUAL- BY 'TPI, THEITE SHALL BE NO WARRANTIES OF THIS DESIGN. EXPRESS OR IMPLIED. ALPINE CONNECTORS ARE MANU• FACTUnED FROM 20 GAUGE GALVANIZED STEEL UNLESS OTHERWISE SHOWN. MEETINC REOUIIIEMENTS OF ASTM A446 GIIAOE A. APPLY CONNLCTOFI$ TO BOTH FACES AT EACH JOINT AND LOCATE AS SHOWN. BEARING WIDTHS 4•• NOMINAL UNLI:.;S OTHEIIWISE SHOWN. DESIGN $'IANUAIiUS CUNF UIIM WITH AI'1'LICAULE I'110VISIUN$ OF'NUS•77 AND 'TPI.70 WARNING IFIUSSES FIEOUIIIE LXIHF.ME CANE IN PANDLIN6. EIIf.C- TION AND Bf1ACING. SEE •'BWT- 1976". ••BHACING WOOD InUS5E5 COMMF.NTA"Y AND RECOMMENDATIONS" 'TPI SEE THIS DESIGN Foil ADDITIONAL SPECIAL UIIAC ING REOUIIIEMENTS. UNLESS OTHERWISE SHOWN. TOP CHOHO SMALL BE LATER ALLY BRACED WITH PROPERLY ATTACH. ED PLYWOOD SHEATHING' 00 TOM CHORD W1111 RIGID CEILING OII IIIIAC ING AT MAXIMUM Of IO FEET OC. D(i NO1 US! THIS DESIGN WIT11 f•IHE IIErAIIUANI IT11RATEDLUMUH Dy W' .o C7 '�-- N0. C043845 * EIS 6369) J, FOFritkl� 161- inU99OtAFI'I19i1tuir.NDS—NAtIONAI.niisWNRPlCiFICAt1UN OIiSI('1N CRIT. REF TC LL SEE TC DL ABOVE VtDL .Ld. psf psf ps r psf Date 4/19/86 Drw � _ 3,027,9` En g . MCS 0/ALcn. Varie: Lli r . Fac . -------- ------------- Spacing ---------- TYpc pr tail It is the responsibility of the building designer and truss fabricator to review this drawinf; prior to cutting lumber to verify that all data,inclu�ing dimensions and loads, conform to the architectural plans specifications and fabricator's truss layout. All plates are to be centered on the joint,left to right and top to bottom except when located by circle or di111P_I1S:LOIIS. See drawing 1'30 for "plate- locations on typical joints.11 The flat to c))gd of thisC�PL�i xd r shall 1� braFed with p�operly atiac le trusses �l. C. , in eu o plywood eathing. Note: Refer to appropriate design for lumber, 24" O.C. typ. plates, and other data not shown here. Connector plates must be installed in accordance with requirements of I.C.B.0. research report 112949. 1X3 typ \ 4X4 Top chord of this boston hip may be notched 1-1/2" do,�_-p by 3" wide (1211-48"O.C.) in gable fill area only. Center vertical, in gable fill area, may be replaced with two verticals (24" O.C. max.) for placement of gable vent. Refer to drawings 3,022,312 , 3,022,313 and 3,022,313A foi gable stud design information. 311 / 1211-481' O.C. PLATE TYPE — ALPINE FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR I'd a [tj `}' I T R USS IM GENERAL NOTES UNLESS THESE LUMBER AND ALPINECIFTCON FOR . NECTORS ARE FOLLOWED AND TIIE TRUSSES QUILT IN CONFOfIMANCE WITH "OUALITY CONTIIOL MANUAL" BY 'TPI, 71 ERE SIMLA. LIE NO WARRANTIES OF THIS ULSIGN. E%P(IESS OR IMPLIED ALPINE CONNECTORS ARE MANU• FAC7UnLD FROM 20 GAUGE GALVANIZEO STEEL UNLESS OTHERWISE SHOWN. MEETING HEQUIREMEN (5 Uf ASTM A446 GRADE A. APPLY CONNECTORS TO BOTH FACES AT EACH JOINT AND LOCATE AS SIIOwN. UEARING WIOf11$ ARE 4" NOMINAL. UNLESS OTt1E11WISE SHOWN. OLSIGN STANUAIlOS CONFURM WMI APPLICAULE PI{OVISIONS OF 'NOS .1T ANO 'TPI•T0. WARNING TRUE ES nEOUInEVANOLINXIIIG. IE E TION AND Uf1ACING. SEE "OWT• 1976". "IIIIACING WOOD TIIUSSES' COMMFNTAnY ANTI IIECOMMENUAI IONS" 'TPI.SLE IIIIS DESIGN 1'011 A001110NAL SPECIAL. OIIAC- SH REOUIIIEMIiN11 UNLESS UIIIEAffli SHOWN, TUI' CIIUIIO SI/A 1.1 IlE 1. A'fEH ALLY LIR ACED WI111 1'HOI'NG* ATTACH L'0 PLYWOOD 511E AT111NG' IIOTTUAt L.11OnD WITH RIGID CEILING On IJIIAC- ING AT MAXIMUM OF 10 FEET D.C. I30 NOT USE 71115 DE`SICN 141111 FIVE IIETAIIUANi TREATED LUMIIER �q �I, w' C ! y h A C V '� 1 r IT �— � No• 0043845 * EV. 63097 •�. Xr �YI1. �. '�% �� _ f Of CA`1�OQ' I)L'JIGN CRIT REF TC LL ps I SEE TC DL r1 ps'f ABOVE BC DL _ SI p •1'ot Ld. sl Dille . 5/1/87 17 Drw ' J , 0= , 656 C Eng. I`IS 0/A l..t=n. Varies 1a1 r . fac . ------ --------- S(la<' i n fi------- Typo DG C it l 1 'TPI •. TRUSS PLATE INSI ITUTE. NDS -NATIONAL DESIGN SPECIFICATION EV (Pressure block detail) n'PRESSURE BLOCK' FRAMING METHOD FOR ATTACHMENT OF TRUSS BOTTOM CHORD 1.0 SUPPORTING GIRDER TRUSS. CL�MAXIMUM RAFTER LENGTH ,,,_;2)10d HAILS TRUSS TO BLOCK. (4)164 NAILS BLOCK, TO GIRDER LENGTH -41' �(3)lOd KA ILS TRUSS TO BLOCK.r(5)16d NAILS BLOCK TO GIRDER LENGTH -6'2' Cn'_e_'- —4)10d NAILS TRUSS TO BLOCK. (6)16d NAILS BLOCK TO GIRDER LENGTH-8.2- zz a. ' m 0 U L7 Ct F - y GIRDER BOTTOM CHORD. r� _ » , 1 16d BOX NAILS — (0.135`x3.5') 5 a 2x4 DFL #3 BLOCK lOd BOX NAILS RAFTER OR (0.128'x3") TRUSS 801 -TOM CHORD w AT 24. O/C. ' E=:I RAFTER LENGTH L / )� ) f3-+ THIS OWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS NFR. BLOCK: 2x4 X 1-10-8 DFL $3 OR BETTER. CLEAR OF DEFECTS IN NAIL CONTACT AREAS. TRUSS RAFTER AND GIRDER MAY BE SPF. HEM -FIR, SO.PIHE. OR DFL. SEE DRAWING CNTONAIILO699 FOR TOE -NAILED RAFTER CAPACITIES. SEE HANGER MANUFACTURERS CATALOGS FOR ALTERNATE CONNECTIONS. PLT TYP. Wave TPI -95 Design Criteria: TPI STD 1 I *•YARNING'• TRUSSESAEWKE EXTREME CAM IN FABRICATION. 0ANDLI86. SNIPPING. IISTALLLRG AND C� B1AClNG. REFER 70 "18%1 (NAIDLIRL INSTALLING AND BRACING). PUBLI31W BI TPI (TRUSS PLATE . Ca IU $TI TUTS. 583 D•ONOFRID ON., SUITE 200. RADISON, UI S3715). FOR SAFETY PRACTICES PRIOR TO C7 PERFORMING IDES( FUNCTIONS. UNLESS OTNENNISE INDICATED. TOP CMOND SUALL "AYE PROPERLY ATTACNEO LV STRUCTURAL 1-1.1. BOTTOM —0 SNALL NATE A 11-CELI AITAC"ED RIGID GELLING. • C^ •IMPORTANT` FURNISH A COPY Of THIS DESIGN TO TR( INSTALLA7100 CONTRACTOR. LLPIYE fNGIRE[RF0 •PROOOCTS. INC. SMALL NUT BE RESPONSIBLE FOR ANY DEVIATION FRDM THIS DES)8N; AMI FAILURE t0 BU ILO TILE IRUSSES IN CORFORMARCI SITE TPT; OR FAURICATING. HANDLING. SHLPPIRG. 1RSTALLING A ALPINE BRACIMG OF TRUSSES. IRIS OESIBA CANTON"$ NIT" APPLICABLE PROVISIONS OF MUS (NATIONAL OES1 b. Q SPECtf (CATION PUBL(SMED 9% TME AWALCAA FOREST AND PAPER &Z=IAIION) AND TPI. ALPIA( COANECTORS ARE PLACE Of ZOGA ASIR "IS WAD ONLY, STEEL. E(CELT AS NOTED. APPLY COgIFC7ORS To EAf0 FACE OF TRUSS. AND UNLESS OfNERUISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A•1. TUE SEAL OR TOTS ORANINL INDICATES ACCEPTANCE Of PROFESSIONAL ENGINEIRINT el..:.._ FAg meared �O� I=REYPO NSIOIIITI SOLELY FOR TN[ TRUSS CONINSEN7 0411106 SMONH. TOE SWITARILIIT AND NSE OF TNLS S�•AmCAiO. 9311% COMPONENT FOR MY PART LCULAM TI USS IS THE AESPONSIRLLITV OF TUE BUILDING OE2IWEA. PER A"SI)TP1 1-1155 SECTION 2. CA/ -/2/ -/E/ -/F ��,y,TC LL N/A TC OL N/A 6 BC OL 7.0 PSF BC LL 10.0 PSF .7 200 * TOT.LD. 17.0 PSF 1Vo- OUR.FAC. 1.25 SPACING 24.0" REF 86109-70212 DATE 01/07/00 DRW CAUSR6109 00007035 CA -ENG /GWH SEON - 66188 _ FROM SB I I 8 7'6' T m � 04 t o N 8. 7'2' --{ MIT x x N a a 7'6' NI I PI IML 11 111 Il 11 11 11 CWi m01 T c cn _ N _LIEN w T CWi -:17W TLLLAL11 . . . . . . . . :1 ug 6 m L a ry o o 0 w m DESIGNED BY: JOB DESCRIPTION: JOB LOCATION: Ti m 1 z w o SB HOUSE ACCOUNT GARY LOHMAN 39 52-925 CLARET COVE o •• 2`'r Se � )V� 1 r [ANT TpII D D N A..1 I I _ v � � 0 Co Q O O O O O O _ Co "O N ■ ■ 1 1 ■ ■ 1 1 1 1 ■ ■ I 1 ■ tv I— ■ I � 1 1 � 1 ■ ■ t 1 1 1 ■ ■ 1 1 ■ N 17 - -{I ■ ■T �� 6' I 0 N ■ 1 1 ■ CANT 1 1 ■ T T ■ 1 T 31 ■ v An ■ 1 1 ■ r Ti o ■ Gl - G) m O N D D D D D a w A = L 8 W [ANT m JOB LOCATION: 52-925 CLARET COVE (UL343-HUUDt ALLUUNI UAKT LUHMAN ,S`! - Al TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x8 DF -L 1950f -1.5E WEBS 2x6 HF 1650f -1.5E ADDITIONAL LOADS BC From 96 PLF at 0.00 to 96 PLF at 15.00 TC 1013 LB Conc. Load at 7.50 0-5-8 I H I J UN0 rKtrAKLU I-KUM LUPIrUItK INV U1 (LUAU) & UI Plt NJ1 UNV1) DUDPII II[U 0, 1nuoo i DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. W06 5 5 Ell 0-5-8 10-0-0 W4X4 III W4X5(A1) 0-5-8 IL, 7-6-0 1E II R=1784 W=5.5" 15-0-0 Over 2 Supports VANI PLT TYP. Wave TPI -95 Design Criteria: TPI STD "WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONO FRIO DR.. SUTE 2DO. MADISON. HI 53719). FOR SAFETY PRACTICES PR, OR TO PERF ORMING THE SE 'UNC TIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CH ORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. _IMP IMPORTANT`* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING AND A L P I N E BRAC SPECIFICATION OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA AST14 AS 53 G 4 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OT HER HI SE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. W4X5(A1) 0-5-8 R=1784 W=5.5" No. 05 7 E . 0 CIV11, �P R CF CAL%*: C A / 4 / - / 4 / E TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.375"/Ft. REF R6109-77384 DATE 04/28/00 DR W CAUSR6109 00119001 CA -ENG TSB/GWH SEON - 82008 FROM SB [00119001] [77384] [ALPINE] [UBC CODE] [A1] [] '[TOLL 16.0][TCDL 14.0][BCDL 7.0][BCLL 0.0][DF 1.25][OC 24.0][NM 1] [Common Gfrder Loads][OC 24.00][OF 1.25][NM 1] =====Bearings=== [X-Loc][React][Size] _____ 60 PlF @ 0.0 to 60 @ 15.0 [y=16.6][ 53%] [ 0.46][ 1784][0.461 [14.08][ 1784][0.46] 110 PLF @ 0.0 to 110 @ 15.0 [y= 7.0][ 43%] 1013.00 Lbs. @ 7.5, 16.6 Angle=270 EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace 1- 3 0 -2786 0.13 0.67 0.79 1 4 SPF 1650f-1.5 88.82 5.10 Plywd 3- 5 0 -2786 0.13 0.67 0.79 -1 '4 SPF 1650f-1.5 88.82 -5.10 Plywd 2- 4 2490 0 0.13 0.18 0.31 1 .8 DF -L 1950f-1. 81.78 -0.33 Diaph 4- 6 2490 0 0.13 0.18 0.31 1 8 OF -L 1950f-1. 81.78 0.33 Dfaph 1- 2 0 -1402 Plate Member =-_- PLATE MEMBER 0.50 -Vert- ----- 0- 1 37 0 -=-=Fictious Member=-=- SPF 1650f-1.5 8.70 4.02 ----- 5- 6 0 -1402 Plate Member PLATE MEMBER 0.50: -Vert- ----- 5- 7 37 0 - -=Fictious Member=-=- SPF 1650f-1.5 8.70 '-4.02 ----- EndPts MaxTen MaxComp AXL GLC 5 Grade Length Brace 3- 4 740 0 0.07 1 6 HF 1650f-1. 31.96 Node X -Loc Y -Loc Plate def1Y(L) deflY(T) dxL dxT 0 0.00 10.30 - ----- ---- ----- ---- --- 1 0.69 10.53 ---- ----- ---- ----- ---- ---- 2 0.69 10.49 W4X5 0.00 L/999 0.00 L/999 0.00 0.00 3 7.50 13.43 W4X6 - ----- ---- ----- ---- ---- 4 7.50 10.30 W4X4 0.05 L/999 0.10 L/999 0.00 0.01 5 14.31 10.53 - -`--- ---- ----- ---- 6 14.31 10.49 W4X5 0.00 L/999 0.00 L/999 0.01 0.02 (V4343-NUUJt ALL.UUNI UAKT LUNPTAN Sy - AZ) IMIJ UWU PKLPAKLU rKVPI LUNYUILK 1NYU1 (LUAU)6 UIPILRJIUNJ) IUDJ'llliw ui . TOP CHORD 2x4 SPF #1/#2 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, BOT CHORD 2x4 SPF #1/#2 LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, WEBS 2x4 HF Stud CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. :Lt Wedge 2x4 HF Stud: 7-6-0 _I_ 5-6-0 _I_ 5-6-0 1 DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. 0-5-8 W4X4 —l5 5I— W3X4 T 1-3-8 +10-0-0 W3X4 - W2X4 III W2X4(A1) W3X8 III 0-5-8 7-6-0 _I_ 5-6-0 _I_ 5-6-0 1 Y 13-0-0 Over 2 Supports R=508 U=180 W=5.5" R=454 U=180 PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.375" Ft. .;WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIB -9] (HANDLING INSTALLING AHD BRACING), PUBLISHED BY TPI (TRUSS PLATE w %� T C L L 16.0 P S F R E F R6109-77385 INSTITUTE. 503 D'ONOfR IO DR .. SUITE 200, MADISOII, HI 53719), FOR SAFETY PRACTICES PRIOR TO tf0%_0 y �` PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. T C D L 1 4 . 0 P•S F DATE 04/28/00 —IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED (([j � � BC DL 7.0 PSF DRW CAUSR6109 00119002 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; AN'f FAILURE TO No. 05 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND EW 8 00 p D C L L D. D P S F C A -ENG T S 8/ G W H ALPINE BRASPECING Of TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN CONNECTORSAT AREPMADESOFD20GABY T ASTHHA653AGR40RGALV. STEEL.-EXCEPTSOCAS NOTED AND TAPPLYALPINE CONNECTORS TO r TOT . LD. 37 . 0 P S F S E O N - 81962 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A Z. THE SEAL ON THIS DRAWING INN AT ES ACCEPTANCE OF. PROFESSIONAL ENGINEERING CIVIL \P q%FOF OUR . FAC . 1.25 FR0M S13 Engineered Products, Inc. Ll RESP ONAlpine COMPONENTIFORL TYANYLPARTICULARELY FOR TSBUILOINB MISOTHETRESPONSIBILITY OF THE BUILDBINGITY DESIGNERSEPER THIS QALt���a SPACING 24. 0� SBOraIment0, CA 95828 ANSI/TPI 1-1995 SECTION 2. [00119002) [77385] [ALPINE] [UBC CODE) [A2] [] [TCLL 16.0][TCDL 14.0][BCDL 7.0)[BCLL 0.0][DF 1.25](OC 24.0)[NM 1] [STO.AUTO.LOAD][OC 24.00][DF 1.25][NM 1] [X-Loc][React](Size] ____= 60 PLF @ 0.0 to 60 @ 13.0 [y=16.6][ 53%] [ 0.46][ 508].[0.46] [12.54)[ 454][0.46] 14 PLF @ 0.0 to 14 @ 13.0..[y= 7.0)( 0%] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace [UBC pass #2][OC 24.00][DF 1.25][NM 1] 4- 6 129 -567 0.01 0.52 0.53 1 4 SPF #1/#2 83.90 5.06 Plywd 28 PLF @ 0.0 to 28 @ 13.0 [y=16.6)[ 0%] 6- 8 116 -547 0.01 0.50 0.50 1 4 SPF #1/#2 71.50 -5.00 Plywd 34 PLF @ 0.0 to 34 @ 13.0 [y= 7.0)[ 59%] 1- 3 444 -86 '-=-=Fictious Member=- SPF #1/#2 8.25 -0.12 ----- ---- .5- - .5- 7 444 -86 0.09 0.31 0.40 2 4 SPF #1/#2 79.05 -0.12 Diaph [Wind Load #2][OC 24.00][DF 1.33][NM 1] 7- 9 0 0 0.00 0.31 0.31 2 4 SPF #1/#2 64.25 0.00 Diaph -25 PLF @ 0.0 to -25 @ 7.5 [y=16.6][ 65%] 0- 1 0 -73 Plate •Member PLATE MEMBER 0.50 -Vert- ,----- -25 PLF @ 7.5 to -25 @ 13.0 [y=16.6][ 65%] 0- 2 75 -426 = =Fictious Member=- SPF #1/#2 0 8.95, 5.06 ----- 14 PLF @ 0.0 to 14 @ 0.5 [y= 7.0][ 0%] 2- 4 57 -454 = =Fictious Member=- SPF #1/#2 0 4.83 5.06 ----- 9 PLF @ 0.5 to 9 @ 13.0 [y- 7.0][ 0%] 3- 5 448 -88 = =Fictious Member SPF #1/#2 0 4.45 -0.12 ---- _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _• EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 6- 7 173 0 0.06 2 4 HF Stud 35.71 7- 8 454 -84 0.16 1 4 HF Stud 61.26 8- 9 119 -433 0.08 1 4 HF Stud 9.67 2- 3 -=-=Fictious Member=- HF Stud .00 83.90 ----- 4- 5 1-=-=Fictious Member=- HF Stud .00 83.90 ----- Node X -Loc Y -Loc Plate def1Y(L) deflY(T) dxL dxT 0 0.00 10.26 ---- ----- ---- ----- ---- ---- 1 0.00 10.22 W2X4 ---- ----- ---- ----- ---- ---- 2 0.69 10.55 ---- ----- ---- ----- ---- ---- 3 0.69 10.21 W3X8 ---- ----- ---- ----- ---- ---- 4 1.06 10.71 ---- ----- ---- ----- ---- ---- 5 1.06 10.21 0.01 L/999 0.03 L/999 0.00 0.00 6 7.50 13.43 W4X4 ---- ----- ---- ----- ---- 7 7.65 10.15 W3X4 0.00 L/999 0.01 L/999 0.00 .0.00 8 13.00 11.13 W3X4 ---- ----- ---- ----- ---- ---- 3-HUUJt ALLUUINI VAKY LUHMAN 19 - Ab -b TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud :Lt Wedge 2x4 HF Stud: BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. 0-5-8 W 3 X 4 IIIIS UWG PH LPAKLU LKUM LUMPU ILK INPU I (LUAU) & UIMLNSI UNJ) SUbMIIILU DY IKUJJ MrK. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 05-07-14 OC. W2X4(A1) - W3X8 III 0-5-8 5-5-11 _1_ 6-4-8 13-0-0 Over 2 Support R=536 U=180 W=5.5" 13 X4 1-3-8 +10-0-0 W2X4 III 1-1-13 R=490 U=180 PLT TYP. Wave TPI -95 =.375" Ft. Design Criteria: TPI STD CA/4/-/4/E/-/- Scale **WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIO -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE Q�.fl w y Fw. T C L L 16.0 P S F R E F R 6 1 0 9- 7 7 3 8 6 INSTITUTE, 587 D'ONOFR iO DR.. SUITE 200. NADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO (�X P 9� PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED `y y� TC DL 14.0 P S F DATE 04/28/00 STRUCTURAL PANELS, BOTTOM CHORDSHALL HAVE A PROPERLY ATTACHED RIGID CEILING. `*IMPORTANT`* FURNISH A COPY OF THIS OESI GN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED t(G7 BC DL 7.0 PSF DRW CAUSR6109 00119003 PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO O O BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FAB RIC ATI II G, HANDLING, SHIPPING, INSTALLING AND TSB/GWH AL P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN P BC LL 0.0 PSF CA ENG SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE NADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO Apr Z 8 2000 * p * TOT . L D . 3 7.0 P S F S E A N - 81965 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING BESIGNER, PER ANSI/TPI 1-1995 SECTION 2. "/ CIVIL. \p' '9 ��F ()p�1F0fi D U R .FAC . 1.25 FROM c SIB SPACING 24.0" [00119003] [77386] [ALPINE] [UBC CODE] [A5-6] [] [TCLL 16.0][TCDL 14.0][BCDL 7.0][8CLL 0.0][DF 1.25][OC 24.0][NM 1] [No Plywood] EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 6- 7 136 0 0.05 1 4 HF Stud 13.96 7- 9 0 -410 0.20 1 4 HF Stud 53.60 9-12 0 -712 0.34 1 4 HF Stud 53.62 11-12 125 -53 0.04 2 4 HF Stud 13.96 12-13 595 =39 0.21 1 4 HF Stud 11.82 13-14 0 -573 0.11 1 4 HF Stud 9.67 2- 3 = =Fictious Member=- HF Stud .00 26.58 ----- 4- 5 = =Fictious Member=-=- HF Stud .00 26.58 ----- Node X -Loc Y -Loc Plate def1Y(L) deflY(T) dxL dxT 0 0.00 10.26 ---- ----- ---- ----- ---- ---- 1 0.00 10.22 W2X4 ---- ----- ---- ----- ---- ---- 2 0.69 10.56 ---- ----- ---- ----- ---- ---- 3 0.69 10.20 W3X8 ---- ----- ---- ----- ---- ---- 4 1.06 10.72 --- ---- ----- ---- ---- 5 1.06 10.20 0.00 L/999 0.00 L/999 0.00 0.00 6 3.09 11.59 W3X4 ---- ----- ---- ---- ---- 7 3.15 10.15 W3X4 0.02 L/999 0.05 L/999 0.00 0.00 8 5.47 12.58 ---- ----- ---- ----- ---- ---- 9 7.50 11.45 W3X4 ---- ----- ---- ----- --- ---- 10 9.53 12.58 ---- ----- ---- ----- 11 11.91 11.59 W3X4 ---- ----- ---- ----- ---- ---- 12 12.00 10.15 W3X8 0.01 L/999 0.02 L/999 0.01 0.02 13• 13.00 11.13 W3X4 ---- ----- ---- ----- ---- ---- [Std Calif Hip][OC 24.00][DF 1-25][NM 1] [X-Loc][React][Size] ____= 60 PLF @ 0.0 to 60 @ 3.5 [y=15.7][ 43%] [ 0.46][ 536][0.46] [12.54][ 490][0.46] 2 PLF @ 3.5 to 2 @ 7.5 [y=15.7][ 43%] 2 PLF @ 7.5 to 2 @ 11.5 [y=15.7][ 43%] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace 60 PLF @ 11.5 to 60 @ 13.0 [y=15.7][ 43%] 4- 6 62 -810 0.02 0.26 0.28 1 4 SPF #1/#2 26.58 5.15 @ 24" 14 PLF @ 0.0 to 14 @ 13.0 [y= 7.0][ 0%] 6- 8 23 .-57 0.00 0.14 0.14 1 4 SPF #1/#2 30.94 5.00 @ 24" 120.00 Lbs. @ 3.5, 15.7 Angle=270 6- 9 57 -728 0.01 0.06 0.08 1 4 SPF #1/#2 52.89 -0.37 @,24" 288.00 Lbs. @ 7-5, 15.7 Angle=270 9-11 36 -428 0.01 0.07 0.07 1 4 SPF #1/#2 52.91 0.37 @ 24" 120.00 Lbs. @ 11.5, 15.7 Angle=270 10-11 23 -57 0.00 0.14 0.14 1 4 SPF #1/#2 30.94 -5.00 @ 24" 11-13 10 -451 0.01 0.14 0.15 1 4 SPF #1/#2 34.22 -5.00 @ 24" [Wind Load #2][OC 24.00][DF 1.33][NM 1] 1- 3 709 -61 -=-=Fictious Member=- SPF #1/#2 8.25 .-0.28 -25 PLF @ 0-0 to -25 @ 5.5 [y=15.71[ 65%] 5- 7 715 -62 0.16 0.25 0.41 1 4 SPF #1/#2 25.11' -0.28 Diaph 3 PLF @ 5.5 to 3 @ 9.5 [y=15.7][ 47%] 7-12 1111 -33 0.25 0.22 0.47 1 4 SPF #1/#2 106.15 0.00 'Diaph -25 PLF @ 9.5 to -25 @ 13.0 [y=15.7][ 65%] 12-14 0 0 0.00 0.22 0.22 1 4 SPF #1/#2 12.05 0.00 Diaph 14 PLF @ 0.0 to 14 @ 0.5 [y= 7.0][ 0%] 0- 1 24 -153 -_-= Plate Member =:=- PLATE MEMBER 0.50 -Vert- ----- 9 PLF @ 0.5 to 9 @ 13.0 [y= 7.0][ 0%] 0- 2 65 -716 - -Fictious Member=- SPF #1/#2 0 8.98 5.15 --- ----- 2- 4 2- 79 -806 -=-=Fictious Member=- SPF #1/#2 0 4.84 5.15 ----- 3- 5 715 -61 -=-=Fictious Member=-=- SPF #1/#2 0 4.45 -0.28 ----- EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 6- 7 136 0 0.05 1 4 HF Stud 13.96 7- 9 0 -410 0.20 1 4 HF Stud 53.60 9-12 0 -712 0.34 1 4 HF Stud 53.62 11-12 125 -53 0.04 2 4 HF Stud 13.96 12-13 595 =39 0.21 1 4 HF Stud 11.82 13-14 0 -573 0.11 1 4 HF Stud 9.67 2- 3 = =Fictious Member=- HF Stud .00 26.58 ----- 4- 5 = =Fictious Member=-=- HF Stud .00 26.58 ----- Node X -Loc Y -Loc Plate def1Y(L) deflY(T) dxL dxT 0 0.00 10.26 ---- ----- ---- ----- ---- ---- 1 0.00 10.22 W2X4 ---- ----- ---- ----- ---- ---- 2 0.69 10.56 ---- ----- ---- ----- ---- ---- 3 0.69 10.20 W3X8 ---- ----- ---- ----- ---- ---- 4 1.06 10.72 --- ---- ----- ---- ---- 5 1.06 10.20 0.00 L/999 0.00 L/999 0.00 0.00 6 3.09 11.59 W3X4 ---- ----- ---- ---- ---- 7 3.15 10.15 W3X4 0.02 L/999 0.05 L/999 0.00 0.00 8 5.47 12.58 ---- ----- ---- ----- ---- ---- 9 7.50 11.45 W3X4 ---- ----- ---- ----- --- ---- 10 9.53 12.58 ---- ----- ---- ----- 11 11.91 11.59 W3X4 ---- ----- ---- ----- ---- ---- 12 12.00 10.15 W3X8 0.01 L/999 0.02 L/999 0.01 0.02 13• 13.00 11.13 W3X4 ---- ----- ---- ----- ---- ---- UZ343-HUUSL ALCUUNI LAKY LOHMAN 39 - A3-6 TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1./#2 WEBS 2x4 HF Stud :Lt Wedge 2x4 HF Stud: BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. 0=5-8 W3X4 W3X4 - IHIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMIIILU BY IKUJJ MYK. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIP0699. SUPPORT HIP RAFTER WITH CRIPPLES AT 05=07-14 OC. W3X4 5 W3X4 W2X4(A1) - W3X8 III 0-5-8 W2X4 III 1— 3-5-11 —1 -1 13-5-11 1 8-4-8 —1 -1 1— 13-0-0 Over 2 Supports R=536 U=180 W=5.5" R=490 U=180 T 1-3-8 +10-0-0 PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.375" Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO MIB .91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE Q�.� w y Fy T C L L 1 6 .0 P S F R E F R6109-77387 INSTITUTE, 583 O'OIIOFRIO DR., SUITE 200. MADISOtI, NI 53719), FOR SAFETY PRACTICES PRIOR TO 9� PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SNALL HAVE PROPERLY ATTACHED �! �P Z TC DL 14 .0 P S F DATE 04/28/00 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIG10 CEILING. (1� «*IMP ORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED a, A BC DL 7 PSF DRW CAUSR6109 00119004 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO 05 .0 e BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDL IIIG, SHIPPING, INSTALLING AND p TSB/GWH ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN a DC LL 0.0 PSF CA ENG SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 G 4 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * Apr B 2000 * TOT. LD. 37.0 PSF SEON - 81968 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAW 111 GS 1G0 A -i. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SMON N. THE SUITABILITY AND USE OF THIS ANS'OTEENTIFOR ANSECTIOICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER .A "/' CIVI1, �% C101I IFC�� OF D U R FAC. 1 .25 FR0M S3 SPACING 24.0" [00119004] (77387) [ALPINE) [UBC CODE] [A3`-6] [) [TCLL 16.0][TCDL 14.0][BCDL 7.0][BCLL 0.0](DF 1.25][OC 24.0)[NM 1] ' [No Plywood] [Std Calif Hip)[OC 24.00][DF 1.25)[NM 1] =====Bearings=== [X-Loc][React][Size) _____ 60 PLF @ 0.0 to 60 @ 3.5 [y=14.9][ 43%]. [ 0.46][ 536)[0.46] [12.54)[ 490][0.46] 2 PLF @ 3.5 to 2 @ 7.5 [y=14.9][ 43%) 2 PLF @ 7.5 to 2 @ 11.5 [y=14.9][ 43%) EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace 60 PLF @ 11.5 to 60 @ 13.0 [y=14.91[ 43%] 4-'6,,, 0 -779 0.02 0.26 0.26 1 4 SPF #1/#2 26.58 5.75 @ 24" 14 PLF @ 0.0 to 14 @ 13.0 [y= 7.0)[ 0%) 6- 8 0 -691 0.01 0.13 0.14 1, 4 SPF #1/#2 52.89 -0.37 @ 24" 120.00 lbs. @ 3.5, 14.9 Angle=270 8- 9 0 -385 0.00 0.13 0.13 1 4 SPF #1/#2 52.91 0.37 @ 24" 288.00 Lbs. @ 7.5. 14.9 Angle=270 9-11 0 -429 0.00 0.02 0.03 1 4 SPF #1/#2 14.22 -5.00 @ 24" 120.00 Lbs. @ 11.5. 14.9 Angle=270 1- 3 671 0 -=-=Fictious Member=- SPF #1/##2 8.25 -0.28 ----- 5- --- 5- 7 676 0 0.15 0.21 0.36 1 4 SPF ##1/##2 25.11. -0.28 Diaph [Wind Load #2)[OC 24.00][OF 1.33][NM 11 .7-10 1132 0 0.26 0.21 0.47 1 4 SPF #1/#2 106.15 0.00 Diaph -25 PLF @ 0.0 to -25 @ 3.5 [y=14.9][ 65%] 10-12 0 0 0.00 0.21 0.21 1 4 SPF #1/#2 12.05. 0.00 Diaph 3 PLF @ 3.5 to 3 @ 11.5 [y=14.9][ 47%] 0- 1 0 -141 Plate Member PLATE MEMBER 0.50 -Vert- . ----- -25 PLF @ 11.5 to -25 @ 13.0 [y=14.9][ 65%) 0- 2 0 -676 -=-=Fictious Member=--- SPF #1/#2 0 8.98 5.15 .----- 14 PLF @ 0.0 to 14 @ 0.5 [y= 7.0)[ 0%) 2- 4 0 -762 = =Fictious Member=- SPF #1/#2 0 4.84 5.15 ----- 9 PLF @ 0.5 to 9 @ 13.0 [y= 7.0)[ 0%] 3- 5 677 0 = =Fictious Member=- SPF #1/#2 0 4.45 -0.28 ---- EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 6- 7 166 0 0.06 1 4 HF Stud 13.96 7- 8 0 -471 0.23 1 4 HF Stud 53.60 8-10 0 -779 0.38 1 4 HF Stud 53.62 9-10 48 0 0.02 2 4 HF Stud. 13.96 10-11 539 0 0.19 1 4 HF Stud 11.82 11-12 0 -571 0.11 1 4 HF Stud 9.67 2- 3 = =Fictious Member=- HF Stud •.00 26.58 ----- 4- 5 = =Fictious Member=- HF Stud .00 26.58 Node X -Loc Y -Loc Plate deflY(L) def1Y(T) dxL dxT 0 0.00 10.26 ---- ----- ---- ----- ---- ---- 1 0.00 10.22 W2X4 ---- ----- ---- ----- ---- ---- 2 0.69 10.56 ---- ----- ---- ----- ---- ---- 3 0.69 10.20 W3X8 ---- ----- ---- ----- ---- ---- 4 1.06 10.72 ---- ----- ---- ----- ---- ---- 5 1.06 10.20 0.00 L/999 0.00 L/999 0.00 0.00 6 3.09 11.59 W3X4 ---- ----- ---- ----- ---- ---- 7 3.15 10.15 W3X4 0.02 L/999 0.05 L/999 0.00 0.00 8 7.50 11.45 W3X4 ---- ----- ---- ----- ---- ---- 9 11.91 11.59 W3X4 ---- ----- ---- ----- ---- ---- 10 12.00 10.15 W3X8 0.01 L/999 0.01 L/999 0.01 0.02 11 13.00 11.13 W3X4 ---- ----- ---- ----- ---- ---- U4443-NUUbt ALLULINI OAKT LUHMAN 69 - A3 TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud :Lt Wedge 2x4 HF Stud::Rt Wedge 2x4 HF Stud: 10 PSF BC LIVE LOAD PER UBC. 4 0 5 8 lNIS UW6 PKtPAKtU VKUM CUMPLIUR INPUI (LUAU) 5 UIMM IUNb) SUUM1IItU UT IKU33 mrK. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST; CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. W04 W2X4(A1) = W2X4(A1) W3X8 III W3X8 III 0-5-8 0-5-8 I. 7-6-0 I 7-6-0 I R=555 U=180 W=5.5" 15-0-0 Over 2 Supports R=555 U=180 14=5.5" 0-5-8 10-0-0 PLT TYP. Wave TPI -95 Design Criteria: TPI STD "WARNING'" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND INSTITUTE,RE 583R DOONOFRiO ORH All SUITE 200. MADISONI+ONBR AC 53719),PUB OR SSADFEBTY PRACTICESU PRIOR ATO KO_D w PERFORMING TNESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP. CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. W `"IMPORTANT"' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO 5 0 5 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND _ A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS Of NDS (NATIONAL DESIGN W SPECIFICATION PUBLISHED BY THE AMERICA II FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALY. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * Apr 8 200 0 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ,R DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING _/` C1VI1, Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS 9TF r.I��FC�a\P Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER OF ANSI/TPI 1-1995 SECTION 2. CA/4/-/4/E TC LL 16.0 PSF TC DL 14.0 PSF 8C DL 7.0 PSF BC LL 0.0 -PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.375"/Ft. REF R6109-77388 DATE 04/28/00 D R W CAUSR6109 00119005 CA -ENG TSB/GWH SEON - 81971 FROM SB [00119005] (77388) [ALPINE) [UBC CODE] [A3] [] [TCLL 16.0)[TCDL 14.0][BCDL 7.0][BCLL 0.0][DF 1.25][OC 24.0][NM 1] [STD.AUTO.LOAD][OC 24.00][DF 1.25][NM 1] [X-Loc][React][Size) 60 PLF @ 0.0 to 60 @ 15.0 [y=16.6][ 53%] [ 0.46][ 555][0.46] [14.08)[ 555][0.46] 14 PLF @ 0.0 to 14 @ 15.0 [y= 7.0][ 0%] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace [UBC pass #2][OC 24.00)[DF 1.25][NM 1] 4- 6 128 -685 0.01 0.51 0.52 1 4 SPF #1/#2 83.90 5.06 Plywd 28 PLF @ 0.0 to 28 @ 15.0 [y=16.6]( 0%] 6- 8 128 -685 0.01 0.51 0.52 1 4 SPF #1/#2 83.90 -5.06 Plywd 34 PLF @ 0.0 to 34 @ 15.0 [y= 7.0)[ 59%] 1- 3 551 -88 -=-=Fictious Member=- SPF #1/#2 8.25 -0.12 ----- 5- --- 5- 7 552 -88 0.11 0.33 0.44 2 4 SPF #1/#2 77.30 -0.12 Diaph [Wind Load #2][OC 24.00][OF 1.33)[NM 11 7- 9 552 -88 0.11 0.33 0.44 2 4 SPF #1/#2 77.30 0.12 Diaph -22 PLF @ 0.0 to -22 @ 7.5 [y=16.6][ 64%] 11-13 551 -88 -=-=Fictious Member=— SPF #1/#2 35.71 -Bending Web- -22 PLF @ 7.5 to -22 @ 15.0 [y=16.6][ 64%] 0- 1 0 -89 Plate Member PLATE MEMBER 0.50 -Vert- ----- 14 PLF @ 0.0 to 14 @ 0.5 [y= 7.0][ 0%) 0- 2 78 -533 - =Fictious Member=- SPF #1/#2 0 8.95 5.06 ----- 14 PLF @ 14.5 to 14 @ 15.0 [y= 7.0]( O%] 2- 4 61 -563 -=-=Fictious Member=- SPF #1/#2 0 4.83 5.06 ----- 9 PLF @ 0.5 to 9 @ 14.5 [y= 7.0]( 0%] 3- 5 556 -89 -=-=Fictious Member=- SPF #1/#2 0 4.45 -0.12 ----- ---- 12-13 -_ 12-13 0 -89 Plate Member =-_- PLATE MEMBER 0.50 -Vert- ---- 10-12 78 -533 -=-=Fictious Member=- SPF #1/#2 0 8.95 -5.06 ----- 8-10 61 - -563 -=-=Fictious Member=— SPF #1/#2 0 4.83 -5.06 ----- 9-11 556 -89 - =Fictious Member=- SPF #1/#2 0 4.45 0.12 -;--- EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 6- 7 250 0 0.09 2 4 HF Stud 35.71 2- 3 -=-=Fictious Member=- HF Stud .00 83.90 ----- 4- 5 1-=-=Fictious Member=- HF 'Stud .00 83.90 ----- 10-11 -=-=Fictious Member=- HF Stud .00 83.90 ----- 8- 9 1-=-=Fictious Member=- HF Stud .00 83.90 ----- Node X -Loc Y -Loc Plate deflY(L) deflY(T) dxL dxT 0 0.00 10.26 ---- ----- ---- ----- ---- ---- 1 0.00 10.22 W2X4 ---- ----- ---- ----- ---- ---- 2 0.69 10.55 ---- ----- ---- ----- ---- ---- 3 0.69 10.21 W3X8 ---- ----- ---- ----- ---- ---- 4 1.06 10.71 ---- ----- ---- ----- ---- ---- 5 1.06 10.21 0.01 L/999 0.02 L/999 0.00 0.00 6 7.50 13.43 W4X4 ---- ----- ---- ----- ---- ---- 7 7.50 10.15 W2X4 0.01 L/999 0.02 L/999 0.00 0.01 8 13.94 10.71 ---- ----- ---- ----- ---- ---- 9 13.94 10.21 0.01 L/999 0.02 L/999 0.01 0.01 10 14.31 10.55 ---- ----- ---- ----- ---- ---- 11 14.31 10.21 W3X8 ---- ----- ---- ----- ---- ---- 12 15.00 10.26 ---- ----- ---- ----- ---- ---- (UL343-HUUSL ACCOUNI LAKY LOHMAN 39 - A4) IHIS U41G PRLPARLU FROM COMPUILR INPUI (LUAUS & UIMLNSIUNS) JUUPIIIILI) Dr IMlu3 I•IrM. TOP CHORD 2x4 SPF #1/#2 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, BOT CHORD 2x4 SPF #1/#2 LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, WEBS 2x4 HF Stud CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W4X4 5(— 53X4 % 5 T1-6-9 ju 0-5-8 +10-0-0 53X4 W2X4111 W2X4(A1) 4-10-11 _I_ 7-6-0 I 12-4-11 Over 2 Support R=447 U=180 W=5.5" R=470 U=180 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.375" Ft. "WARNING*' TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING.SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200. MADISON. MI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAtlE A PROPERLY ATTACHED RIGID CEILING. O�.SHED ) w F `y P q� �� TC TC LL DL 16.0 14.0 PSF PSF REF DATE R6109-77389 04/28/00 —IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION,CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO L([j 0. 5 BC DL 7.0 PSF DRW CAUSR6109 00119006 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NAT 1011 AL DESIGN E B C L L 0. 0 P S F CA -ENG TSB / G W H SPECIFICOF CONNECT OHS ARE MADESOFDBY 20GATHE ASTMMA653AGR40REST GAL V All STEEL, EXCEPTD PAPER AS NOTED AND T AP P LYACONNE CTORS TO * Apr 28 2000 * TOT LD. 37.0 PSF SEQN - 81892 Alpine Engineered Products, Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-7. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS� COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-]995 SECTION 2. �/` civil_ �P OF (`�tF OUR . FAC . 1.25 FROM c S B SPACING 24.0" [00119006] [77389) [ALPINE] CUBC CODE] [A4] [] (TCLL 16.0][TCDL 14.0)[BCDL 7.0][BCLL 0.0][DF 1.25)[OC 24.0][NM 1] (STO.AUTO.LOAD][OC 24.00][DF 1.25)[NM 1] [X-Loc][React][Size] 60 PLF @ 2.6 to 60 @ 15.0 [y=16.6][ 53%] [ 2.61][ 447][0.46] [).4,.54][ 470][0.46] 14 PLF @ 2.6 to 14 @ 15.0 [y= 7.0][ 0%] EndPts MaxTen MaxComp AXI, BND CSI GLC S Grade Length Pitch Brace [UBC pass #2]•[OC 24.00][DF 1.25][NM 1] _ 0- 3, 113 -517 0'.00 0.39 0.39 1 4 SPF #1/#2. 63.58 5.00 Plywd 28 PLF @ 2.6 to 28 @ 15.0 [y=16.6][ 0%] 3- 4 134 -554 0.01 0.73 0.74 1 4 SPF #1/#2 94.19 -5.17 Plywd 34 PLF @ 2.6 to 34 @ 15.0 [y= 7.0][ 59%] 1- 2 0 .0 0.00 0.36 0.36 2 4 SPF #1/#2 56.94 0.00 Diaph .2- 5 425 -85 0.08 0.36 0.44 2 4 SPF #1/#2 88.26 0.22 Diaph [Wind Load #2)[OC, 24.00][DF 1.33][NM 1] 4- 5 146 -438 -_-= Plate Member PLATE MEMBER 0.50 -Vert- ----- -26 PLF @ 2.6 to -26 @ 7.5 [y=16.6][ 66%] 4- 6 1 0 -=-=Fictious Member =- SPF #1/#2 0 3.51 -0.81 ----- -26`PLF @ 7.5 to -26 @ 15.0 [y=16.6]( 66%] 9 PLF @ 2.6 to 9 @ 15.0 [y= 7.0][ 0%] EndPts MaxTen MaxComp AXI, GLC S Grade Length Brace 0- 1 119 -435 0.08 1 4 HF Stud 12.71 0- 2 439 -84 0.15 1 4 HF Stud 54.54 2- 3 158 0 0.05 2 4 HF Stud 35.71 Node X -Loc Y -Loc Plate def1Y(L) deflY(T) dxL dxT 0 2.61 11.39 W3X4 ---- ----- -=-- ----- ---- ---- 1 2.61 10.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 2 7.35 10.15 W3X4 0.01 L/999 0.01 L/999 0.00 0.00 3 7.50 13.43 W4X4 ----- ---- ----- ---- ---- 4 14.71 10.32 ---- ----- ---- ----- ---- ---- 5 14.71 10.28. W2X4 0.00 L/999 0.00 L/999 0.00 0.00 u4343-MUUZ)t AULUU141 IXAKT LUMMAN 3y - A/) TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.50 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIP0699. SUPPORT HIP RAFTER WITH CRIPPLES AT 03-06-07 OC. W3 .. Y T. 1-6-9 W2X4 III W3X4 i WIYA(P) Al 1111) UWU rKLFAIQU PKUPI L,UPIruILK lurid (LUAU) & UIMLNJIUNJ) 3L)WII I Iry U1 ,,—. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. 10 PSF BC LIVE LOAD PER UBC. BUILDING DESIGNER 'IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W2X4(A1) I 4-4-6 I 3-4-8 I 4-7-.13 1 12-4-11 Over 2 Support R=431 U=180 W=5.5" 0-5-8 +10-0-0 R=458 U=180 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.375" Ft. ' "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO -HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO OR., SUITE 200. MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING 7HESE-FUNCTIO NS. UNLESS 0 HENNI SE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 0,% -ow y Fi P q� nj2 R1 T C TC L L DL 16 . 14 . 0 P S F 0 P S F R E F R6109-77390 DATE 04/28/00 —IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO R1 No 005 BC DL 7 .0 PSF DRW CAUSR6109 00119007 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH T 1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACCONFORMS WIT ING OF D11 APPLICABLE PROVISIONS F NDS O DESIGN THIS ESIGNER p B C LL 0. 0 P S F CA -ENG T S B/ G W H CHN ECTORSI ATITRUSSES. I CN FOE S AR EON P MAD ES0FO20GATASTMMA653AGR40R GAL V. STEEL, E XCEPTI ASI NOTED. TAP P(NATIONAL ALPINE LY CONNECTORS TO * A p r 28 2000 * TOT AD. 37 . 0 P S F SEAN - 81905 Alpine Engineered Products, Sacramento, CA 95828 Inc. EACH FACE OF TRUSS, AND UNLESS OTHERNI SE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINPONGS 160 A -Z. THE SEAL ON THIS DRANI NG INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING COMPONENBIFORES S1 L IRYANOYLPARTICULAREL FOR T EBTUSINGOTSC MP THE TR DESPONSIBIOLITY OF THE BUILDUIT,BNGIDESIGNAN 1)ERSEPER THIS ANSI/TPI 11995 SECTION 2. ,A "/ ClV I1. \P' 9TF�F CALtF1 OUR . FAC. 1.25 FR0M S13 SPACING 24.0" [00119007] [77390] [ALPINE] [UBC CODE] [A7] [] [TCLL 16.0] [TCDL 14.0] [BCDL 7.0] [BCLL 0.0] [DF 1.25] [OC 24.0] [NM 1] [No Plywood] [Std Calif Hip](OC 24.00][DF 1.25][NM 1] [X-Loc)[React][Size] ____= 60 PLF @ 2.6 to 60 @ 5.0 (y=16.41[ 43%] [ 2.61][ 431][0._46) [14.54][ 458][0.46] 2 PLF @ 5.0 to 2 @ 7.5 [y=16.4][ 43%] 2 PLF @ 7.5 to 2 @ 10.0 [y=16.4][ 43%] EndPts MaxTen MaxComp AXL END CSI GLC S Grade Length Pitch Brace 60 PLF @ 10.0 to 60 @ 15.0 [y=16.4][ 43%] 0- 3 90 -415 0.00 0.17 0.17 2 4 SPF #1/#2 .25.80 5.00 @ 24" 14 PLF @ 2:6 to 14 @ 15.0 [y= 7.0][ 0%] 3- 4 24 -40 0.00 0.17 0.1.7 2 4 SPF #1/#2 30.94 5.00 @ 24' 75.00 Lbs. @ .5.0, 16.4 Angle=270 3- 6 91 -373 0.00 0.42 0.42 1 4 SPF #1/#2 69.75 0.00 @ 24" 112.50 Lbs. @ 7.5, 16.4 Angle=270 5- 6 24 -40 0.00 0.17 0.17 2 4 SPF #1/#2 30.94 -5.00 @ 24" 75.00 Lbs. @ 10.0, 16.4 Angle=270 6- 8 163 -721 0.01 0.24 0.25 1 4 SPF #1/#2 56.41 -5.28 @ 24" _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _-_-_-_-_ 1- 2 0 0 0.00 0.17 0.17 2 4 SPF #1/#2 22.74 0.00 Diapt [UBC pass #2](OC 24.00][DF 1.25][NM 1] 2- 7 609 -137 0.13 0.17 0.30 2 4 SPF #1/#2 71.90 0.00 Diapt 28 PLF @ 2.6 to 28 @ 15.0 [y=16.4][ 0%) 7- 9 613 -135 0.13 0.17 0.30 2 4 SPF #1/#2 50.57 0.38 Diaph 34 PLF @ 2.6 to 34 @ 15.0 [y= 7.0][ 59%) 8- 9 106 -421 Plate Member =-_- PLATE MEMBER 0.50 -Vert- ----- .8-10 --- 8-10 1 0 -=-=Fictious Member=-=- SPF #1/#2 0 3.51 -0.81 ----- [Wind Load #2][OC 24.00][DF 1.33][NM 1] -26 PLF @ 2.6 to -26 @ 7.0 [y=16.4][ 66%] EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 3 PLF @ 7.0 to 3 @ 8.0 [y=16.4)[ 47%] 0- 1 82 -435 0.08 1 4 HF Stud 12.71 -26 PLF @ 8.0 to -26 @ 15.0 [y=16.4][ 66%) 0- 2 444 -104 0.15 2 4 HF Stud 21.62 9 PLF @ 2.6 to 9 @ 15.0 [y= 7.0][ 0%] 2- 3 87 -87 0.03 3 4 HF Stud 21.46 '2- 6 49 -250 0.20 1 4 HF Stud 71.18 6- 7 171 0 0.06 2 4 HF Stud 21.46 Node X -Loc Y -Loc Plate def1Y(L) def1Y(T) dxL dxT 0 2.61 11.39 W3X4 ---- ----- ---- ----- ---- ---- 1 2.61 10.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 2 4.50 10.15 W3X8 0.00 L/999 0.01 L/999 0.00 0.00 3 4.59 12.21 W3X4 --- ---- ----- ---- ---- 4 6.97 13.21 ---- ----- ---- ----- ---- ---- 5 8.03 13.21 --- ---- ----- ---- ---- 6 10.41 12.21 W3X8 --- ---- ----- ---- ---- 7 10.50 10.15 W2X4 0.01 L/999 0.03 L/999 0.00 0.01 8 14.71 10.32 ---- -- - - ---- ----- ---- ---- 9 14.71 10.28 W2X4 0.00 L/999 0.00 L/999 0.00 0.01 (02343 -HOUSE ACCOUNT GARY LOHMAN 39 - A5) TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W3X4 T 1-6-9 1 W3X4 W6X8 5(— THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.50 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 03-06-07 OC. --1 5 Krn T� — 0-5-8 10-0-0 W3X8 = W2X4 III W2X4 III W2X4(Al) I 2-4-6 I 5-4-8 I 4-7-13 I IE 12-4-11 Over 2 Supports R=431 U=180 W=5.5" R=458 U=180 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.375"/Ft.- .375" Ft. - TRUSSES TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO NIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'OIIOFRIO DR., SUITE 200. MADISON, HI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED O%-0 W. F` ^ 9� `7y TC TC LL DL 16.0 14.0 PSF PSF REF R6109-77391 DATE 04/28/00 STRUCTURAL PANELS.'B0TTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEIL IN G. ALPINE *`IMPORTANT`* FURIIISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TP 1: OR FABRICATIIIG, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN O. D5 BC BC DL ILL 7.0 0 PSF .0 P S F DRW CAUSR6109 CA -ENG 00119008 TSB / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO Apr 2 8 2000 * p * T 0 T . L D . 3 7 .0 PSF S E Q N - 81902 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACHFACE OF TRUSS, ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. TME SEAL ON THIS DRAWING INDICATES ACCEPTANCETHE OF PRUI'AOFESSIONAL ENGI HEERING OWENSITILFOR ITYANOYLPARTIEL CR THEAR BUMLDINGOMSOTHETREEPONSIBH IWN, COMP IL TY OF THE BUILDMNGIDESIGNERSEPER TNIS ANSI/TPI -1995 SECTION 2. I�lvlx. \Q' q pF CAIa�C�� D U R . FAC. 1.25 FR0M SB SPACING 24.0" [00119008] [77391) [ALPINE] [UBC CODE) [A5] [] [TCLL 16.0][TCDL 14.0][BCDL 7.0)[BCLL 0.0][DF 1.25][OC 24.0][NM 1) [No Plywood] [Std Calif Hip)[OC 24.00][DF 1.25][NM 1] [X-Loc][React][Size) 60 PLF @ 2.6 to 60 @ 5.0 [y=15.5][ 43%] [ 2.61][ 431][0.46) [14.54][ 458)(0.46] 2 PLF @ 5.0 to 2 @ 7.5 [y=15.5)[ 43%] 2 PLF @ 7.5 to 2 @ 10.0 [y=15.5][ 43%) EndPts MaxTen MaxComp AXIL BND CSI GLC S Grade Length Pitch Brace 60 PLF @ 10.0 to 60 @ 15.0 [y=15.51[ 43%] D- 3 0 -402 0.00 0.07 0.08 1 4 SPF #1/#2 25.80 5.00 @ 24" 14 PLF @ 2.6 to 14 @ 15.0 [y= 7.0)[ 0%] 3- 4 0 -353 0.00 0.52 0.53 1 4 SPF #1/#2 69.75 0.00 @ 24" 75.00 Lbs. @ 5.0, 15.5 Angle=270 4- 6 31 -704 0.01 0.29 0.30 1 4 SPF #1/#2 56.41 -5.28 ' @ 24" 112.50 Lbs. @ 7.5, 15.5 Angle=270 1- 2 0 0 0.00 0.08 0.08 1 4 SPF #1/#2 22.74 0.00 Diaph 75.00 Lbs. @ 10.0, 15.5 Angle=270 2- 5 590 -8 0.13 0.08 0.21 1 4 SPF #1/#2 71.90 0.00 Diaph 5- 7 594 -6 0.13 0.08 0.21 1 4 SPF #1/#2 50.57 0.38 Diaph [Wind Load #2][OC 24.00][DF 1.33](NM 1) 6- 7 68 -423 Plate Member PLATE MEMBER 0.50 -Vert- ----- -26 PLF @ 2.6 to -26 @ 5.0 [y=15.5)[ 66%] 6- 8 1 0 -=-=Fictious Member=- SPF #1/#2 0 3.51 -0.81 ----- 3 PLF @ 5.0 to 3 @ 10.0 [y=15.5][ 47%] -26 PLF @ 10.0 to -26 @ 15.0 [y=15.5][ 66%] EndPts MaxTen MaxComp AXIL GLC S Grade Length Brace 9 PLF @ 2.6 to 9 @ 15.0 [y= 7.0][ 0%] 0- 1 13 -435 0.08 1 4 HF Stud 12.71 0- 2 418 0 0.14 1 4 HF Stud 21.62 2- 3 34 =74 0.01 1 4 HF Stud 21.46 2- 4 19 -251 0.20 1 4 HF Stud 71.18 4- 5 66 0 0.02 1 4 HF Stud 21.46 Node X -Loc Y -Loc Plate deflY(L) def1Y(T) dxL dxT 0 2.61 11.39 W3X4 ---- - - -- ---- ----- ---- ---- 1 2.61 10.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 2 4.50 10.15 W3X8 0.00 L/999 0.01 L/999 0.00 0.00 3 4.59 12.21 W3X4 ---- ----- ---- ----- ---- ---- 4 10.41 12.21 W6X8 ---- ----- ---- ----- ---- ---- 5 10.50 10.15 W2X4 0.01 L/999 0.03 L/999 0.00 0.01 6 14.71 10.32 ---- ----- ---- ----- ---- ---- 7 14.71 10.28 W2X4 0.00 L/999 0.00 L/999 .0.00. 0.01 343-HUUSL ACCUUNI GARY LOHMAN 39 - C4 -b) TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. 0-5-8 0-5-8 W3X4(A1) [HIS DWG PRLPARLU FROM COMPUILR INPUI (LUAUS & UIMLNSIUNS) SUUMIIItU UT IKU» mrn. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 05-07-14 OC. W3X4 W3X4 = W04 =- 5f— 2 0-2 10-0-0 W3X4 = W4X4 - W2X4 III X4-5-7 _I_ 9-0-11-5-7 _1_ 9-0-11 13-5-8 Over 2 Supports R=543 U=180 W=5.5" R=434 U=180 PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.375" Ft. "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING IIISTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE �X.0 W, to Fj� �1` TC LL 16.0 PSF REF R6109-77392 INSTITUTE. 583 D'OIIOFR IO DR., SUITE 200, MADISON, NI 53719j. FOR SAFETY PRACTICES PRIOR TO Q' �� C PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED `G! �iP T C D L 14.0 P S F DATE 04/28/00 - STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. —IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED �(jj � BC DL 7.0 PSF DRW CAUSR6109 00119009 PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO 05 BUILD THE TRUSSES IN CONFOR (IAN CE NI TH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AMD C L L 0.0 P F CA T S B/ G W H A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN M B S -ENG SPECIFICATION PUBLISHED BY TOE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO A Apr 8 2000 * TOT. LD. 37.0 PSF SEQN - 81921 Alpine Engineered A 9582 Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHER "ISE LOCATED ON THIS DESIGN, POSITION COWNEC TORS PER DRAWINGS 16D A-2. THE SEAL ON THIS BRA INDICATES ACCEPTANCE OF PRDIESSIOIIAL ENGINEERING RfSPONSICOMPONENTIFORYANYLPARTICUF ORLAREBUILDINGOISOTHETREESPONSIBILLIGN IN. THE TY OF THE BUILDBINGI1)ESIGNERSEPER THIS ANSI/TPI 1 1995 SECTION 2. ,A _/` Cfvl1.. QTFpp CAL(F��a D U R .FAC . 1.25 F R 0 M S B SPACING 2 4.0 [00119009][77392][ALPINE][UBC CODE](C4-5] ❑ _ [TCLL 16.0][TCDL 14.0][BCDL 7.0][BCLL 0.0)[DF 1.25)[OC 24.0][NM 1] [No,Plywood] [Std Calif Hip] COC 24.00][DF 1.25][NM 1] [X-Loc][React][Size] ____= 60 PLF @ 0.0 to 60 @ 4.5 [y=15.3][ 43%] [ 0.00][ 543][0.46] [13.00][ 434][0.46] 2 PLF @ 4.5 to 2 @ 8.5 [y=15.3][ 43%] 60 PLF @ 8.5 to 68 @ 9.0 [y=15.3][.43%] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Braze 68 PLF @ 9.0 to 60 @. 9.5 [y=15.3][ 43%) 1- 3 0 -914 0.02 0.22 0.24 1 4 SPF #1/#2 49.64 5.32 @ 24" 2 PLF @ 9.5 to 2 @ 13.5. [y=15.3][ 43%] 3- 5 0 -799 0.02 0.17 0.18 1 4 SPF #1/#2 57.15 -0.34 @ 24" 60 PLF @ 13.5 to 60 @ 18.0 [y=15.3][ 43%] 5- 7 0 -987 0.03 0.17 0..19 1 4 SPF #1/#2 55.50 0.00 @ 24" 14 PLF @ 0.0 to 14 @ 13.5 [y= 7.0][ 0%] 2- 4 790 0 0.18 0.05 0.23 1 4 SPF #1/#2 46.08 -0.41 Diaph 120.00 Lbs. @ 4.5, 15.3 Angle=270 4- 6 1042 0 0.24 0.07 0.30 1 4 SPF #1/#2 59.95 0.00 Diaph 1'60,.12 Lbs. @ 8.5. 15.3 Angle=270 6- 8 0 0 0.00 0.07 0.07 1 4 SPF #1/#2 52.00 0.00 Diaph 160.12 Lbs. @ 9.5, 15.3 Angle=270 1- 2 45 -496 Plate Member PLATE MEMBER 0.50 -Vert- ----- 120.00 Lbs. @ 13.5, 15.3 Angle=2.70 0- 1 1 0 -=-=Fictious Member=-=- SPF #1/#2 0 3.51 0.81 ---- [Wind Load #2][OC 24.00][OF 1.33][NM 1] EndPts MaxTen MaxComp AXL GLC S Grade Length Brace -24 PLF @ 0.0 to -24 @ 4.5 [y=15.3][ 65%) 3- 4 135 0 0.05 1 4 HF Stud 18.85 3'PLF @ 4.5 to 3 @ 10.5 [y=15.3)[ 47%) 4- 5 0 -265 0.15 1 4 HF Stud 58.98 -13 PLF @ 10.5 to -13 @ 13.5 [y=15.3)[ 60%] 5- 6 20 -330 0.06 1 4 HF Stud 17.10 9 PLF @ 0.0 to 9 @ 13.5 [y= 7.0)[ 0%] 6- 7 1061 0 0.37 1 4 HF Stud 51.43 7- 8 0 -406 0.08 1 4 HF Stud 17.10 Node X -Loc Y -Loc Plate def1Y(L) deflY(T) dxL. dxT 0 0.00 10.30 ---- ----- ---- ----- ---- ---- 1 0.29 10.32 ---- ----- ---- ----- ---- ---- 2 0.29 10.28 W3X4 0.00 L/999 0.00 L/999 0.00 0.00 3 4.07 12.00 W3X4 ---- ----- ---- ----- ---- ---- 4 4.13 10.15 W3X4 0.02 L/999 0.04 L/999 0.00 0.00 5 8.83 11.86 W3X4 ---- r---- ---- ----- ---- ---- 6 9.12 10.15 W4X4 0.02 L/999 0.06 L/999 0.00 0.01 7 13.46 11.86 W4X4 - ---- ----- ---- ----- ---- (02343 -HOUSE ACCOUNT GARY LOHMAN 39 - C6-5) TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.50 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 03-06-07 OC. W3X4 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. 10 PSF BC LIVE LOAD PER UBC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W6X8 s 5 -..X4 T 2-4-0 10-0-0 4 III W3X4(A1) -5-/ _1_ 5-4-8 -1_1-7-9 13-5-8 Over 2 Supports R=500 U=180 W=5.5" R=469 U=180 PLT TYP. Wave TPI -95 Ft. Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.375" `*WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND TNSTITUTE.REFER TPI USS ATO TAHAD]SOLLING NNDWBRAC53719),PUFORSSAHE DFETY W.[•L� TC LL 16.0 PSF R E F R6109-77393 583 D ONOFRIO DR., SUITE 200DLING PRACTICESY PRIOR P q� O� PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE PROPERLY RIGID TC DL 14.0 PSF DATE 04/28/00 A ATTACHED CEILING. "'IMPORTANT'* FURNISH A.COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF DRW CAUSR6109 00119010 PRODUCTS, INC. SHALL NOT 8E RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO 0. 8 05 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING. INSTALLING AND B C 0.0 P S F C A -ENG TSB G W H A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN E L L / By SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AHD TPI. ALPINE CONNECTORS ARE MADE OF ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO r 2 B 2000 * p * TOT . L D . 3 7.0 P S F S E Q N - 81924 Alpine Engineered Products, Inc. SOCr8111ent0, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A- ,. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMP ON EIIT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 11995 SECTlotI 2. C1II-�Q' OF (`AL,IF D U R . FAC. 1.25 FROM SB SPACING 24.0" [00119010] [77393] [ALPINE] [UBC CODE] [C6-5] [] [TCLL 16.0][TCDL ,14.0][BCDL 7.0][BCLL 0.0][OF 1.25][OC 24.0][NM 1] [No Plywood] [Std Calif Hip][OC 24.00][DF 1.25][NM 1] [X-Loc][React][Size] ===== 60'PLF @ 0.0 to 60 @ 6.5 [y=16.1][ 43%] [ 0.00][ 500][0.46] [13.00][ 469][0.46] 2 PLF @ 6.5 to 2 @ 9.0 [y=16.1][ 43%] 2 PLF @ 9.0 to 2 @ 11.5 [y=16.1][ 43%] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace 60 PLF @ 11.5 to 60 @ 13.5 [y=16.1][ 43%] 1- 3 44 -717 0.01 0.55 0.56 1 4 SPF #1/#2 75.64 5.21 @ 24" 14 PLF @ 0.0 to 14 @ 13.5 [y= 7.0][ 0%] 3- 5 11 -587 0.01 0.54 0.55 1 4 SPF #1/#2 69.75 0.00 @ 24" 75.00 Lbs. @ 6.5, 16.1 Angle=270 5- 7 0 2259 0.00 0.04 0.05 1 4 SPF #1/#2 20.45 -5.00 @ 24" 112.50 Lbs. @ 9.0, 16.1 Angle=270 2- 4 589 -13 0.12 0.25 0.37 2 4 SPF #1/#2 70.07 -0.27 Diaoh 75.00 Lbs. @ 11.5, 16.1 Angle -270 4- 6 247 0 0.05 0.25 0.30 2 4 SPF #1/#2 71.90 0.00 Dia3h 6- 8 0 0 0.00 0.15 0.15 2 4 SPF #1/#2 16.05 0.00 Diaph [UBC pass #2][OC 24.00][DF 1.25][NM 1] 1- 2 87 -465 Plate Member PLATE MEMBER 0.50 -Vert- ----- 28 PLF @ 0.0 to 28 @ 13.5 [y=16.1][ 0%] 0- 1 1 0 = =Fictions Member=-=- SPF #1/#2 0 3.51 0.81 ----- 34 PLF @ 0.0 to 34 @ 13.5 [y= 7.0][ 59%] EndPts MaxTen MaxComp AXL GLC S Grade Length Brace [Wind Load #2][OC 24.00][OF 1.33][NM 1] 3- 4 74 -64 0.03 2 4 HF Stud 28.85 -24 PLF @ 0.0 to -24 @ 6.5 [y=16.1][ 65%) 4- 5 376 -20 0.13 1 4 HF Stud 73.57 3 PLF @ 6.5 to 3 @ 11.5 [y=16.1][ 47%) , 5- 6 34 -275 0.06 1 4 HF Stud 28.85 -24 PLF @ 11.5 to -24 @ 13.5 [y=16.1][ 65%] 6- 7 404 0 0.14 1 4 HF Stud 25.47 9 PLF @ O.O,to 9 @ 13.5 [y= 7.0][ 0%], 7- 8 0 -478 0.10 1 4 HF Stud 22.17 =__________-_-_-___________ Node X -Loc Y -Loc Plate deflY(L) def1Y(T) dxL dxT 0 0.00 ' 10.30 ---- ---- ---- --- ---- ---- 1 0.29 10.32 ---- ----- ---- ----- ---- ---- 2 0.29 10.28 W3X4 0.00 L/999 0.00 L/999 0.00 0.00 3 6.07 12.83 W3X4 ---- ----- ---- ----- 4 6.13 10.15 143X4 0.01 L/999 0.03 L/999 0.00 0.00 5 11.89 12:83 W6X8 ---- ----- ---- ----- ---- ---- 6 12.12 10.15 W3X4 0.00 L/999 0.01 L/999 0.00 0.01 7 13.46 12.18 W3X4 ---- ----- ---- ----- ---- ---- f UZ343-HUUJt AUUUUN1 GARY LOHMAN 39 - C8-5 TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud (DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.50 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 03-06-07 OC. 0-5-8 flits DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUUMIIItU UT IMUa�, MUM. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. 10 PSF BC LIVE LOAD PER UBC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W3X8 (R) /// 1- W3X4(A1) =- 1— I. 8-5-7 I 3-4-8 —1-1-7-9-1 fE 13-5-8 Over 2 Supports R=500 U=180 W=5.5" R=469 U=180 S PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.375" Ft. "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIO -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR.. SUITE 200, MADISOII, NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATEACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 0%-D w yn Fy Q` ?� GIP �� �y TC TC LL DL 16.0 14.0 PSF P S F REF R6109-77394 DATE 04/28/00 DRW CAUSR6109 00119011 "IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO d' No. 8 05 'ro BC DL 7.0 PSF CA -ENG TSB / G W H A L P I N E BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN x pD BC LL 0.0 PSF SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT A5 NOTED. APPLY CONNECTORS TO p r * T 0 T . L D . 3 7 .0 PSF S E 0 N - 81927 Alpine Engineered Products, $flCl'flil1011lO, CA 95828 Inc. EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED 011 THIS DESIGN, POSITION CONNECTORS PER DRANI NGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR TME TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 11995 SECTION 2. �/` civil_ \P' Q% O OF QALkf OUR . FAC. 1.25 FR0M SB SPACING 24.0" [00119011] [77394) [ALPINE] [UBC CODE] [C8-5) [] [TCLL 16.0)(TCDL 14.0][BCDL 7.0)[BCLL 0.0][DF 1.25][OC 24.0)[NM 1] (No Plywood] [Std Calif Hip][OC 24.00][DF 1.25][NM 1) [X-LOC][React][Size] _____ 60 PLF @ 0.0 to 60 @ 6:5 [y=17.0][ 43%] [ 0.00]( 500)(0.46] [13.00][ 469][0.46] 14 PLF @ 0.0 to 14 @ 13.5 (y= 7.0)[ D%] 2 PLF @ 6.5 to 2 @ 9.0 [y=17.0][ 43%] EndPts MaxTen MaxComp AXL 8ND CSI GLC 5 Grade Length Pitch Brace 2.PLF @ 9.0 to 2 @ 11.5 [y=17.0][ 43%] 1- 3 152 -729 0.01 0.49 0.51 1 4 SPF #1/#2 75.64 5.21 @ 24" 60 PLF @ 11.5 to 60 @ 13.5 [y=17.0][ 43%] 3- 5 22 -40 0.00 0.17 0.17 2 4 SPF #1/#2 30.94 5.00 @ 24" 75.00 Lbs. @ 6.5, 17.0 Angle=270 3- 7 115 -602 0.01 0.43 0.44 1. 4 SPF #1/#2 69.75 0.00 @ 24" 112.50 Lbs. @ .9.0, 17.0 Angle=270 6- 7 22 -40 0.00 0.17 0.17 2 4 SPF #1/#2 30.94 -5.00 @ 24" 75.00 Lbs. @ 11.5, 17.0 Angle=270 7- 9 45 -264 0.00 0.17 0.17 2 4 SPF #1/#2 20.45 -5.00 @ 24" 2- 4 604 -117 0.13 0.24 0.37 2 4 SPF #1/#2 70.07 -0.27 D1,aph [UBC pass #2][OC 24.00][DF 1.25][NM 1] 4- 8 262 -61 0.06 0.24 0.30 2 4 SPF #1/#2 71.90 0.00 Diaph 28 PLF @ 0:0 to 28 @ 13.5 [y=17.0][ 0%) 8-10 0 0 0.00 0.15 0.15 2 4 SPF #1/#2 16.05 0.00 Diaph 34 PLF @, 0.0 to 34 @ 13.5 [y= 7.0)[ 59%) . 1- 2 119 -463 --= Plate Member PLATE MEMBER 0.50 -Vert- ----- 0- --- 0- 1 1 0 -=-=Fictious Member=-=- SPF #1/#2 0 3.51 0.81 ----- [Wind Load #2][OC 24.00)[DF 1.33][NM 1] -24 PLF @ 0.0 to -24 @ 8.5 [y=17.0][ 65%] EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 3 PLF @ •8.5 to 3 @ 9.5 [y=17.0)[ 47%] 3- 4 83 -66 0.03 3 4 HF Stud 28.85 -24 PLF @ 9.5 to -24 @ 13.5 [y=17.0][ 65%) 4- 7 375 -59 0.13 1 4 HF Stud 73.57 9 PLF @ 0.0 to 9 @ 13.5 .[y= 7.0][ 0%] 7- 8 124 -295 0.07 1 4 HF Stud 28.85 8- 9 439 -91 0.15 2 4 HF Stud 25.47 9-10 72 -478 0.10 1 4 HF Stud 22.17 Node X -Loc Y -Loc Plate deflY(L) deflY(T) dxL dxT 0 0.00 10.30 ---- ----- ---- ----- ---- ---- 1 0.29 10.32 ---- ----- ---- ----- ---- ---- 2 0.29 10.28 W3X4 0.00 L/999 0.00 L/999 0.00 0.00 3 6.07 12.83 W3X4 ---- ----- ---- ----- ---- ---- 4 6.13 10.15 W3X4 0.01 L/999 0.03 L/999 0.00 0.01 5 8.45 13.82 ---- ----- ---- ----- ---- ---- 6 9.51 13.82 ---- ----- ---- ----- ---- ---- 7 11.89 12.83 W3X8 ---- ----- ---- ----- ---- ---- 8 12.12 10.15 W3X4 0.00 L/999 0.01 L/999 0.00. 0.01 9 13.46 12.18 W3X4 ---- ----- ---- ----- ---- ---- kV4343-HUUDt A0,UU141 UAKT LUPIMA14 .Sy - L1) TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. a 0 5 8 IHIJ UWU YKtF'AKtU rKUM LUMFUItK IINYUI (LUAU) & UIPIt1N3IVIN3) 3UDV1111LU D1 ImUja run. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. 10 PSF BC LIVE LOAD PER UBC. W04 W3X4(A1) -11-12 _1_ 4-5-12 13-5-8 Over 2 Supports R=509 U=180 W=5.5" I� R=487 U=180 PLT TYP. Wave TPI -95 Design Criteria: TPI STD "WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR., SUITE 200. MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNL E55 OTHERWISE INDICATED, TOP CM ORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "'IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND ALPINE BRAC.I HG OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NAT '0 HAL DESIGN SPECIFICATION PU8LISHEO BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE 7 CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INOIC TES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR TNI TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS SOcrBlttent0, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. T 2-4-0 10-0-0 �pLD W. n o. 05 E 0 * pr 28 2000 S'T CIVIL �P CF CAUV: CA/4/-/4/E TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.375"/Ft. REF R6109-77395 DATE 04/28/00 DR W CAUSR6109 00119012 CA -ENG TSB/GWH SEQN - 81914 FROM SB [00119012) [77395] [ALPINE] [UBC CODE) [C1] [] [TCLL 16.0][TCDL 14.0][BCDL 7.01[BCL L 0.0)[DF 1.25](OC 24.0][NM 1] a [STO.AUTO.LOAD][OC 24.00][DF 1.25][NM 1] [X-Loc](React](Size) _____ 60 PLF @ 0.0 to 60 @ 13.5 [y=17.2][ 53%] [ 0.00][ 509)[0.46) [13.00][ 487][0.46] 14 PLF @ 0.0 to 14 @ 13.5 [y= 7.0][ 0%] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace [UBC pass #2][OC 24.00][DF 1.25].[NM 1] 1- 3 227 -835 0.01 0.26 0.27 1 4 SPF #1/#2 56.65 5.28 Plywd 28 PLF @ 0.0 to 28 @ 13.5 [y=17.2][ 0%) 3- 4 92 -484 0.00 0.26 0.26 1 4 SPF #1/#2 56.76 5.00 Plywd 34 PLF @ 0.0 to 34 @ 13.5 [y= 7.0][ 59%] 4- 6 89 -474 0.00 0.32 0.33 1 4 SPF #1/#2 58.23 -5.00 Ply'wd 2- 5 728 -190 0.12 0.42 0.54 2 4 SPF #1/#2 104.26 -0.18 Dia ph [Wind Load #2](OC 24.00)[OF 1.33)[NM 1] 5- 7 0 0 0.00 0.42 0.42 2 4 SPF #1/#2 53.75 0.00 Dia3h -24 PLF @ 0.0 to -24 @ 9.0 [y=17.2][ 65%] 1- 2 139 -443 Plate Member PLATE MEMBER 0.50 -Vert- ----- -24 PLF @ 9.0 to -24 @ 13.5 [y=17.2][ 65%]" 0- 1 1 0 -=-=Fictious Member=- SPF #1/#2 0 3.51 0.81 ----- 9 PLF @ 0.0 to 9 @ 13.5 (y= 7.0][ 0%] EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 3- 5 140 -373 0.19 1 4 HF Stud 54.42 4- 5 194 0 0.07 2 4 HF Stud 43.10 5- 6 428 -69 0.15 1 4 HF Stud 53.33 6- 7 109 -474 0.10 1 4 HF Stud 22.17 Node X -Loc Y -Loc Plate deflY(L) deflY(T) dxL dxT 0 0.00 10.30 ---- ----- ---- ----- ---- ---- 1 0.29 10.32 ---- ----- ---- ----- ---- ---- 2 0.29 10.28 W3X4 0.00 L/999 0.00 L/999 0.00 0.00 3 4.61 12.22 W2X4 ---- ----- ---- ----- ---- ---- 4 8.98 14.04 W4X4 ---- ----- ---- ----- ---- ---- 5 8.98 10.15 W3X8 0.01 L/999 0.02 L/999 0.00 0.01 6 13.46 12.18 W3X4 ---- ----- ---- ----- ---- - - - VKJ43-MUUJC A1•L•UUIVI UAKT LVI-IMA14 J`l - I Z) TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. 0 :5 - 8 0-5-8 W3X4(A1) 1111) UWU F'KtF'ARtU rKUM LUMF'UItK IWYIII (LUAU) & UIMtINJIVINJ) JUDPII I ILU DI IMU33 rIFM. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. 10 PSF BC LIVE LOAD PER UBC. W4X4 =- W2X4 W2X4 5F— --15 0-5-8 10-0-0 W3X8 W3X4(A1) 1— 8-11-12 I 8-11-12 I 17-11-8 Over 2 Supports R=664 U=180 W=5.5 R=664 U=180 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.375" Ft. "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. TO H10-91 (HANDLININSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE 0- 0) w y Fy T C L L 16.0 P S F R E F R6109-77396 INSTITUTE .REFER E 00. MAG RACTICES PRIOR TO PERFORMING 'UK CTI ONSDRUNLE SSTOTHERXISEDI NDICATED, TOPICHORDFSNALLFMAY EETY PPROPERLY P� TC DL 14.0 P S F DATE 04/28/00 ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTAC TIED RIGID CEILING. `"IMPORTANT" FURNISH A COPY OF THIS DESIGN TO TME INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF DRW CAUSR6109 00119013 PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO O. 8 0 BUILD THE TRUSSES IN CONFORMANCE WI TN TPI; OR FABRICATING, HANDLING, SMI PPING. INSTALLING AND P TSB G W H ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN E B C L L 0.0 S F CA -ENG / SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO Apr 2 B 2000 * p TOT . L D . 3 7.. 0 P S F S E Q N -` 81911 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHE RW LOCATED ON THIS DESIGN, POCONNECTORS PER DRAWINGS 160 A - Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR TME TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS ANSI/TPI 1-11995N SECTIOONCZL AR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER 'A "/` Civil. �P' OF C�1�O�� D U R . FAC . 1.25 FROM SB SPACING 24.0" [00119013] [77396] (ALPINE] [UBC .CODE] [C2) () [TCLL, 16.0](TCDL 14-0][BCDL 7.0][BCLL 0.0][DF 1-25][OC 24.0][NM 1] [STO.AUTO.LOAD](OC 24.00][OF 1.25][NM 1] [X-Loc][React][Size] 60 PLF @ 0.0 to 60 @ 18.0 [y=17.2][ 53%) ( 0.00][ 664][0.46] [17.50][ 664)[0.46] 14 PLF @ 0.0 to .14 @ 18.0 [y= 7. ][ 0%] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace [UBC pass #2][OC 24.00][DF 1:25][NN, 1- 3 .210 -1203 0.02 0.24 0.26 1 4 SPF #1/#2 56.65 5.28 Plyw�d 28 PLF @ 0.0 to 28 @ 18.0 y=17.2][ 0%] 3- 4 105 -865 0.01 0.24 0.25 1 4 SPF #1/#2 56.76 5.00 Plywd 34 PLF @ 0.0 to 34 @ 18.0 [y= ][ 59%] 4- 6 105 -865 0.01 0.24 0.25 1 4 SPF #1/#2 56.76 -5.00 Plywd 6- 7 210 -1203 0.02 0.24 0.26 1 4 SPF #1/#2 56.65 -5.28 Plyw-d [Wind Load #2][OC 24.00][DF 1.33] NM.I] 2- 5 1063 -178 0.19 0.56 0.75 2 4 SPF #1/#2 104.26 -0.18 Diaph -19 PLF @ 0.0 to -19 @ 9.0 [ -17.2][ 63%] 5- 8 1063 -178 0.19 0.56 0-75 2 4 SPF #1/#2 104.26 0.18 Diaph -19 PLF @ 9.0 to -19 @ 18.0 =17.21[ 63%) 1- 2 122 -596 _ = Plate Member PLATE MEMBER 0.50 -Vert- ----- 9 PLF @ 0.0 to 9 @ 18.0 y= 7.01[ 0%] 0- 1 1 0 - =Fictious Member=-=- SPF #1/#2 0 3.51 0.81 ----- 7- --- 7- 8 122 -596 _ = Plate Member PLATE MEMBER 0.50 -Vert- ----- 7- 9 1 0 - =Fictious Member=- SPF #1/#2 0 3.51 -0.81 ----- EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 3- 5 108 -353 0.18 1 4 HF Stud 54.42 4- 5 464 0 0.16 2 4 HF Stud 43.10 5- 6 108 -353 -0.18 1 4 HF Stud 54.42 Node X -Loc Y -Loc Plate def1Y(L) def1Y(T) dxL dxT 0 0.00 10.30 ---- ----- --- ---- ---- 1 0.29 10.32 ---- ----- ---- ----- ---- ---- 2 0.29 10.,28 W3X4 0.00 L/999 0.00 L/999 0.00 0.00 3 4.61 12.22 W2X4 ---- ----- ---- ----- ---- ---- 4 8.98 14.04 W4X4 ---- ----- --- ---- ---- 5 8.98 10.15 W3X8 0.03 L/999 0.07 L/999 0.01 0.01 6 13.35 12.22 W2X4 ---- ----- ---- ----- ---- ---- 7 17.67 10.32 ---- ----- ---- ----- ---- ---- 8 17.67 10.28 W3X4 0.00 L/999 0.00 L/999 0.01 0.03 UZ343-NUUSt ALLUUNI UAKY LUMMAN 39 - CS TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. #1 HIP SUPPORTS 08-00-00 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. 0 5-8 W 4 X 4 W8X10 IRIS DWG PRLPARLU [RUM CUMPUItR INF'UI (LUAUS 6 UIMLK,1UNS) JUOM111tu UT iMuZ.a rirM. 2 Complete Trusses Required 1 - . NAILING SCHEDULE: (16d—box—nails) TOP CHORD: 1 ROW @ 10" o.c. BOT CHORD: 1 ROW @ 12" o.c. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. 10 PSF BC LIVE LOAD PER UBC USE SAME DESIGN FOR ONE -PLY COMMON HIP TRUSSES .@ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 0.98 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO -FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 01-04-10 OC. 5 f__ ___1 5 if J_ Fzz 0-5-8 10-0-0 19 W3X4= W2X4111 W3X4(A1) W3X4(Al) 1, 7-11-11 I 2-4-0 I 7-7-13 1 R=1445 U=180 W=5.5" 17-11-8 Over 2 Support R=1445 U=180 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.375" Ft. - "NARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BR STITUTE,REFER 583 DOONOFRIO DR -91 HAIL SUITE 200 DLING TALLING MAOISON�IOWI AC 53719).PUFOR PUBLISHED TY PRACTICESY TPI USS PRIOR ATE TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT" FURNISH A COPY OF THIS DE SIG. TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO t- �O�D w A `� �iP �� w' m O. 8 0 TC LL T C D L BC DL 16,0 14.0 7.0 PSF PSF PSF REF R6109-77397 DATE 04/28/00 DRW CAUSR6109 0011.9014 A L P X N E BUILD THE TRUSSES IN CONFORMANCE WITH TP1; OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN r BC LL 0.0 P S F CA -ENG T S B/ G W H A SS LP 114 CO NNE CTOR SS P EC F1 ATI AREPMAOESOFD20GATASTH A653AGR40REST AND GALV. STEELER E X CE PTI AS NOTED, T APPLYACONNECTORS TO ♦ P 2 8 2 0 0 0 TOT. LD. 37.0 PSF S E O N - 81908 Alpine Engineered Products, $8Ci8111C11f0, CA 9828 Inc. EAC. FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBCOMPONENTIFORYANOYLPARTICELY R THE EAR BTR SS GOISOTHETRDESPONSISHOITY OF THE WN THE SU.TAB IDESIGNERSEP0 THIS ANSI/TPI 11995 SECTION 2. R C'VI� �/' \P' 9t�.OF CAL(f��� O U R . FAC . 1.25 FR0M SB SPACING 24.0" [00119014] [77397] [ALPINE] [UBC CODE] [C8] [] [TCLL 16.0][TCDL 14.0][BCOL 7.0][BCLL 0.0)[DF 1.25][OC 24.0][NM 21 [No Plywood] * Indicates Forces Per Ply - [Calif #1 Hip ][OC 24.00][DF 1.25][NM 2) =====Bearings=x= [X-Loc][React](Size) 60 PLF @ 0.0 to 60 @ 8.0 [y=16. [ 43%] [ 0.00][ 1445][0.46) [17.50][ 1445][0.46] 116 PLF @ 8.0 to 130 @ 9.0 .[y=1b. [ 43%] 130 PLF @ 9.0 to 116 @ 10.0 [y=1 [ 431] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace 60 PLF @ 10.0 to 60 @ 18.0 [y=16.8 [ 43%] 1- 3 * 46 *-1355 0.04 0.96 0.99 2 4 SPF #1/#2 95.41 5.17 @ 24" 34 PLF @ 0.0 to 34 @ 8.0(y= 0 [ 0%] 3- 5 * 28 *-1203 0.04 0.41 0.45 1 4 SPF #1/#2 33.25 0.00 @ 24" 34 PLF @ 8.0 to 34 @ 10.0 [y= 7.0 [ 0%] 5- 7 * 46 *-1356 0.04 0.95 0.99 2 4 SPF #1/#2 95.41 -5.17 @ 24" 34 PLF @ 10.0 to 34 @ 18.0 [y 7.0 [ 0%] 2- 4 * 1203 * -28 0.16 0.33 0.50 3 4 SPF #1/#2 88.31 -0.22 Diaph 539.08 Lbs. @ 8.0, 16.8 Angl =270 4- 6 * 1200 * -28 0.16 0.31 -0.47 3 4 SPF #1/#2 33.65 0.00 Diaph 539.08 Lbs. @ 10.0, 16.8 Ang a=270 6- 8 * 1203 * -28 0.17 0.33 0.49 3 4 SPF #1/#2 86.56 0.22 Diaph 1- 2 * 53 * 650 Plate Member PLATE MEMBER 0.50 -Vert- ----- (Std Calif Hip)[OC 24.00)[DF 1 25](NM ] 0- 1 * 1 * 0 -=-=Fictious Member=-=- SPF #1/#2 0 3.51 0.81 ----- 60 PLF @ 0.0 to 60 @ 8. [y=16.8 [.43%] 7- 8 * 53 * -650 _ = Plate Member PLATE MEMBER 0.50 -Vert- 2 PLF @ 8.0 to 2 @ 9. [y=16.8 [ 43%] 7 9 * 1 * 0 = =Fictious Member= = SPF #1/#2 0 3.51 0.81 r 2 PLF @. 9.0 to 2 @ 10.0 [y=16.8 [ 43%] 60 PLF @ 10.0 to 60 @ 1 .0 [y=16.8 [ 43%] EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 14 PLF @ 0.0 to 14 @ 8.0 [y= 7.0 [ 0%] 3- 4 * 88 * 0 0.06. 3 4 HF Stud 36.46 29.38 Lbs. @ 8.0, 16. Angle=270 4- 5 * 4 * 0 0.00 3 4 HF Stud 47.14 17.26 Lbs. @ 9.0, 16. Angle=270 5- 6 * 86 * 0 0.06 3 4 HF Stud 36.46 29.38 Lbs. @ 10.0, 16.8 Angle=270 Node X -Loc Y -Loc Plate deflY(L) deflY(T) dxL dxT [UBC pass #2][OC 24.00 [DF 1 25][NM 1] 0 0.00 10.30 ---- ----- ---- ----- ---- ---- 28 PLF @ 0.0 to @ 18.0 [y=16.8][ 0%] 1 0.29 10.32 ---- ----- ---- ----- ---- ---- 34 PLF @ 0.0 to 4 @ 18.0 [y= 7.0][ 59%] 2 0.29 10.28 W3X4 0.00 L/999 0.00 L/999 0:00 0.00 =-_ _-_-_-__________ _________________ 3 7.59 13.46 W4X4 ---- ----- ---- ----- ---- ---- ,[Wind Load #2][OC 2 .00][DF 1.33][NM 2] 4 7.65 10.15 W3X4 0.03 L/999 0.08 L/999 0.00 0.01 -19 PLF @ 0.0 to -19 @ 8.0 [y=16.8][ 63%] 5 10.36 13.46 W8X10----.----- ---- ---- ---- 4 PLF @ 8.0 t 4 @ 10.0 [y=16.8][ 46%] 6 10.45 10.15 W2X4 0.03 L/999 0.08 L/999 0.01 0.02-19.PLF @ 10.0 -19 @ 18.0 [y=16.8][ 63%] 7 17.67 10.32 ---- ----- ---- ----- ---- ---- 9 PLF @ 0.0 o 9 @ 18.0 [y= 7.0][ 0%] 8 17.67 10.28 W3X4 0.00 L/999 0.00 L/999 0.01 0.03 tvc343-nvu3C. m,.uuuiii UHKT Lunl-IHIN 37 - UZI) TOP CHORD 2x4 SPF 1650f -1.5E :T2 2x4 SPF #1/#2: BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, - CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. 10 PSF BC LIVE LOAD PER UBC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2,1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 05-07-14 OC. ****** TRUSS NOT DESIGNED SYMMETRICALLY ****** ****** DO NOT TURN TRUSS END FOR END ******* W4X5 5 1- 0-5-8 W4X6 (B1) W3X4 (R) III 7 11 11 R=2521 U=180 W= W3X8 5X6 IK13 UWU YKtYAKtu rKUPI L.UPIYuItK InruI tLUHU3 d UII'ICI131VW3) 3--,i �����• 2 Complete Trusses Required NAILING SCHEDULE: (16d—box—nails) TOP CHORD: 1 ROW @ 10" o.c. BOT CHORD: 1 ROW @ 12" O.C. WEBS : 1 ROW @' 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. #1 HIP SUPPORTS 08-00-00 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. BUILDING DESIGNER IS RESPONSIBLE FOB CONVENTIONAL FRAMING. T2 W-3 X4 X10 5 (A) W4X4 = W2X6'' W2X4(A1) 1� 11-5_I 7_11 30-0-0 Over 2 Supports J R=2891 U=180 W=5.5" 0-5-8 �10-0-0 PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.25" Ft. **WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE Off -W. t, 01 TC LL 16.0 PSF REF 86109-77398 INSTITUTE. 583 D'ONOFRIO DR.. SUITE 200, MADISON, 111 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OT HERMI SE INDICATED, TOP CHORD SHALL NAVE PROPERLY ATTACHED ` GiP �� �� TC DL 14.0 P S F DATE 04/28/00 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �(Jj **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED N C BC DL 7.0 PSF DRW CAUSR6109 00119015 PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND AL P I N E BRACING SPECIFICOF TRUSSES. THIS DESIGN CONFORMS NITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN BC LL 0.0 PSF CA ENG TSB/GWH CONNECTLPINE ORSAT I AREPMADESOFHE 020GATASTMMA653AGR40REST GALV. STE E L ER E X CEPTI ASI N 0TED' TAPPLYAC ON HECTORS TO A p 2000 TOT . LD. 37.0 P S F S E Q N - 81974 EACH FACE OF TRUSS, AND UNLESS OTHERNI SE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER (� c DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING �/` Civil- \P DUR . FAC. 1.25 - FROM SB US Alpine Engineered Products, Inc. RESPONSICOMPONENTIFORMANDYLPARTICULAREL FOR SBUILDING0IIS THETDESIGN SHOWN. THE REESPONSIBILLITY OF THE BUILDTNGIDESIGNER. ER THIS �TFOF CAUf- Sacramento,CA95828 ANSI/TPI 1-1995 SECTION 2. SPACING 24.0" [00119015] [77398] [ALPINE] [UBC CODE] [D8] [] [TCLL 16.O][TCDL 14.0][BCOL 7.0)[BCLL 0.0][DF 1.25][OC 24.0)[NM 21 [No Plywood] * Indicates Forces Per Ply [Calif #1 Hip][OC 24.00][DF 1.25][N 2] =====Bearings=== [X-Loc][React][Size] 60 PLF @ 0.0 to 60 @ 8.0 [y=1 .8] 43% [ 0.00][ 2521][0.46] [27.60][ 2891][0.46] 116 PLF @ 8.0 to 176 @ 12.0 [y= 6.8 [ 4'3% 176 PLF @ 12.0 to 176 @ 18.0 [y 6. [ 43% EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace 176 PLF @ 18.0 to 116 @ 22.0 [y 16 8][ 43% 1- 3 * 0 *-2643 0.16 0.44 0.59 1 4 SPF 1650f-1.5 95.41 5.17 @ 24" 60 PLF @ 22.0 to 60 @ 30.0 =1 .8][ 43% 3- 5 * 0 *-2402 0.16 0.61 0.77 1 4 SPF #1/#2 58.91 -0.33 @ 24" 34 PLF @ 0.0 to 34 @ 8.0 y= 7.0][ 0% 5- 8 * 0 *-3054 0.26 0.52 0.78 1 4 SPF #1/#2 61.72 0.00 @ 24" 34 PLF @ 8.0 to 34 @ 22.0 [ 7.0][ 0% 8-10 * 0 *-1992 0.11 0.66 0.77 1 4 SPF #1/#2 58.90 0.18 @ 24" 34 PLF @ 22.0 to 34 @ 30. = 7.0][ 0% 10-12 * 130 * -59 0.01 0.30 0.31 1 4 SPF 1650f-1.5 97.00 -5.06 @ 24" 606.77 Lbs. @ 8:0, 16.8 gle=270 2- 4 * 2385 * 0 0.54 0.19 0.73 1 4 SPF #1/#2 88.31 -0.22 Diaph 606.77 Lbs. @ 22.0, 16.8 ngle=270 4- 6 * 3191 * 0 0.72 0.15 0.87 1 4 SPF #1/#2 58.22 0.00 Diaph 6- 7 * 3191 * 0 0.72 0.09 0.81 1-'4 SPF #1/#2 58.22 0.00 Diaph [UBC pass #2][OC 24.00][DF .25][NM 1] 7- 9 * 3037 * 0 0.69 0.10 0.78 1 4 SPF #1/#2 59.97 0.00 Diaph 28 PLF @ 0.0 'to 28 @c_.0.0 [y=16.8][ 0% 9-11 * 1940 * 0 0.44 0.28 0.72 1 4 SPF #1/#2 65.74 0'.00 Diaph 34 PLF @ '0.0 -to 34 ? 0.0 [y=/.vJL 11-13 * 44 * -89 0.00 0.28 0.28 1 4 SPF #1/#2 26.08 0.41 Diaph 1- 2 * 16 *-1162 _ = Plate Member PLATE MEMBER 0.50 -Vert- -- [Wind Load #2][OC 24.00][IF 1.33][NM 2] 0- 1 * 1 * 0 -=-=Fictious Member=:=- SPF 1650f-1.5 3.51 0.81 ----- -19 PLF @ 0.0 to -19 @ 8.0 [y=16.8] 63% 12-13 * 21 * -90 Plate Member = _ PLATE MEMBER 0.50 -Vert- ----- 4 PLF @ 8.0 to 4 @ 22.0 [y=16.8 46% -19 PLF @ 22.0 to -19 @ 30.0 [y=16. [ 63% EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 14 PLF @ 28.1 to 14 @ 30.0 [y= 7 0][ 0% 3- 4 * 603 * 0 0.21 1 4 HF Stud 36.46 9 PLF @ 0.0 to 9 @ 28.1 [y= O][ 0% 4- 5 * 0 * -954 0.40 1 4 HF Stud 66.28 5- 6 * 66 * 0 0.05 2 4 HF Stud 34.71 '5- 7 * 0 * -165 0.07 2 4 HF Stud 66:28 7- 8 * 184 * 0 0.08 2 4 HF Stud 34.71 8- 9 * 0 *-1266 0.53 1 4 HF Stud 66.28 9-10 * 775 * 0 0.27 1 4 HF Stud 36.46 10-11 * 0 *-2380 0.81 1 4 HF Stud 74.68 1 CLB Node X -Loc Y -Loc Plate def1Y(L) def1Y(T) dxL dxT 0 0.00 10.30 -- ----- ---- ----- ---- ---- 1 0.29 10.32 ---- ----- ---- ----- ---- ---- 2 0.29 10.28 W4X6 0.00 L/999 0.00 L/999 0.00 0.00 3 7.59 13.46 W4X5 ---- ------ ---- ----- ---- ---- 4 7.65 10.15 W3X4 0.10 L/999 0.28 L/999 0.01 0.02 5 12.50 13.33 W3X8 ---- ----- ---- ----- ---- ---- 6 12.50 10.15 W5X6 0.13 L/999 0.36 L/926 0.02 0.05 7 17.35 10.15 W3X4 0.12 L/999 0.34 L/980 0.03 0.07 8 17.64 13.33 W3X4 ---- ----- ---- ----- ---- ---- 9 22.35 10.15 W4X4 0.08 L/999 0.22 L/999 0.03 0.10 10 22.55 13.40 W6X10 ---- ----- ---- ---- ---- 11 27.83 10.15 W2X6 0.00 L/999 0.00 L/999 0.04 ,0'.12 12 30.00 10.26 ----- ---- ----- - UC393-hVU3C ALL�UU141 UAKT LUMPIAN Sy - Ulu) TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. 10 PSF BC LIVE LOAD PER UBC. ****** TRUSS NOT DESIGNED SYMMETRICALLY ****** ****** DO NOT 0-5-8 W4X5 IM 1J UWU PKtPAKtU PKUN UUNPU It 1NFU I ILVAUJ & U I MLNJ I LINZ)) JUDrI%IILU DI I-- run. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, NOT LOCATED WITHIN 4.50 FT FROM ROOF EDGE, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. R=1034 U=180 W=5.5" 30-0-0 Over 2 Supports } PLT TYP. Wave TPI -95 Design Criteria: TPI STD **WARNING'* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR., SUITE 200. MADISON, MI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTNERWI SE INDICATED, TOP CHORD SMALL HA4E PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CN ORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. `*IMPORTANT*' FURIIISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BYTHE AMERICAN FOREST ANDPAPER ASSOCIATION) AND TPI. ALP IIIE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ORAW INGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engincercd Products, INC. RESPONSIBILITY SOLELY FOR THE TRUSS COMPOIIENT DESIGN SHOWII. THE SUITABILITY AND USE OF THIS $Engineer, CA Products, COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE 8UILOING DESIGNER, PER ANSI/TPI 1 1995 SECTION 2. W, t Apr `28 2000 civl1- �P CF CALkf; 0-5-8 -T- 10-0-0 X4(A1) R=1186 U=180 W=5.5" CA/4/-/4/E TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale=.25"/Ft. REF R6109-77399 DATE 04/28/00 DR W CAUSR6109 00119016 CA -ENG TSB/GWH SEON - 81977 FROM SB [00119016] [77399] [ALPINE] [UBC CODE] [DID) [] [TCLL 16.0].[TCOL 14.0)[BCDL 7.0][BCLL . 0.0][DF 1.25][OC 24.0][NM 1] [No Plywood] * Indicates Forces Per Ply [UBC pass #2][OC 24.00][DF 1.25][NM ] =====Bearings=== [X-LOc][React][Size) ____= 28 PLF @ 0.0 to 28 @ 30.0 [y=1 .6] 0% [ 0.00][ 1034][0.46] [27.60][ 1186][0.46] 34 PLF @ 0.0 to 34 @ 30-0 [y= 7.0 [ 59%] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace [Std.Loads)[OC 24.00][DF 1.25][N 1) 1- 3 * 0 * -28 0.12 0.72 0.84 2 4 SPF #1/#2 95.41 5.17 @ 24" 60 PLF @ ,0.0 to 60 @ 30.0 = .6)[ 53% 3 5• * 0 * 1 0.00 0.36 0.36 2 4 SPF #1/#2 30.94 5.00 @ 24" 14 PLF @ 0.0 to 14 @ 30.0 y 7.0)[ 0%] 3- 6 * 0 * -25 0.08 0.22 0.31 2 4 SPF #1/#2 58.91 -0.33 @ 24" =-_-_-=-_-_-_-_-=-_-=-_-=-_-_- - _ _ _ _ _ 6- 9 * 0 * -30 0-12 0.23 0.35 2 4 SPF #1/#2 61.72 0.00 @ 24" [Wind Load #2][OC 24.00][DF 1 3 [NM 1) .9-12 * 0 * 20 0.05 0.22 0.27 2 4 SPF #1/#2 58.90 0.18 @ 24" 19 PLF @ 0.0 to 19 @ 3 [y=17.6][ 63% 10-12 * 0 * -1 0.00 0.40 0.40 2 4 SPF #1/#2 32.84 -5.00 @ 24" 2 PLF @ 3.0 to 2 @ 7. [y=17.6][ 48% 12-14 * 5 * -1 0.06 0.50 0.56 2 4 SPF #1/#2 97.00 -5.06 @ 24" -19 PLF @ 7.0 to -19 @ 1 .0 [y=17.6][ 63% 2- 4 * 25 * 0 0.32 0.31 0.63 1 4 SPF #1/#2 88.31 -0.22 Diaph 4 PLF @ 10.0 to 4 @ .0 [y=17.6][ 46% 4- 7 * 32 * 0 0.41 0.31 0.72 1 4 SPF 41/#2 58.22 0.00 Diaph -19 PLF @ 20.0 to -19 3.0' [y=17.6][ 63% 7- 8 * 32 * 0 0.49 0.06 0.56 2 4 SPF #1/#2 58.22 0.00 Diaph 12 PLF @ 23.0 to 2 27.0 [y= 8-11 * 30 * 0 0.46 0.07 0-53 2 4 SPF #1/#2 59.97 0.00 Diaph -19 PLF @ 27.0 to -15 30.0 [y=17.6)[ 7 11-13 * 20 * 0 .0.30 0.23 0-54 2 4 SPF #1/#2 65.74 0.00 Diaph 9 PLF @ 0.0 to 9 @ 28.1 [y= 7.0][ 0% 13-15 * 1 * -3 0.00 0.35 0.35 2 4 SPF #1/#2 26.08 0.41 Diaph 14 PLF @ 28.1 to 1 @ 30.0 [y= 7.0] 0% .1- 2 * 0 * -14 Plate Member =-_- PLATE MEMBER 0.50 -Vert- ----- 0- --- 0- 1 * 0 * 0 -=-=Fictious Member=- SPF #1/#2 0 3.51 0.81 ----- 14-15 * 0 * -2 _ = Plate Member PLATE MEMBER 0.50 -Vert- ----- EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 3- 4 * 7 * 0 0.16 1 4 HF Stud 36.46 4- 6 * 0 * -8 0.40 2 4 HF Stud 66.28 6- 7 * 2 * 0 0.05 1 4 HF Stud 34.71 6- 8 * 0 * -2 0.10 2 4 HF Stud 66.28 8- 9 * 3 * 0 0.08 1 4 HF Stud 34.71 9-11 * 0 * -12 0.58 2 4 HF Stud 66.28 11-12 * 8 * 0 0.19 1 4 HF Stud 36.46 12-13 * 0 * -27 0.72 2 4 HF Stud 74.68 1 CLB Node X -Loc Y -Loc Plate deflY(L) deflY(T.) dxL dxT 0 0.00 10.30 ---- ----- ---- ----- ---- ---- 1 0.29 10.32 ---- ----- ---- ----- ---- ---- 2 0.29 10.28 W4X5 0.00 L/999 0.00 L/999 0.00'•.0.00 3 7.59 13.46 W4X4 ---- ----- ---- ----- --- ---- 4 7.65 10.15 W3X4 0.08 L/999 0.19 L/999 0.01' 0.02 5 9.97 14.46 ---- ----- ---- ---- 6 12.50 13.33 W3X8 ---- ----- ---- ----- •----• ---- _ 7 12.50 10.15 W5X6 0.11 L/999 0.25 L/999 0.01 0.03 8 17.35 10.15 W3X4 0.10 L/999 •0.23 L/999 0.02 0.05 9 17.64 13.33 W3X4 ---- ----- ---- --- ---- ---- 10 20.03 14.46 ---- ----- ---- ----- ---- ---- 11 22.35 10.15 W3X4 0.07 L/999 0.15 L/999 0.03 0.07 12- 22.55 13.40 W3X10 ---- ----- --'-- ----- ---- --- 13* 27.83 .10.15 W2X4 0.00 L/999 0.00 L/999 0.03 0.08 14 30.00 10.26 ---- ----- ----- ---- UZ343-hUUJt AL.LULINI UAKT LUHMAN S`! - U1Z TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 3.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIP0699. SUPPORT HIP RAFTER WITH CRIPPLES AT 04-02-15 OC. ****** TRUSS NOT DESIGNED SYMMETRICALLY ****** ****** DO NOT 0-5-8 W4XE IHIJ UWb PKt PAKtU FKUM LUMPUItK INPUI (LUAU) & UIMtNJIUNJ) ZoUDPIIIILu DL inuaa I- D. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. 10 PSF BC LIVE LOAD PER UBC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. R=1031 U=180 W=5.5" 0-5-8 +10-0-0 4(A1) R=1183 U=180 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.25" Ft. "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SNIPPING, INSTALLING AND BRACING. REFER TOOHIO-91 DRHARSUITE INSTAMADISONHDW8RAC53719),PUBORSSAFEBY PRACTI(TRUSS ORATE �-o`'o w. y� Fy T C L L 16 . 0 PSF R E F R6109-77400 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED `GJ P �� T C D L 14.0 P S F DATE 04/28/00 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. lCG7 "IMPORTANT*' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7 .0 PSF DRW CAUSR6109 00119017 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO No. 5 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND E■ .6 00 B C L L 0 .0 P S F CA -ENG TSB / G W H ALPINE BRACING OF TRUSSES. THIS DESIGN CON FOR NS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY TRE AMERICAN FOREST AILD PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL V. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO • p r 2 8 � � • TOT A D . 37 .0 P S F S E Q N - 81980 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ,n DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGIIIE ER ING _/` CIVI1- \p' D U R .FAC . 1.25 F R OM S B Alpine Engineered Products, Inc. RES P COMPONENT ONSIIFORY ASOOLELY NY PART PARTICULAR ARES TRUSS COMPONENT OMP NENTS THE RESPON SI BI SH OLI N, THE OF THE SBUILDING ITA ITY AND DESIGNE USEPEFR TM IS QiFOF CALIFD�a Sacramento, CA 95828 ANSI/TPI 11995 SECTION 2. SPACING 24.0' [00119017] [71400] [ALPINE] [UBC CODE) [D12] [] [TCLL 16.0][TCDL 14.0][BCDL 7.0][BCLL 0.0][DF 1.25][OC 24.0][NM 1] [No Plywood] [Std Calif Hip [X-Loc][React)[Size) ===== 60 PLF @ 0. [ 0.00][ 1031][0.46] [27.60][ 1183][0.46] 2 PLF @ 12. 2 PLF @ 15. EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace. 60 PLF @ 18. 1- 4 142 -2013 0.10 0.47 0.57 1. 4 SPF #1/#2 75.91 5.21 @ 24" 14 PLF @ 0. 4- 6 61 -1545 0.07 0.47 0.54 1 4 SPF #1/#2 71.50 5.00' @ 24" 90.00 Lbs. @ 6- 7 34 -1356 0.05 0.09 0.14 1 4 SPF #1/#2 40.91 -0.47 @ 24" 162.00 Lbs. @ 7- 8 27 -1245 0.04 0.09 0.14 1 4 SPF #1/#2 40.90 0.47 @ 24" 90.00 Lbs. @ 8-11 54 -1434 0.06 0.54 0.60 1 4 SPF #1/#2 73.40 -5.00 @ 24" _-_-_-_-=-_-_ 11-13 303 -77 0.07 0.53 0.60 1 4 SPF #1/#2 77.50 -5.08 @ 24" [UBC pass #2][ 2- 3 1792 -114 0.40 0.11 0.52 1 4 SPF #1/#2 68.57 -0-28 Diaph 28 PLF @• 0. 3- 5. 1789 -115 0.34 0.24 0.58 2 4 SPF #1/#2 66.00 0.00 Diaph 34 PLF @ 0. 5- 9 1404 -26 0.27 0.27 0.53 2 4 SPF #1/#2 83.90 0.00 Diaph=-_-=-_-=-_-_- 9-10 1281 -84 0.24 0.27 0.50 2 4 SPF #1/#2 66.00 0.00 Diaph [Wind Load #2] 10-12 1280 -85 0.29 0.19 0.48 1 4 SPF #1/#2 45.99 0.00 Diaph -19 PLF @ .0.1 12-14 49 -209 0.00 0.19 0.19 1 4 SPF #1/#2 26.08 0.41 Diaph 4 PLF @ 12.1 1- 2 100 -952 _ = Plate Member PLATE MEMBER 0.50 -Vert- ----- -19 PLF @ 18.1 0- 1 1 0 -=-=Fictious Member=-=- SPF #1/#2 0 3.51 0.81 14 PLF @ 28. 13-14 28 -66 _ = Plate Member =-_- PLATE MEMBER 0.50 -Vert- ----- 9 PLF @ 0.1 EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 3- 4 154 0 0.05 2 4 HF Stud 28.96 4- 5 91 -486 0.37 1 4 HF Stud 68.88 5- 6 426 0 0.15 2 4 HF Stud 56.46 5- 7 0 -96 0.07 1 4 HF Stud 67.89 7- 9 0 -275 0.20 1 4 HF Stud 67.89 8- 9 387 0 0.13 2 4 HF Stud 56.46 9-11 64 -35 •0.03 1 4 HF Stud 68.88 10-11 129 0 0.04 2 4 HF Stud 28.96 11-12 161 -1811 0.92 1 4 HF Stud 55.10 Node X -Loc Y -Loc Plate deflY(L) deflY(T) dxL dxT 0 0.00 10.30 ---- ----- ---- ----- ---- ---- 1 0-29 10.32 ---- ----- ---- ----- ---- ---- 2 0.29 10.28 W05 0.00 L/999 0.00 L/999 0.00 0.00 3 6.00 10.15 W2X4 0.05 L/999 0.14 L/999 0.00 0.01- 4 6.09 12.84 W3X4 ----- ---- ----- ---- -- 5 11.50 10.15 W5X6 0.06 L/999 0.16 L/999 0.01 0.03 6 11.59 15.13 W3X4 ---- ----- ---- ---- 7 15.00 15.00 W3X4 8 18.41 15.13 W3X4 ---- ----- ---- ---- 9 18.50 10.15 W3X8 0.05 L/999 0.14 L/999 0.02 6`.05 10 24.00 10.15 W2X4 0.03 L/999 0.09 L/999 0.02 .0.06 11 24.05 12.78 W3X12----•----- --------- ---- ---- 12. 27.83 10.15 W2X4 0.00 L/999 0.00 L/999 0.02 0.06 13 30.00 10.26 ---- ----- ---- ----- '---- ---- 343-HUUJt ALUUU141 UAKT LUHMAN J`! - U14 TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 3.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 04-02-15 OC. ****** TRUSS NOT DESIGNED SYMMETRICALLY ****** ****** DO NOT TURN TRUSS END FOR END ******* 0-5-8 W4X5 IYIIJ UWb PKtPAKtU YKUM LUMFUItK INVUI (LUAU) 5 UIMtNJIVNJ) JUOMIIItU UT IK11J3 PIr K. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. 10 PSF BC LIVE LOAD PER UBC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. Ir 13-11-11 I 4-4-8 I 11-7-13 1 30-0-0 Over 2 Supports J R=1031 U=180 W=5.5" 0-5-8 -7- 10-0-0 ;4(A1) R=1183 U=180 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.25" Ft. —WARNING— `WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND NG. REFER TO HIB -91 (HAIIDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFR IO DR., SUITE 200, MADIS011, N1 537)9). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS UNLESS OTHERWISE INDICATED, TOP CHORD SN ALL HAVE PROPERLY ATTACHED OLD w t. ($y �� ` Z P T C T C L L D L 16 1 4.0 . 0 P S F P S F R E F R6109-77401 DATE 04/28/00 STRUCTURAL PANELS, BUTTON CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. tr L P I N E "IMPORTANT"' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS NITN APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN � O 5 � x 00 BC BC DL LL 7.0 0 .0 PSF PSF DRW CAUSR6109 00119018 CA -ENG TSB / G W H 7A SPECIFICATION PUBLISHED BY TME AMERICAN FOREST AND PAPER ASSOCIAT 1011) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO 1♦ Apr B 2D00 TOT. LD.- 37.0 PSF SEQN - 81983 Alpine Engineered Products, P Sacramento, CA 95828 Inc. EACH FACE OF TRUSS, AND UNLESS OTHERNI SE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENTULAR BUILDING IS TME RESPONSIBILITY OF THE BUILDING DESIGNER, PER AMSE PARTICT IONC2. ,A CIv,� _/` \P QTF CAL1f��a OF D U R . FAC . 1.25 F ROM SB SPACING 24.0" [00119018] [77401] [ALPINE] [UBC CODE] [014] [] [TCLL 16.0][TCDL 14.0][BCDL 7.0][BCLL 'O.0][OF 1.25][OC 24.0][NM 1) [No Plywood] [Std Calif HipJ[OC 24.00][DF1.25][ M 1 =====Bearings== [X-Loc][React][Size) ____= 60 PLF @ 0.0 to 60 @ 12.0 (y= 9.3 [ 43 ]' [ 0.00][ 1031][0.46] [27.60][ 1183][0.461 2 PLF @ 12.0 to 2 @ 15.0 [y9. ][ 43%) 2 PLF @ 15.0 to 2 @ 18.0 [y 1 .3][ 43 ) EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace 60 PLF @ 18.0 to 60 @ 30.0 [ = 3][ 43%] 1- 4 238 -2009 0.10 0.45 0.54 1 4 SPF #1/#2 75.91 5.21 @ 24" 14 PLF @ '0.0 to 14 @ 30.0 y 7-0][ 0%] 4- 6 173 -1551 0.07 0.45 0.51 1 4 SPF #1/#2 71.50 5.00 @ 24" 90.00 Lbs. @ 12.0, 19.3 A e=270 6- 7 18 -46 0.00 0.17 0.17 2 4 SPF #1/#2 30.94 5.00 @ 24" 162.00 Lbs. @ 15.0, 19.3 le=270 6- 8 142 -1365 0.05 0.03 0.08 1 4 SPF #1/#2 40.91 -0.47 @ 24" 90.00 Lbs. @ 18.0, 19.3 ngle=270 8-10 130 -1254 0.04 0.03 0.07 1 4 SPF #1/#2 40.90 0.47 @ 24" _ _ _ _ _ _ _ _ _ _ _ _ _ _ ------ - 9-10 18 -46 0.00 0.17 0.17 2 4 SPF #1/#2 30.94 -5.00 @ 24" [UBC pass #2][OC 24.00][DF .. 5][NM 1] 10-13 161 -1440 0.06 0.51 0.57 1 4 SPF #1/#2 73.40 -5.00 @ 24" 28 PLF @ 0.0 1028 @ 0.0 [y=19.3][ 0%] 13-15 304 -77 0.07 0.51 0.58 1 4 SPF #1/#2 77.50 -5.08 @ 24" 34 PLF @ 0.0 to 34 @ 0.0 y= 7.0][ 59"] 2- 3 1788 -200 0.40 0.11 0.52 1 4 SPF #1/#2 68.57 -0.28 Diaph _ _ 3- 5 1785 -201 0.34 0.24 0.58 2 4 SPF #1/#2 66.00 0.00 Diaph [Wind Load #2][OC 2400] DF 1.33] NM 1] 5-11 1400 -137 0.26 0.26 0.53 2 4 SPF #1/#2 83.90 0.00 Diaph -19 PLF @ 0.0 to -19 @ 14.0 [y- 9.3][ 63 ] 11-12 1276 -148 0.24 0.26 0.50 2 4 SPF #1/#2 66.00 0.00 Diaph 4 PLF @ 14.0 to @ 16.0 [y= .3][ 46 ] 12-14 1276 -149 0.29 0.19 0.48 1 4 SPF #1/#2 45.99 0.00 Diaph -19 PLF @ 16.0 to -1 @ 30.0 [y=1 .3][ 63 ] 14-16 49 -211 0.00 0.20 0.20 1 4 SPF #1/#2 26.08 0.41 Diaph 14 PLF @ 28.1 to 4 @ 30.0 [y= 7.0][ 0 ] 1- 2 141 -952 Plate Member PLATE MEMBER 0.50 -Vert- ----- 9 PLF @ 0.0 to 9 @ 28.1 [y= 7. [ 0 ] 0- 1 1 0 -=Fictious Member=— SPF #1/#2 0 3.51 0.81 ----- 15-16 --- 15-16 30 -67 _ = Plate Member PLATE MEMBER 0.50 -Vert- ----- EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 3- 4 155 0 0.05 2 4 HF Stud 28.96 4- 5 67 -471 0.36 1 4 HF Stud 68.88 5- 6 384 0 0.13 2 4 HF Stud 56.46 5- 8 0 -72 0.05 1 4 HF Stud 67.89 .8-11 12 -251 0.18 1 4 HF Stud 67.89 10-11 345 0 0.12 2 4 HF Stud 56.46 11-13 35 -20 0.01 1 4 HF Stud 68.88 12-13 129 0 0.04 2 4 HF Stud 28.96 13-14 240 -1809 0.92 1 4 HF Stud 55.10 Node X -Loc Y -Loc Plate def1Y(L) deflY(T) dxL dxT 0 0.00 10.30 ---- ----- ---- ---- ---- 1 0.29 10.32 ---- ----- ---- ----- ---- ---- 2 0.29 10.28 W4X5 0.00 L/999 0.00 L/999 0.00 0.00 3 6.00 10.15 W2X4 0.05 L/999 0.14 L/999 0.00 0.01 4 6.09 12.84 W3X4 ---- ----- ---- ----- ---- --- 5 11.50 10.15 W5X8 0.06 L/999 0.16 L/999 0.01.•0.03 6 11.59 15.13 W3X4 ---- ----- ---- ---- ---- ---- 7• 13.97 16.12 ---- ----- ---- --- 8- 15.00 15.00 W3X4 ---- ----- --- 9 16.03 16.12 ---- -- - - --- '10 18.41 15.13 W3X4 ---- ----- -- ---- 11 18.50 10.15 W3X8 0.05 L/999 0.14 L/999 0.02 0.05 12 24.00 10.15 W2X4 0.03 L/999 0.09 L/999 0.02 0.06 13 24.05 12.78 W3X12 ---- ----- ---- ----- ---- --- 14 27.83 10.15 W2X4 0:00 L/999 0.00.L/999 0.02 0.06 15 30.00 10.26 ---- ----- ---- ---- ---- --- (UZ,S43-HUUSE A(,LUUNI LAKY LOHMAN 39 - U1) TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud :W2, W4 2x4 SPF #1/#2: (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. 110 PSF BC LIVE LOAD PER UBC. ****** TRUSS NOT DESIGNED SYMMETRICALLY ****** ****** DO NOT --- 0-5-8 W4V THIS DWG PREPARED FROM CUMPUIER INPUT (LUAUS & UIMENSIUNS) 3UDPIIIItU Or IKu33 rlrM. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. 0-5-8 +10-0-0 ;4(A1) Aw PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.25" Ft. **WARNING- TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO HIO -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTI TOTE. 583 0.0140FRIO DR., SUITE 200, MADISON. WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, B0TT011 CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO �f 0%.0 w y F ?Gl P q� Z, ,y m 41 No. 0 5 TC TC BC LL DL DL 16.0 14.0 7.0 PSF P S F PSF R E F R6109 -774U DATE 04/28/00 DRW CAUSR6109 00119019 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NAT1014AL DESIGN E B C L L 0.0 P S F C A -ENG TSB / G W H SPECIFICOF CONNECTL P INE OR SI ARE MADES OFD BY 20GATHE ASTMMA6531GIC "R40R GALV- STEELERE X CEPTIASIN TEDNO T APPLYACON HECTORS TO ♦ p r 2 B 2000 TOT . L.D. 3 7 . 0 PSF SEAN - 81987 Alpine Engineered A 9582 Products, Inc. Sacramento, CA95828 EACH FACE OF TRUSS, AND UNLESS OTHER NI SE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 11995 SECTION, 2. (1, "/` civii- \P q OP CALIF�� O U R FAC. 1.25 F ROM SB SPACING 24.0" [00119019] [77402] [ALPINE] [UBC CODE] (D1) [] [TCLL 16.0)[TCOL 14.0)[BCDL 7.0)[BCLL 0.0][DF 1.25)[OC 24.0)[NM 1] F [STD.AUTO.LOAD][OC 24.00][DF 1.25)[N 11 [X-Loc][React)[Size] _____ 60 PLF @ 0.0 to 60 @ 30.0 [y=1 .7] 53 ] [ 0.00][ 1034][0.46] [27.60][ 1186][0.46] 14 PLF @ 0.0 to 14 @ 30.0 [y= 7.0 00) EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace [UBC pass #2][OC 24.00][DF 1.25] M 1- 4 290 -1977 0.04 0.75 0.79 1 4 SPF #1/#2 97.68 5.16 Plywd 28 PLF @ '0.0 to 28 @ 30.0 =1 .7][ Oo] 4- 5 188 -1279 0.02 0.75 0.77 1 4 SPF #1/#2 94.00 5.00 Plywd 34 PLF @ 0.0 to 34 @ 30.0 y= 7.0][ 590) 5- 8 188 -1282 0.02 0.79 0.81 1 4 SPF #1/#2 95.90 -5.00 Plywd 8-10 340 -97 0.08 0.79 0.86 1 4 SPF #1/#2 99.28 -5.06 Plywd [Wind Load #2][OC 2.4.00][DF 1 3 [NM 1] 2- 3 1748 -244 0.33 0.34 0.67 2 4 SPF #1/#2 88.66 -0.22 Diaph -19 PLF @ 0.0 to -19 @ 15. y=19.7][ 63'.) 3- 6 1745 -246 0.33 0.34 0.67 2 4 SPF #1/#2 87.85 0.00 Diaph -19 PLF @ 15.0 to -19 @ 30. '[y=19.71[ 630] 6- 7 1414 -205 0.26 0.33 0.59 2 4 SPF #1/#2 87.85 0.00 Dia ph 14 PLF @ 28.1 to 14 @ 3 [y= 7.0][ O.] 7- 9 1413 -206 0.32 0.22 0.53 1 4 SPF #1/#2 66.09 0.00 Diaph 9 PLF @ 0.0 to 9 @ .1 [y= 7.0][ O.) 9-11 60 -224 0.00 0.29 0.29 1 4 SPF #1/#2 26.08 0.41 Diaph.--=-=-=-=-=-=-=-=-=-=-=-= 1- 2 170 -963 -_ = Plate Member PLATE MEMBER 0.50 -Vert- ----- 0- 1 1 0 -=-=Fictious Member=-=- SPF #1/#2 0 3.51 0.81 ----- 10-11 37 -103 _ Plate Member -­ PLATE MEMBER 0.50 -Vert- ----- EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 3- 4 241 0 0.08 2 4 HF Stud 37.33 4- 6 114 -727 0.82 1 4 SPF #1/#2 92.24 5- 6 613 -12 0.21 2 4 HF Stud 73.21 6- 8 68 -360 0.40 1 4 SPF #1/#2 92.24 7- 8 209 0 0.07 2 4 HF Stud 37.33 8- 9 311 -1913 0.77 1 4 HF Stud 76.96 1 CLB Node X -Loc Y -Loc Plate def1Y(L) deflY(T) dxL dxT 0 0.00 10.30 ---- ----- ---'- ----- ---- ---- 1 0.29 10.32 --- ----- ---- ---- 2 0.29 10.28 W4X5 0.00 L/999 0.00 L/999 0:00 0.00 . 3 7.68 10.15 W2X4 0.07 L/999 0.16 L/999 0.01 -0.02 4 7.77 13.54 W3X4 ---- ----- ---- ----- ---- ---- 5 15.00 16.55 W4X4 ---- ----- ---- ----- 6 15.00 10.15 W5X6 0.07 L/999 0.16 L/999 0.02 0.04 7 22.32 10.15 W2X4 0.05 L/999 0.13 L/999 0.02 0.06 8 22.38 13.48 W3X12 ---- ----- ---- ----- ---- ---- 9 27.83 10.15 W2X4 0.00 L/999 0.00 L/999 0.03 0.07 10 30.00 10.26 ---- ----- ---- ----- ---- ---- kwca4.3-r1UU3G AI,I,VUIYI UAKI LUnnmi 37 - UUA TOP CHORD 2X4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. 10 PSF BC LIVE LOAD PER UBC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 05-07-14 OC. ****** TRUSS NOT DESIGNED SYMMETRICALLY ****** ****** DO NOT TURN TRUSS END FOR END ******* 0-5-8 W 4 X 4 W" Inl3 UY7U rKErAKEU FKVPI I.VPIrUIEI( IIYrUI (LVAU3 & UIPIEIV3IVI13J 3UD1-- ILI 1. ..` •. `• 2 Complete Trusses Required NAILING SCHEDULE: (16d—box—nails) TOP CHORD: 1 ROW @ 10" o.c. BOT CHORD: 1 ROW @ 12" o.c. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. #1 HIP SUPPORTS 08-00-00 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W 6 X 8 5 5 (A) 0-5-8 +10-0-0 W3X4 = W5X6 = W3X4 W4X5(81) = W2X4 W2X4(A1) L--2-0-0—>1 ►, 7-11-11 I 10-4-8 I 7-7-13 I R=2098 U=180 W=5.5" 6-0-0 Over 2 Supports R=2475 U=180 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.25" Ft. " WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AHD BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, NA0I SON, III 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. OL W. ti F� �GJ P �� ��� TC TC LL DL 16 . 14 .0 0 P S F P S F R E F R DATE 6 1 0 9- 04/28/00 7 7 4 0 3 `IMPORTANT'* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO O. 05 BC DL 7.0 PSF DRW CAUSR6109 00119020 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN E 2 BC LL 0 .0 PSF CA -ENG TSB / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) ANO TPS. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO 2 $ 000 * p �► T 0 T . L D . 37 .0 PSF S E O N - 81992 Alpine Engineered Products, Sacramento,CA95828 Inc. EACH FACE OF TRUSS. AND UNLESS OTHER XI SE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING SND ICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. �(� �/' Club%- \P �0� CALIF�� D U R . FAC. 1.25 FR0M SB SPACING 24.0 [00119020) [77403] [ALPLNE) [UBC CODE] [G8A] [] [TCLL 16.0][TCDL 14.0][BCDL 7.0](8CLL O.0)[DF 1.25)[OC 24.0][NM 21 [No Plywood) * Indicates Forces Per Ply [Calif #1 Hip][OC 24Inle [DF 1.25)[ M 2) ====Bearings=== [X-Loc][React][Size] 60 PLF @ 0.0 to @ 8.0 [y 6.8] 4 %] [ 0.00][ 2098][0.46] [23.54]( 2475][0.46] 116 PLF @ 8.0 to @ 12.0 [y 16.8 [ 4 %] 176 PLF @ 12.0 to @ 14.0 =16. [ 4 %] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch' Brace 176 PLF @ 14.0 to @ 18.0 y=16 8J[ 4 %] 1- 3 * 0 *-2138 0.20 0.61 0.82 1 4 SPF #1/#2 95.41 5.17 @ 24" 60 PLF @ 18.0 to @ 26.0 [y=1 .8][ 4 %] 3- 5 * 0 *-1935 0.10 0.78 0.89 1 4 SPF #1/#2 64.89 -0.30 @ 24" 34 PLF @ 0.0 to 8. [y- 7.0][ %] 5 8 * 0 *-1624 0.07 0.78 0.85 1 4 SPF #1/#2 66.63 0.16 @ 24" 34 PLF @ 8.0 to @ 18. [ 7.0][ %] 8-10 * 153 * 57 0.03 0.38 0.40 1 4 SPF #1/#2 97.00 5.06 @ 24" 34 PLF @ 18.0,to @ 26 0 y= 7.OJ[ %] 2 4 * 1922 * 0 0.43 0.20 0.63 1 4 SPF #1/#2 88.31 0.22 Diaph 606.77 Lbs. @ 8.0.8 A g1e=270 4 6 * 2413 * 0 0.54 0.17 0.71 1 4 SPF•#1/#2 64.20 0.00 Diaph 606.77 Lbs. @ 18.0.8 ngle=270 6- 7 * 2413 * 0 0.54 0.11 0.65 1 4 SPF #lj#2 64.20 0.00 Diaoh _ _ _ _ _ _ _7- 9 * 1586 * 0 0.36 0.25 0.60 1 4 SPF #1/#2 65.05 0.00 Diaph [UBC pass #2][OC 24'.D .25][NM 1)9-11 * 42 * -110 0.00 0.27 0.27 1' 4 SPF #1/#2 26.76 0.40 Dia?h 28 PLF @ 0.0 to6.0 [y=16.8][ 1- 2 * 27 * -961 Plate Member PLATE MEMBER 0.50 -Vert- ----- 34 PLF @ 0.0 to26.0 [y= 7.0][ 5 %] 0- 1 * I * 0 -=-=Fictious Member=-=- SPF #1/#2 0 3.51 0.81 ---- _ _ _ _ _ _ _ _ _10-11 * 22 * -81 _ = Plate Member PLATE MEMBER 0.50 -Vert- ----- [Wind Load #2)[OC 24[DF 1.33][NM 2]-19 PLF @ 0.0 to= 6.8 6 %] EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 4 PLF @ 8.0 to 18.0 [y=16.8][ 7,) 3- 4 * 382 * 0 0.13 1 4 HF Stud 36.46 -19 PLF @ 18.0 to 26.0 [y=16.8][ %] 4- 5 * 0 * -566 0.25 1 4 HF Stud 71.45 14 PLF @ 24.0 to 4 @ 26.0 [y= 7.0] %) 5- 6 * 81 * 0 0.05 2 4 HF Stud 34.71 9 PLF @ 0.0 to 9 @ 24.0 (y= 7.0 [ %) 5- 7 * 0 * -923 0.42 1 4 HF Stud 71.45 7- 8 * 549 * 0 0.19 1 4 HF Stud 36.46 8- 9 * 13 *-1995 0.93 1 4 HF Stud 74.05 1 CLB Node X -Loc Y -Loc Plate def1Y(L) def1Y(T) dxL dxT 0 0.00 10.30 ---- ----- ---- ----- ---- ---- 1 0.29 10.32 ---- ----- ---- ----- `-- ---- 2 0.29 10.28 W4X5 0.00 L/999 0.00 L/999 '0.00 0.00 3 7.59 13.46 W04 ---- ----- ---- ----- ---- ---- 4 7.65 10.15 W3X4 0.06 L/999 0.18 L/999 0.01 0.02 5 13.00 13.33 W3X8 ---- --- ---- ----- ---- ---- 6 13.00 10.15 W5X6 0.08 L/999 0.22 L/999 0.01 0.04 7 18.35 10.15 W3X4 0.05 L/999 0.15 L/999 0.02. 0.06 8 18.55 13.40 W6X8 ---- ----- ---- ----- ---- ---- 9 23.77 10.15 W2X4 0.00 L/999 0.00 L/999 0.03 0.08 10 26.00 10.26 ---- ----- ---- ----- ---- ---- kV6343-F1VU3L At+%,UUINI UARI LVF71'I H IV 37 - U1 TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. 10 PSF BC LIVE LOAD PER UBC. ****** TRUSS NOT DESIGNED SYMMETRICALLY ****** ****** DO NOT TURN TRUSS END FOR END ******* 0-5-8 W3X6( IMIZ. UWU YKtVAKCU FKUPI 6UPIYUICK inruI IL UAUJ a UI PILWJI VW3) J-- 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00" OC W3X4 15-- W3X10 W3X8 = \ 5 r --1 5 (A) 0-5-8 'k 10-0-0 11 = W3X4 = W5X6 - W3X4 = W 2 X 4 W2X4(A1) L -2-0-0->J Ir 9-11-11 I 8-4-8 I 7-7-13 I R=883 U=180 W=5.5" 6-0-0 Over 2 Support R=1041 U=180 W=5.5" A 4 4 E - PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/4/E/-/- R6109-77404 -WARNING— -WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING T UTE 583 D111 'ONOFRIO ORDLING INSTALL NG SUITE 200. MADISON ARID' 53719),PUFORSSAFETY PRACTICESY TPI USS PRIOR ATO PERF 00.MING THESE FUNCTIONS. UNLESS OTHERMISE INDICATED, TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. P��LU w y��� ��± Z TIC T C LL - D L 16.0 1 4 . P S F 0 P S F - 81995 **IMPOft TANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED R1 BC OL 7.0 P S F PRODUCTS. INC. SHALL NOT BE RESP0 SIDLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO o. 8 05 ALPINE. BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS IN AT 10 HAL DESIGN E B C L L 0.0 P S F SPECIFICATION PUBLISHED BY THE API ER ICAN FOREST AND PAPER ASSOCIATION) AND TPI, ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO Apr 2 B 2000 # p +► T 0 T . L D . 37.0 P S F Alpine Engineered AProducts, II1C. Sacramento, CA95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDIIESICATES ACCEPTANCETHE OF PROFUITA ESSIONAL ENGIMEERING COMPONENTIFORYANYLELY PARTICULAREBUILDING ISOTHETRESPONSIBIOLITY OF THE 8UILDINGIDESIGNERT AND I. PER THIS ANSI/TPI 1-1995 SECTION 2. �/` CIVIL �P �TRpF fC�a D U R . FAC. 1 .25 SPACING 24.0" Scale=.25"/Ft. REF R6109-77404 DATE 04/28/00 DR W CAUSR6109 00119021 CA -ENG TSB/GWH SEON - 81995 FROM SB [00119021) [77404] [ALPINE] [UBC CODE] [G10A] (] [TCLL 16.0][TCDL 14.0][BCDL 7.0][BCLL 0.0][DF 1.25][OC 24.0](NM 1] [No Plywood] * Indicates Forces Per Ply [UBC pass #2] =====Bearings= [X-Loc][React)[Size] ____= 28 PLF @ 0 [ 0.00][ 883][0.46] [23.54][ 1041][0.46] 34 PLF @ 0 EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace [Std.Loads][01 1- 3 * 1 * -23 0.08 0.68 0.76 2 4 SPF #1/#2 95.41 5.17 @ 24" 60 PLF @ 0 3- 5 * 0 * -1 0.00 0.36 0.36 2 4 SPF #1/#2 30.94 5.00 @ 24" 14 PLF @ '0 3- 6 * 1 * -20 0.05 0.27 0.32 2 4 SPF #1/#2 64.89 -0.30 @ 24" =-_-=-_-=-_-= 6-10 * 0 * -16 0.04 0.27 0.30 2 4 SPF #1/#2 66.63 0.16 @ 24" (Wind Load #2. 8-10 * 0 * -1 0.00 0.40 0.40 2 4 SPF #1/#2 32.84 -5.00 @ 24" -19 PLF @ 0 10-12 * 5 * -2 0.06 0.50 0.57 2 4 SPF #1/#2 97.00 -5.06 @ 24" 4 PLF @ 10 2- 4 * 20 * -1 0.26 0.32 0.58 1 4 SPF #1/#2 88.31 -0.22 Diaph -19 PLF @ 16 4- 7 * 23 * 0 0.30 0.32 0.62 1 4 SPF #1/#2 64.20 0.00 Diaph 9 PLF @ 0 7- 9 * 23 * 0 0:30 0.15 0.45 1 4 SPF #1/#2 64.20 0.00 Diaph 14 PLF @ 24 9-11 * 16 * -1 0.25 0.21 0.46 2 4 SPF 41/42 65.05 0.00 Diaph=-_-_-=7=-_- 11-13 * 1 * -4 0.00 0.34 0.34 2 4 SPF #1/#2 26.76 0.40 Diaph 1- 2 * 1 * -12 _ = Plate Member PLATE MEMBER 0.50 -Vert- ----- 0- 1 * 0 * 0 -=-=Fictious Member=-=- SPF #1/#2 0 3.51 0.81 ----- 12-13 * 1 -2 Plate Member PLATE MEMBER 0.50. -Vert - ----- EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 3- 4 * 5 * 0 0.12 1 4 HF Stud 36.46 4- 6 * 0 * -4 0.21 2 4 HF Stud 71.45 6- 7 * 2 * 0 0.06 1 4 HF Stud 34.71 6- 9 * 0 * -8 0.46 2 4 HF Stud 71.45 9-10 * 6 * 0 0.14 1 4 HF Stud 36.46 10-11 * 2 * -23 0.61 2 4 HF Stud 74.,05 1 CLB Node X -Loc Y -Loc Plate deflY(L) deflY(T) dxL dxT 0 0.00 10.30 ---- ----- ---- ----- ---- ---- 1 0.29 10.32 ---- ----- ---- ----- ---- ---- 2 0.29 10.28 W3X6 0.00 L/999 0.00 L/999 0.00 0.00 3 7.59 13.46 W3X4 ---- ----- ---- ----- ---- ---- 4 7.65 10.15 W3X4 0.05 L/999 0.13 L/999 0.01 0.01 5 9.97 14.46 ---- ----- ---- ----- ----- 13.00 13.33 W3X8 ---- ----- ---- ----- ---- ---- 7 13.00 10.15 W5X6 0.06 L/999 0.15 L/999 0.01 0.03 8 16.03 14.46 ---- ----- ---- ----- ---- ---- 9 18.35 10.15 W3X4 0.04 L/999 0.10 L/999 0.02 0.04 10 18.55 13.40 W3X10 ---- ----- ---- ----- ---- ---- .11 23.77 10.15 W2X4 0.00 L/999 0.00 L/999 0.02 0.05 12 26.00 10.26 ---- ----- ---- ----- ---- ---- (Ucoqa-nvUx AL.L.VUINI UAKI LA)nrIA14 oy - U14A TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud DEFLECTION MEETS L/360,00 LIVE AND L/240.00 TOTAL LOAD. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 1.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 01-05-00 OC. s ****** TRUSS NOT DESIGNED SYMMETRICALLY ****** ****** DO NOT TURN TRUSS END FOR END ******* 0-5-8 W3X6( W3X4 —,r- W8X10 1r11,) UwU 1'KLYAKLU rKUP1 1.U1'1rU1LK IKrUI (LUAU.) a U11-¢IV3IU14J) 3u01-1111LU — ������ �����• 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. 10 PSF BC LIVE LOAD PER UBC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. 0-5-8 10-0-0 wLx4 � W2X4(A1) L --2-0-0-:J 1_ 11-11-11 j -2-4-8—i— 11-7-13 1 R=865 U=180 W=5.5" 26-0-0 Over 2 Supports R=1021 U=180 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.25" Ft. 'WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING 111STALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRI0 DR., SUITE 200. MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Q�.� W. /yn �� l �� P �� C� Ci T C L L TC DL 16. 0 PSF 4R; EF 14. D PS F DATE R 6 1 0 9 -77405 04/28/00 **IMPORTANT*` FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIAT IOH FROM THIS DESIGN; ANY FAILURE TO W O. 5 p BC DL 7 .0 PSP DRW CAUSR6109 00119022 ALPINE BUILD THE TRUSSES IN CONFORMANCE NI TH TPI; OR FABRICATING, HANDLING. SP.I PPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CO NF 0R M5 XITH APPLICABLE PROVISIONS OF NDS (NATIOHAL DESIGN x 8 C L L 0.0 P S F C A -ENG TSB/ G W H CONNECTOR%AREAT PMADESOFD20GATASTMMA653AGR40RGALV AN STEEL E X CE PTI AS NOTED.ON) AN TAPPLY ALPINE HECTORS TO t Apr 26 2000 it TOT LD. 37j0 PSF SEAN - 81998 Alpine Engineered Products, Inc. $BCTAtI1CIIl0, CA 9$$2$ EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A 2. THE SEAL ON THIS DRAW INDICATES ACCEPTANCE Of PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHORN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPOIISIB[L ITY Of THE BUILDING DESIGNER, PER ANSI)TPI 11995 SECTION 2- - C1VIIr \P "/` q 0.� OF CAof D U R . FAC // . 1� 2 5 F R 0 M 4 S 8 SPACING K24.0" [00119022] [77405] [ALPINE] [UBC CODE] [G12A] [] [TCLL 16.0][TCDL 14.0][BCDL 7.0][BCLL 0.0][OF 1.25][OC 24.0][NM 11 . [No Plywood] [Std Calif Hip][OC 24.00][DF 1.25] NM 1' [X-Loc][React)[Size] _____ 60 PLF @ 0.0 to 60 @ 12.0[y 18.4 4 %) [ 0.00][ 865][0.46] [23.54][ 1021][0.46] 2 PLF @ 12.0 to 2 @ 13.0 [ =18. [ 43%] 2 PLF @ 13.0 to 2 @ 14.0 y=18.4][ 43%] .EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace 60 PLF @ 14.0 to 60 @ 26.0 y= 4)[ 43%] 1- 4 193 -1629 0.06 0.49 0.55 1 4 SPF #1/#2 75.91 5.21 @ 24" 14 PLF @ 0.0 to 14 @ 26.0 [y 7.0][ %] 4- 6 120 -1132 0.04 0.49 0.52 1 4 SPF #1/#2 71.50 5.00 @ 24" 30.00 Lbs. @ 12.0, 18.4 ng a=270 6- 7 88 -969 0.03 0.08 0.10 1 4 SPF #1/#2 33.75 0.00 @ 24" 18.00 Lbs. @ .13:0, 18.4 A 1e=270 7-10 116 -1088 0.03 0.55 0.58 1 4 SPF #1/#2 73.40 -5.00 @ 24" 30.00 Lbs. @ 14.0, 18.4 gle=270 10-12 320 -75 0.07 0.54 0.61 1 4 SPF #1/#2 77.50 -5.08 @ 24" 2- 3 1441 -160 0.28 0.19 0.47 2 4 SPF #1/#2 68.57 -0.28 Diaph [UBC pass #2][OC 24.00][DF .25][NM 1] 3- 5 1438 -161 0.28 0.19 0.47 2 4 SPF #1/#2 66.00 0.00 Diaph 28 PLF @ 0.0 to 28 6.0 [y=18.4][ %] 5- 8 925 -84 0.18 0.13 0.31 2 4 SPF #1/#2 37.65 0.00 Diaph 34 PLF @ 0.0 to 34 = %] 8- 9 1031 -121 0.20 0.14 0.33 2 4 SPF #1/#2 64.25 0.00 Diaph 9-11 1031 -122 0.23 0.17 0.40 1 4 SPF #1/#2 45.30 0.00 Diaph [Wind Load #2][OC 24.00 [D 1.33)[NM 1] 11-13 46 -224 0.00 0.18 0.19 1 4 SPF #1/#2 26.7,6 0.40 Diaph -19 PLF @ 0.0 to -1 @ 1 .0 [y=18.4][ 63%] 1- 2 120 -797 Plate Member PLATE MEMBER 0.50 -Vert- ----- 4 PLF @ 12.0 to 4 @ 14. [y=18.4][ 46%) 0- 1 1 0 -=-=Fictious Member=-=- SPF #1/#2 0 3.51 0.81 ----- -19 PLF @ 14.0 to -19 @ 26. [y=18.4][ 63%) 12-13 29 -58 Plate Member PLATE MEMBER 0.50 -Vert- ----- 14 PLF @ 24'.0 to 14 @ 26.0 [y= 7.0][ %) 9 PLF @ 0.0 to 9 @ 24.0 = 7.0][ %] EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 3- 4 180 0 0.06 2 4 HF Stud 28.96 4- 5 82 -519 0.39 1 4 HF Stud 68.88 5- 6 257 0 0.09 2 4 HF Stud 56.46 5- 7 89 -9 0.03 1 4 HF Stud 63.58 7- 8 176 0 0.06 2 4 HF Stud 56.46 8-10 42 -112 0.09 1 4 HF Stud 68.88 9-10 148 0 0.05 2 4 HF Stud 28.96 10-11 205 -1533 0.76 1 4 HF Stud 54.47 Node X -Loc Y -Loc Plate def1Y(L) def1Y(T) dxL dxT 0 0.00 10.30 ---- ----- ---- ----- ---- ---- 1 0.29 10.32 ---- ----- ---- ----- --- ---- 2 0.29 10.28 W3X6 0.00 L/999 0.00 L/999 0.00 0.00 3 6.00 10.15 W2X4 0.04 L/999 0.10 L/999 0.00 0.01 4 6.09 12.84 W3X4 ---- ----- ---- ----- ---- ---- 5 11.50 10.15 W5X8 0.04 L/999 0.10 L/999 0.01 0.02 6 11.59 15.13 W3X4 ---- ----- --- ----- ---- ---- 7 14.41 15.13. W8X10 ---- ----- --- ----- ---- ---- 8 14.64 10.15 W3X4 0.03 L/999 0.10 L/999 0.01 0.03 9 20.00 10.15 W2X4 0.02 L/999 0.07 L/999 0.01 0.04 10 20.05 12.78 W3X10 ---- ----- ---- ----- ---- ---- .11 23.77 10.15 W2X4 0.00 L/999 0.00 L/999 0.02 0.04 12- 26.00 10.26 ---- ----- ---- ----- ---- ---- (02343 -HOUSE ACCOUNT GARY LOHMAN 39 - G1) TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud IDEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. 0-5-8 W04 ( THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. 10 PSF BC LIVE LOAD PER UBC. W4X4 W2X4 W 2 X 4 5 5 0-5-8 Ai, 10-0-0 Al) W5X6 = W5X6 = W4X4(A1) L_ 13-0-0 13-0-0 I R=962 U=180 W=5.5" 6-0-0 Over 2 Supports R=962 U=180 W=5.5" 4 S PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.25" Ft. 'NARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFR IO OR., SUITE 200. MADISOII, NI 53)19), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Q�.� w F �� y `�J �P q� ��� TC TC LL DL 16 . 14 .0 0 PSF PSF R E F DATE R6109-77406 04/28/00 "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO ((rjj NO DD 5 BC DL 7 .0 PSF DRW CAUSR6109 00119023 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIFPPISG, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS MITH APPLICABLE PROVISIONS O(NATIONAL DESIGN DS "TPI. P 2 B C L L 0 . 0 PSF CA -ENG TSB / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIAT1011) AND ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * A p 2 B T 0 T . L D . 37 .0 PSF S E O N - 82153 Alpine Engineered Products, Inc. Sacrnmento,CA95828 EACH FACE OF TRUSS, AND UNLESS OT H ER MISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL E1G INE ERING COMPONENTIFORYANOYLPARTICULAREBUILDINGOISOTHETRESPONSIBJOOHTY OF THE BUILDINGIDESIGNERSEPER THIS ANSI/TPI 11995 SECTIOn 2. . CIVIL �Q' 9pFOF CALtf�R� D U R . FAC . 1.25 FROM SB SPACING 24.0" [00119023] [77406] [ALPINE][UBC CODE] [G1] [] [TCLL 16.0][TCDL 14.0][BCDL 7.0][BCLL 0.0][DF 1.25][OC 24.0][NM 1] [STD.AUTO.LOAD][OC 24.00][DF [X-Loc)[React][Size] _____ 60 PLF @ 0.0 to 60 @ 26.0 [y= 8.9][ 3%), [ 0.00]( 962][0.46] [25.54][ 962][0.46] 14 PLF @ 0.0 to 14 @.26.0[y 7.0][ 0%] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace [UBC pass #2][OC 24.00][DF 1.25 [NM 1] 1- 3 289 -1843 0.04 0.55 0.59 1 4 SPF #1/#2 82.79 5.19 Plywd 28 PLF @ 0.0 to 28 @ 26.0 y=18.9][ 0%]. 3- 5 210 -1596 0.03 0.55 0.59 1 4 SPF #1/#2 82.90 5.00 Plywd 34 PLF @ 0.0 to 34 @ 26-0 [y= 7.0][ 9%] 5- 7 210 -1596 0.03 0.55 0.59 1 4 SPF #1/#2 82.90 -5.00 Plywd 7- 8 289 -1843 0.04 0.55 0.59 1 4 SPF #1/#2 82.79 -5.19 Plywd [Wind Load #2][OC 24.00][DF .33][NM 1] 2 4 1635 246 0.30 0.46 0.75 2 4 SPF #1/#2 101.95 0.19 Diaph 19 PLF @ 0.0 to 19 @ 1 .0 [y=18.9][ 3%] 4 6 1065 151 0.20 0.46 0.65 2 4 SPF #1/#2 101.13 0.00 Diaph 19 PLF @ 13.0 to 19 @ 6- 9 1635 -246 0.30 0.46 0.75 2 4 SPF #1/#2 101.95 0.19 Diaph .9 PLF @ 0.0 to 9 @ 6.0 fy= 7-0][ 0%) 1- 2 163 -886 _ = Plate Member PLATE MEMBER 0.50 -Vert- ----- ---- 0- -_ 0- 1 1 0 -=-=Fictious Member=-=- SPF #1/#2 0 3.51 0.81 ----- 8- 9 163 -886 = = Plate Member =-_- PLATE MEMBER 0.50 -Vert- ----- 8-10 1 0 - -=Fictious Member=- SPF #1/#2 0 3.51 -0.81 ----- EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 3- 4 131 -408 0.13 1 4 HF Stud 40.47 4- 5 547 -27 0.19 2 4 HF Stud 80.95 5- 6 547 -27 0.19 2 4 HF Stud 80.95 6- 7 131 -408 0.13 1 4 HF Stud 40.47 Node X -Loc Y -Loc Plate def1Y(L) def1Y(T) dxL dxT 0 0.00 10.30 ---- ----- ---- ----- ---- ---- 1 0.29 10.32 ---- ----- ---- ----- ---- ---- 2 0.29 10.28 W4X4 0.00 L/999 0.00 L/999 0.00 0.00 3 6.62 13.06 W2X4 ---- ----- ---- ----- ---- ---- 4 8-79 10.15 W5X6 0.07 L/999 0.15 L/999 0.01 •0.02 5 13.00 15.72 W4X4 ---- ----- ---- --- ---- ---- 6 17-21 10.15 W5X6 0.07 L/999 0.15 L/999 0.02 0.03 19.38 13.06 W2X4 ---- ----- ---- ----- ---- ---- 8 25.71 10.32 ---- ----- ---- ----- ---- ---- ` 9 25.71 10.28 W4X4 0.00 L/999 0.00 L/999 0.02 0.06 (Vca4.3-nuuac AI l uuiVl uAKI LUF119AIN 37 - u14 TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 1.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIPO699. SUPPORT HIP RAFTER WITH CRIPPLES AT 01-05-00 OC. 0-5-8 W3X6( W3X4 W7X8�-- 1 UIJ uwu rKtrAMtU rKUrl L.UrIrU1tK IINYUI tLUAUJ d UIPICINJIUIYJ) JUDI'Ii i Iry ui DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W3X4 W3X4 5r— —t5 0-5-8 -,A�,-10-0-0 1) W2X4 III 145X8 = W3X4 = W2X4 III W3X6 ( 1) L_ 11-11-11 —1-2-4-8-1— 11-7-13 I R=943 W=5.5" 6-0-0 Over 2 Supports PLT TYP. Wave TPI -95 Design Criteria: TPI STD *WARNING'" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO H1B-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR.. SUITE 200, MADIS011, III 53119), FOR SAFETY PRACTICES PRIOR TO .� PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ""IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING AND ALPINE BRACING OF TRUSSES. THIS DESIGII CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE + CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL V. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHER ISE LOCATED ON TNIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS ORANING III DICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Sacralnent0, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. R=943 W=5.5 W. � Ir No. )r/223 Yt7UU CIVl'— ���P PIP AL%rcO CA/4/-/4/E TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.25 /Ft. REF R6109-77407 DATE 04/28/00 DR W CAUSR6109 00119024 CA -ENG TSB/GWH SEON - 81955 FROM SB [00119024] [77407] [ALPINE] [UBC CODE] [G12] [] [TCLL 16.0][TCDL 14.0][BCDL 7.01[BCLL 0.OJ[DF 1.25][OC 24.0][NM l] [No Plywood] [Std Calif Hip] [OC 24.00] [DF 1..25] NM 1] [X-Loc][React][Size] 60 PLF @ 0.0 to 60 @ 12.0 [y 18.4][.,3%] [ 0.00][ 943][0.46] [25.54][ 943][0.46] 2 PLF @ 12.0 to 2 @ 13.0 [ =18.4][ 3%] 2 PLF @ 13.0 to 2 @ 14.0 =18.4][ 3%] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace 60 PLF @ 14.0 to 60 @ 26.0 y=18.4][ 3%3 1- 4 0 -1810 0.08 0.48 0.56 1 4 SPF #1/#2 75.91 5.21 @ 24" 14 PLF @ 0.0 to 14 @ 26.0 [y= 7.0][ 0%] 4- 6 0 -1323 0.05 0.48 0.53 1 4 SPF #1/#2 71.50 5.00 @ 24" 30.00 Lbs. @ 12.0, 18.4 ngle=270 6- 7 0 -1145 0.04 0.08 0.12 1 4 SPF #1/#2 33.75 0.00 @ 24" 18.00 Lbs. @ 13.0, 18.4 Angle=270 7- 9 0 1331 0.05 0.48 0.53 1 4 SPF #1/#2 71.50 5.00 @ 24". 30.00 Lbs. @ 14.0, 18.4 Angle=270 9-11 0 -1810 0.08 0.48 0.56 1 4 SPF #1/#2 75.91 -5.21 @ 24" 2- 3 1606 0 0.31 0.19 0.50 2 .4 SPF #1/#2 68.57 -0.28 Diaph [UBC pass #2][OC 24.00][DF 1.25][NM 1] 3- 5 1603 0 0.31 0.19 0.50 2 4 SPF #1/#2 66.00 0.00 Diaph 28 PLF @ 0.0 to 28 @ 26.0 [y=18.4][ %] 5- 8 1143 0 0.23 0.12 0.34 2 4 SPF #1/#2 37.65 0.00 Diaph 34 PLF @ 0.0 to 34 - %] 8-10 1603 0 0.31 0.18 0.49 2 4 SPF #1/#2 64.25 0.00 Diaph 10-12 1606 0 0.31 0.18 0.49 2 4 SPF #1/#2 68.57 0.28 Diaph 1- 2 0 -870 _ = Plate Member =-_- PLATE MEMBER 0.50 -Vert- ----- 0- 1 1 0 -=-=Fictious Member=-=- SPF #1/#2 0 3.51 0.81 ----- 11-12 0 -870 Plate Member =- PLATE MEMBER 0.50 -Vert- ----- 11-13 1 0 - =Fictious Member=-=- SPF #1/#2 0 3.51 -0.81 ----- EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 3- 4 174 0 0.06 2 4 HF Stud 28.96 4- 5 0 -506 0.38 1 4 HF Stud 68.88 5- 6 319 0 0.11 2 4 HF Stud 56.46 5- 7 6 0 0.00 2 4 HF Stud 63.58 7- 8 317 0 0.11 2 4 HF Stud 56.46 •8- 9 0 -501 0.38 1 4 HF Stud 68.88 9-10 173 0 0.06 2 4 HF Stud 28.96 Node X -Loc Y -Loc Plate deflY(L) deflY(T) dxL dxT 0 0.00 10.30 ---- ----- ---- ----- ---- ---- 1 0.29 10.32 ---- ----- ---- ----- ---- ---- 2 0.29 10.28 W3X6 0.00 L/999 0.00 L/999 0.00 0.00 3 6.00 10.15 W2X4 0.05 L/999 0.13 L/999 0.00 0.01 4 6.09 12.84 W3X4 ---- ----- ---- ----- ---- ---- 5 11.50 10.15 W5X8 0.05 L/999 0.15 L/999 0.01 0.03 6 11.59 15.13 W3X4 ---- ----- ---- ----- ---- ---- 7 W7X8 8 14.64 10.15 W3X4 0.05 L/999 0.15 L/999 0.01 0.03 9 19.91 12.84 W3X4 ---- ----- ---- ----- ---- ---- ® . 10 20.00 10.15 W2X4 0.05 L/999 0.13 L/999 0.02 0.05 11 25.71 10.32 ---- ----- ---- ----- ---- ---- 12 25.71 10.28 W3X6 0.00 L/999 0.00 L/999 0.02 0.06 (VC343-MUUDt AULL)UINI UAKT LUFIMAN IV - UIU TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. IN LIEU OF RIGID SHEATHING USE PURLINS TO BRACE TC @ 24.00" OC 0-5-8 W3X6( IKIJ UWV NKtNAKtU tKVM L.VPIYUItK INFUI (LUAU) & UIMt NZ.1VWJJ 3U01­1­ 70 U01u1i 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. 10 PSF BC LIVE LOAD PER UBC. W3X4 —,� W3X4 W3X8 5 r 5 0-5-8 +10-0-0 1) = W3X4 = W5X6 - W3X4 = W3X6 ( 1) R=962 U=180 W=5.5" 8-4-8 6-0-0 Over 2 Supports 7-7-13 R=962 U=180 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/4/E/-/- ('-Scale =.25" Ft. —WARNING ­ WARNING'* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, .HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING 1WSTALLING AILD BRACING), PUBLISHED BY TPI (TRUSS PLATE OVO W TC LL 16 1 F' . 0 PSF' R E F R6109-77408 INSTITUTE. 583 D'ONOFRIO DR., SUITE 200, MADISON. NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED 9� Cim TC DL 14.0 PSF DATE 04/28/00 1 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ��± C7P +_ IMPORTANT FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO cr No. 8 05 in BC DL 7OPSF DRW CAUSR6109 00119025 y� ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS BE SIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN e BC LL 0.',0 PSF CA -ENG TSB / G W H 3.F SPECIFICATION PUBLISHED BY TME AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR90 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * Pr 8 2000 * TOT AD. �3�7.0 PSF SEON - 81952 g j. Alpine f. Engineered Products, Sacr0ment0, CA 95828 Inc. EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-7. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS ANOMPOSIJTPI1 1.1995IISECTIONCZLAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER L�, CIVI1-\P 9TF CALtF��a OF D U R . FAC V 1.25 FR0M SB SPACING 24. 0 " t t [00119025] [77408] [ALPINE] [UBC.CODE] [G10] [] [TCLL 16.0][TCDL 14.0][BCDL 7.0][BCLL 0.0][DF 1.25][OC 24.0][NM 1] [No Plywood] * Indicates Forces Per Ply [UBC pass #2][OC 24./6.0 F 1.25][N 1] =====Bearings=== [X-Loc)[React][Size] ____= 28 PLF @ 0.0 to 26.0 [y 7.6][ 0%] [ 0.00][ 962][0.46] [25.54][ 962][0.46] 34 PLF @ 0:0 to 26.0 [y 7.0][ 9%] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace [Wind Load #2][OC 24DF 1.3 ][NM 1] 1- 3 * 1 * -26 0.10 0.70 0.80 3 4 SPF #1/#2 95.41 5.17 @ 24" -19 .PLF @ 0.0 to 10.0 [y=17.6][ 3%] 3- 5 * 0 * -1 0.00 0.36 0.36 3 4 SPF #1/#2 30.94 5.00 @ 24" 4 PLF @ 10.0 to16. [y=17.6][ 6%] 3 5 1 23 0.07 0.26 0.33 3 4 SPF #1/#2 64.89 0.30 @ 24" 19 PLF @ 16.0 to 26. [y=-17.6][ 63%] 6-10 * 1 * -23 0.07 0.26 0.33 3 4 SPF #1/#2 64.89 0.30 @ 24" 9 PLF @ 0.0 to26.0.[y= 7.0][ %] 8-10 * 0 * -1 0.00 0.36 0.36 3 4 SPF #1/#2 30.94 -5.00 @ 24" _ _ _ _ _10-11 * 1 * -26 0.10 0.70 0.80 3 4 SPF #1/#2 95.41 -5.17 @ 24" [Std.Loads)[OC 24.001 25][NM 1] 2- 4 * 22 * -1 0.29 0.32 .0.62 1 4 SPF #1/#2 88.31 -0.22 Diaph 60 PLF @ 0.0 to 6.0 [y=17.6][ 5 %) 4- 7 * 28 * 0 0.36 0.32 0.69 1 4 SPF #1/#2 64.20 0.00 Diaph. 14 PLF @ 0.0 to 26.0 [y= 7.0][ %] 7- 9 * 28 * 0 0.36 0.32 0.69 1 4 SPF #1/#2 64.20 0.00 Diaph_ _ _ _ _ 9-12 * 22_ * -1 0.29 0.32 0.62 1 4 SPF #1/#2 88.31 0.22 Dia?h 1- 2 * 1 * -13 _ Plate Member PLATE MEMBER 0.50 -Vert- ----- 0- 1 * 0 * 0 -=-=Fictious Member=-=- SPF #1/#2 0 3.51 0.81 ----- 11-12 * 1 * -13 _ Plate Member PLATE MEMBER 0.50 -Vert- ----- 11-13 * 0 * 0 - -Fictious Member=- SPF #1/#2 0 3.51 -0.81 ---- EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 3- 4 * 6 * 0 0.14 1 4 HF Stud 36'.46 4- 6 * 0 * -6 0.34 3 4 HF Stud 71.45 6- 7 * 2 * 0 0.05 1 4 HF Stud 34.71 6- 9 * 0 * -6 0.34 3 4 HF Stud 71.45 9-10 * 6 * 0 0.14 1 4 HF Stud 36.46 Node X -Loc Y -Loc Plate deflY(L) deflY(T) dxL dxT 0 0.00 10.30 ---- ----- ---- ----- ---- ---- 1 0.29 10.32 ---- ----- ---- ----- ---- ---- 2 0.29 10.28 W3X6 0.00 L/999 0.00 L/999 0.00 0.00 3 7.59 13.46 W3X4 ---- ----- ---- ----- ---- 4 7.65 10.15 W3X4 0.07 L/999 0.16 L/999 0.01 0.02 5 9.97 14.46 ---- ----- ---- ------ -- ---- 6 13.00 13.33 W3X8 ---- ----- --------- - - - ---- 7 13.00 10.15 W5X6 0.08 L/999 0.20 L/999 0.01 0.03 8 16.03 14.46 ---- ----- ---- ----- ---- ---- 9 18.35 10.15 W3X4 0.07 L/999 0.16 L/999 0.02 0.05 10 18.41 13.46 W3X4 ---- ----- ---- ----- ---- ---- 11 25.71 10.32 ---- ----- ---- ----- ---- ---- 12 25.71 10.28 W3X6 0.00 L/999 0.00 L/999 0.03 0.06 Ue343-11UUSt ACCUUNI bAKT LUHMAN 39 - G8) TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. #1 HIP SUPPORTS 08-00-00 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. n 0-5-8 W3X6( W4X4 1.1ZYP = [HIS UWG PREPARLD [RUM LUMPUItK INPUI (LUAUS & UIMtNSIUNS) JUOMIIItu UI IKU » Plrn. 2 Complete Trusses Required NAILING SCHEDULE: (16d—box—nails) TOP CHORD: 1 ROW @ 10" o.c. BOT CHORD: 1 ROW @ 12" O.C. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33), OR DWG. BRCALHIP0699. SUPPORT HIP RAFTER WITH CRIPPLES AT 05-07-14 OC. W4X4 I_ 7-11-11 _1_ 10-4-8 I 7-7-13 I R=2287 W=5.5" 26-0-0 Over 2 Supports J R=2287 W=5.5" 0-5-81,10-0-0 -T- PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.25" Ft. ""lIARNING " TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING ITUTE,RE583 D FER ONOFRIO -91 OR HANSUI TE IG 200TAMADISONNDWBR AC5371;), ING)PUBLRSSAFETY PRACTICE S(TRUSS PR IOR PLATE TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOH CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. W.t� �O�D •Y• '7`( �y^ �iP �` �iy (t\ T C TC L L DL 1 6. 14.0 D PSF P S F REF R6109-77409 DATE 04/28/00 "IMPORTANT"" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO ill No. 05 BC DL 7.0 PSF DR6J CAUSR6109 00119026 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TP 1; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFOR HS WITH APPLICABLE PROVISIONS OF NDS (NAT "AL DESIGN Ex . 20 B C L L 0.0 P S F C A - E N G TSB / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO + pr 00 * TOT.LD. 37.0 PSF SEON - 81948 Alpine Engineered Products, Inc. p Sacr mento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 11995 SECTION 2. ,, _/' civil_ \P Q OP� OF CAL% O U R . FAC . 1 .25 F R 0 M S B SPACING 24.0" [00119026] [774091 [ALPINE] [UBC CODE] (G81 [] ) [TCLL 16.0][TCOL 14.0][BCDL 7.0][BCLL 0.0][DF 1.25][OC 24.0][NM 21 i [No Plywood] * Indicates Forces Per Ply [Calif #1 H1p][OC 24.00][DF 1.25][ 2] [X-Loc][React][Size] 60 PLF @ 0.0 to 60 @ 8.0 [y= 6.8][ 43%) [ 0.00][ 2287][0.461 [25.541[ 2287][0.46] 116 PLF @ 8.0 to 176 @ 12.0 [y 16.8](4 %] 176 PLF @ 12.0 to 176 @ 14.0 [ =16.8][ 43%] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace 176 PLF @ 14.0 to 116 @ 18.0 y=16.8][ 4A] 1- 3 * 0 *-2365 0,25 0.64 0.90 1 4 SPF #1/#2 95.41 5.17 @ 24" 60 PLF @ 18.0 to 60 @ 26.0 y=16.8][ 43%] 3- 5 * 0 .*-2144 0.13 0.73 0.86 1 4 SPF #1/#2 64.89 -0.30 @ 24" 34 PLF @ 0.0 to 34 @ 8.0 [y= 7.0][ %] 5- 8 * 0 *-2144 0.13 0.73 0.86 1 4 SPF #1/#2 64.89 0.30 @ 24" 34 PLF @ 8.0 to 34 @ 18. [y= 7.0][ %] 8 9 0 2365 0,25 0.64 '0.90 1 4 SPF #1/#2 95.41 5.17 @ 24" 34 PLF @ 18.0 to 34 @ 26 0 [y= 7,0][ %] 2- 4 * 2129 * 0 0.48 0.19 0.67 1 4 SPF #1/#2 88.31 -0.22 Diaph 606.77 Lbs. @ 8.0, 16.8 Angle=270 4- 6 * 2778 * 0 0.63 0.17 0.79 1 4 SPF #1/#2 64.20 0.00 'Diaph 606.77 Lbs.,,@ 18.0, 16.8 Angle=270 6- 7 * 2778 * 0 0,63 0.17 0.79 1' 4 SPF #1/#2 64.20 0.00 Diaph _ 7-10 * 2129 * 0 0.48 0.19 0.67 1 4 SPF #1/#2 88.31 0.22 Diaph [UBC pass #2][OC 24.00][D 1.25][NM 1] 1- 2 * 0 *-1051 Plate Member PLATE MEMBER 0.50' -Vert- ----- 28 PLF @ 0.0 to 28 26.0 [y=16.81[ %] 0- '1"* 1 * 0 =Fictious Member--' - SPF #1/#2 0 3.51 0.81 ----- 34 PLF @ 0.0 to 34 26.0 [y= 7.0][ 511%] 9-10 * 0 *-1051 Plate Member PLATE MEMBER 0.50 -Vert- ----- 9-11 --- 9-11 * 1 * 0 - =Fictious Member= = SPF #1/#2 0 3.51 -0.81 ----- EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 3- 4 * 474 * 0 0,16 1 4 HF Stud 36.46 4- 5 * 0 * -747 0,34 1 4 HF Stud 71.45 5- 6 * 66 * 0 0,05 2 4 HF Stud 34.71 5- 7 * 0 * -747 0.34 1 4 HF Stud 71.45 . 7- 8 * 474 * 0 0.16 1 .4 HF Stud 36.46 Node X -Loc Y -Loc Plate def1Y(L) def1Y(T) dxL dxT 0 0.00 10.30 ---- ----- ---- ----- ---- ---- 1 0.29 10.32 ---- ----- ---- ----- ---- ---- 2 0.29 10.28 W3X6 0.00 L/999 0.00 L/999 0.00 0.00 3 7.59 13.46 W4X4 ---- ----- ---- ----- ---- ---- 4 7.65 10.15 W3X4 0.08 L/999 0.23 L/999 0.01 0.02 5 13.00 13.33 W3X8 ---- ----- ---- ----- ---- ---- 6 13.00 10.15 W5X6 0.10 L/999 0.29 L/999 0.02 0.05 7 18.35 10.15 W3X4 0.08 L/999 0.23 L/999 0.02 0.07 8 18.41 13.46 W4X4 ---- ----- ---- ----- ---- ---- 9 25.71 10.32 ---- ----- ---- ----- ---- ---- 10 25.71 10.28 W3X6 0.00 L/999 0.00 L/999 0.03 0.09 UL343-MVUJt AL.L.UUINI UAKY LUMMAN S`J - H1 TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. 0-5-8 W4X4 I H I S UW6 PH LPAR tU FRUM LUMP UItK INPU I (LUAU) 6 UIMtNJIUNJ) ZoUDPLI 1 1 r U DI IMUaa rlrn. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. 10 PSF BC LIVE LOAD PER UBC. W2X4(A1) =- 1— I 7-2-0 I 7-2-0 I 14-4-0 Over 2 Supports R=530 U=180 W=5.5" R=530 U=180 0-5-8 PLT TYP. Wave TPI -95 Design Criteria: TPI STD "WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE Q%—D W. INSTITUTE. 583 D'ONOFRIO OR., SUITE 200. MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ` **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO NO OO 5 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND 7ALP INE BRACING OF TRUSSES. THY1S DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIE ICATI 0" PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE 28 2 O O O CONNECTORS ARE MADE 1)F 20GA ASTM A653 GR40 GLV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO P EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING civil, Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER of ANSI/TPI 1-1995 SECTION 2. C A / 4 / - / 4 / E TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0:0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.375"/Ft. REF R6109-77410 DATE 04/28/00 DR W CAUSR6109 00119027 CA -ENG TSB/GWH SEQN - 82002 FROM SB i [00119027) [77410] [ALPINE] [UBC CODE] [H1] [] [TCLL 16.0][TCDL 14.0][BCOL 7.0][BCLL 0.0][DF 1.25][OC 24.0][NM 1] [STD.AUTO.LOAD][OC 24.00][DF 1.25)[NM 1] [X-Loc)[React][Size) ____= 60 PLF @ 0.0 to 60 @ 1,4.3 [y=16.4][ 53%) [ 0.00][ 530][0.46] [13.88][ 530][0.46] 14 PLF @ 0.0 to 14 @'14.3 [y= 7.0][ 0%] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace [UBC pass'#2][OC 24.00][OF 1.25][NM 1) 1- 3 141 -737 0.01 0.67 0.68 1 4 SPF #1/#2 89.85 5.18 Plywd 28 PLF @ 0.0 to 28 @ 14.3 [y=16.4][ OX) 3- 5 141 -737 0.01 0.67 0.68 1 4 SPF #1/#2 89.85 -5.18 Plywd 34 PLF @ 0.0 to 34 @ 14.3 [y= 7.0][ 59%) 2- 4 595 -98 0.12 0.41 0.53 2 4 SPF #1/#2 82.52 -0.23 Diaph 4- 6 595 -98 0.12 0.41 0.53 2 4 SPF #1/#2 82.52 0.23 Diaph [Wind Load #2][OC 24.00][DF 1.33][NM 1) 1- 2 134 -503 _ = Plate Member PLATE MEMBER 0.50 -Vert- ----- -23 PLF @ '0.0 to -23 @ 7.2 [y=16.4)[ 65%) 0- 1 1 0 -=-=Fictious Member=-=- SPF #1/#2 0 3.51 0.81 ----- -23 PLF @ 7.2 to -23 @ 14.3 [y=16.4][ 65%] 5- 6 134 -503 Plate Member PLATE MEMBER 0.50 -Vert- ----- 9 PLF @ 0.0 to 9 @ 14.3 [y= 7.0][ OX] 5- 7 1 0 -=-=Fictious Member=- SPF #1/#2 0 3.51 -0.81 ---- EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 3- 4 274 0 0.09 2 4 HF Stud 34.04 Node X -Loc Y -Loc Plate deflY(L) def1Y(T) dxL dxT 0 0.00' 10.30 ---- ----- ---- ----- ---- ---- 1 0.29 10.32 ---- -- ---- ----- ---- ---- 2 0.29 10.28 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 3 7.17 13.29 W4X4 ---- ----- ---- ----- ---- ---- 4 7.17 10.15 W2X4 0.01 L/999 0.03 L/999 0.00 0.01 5 14.04 10.32 ---- ----- ---- ----- ---- ---- 6 14.04 10.28 W2X4 0.00 L/999 0.00 L/999 0.01 0.01 tVGJ4J-nUU3C AL.L.UUIN I UAn 1 Lunl'IAIV 37 - ne TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x8,DF-L 1950f -1.5E WEBS 2x6 HF 1650f -1.5E ADDITIONAL LOADS BC From 90 PLF at 0.00 to 90 PLF at 14.33 TC 925 LB Conc. Load at 7.17 0-57-8 05-8 In13 UWU rMLrAMCU rKun LunruiLM llvrui (LUAU) d UIIVLI13[V-a) DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. W4X5 =- W4X5(A1) =— W'+ A:) tAl) 1_ 7-2-0 _1_ 7-2-0 _I R=1639 W=5.5" 14-4-0 Over 2 Support R=1639 0-5-8 PLT TYP. Wave TPI -95 Design Criteria: TPI STD `"WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE 0%.o w y F INSTITUTE. 583 O'ONOFRIO DR., SUITE 200. MADISON, WI 537]9). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP'CHOR0 SMALL HAYE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD'SHALL HAYE A PROPERLY ATTACHED RIGID CEILING. L(G� 'IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTAILAT ION CONTRACTOR. ALPINE ENGINEERED ~PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO 0. 8 0 5 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING AND Ex 0 A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BYTE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE r 28 200 O CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALY. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160A -Z - THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING CIVIL �P Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS q Cq�tFO�� Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING 1S THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER 3F ANSI/TPI 1 1995 SECTION 2. CA/4/-/4/E TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.375"/Ft. REF R6109-77411 DATE 04/28/00 DR W CAUSR6109 00119028 CA -ENG TSB/GWH SEON - 82005 FROM SB [00119028][77411][ALPINE][UBC CODE][H2] [TCLL 16.0][TCDL 14.0][BCDL 7.0][BCLL 0.0][DF 1.25][OC 24.0][NM 1] [Common Girder Loads](OC 24.00][DF 1.25][NM 1] [X-Loc][React][Size] 60 PLF @ 0.0 to 60 @ 14.3 [y=16.4][ 53%] [ 0.00][ 1639][0.46] [13.88][ 1639](0.46) 104 PLF @ 0.0 to 104 @ 14.3 [y= 7.0][ 43%] 925.00 Lbs. @ 7.2, 16.4 Angle=270 EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace 1- 3 0 -2779 0.13 0.70 0.82 1 4 SPF 1650f-1.5 89.37 5.00 Plywd 3- 5 0 -2779 0.13 0.70 0.82 1 4 SPF 1650f-1.5 89.37 -5.00 Plywd 2- 4 2487 0 0.13 0.18 0.31 1 8 DF-L 1950f-1. 82.51 -0.14 Diaph 4- 6 2487 0 0.13 0.18 0.31 1 8 DF-L 1950f-1. 82.51 0.14 Diaph 1- 2 0 -13.13 Plate Member = _ PLATE MEMBER 0.50 -Vert- ----- 0- 1 18 0 = =Fictions Member= = SPF 1650f-1.5 3.79 5.02 ----- 5- 6 0 -1313 _ = Plate Member _ PLATE MEMBER 0.50 -Vert- ----- 5- 7 18 0 =-=Fictious Member=- SPF 1650f-1.5 3.79 -5.02 ----- EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 3- 4 781 0 0.07 1 6 HF 1650f-1. 30.29 :Node X-Loc Y-Loc Plate def1Y(L) def1Y(T) dxL dxT 0 0.00 10.30 ---- ----- ---- ----- ---- ---- 1 0.29 10.42 ---- ----- ---- =---- ---- ---- 2 0.29 10.38 W4X5 0.00 L/999 0.00 L/999 0.00 0.00 3 7.17 13.29 W4X5 ---- ----- ---- ----- ---- ---- 4 7.17 10.30 W4X4 0.05 L/999 0.10 L/999 0.01 0.01 5 14.04 10.42 ---- ----- ---- ----- ---- ---- 6 14.04 10.38 W4X5 0.00 L/999 0.00 L/999 0.01 0.02 UZ343-HUUSL ALLUUNI LAKY LOHMAN 39 - 18) TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. #1 HIP SUPPORTS 08-00-00 JACKS WITH NO WEBS. CORNER SETS ARE CONVENTIONALLY FRAMED. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. W3X4 W 4 X 4 ir-- W8X10 ]HIS DWG PRLPARLD FROM LUMPUItK INPUI (LUAUS & UIMLNSIONS) SUtlMliitu n1 IKUa3 Pira 2 Complete Trusses Required P NAILING SCHEDULE: (16d—box—nails) TOP CHORD: 1 ROW @ 10" o.c. BOT CHORD: 1 ROW @ 12" o.c. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. 10 PSF BC LIVE LOAD PER UBC. USE SAME DESIGN FOR ONE -PLY COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 1.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER'HIB-91 13.2.1(FIG.33), OR DWG. BRCALHIP0699. SUPPORT HIP RAFTER WITH CRIPPLES AT 01-05-00 OC. W2X4 III W2X6(B1) _ 1_ 6-5-11 _1_ 2-4-8 I 7-7-13 I R=1409 U=180 W=5.5" 16-6-0 Over 2 Supports 0-5-8 L10-0-0 R=1347 U=180 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.375" Ft. —WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO H1B-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFR IO DR., SUITE 200, MAOI SON. NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERNI SE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. OV13 W y $1 �Z jmtl T C TC L L DL 16 14.0 . 0 P S F PSF R E F R6109-77412 DATE 04/28/00 "IMPORTANT"' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. -SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO �(jj No. 8 0 5 BC DL_ 7.0 PSF DRW CAUSR6109 00119029 ALPINE BUILD THE TRUSSES IN CONFORMANCE NITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN E D BC L L 0 .0 PSF CA -ENG TSB / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AILD PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * Pr 26 2 QQ TOT.LD. 37.0 PSF SEON - 82012 Engineered Products, Sacramento, CA95828 Inc. EACH.FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWINHERG INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEE R I PIG RESP ONAlpine COMPONENT IFOR YA SOLPART ICEL '0 ULA REBUTI DIN G IsON THETR DE SPONSI BILO ITY OF THE BUILDING IDES I GNER SEPOER FF THIS ANSI/TPI I-1995 SECTION z. �/� CIVIL \Q' Q%C!F rAt lF��a OUR . FAC . 1 .25 FR0M SB SPACING 24.0" S (00119029] [77412] [ALPINE) [UBC CODE] [I8] [] [TCLL 16.0][TCDL 14.0][BCDL 7.0][BCLL 0.0][DF 1.25][OC 24.0][NM 21 [No Plywood] * Indicates Forces Per Ply [Calif #1 Hip][OC 24.00][DF 1.25][NM 2] 60 PLF @ 1.5 to 60 @ 8.0 [y=16.8][ 43%] [ 1.50][ 1409)[0.46] [17.54][ 1347][0.46] 116 PLF @ 8.0 to 131 @ 9.0 [y=16.8][ 43%] 131 PLF @ 9.0 to 116 @ 10.0 [y=16.8][ 43%) EndPts MaxTen MaxComp AXL. BND CSI GLC S Grade Length Pitch Brace 60 PLF @ 10.0 to , 60 @ 18.0 [y=16.8][ 43%] 0- 3 * 37 *-1160 0.02 0.75 0.77 2 4 SPF #1/#2 79.22 5.00 @ 24" 34 PLF @ 1.5 -to 34 @ 8.0 [y= 7.0][ 0%] 3- 4 * 24 *-1038 0.03 0.41 0.45 1 4 SPF #1/#2 33.75 0.00 @ 24" 34 PLF @ 8.0 to. 34 @ 10.0 [y= 7.0)[ 0%] 4- 6 * 46 *-1241 0.03 0.94 0:96 2 4 SPF #1/#2 95.41 -5.17 @ 24" 34 PLF @ 10.0 to 34 @ 18.0 [y= 7.0)[ 0%] 1- 2 * 0 * 0 0.00 0.24 0.24 3 4 SPF #1/#2 72.05 0.00 Dia ph 539.27 Lbs. @ 8.0, 16.8 An' 1e=97 2- 5 * 1094 * -27 0.15 0.30 0.45 3 4 SPF #1/#2 35.90 0.00 Diaoh 539.27 Lbs. @ 10.0, 16.8 Angle=27 5- 7 * 1098 * -27 0.15 0.32 0.47 3 4 SPF #1/#2 86.56 0.22 Diaph 6- 7 * 54 * -605 Plate Member PLATE MEMBER 0.50 -Vert- ----- [Std Calif Hip](OC 24.00](OF 1.25][N ] 6- '8 * 1 * 0 - =Fictious Member=- SPF #1/#2 0 3.51 -0.81 ----- 60 PLF @ 1.5 to 60 @ 8.0 [y=1 .8]f 43%] 2 PLF @ 8.0 to 2 @ 9.0 [y= 6.8 [ 43%] EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 2 PLF @ 9.0 to 2 @ 10.0 [y 16.8 [ 43%] 0- 1 * 44 * -659 0.12 1 4 HF Stud 7.17 60 PLF @ 10.0 to 60 @ 18.0 [ -16.8 [ 43%] 0 2 * 1047 * 24 0.36 1 4 HF Stud 67.02 14 PLF @ 1.5 to 14 @ 18.0 = 7.0][ 0%] 2 3 * 63 2 0.04 3 4 HF Stud 36.46 30.00 lbs. @ 8.0, 16.8 An 1e=270 12- 4 * 5 * -'84 0.03 2 4 HF Stud 47.48 18.00 Lbs. @ 9.0, 16.8 A gle=270 4 5 * 101 * 0 0.0.7 3 4 HF Stud 36.46 30.00 Lbs. @ 10.0, 16.8 ogle=270 Node X -Loc Y -Loc Plate deflY(L) deflY(T) dxL dxT [UBC pass.#2][OC 24.00][DF .25][NM 1] 0 1.50 10.93 W3X4 ---- ----- -- ----- ---- ---- 28 PLF @ 1.5 to 28 @ 1 .0' (y=16.8 [ 0%] 1 1.50 10.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 34 PLF @ 1.5 to 34 @ 8.0 [y= 7.0 [ 59%) 2 7.50 10.15 W3X8 0.02 L/999 0.06 L/999 0.00 0.00 =-_-=-_-=-______=___=____ ___=___=___ 3 7.59 13.46 W4X4 ---- ----- ---- ----- ---- ---- [Wind Load #2][OC 24.00] F 1.33][NM 2 4 10.41 13.46 W8X10 - -- ----- ---- ----- ---- ---- -20 PLF @ 1.5 to -20 8.0 [y=16.8 [ 63%] 5 _ 10.50 10.15 W2X4 0.02 L/999 0.07 L/999 0.00 0.01 4 PLF @ 8.0 to 4 @ 10.0 [y=1.6.8 [ 46%] ' 6 17.71 10.32 ---- ----- ---- ----- ---- ---- -20 PLF @ 10.0 to -2 @ 18.0 [y=16.8 [ 63%] 7 17.71 10.28 W2X6 0.00 L/999 0.00 L/999 0.01 0.02 9 PLF @ 1.5 to 9 @ 18.0 [y= 7.0][ 0%] - (V434,5-MUUJt AI.I.UUINI UAKT LUMMAN 39 - 11) TOP CHORD 2x4 SPF 1650f -1.5E :T2 2x4 SPF #1/#2: BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud :W2 2x4 SPF #1/#2: DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. W3X4 W04 THIS DWG PRLPARLD FROM CUMPUILK INPUI (LUAUS & DIMLNSIONS) SUBMIIItU BT IKUJJ MrK. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, 14IND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. 10 PSF BC LIVE LOAD PER UBC. W2X4 III R=600 U=180 W=5.5" 7-6- 16-6-0 Over 2 Support =fxtl PLT TYP. Wave TPI -95 Design Criteria: TPI STD — WARNING TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING ACID BRACING), PUBLISHED BY TPI '(TRUSS PLATE INSTITUTE, 583 D'ON OFRIO DR., SUITE 200, MADISON. NI 53719), FOR SAFETY PRACTICES PRIOR TO { PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SMALL NAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. { " IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE NI TH TP 1: OR FABRICATING, HANOLIMG. SHIPPING. INSTALLING AND A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS t10TED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENMMI1 IIIG Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS SACTAIT1C1110, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 1995 SECTION 2. W2X6(Bi) 0-5-8 10-0-0 R=621 U=180 W=5.5" j 0W yq * Apr E8 2000 S'l9 CIVIL• OF CAL%rc C A / 4 / - / 4 / E TC LL 16.0 PSF TC DL 14.0.PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.375"/Ft. REF R6109-77413 DATE 04/28/00 DR W CAUSR6109 00119030 CA -ENG TSB/GWH SEQN - 82015 FROM SB [00119030] [.77413] [ALPINE] [UBC CODE] [I1] []" [TCLL 16.0][TCOL 14.0][BCDL 7.0][BCLL 0.0][OF 1.25][OC 24.0][NM 1] [STD.AUTO.LOAD][OC 24.00][DF 1.25][NM 1] [X-Loc][React][Size) ____= 60 PLF @ 1.5 to 60 @ 18.0 [y=17.2][ 53%] [ 1.50][ 600][0.46] [17.54][ 621][0.46] 14 PLF @ 1.5 to 14 @ 18.0 [y= 7.0][ 0%] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace [UBC pass #2][OC 24.00][DF 1 25)[NM 1] e 0- 2 111 -784 0.01 0.77 0.78 1 4 SPF 1650f-1.5 97.50 5.00 Plywd 28 PLF @ 1.5 to 28 @ 18.0 [y=17.2][ 0%) 2- 4 102 -759 0.01 0.25 0.26 1 4 SPF #1/#2 56.90 -5.00 Plywd 34 PLF @ 1.5 to 34 @ 18.0 [y= 7.0][ 59%] 4- 5 213 -1101 0.01 0.25 0.26 1 4 SPF #1/#2 56.79 -5.28 Ply'wd 1- 3 0 0 0.00 0.52 0.52 2 4 SPF #1/#2 90.00 0.00 Diaph [Wind Load #2][OC 24.00][DF 1.33][NM 1] 3- 6 970 -180 0.17 0.52 0.69 2 4 SPF #1/#2 104.51 0.18 DiaDh -20 PLF @ 1.5 to -20 @ 9.0 [y=17 )[ 63%] 5- 6 125 -554 Plate Member PLATE MEMBER 0.50 -Vert- ----- -20 PLF @ 9.0 to -20 @ 18.0 [y=17. [ 63%] 5- 7 1 0 -=-=Fictious Member=- SPF #1/#2 0 3.51 -0.81 ----- 9 PLF @ ''1.5 to 9 @ 18.0 [y= ][ OX] - - - - - - - - - - - - - - - - - - - --- - EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 0- 1 115 -560 0.10 1 4 HF Stud 7.17 0- 3 647 -76 0.15 1 4 SPF #1/#2 84.83 2- 3 334 0 0.12 2 4 HF Stud 43.21 3- 4 115 -360 0.18 1 4 HF Stud 54.56 Node X -Loc Y -Loc Plate deflY(L) def1Y(T) dxL dxT 0 1.50 10.93 W3X4 ---- ----- ---- ----- ---- ---- 1 1.50 10.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 2 9.00 14.05 W4X4 ---- ----- ---- ----- ---- ---- 3 9.00 10.15 W3X8 0.02 L/999 0.05 L/999 0.00 0.00 4 13.38 12.23 W2X4 ---- ----- ---- ----- ---- ---- 5 17.71 10.32 ---- ----- ---- ----- ---- ---- 6 17.71 10.28 W2X6 0.00 L/999 0.00 L/999 0.01 0.01 . (V434J-F1UUJt AUL.UUINI UAKT LUHPTAN S`.! - J1) TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x8 DF -L 1950f -1.5E WEBS 2x6 HF 1650f -1.5E IHIJ UWU F'KtNAKtU rKUP1 L.UNYUItK IINYUI 1LUAUJ & UIPIt NZ�IUNJ) 3UDI'1111GV Ui -- i1 DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. ADDITIONAL LOADS BC From 82 PLF at 0.00 to 82 PLF at 13.46 TC 800 LB Conc. Load at 6.73 i { 0 5-8 W4X4(A1) W4X5 5 5 0-5-8 10-0-0 W2X8 III W4X4(A1) 6-8-12 1' 6-8-12 1 fE 13-5-8 Over 2 Supports R=1450 W=5.5" R=1450 W=5.5" PLT TYP. Wave TPI -95 Scale Design Criteria: TPI STD CA /4 4/E —WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIO -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE D�-,) W L.n �y TC ILL 16.0 PSF R E F R6109-77414 INSTITUTE. 563 D'OHOFRIO DR., SUITE 200, MADISON, Nf 53719), FOR SAFETY PRACTICES PRIOR TO ` C PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED `� �iP �� Zw TC DL 14.0 P S F DATE 04/28/00 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT" FURNISH A COPY OF TNIS DESIGtI TO THE INSTALLATION COIITRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF DRW CAUSR6109 00119031 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO No. 8 05 BUILD THE TRUSSES IN CONFORMANCE KITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS HITM APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN Ex . 0 B C L L 0. 0 P S F CA -ENG T S B/ G W H F1 ATIAPA AS TAP CONN E CTOR SSPEC REP MAD ES OF 20 GATASTMNA653AGR40FOR EXCEPTI As NOTEDND ER GAL V AFI STEELD PL,ACO N N ECTORS TO t p r 28 2000 ,r TOT . L D. 37. 0 P SF S E O N - 82021 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS. AND UNLESS 0TH ER NI SE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ORAW INGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS CONPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. .A C1 I%- _/` \P OF CiI IF��� OUR . FAC. 1.25 FR0M SB SPACING 24.0" [00119031] [77414] [ALPINE] [UBC CODE] [J1] [] [TCLL 16.0][TCDL 14.0][BCDL 7.0][BCLL 0.0)[DF 1.25][OC 24.0][NM 1] [Common Girder Loads][OC 24.00)[OF 1.25][NM 1] =====Bearings=== [X-Loc][React][Size] _____ 60 PLF @ 0.0 to 60 @ 13.5 [y=16.3]( 53%) [ 0.00][ 1450][0.46] [13.001[ 1450][0.46] 96 PLF @ 0.0 to 96 @ 13.5 [y= 7.0][ 43%] 800.00 Lbs. @ 6.7, 16.3 Angle=270 EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace 1- 3 0 -2423 0.15 0.79 0.94 1 4 SPF #1/#2 83.69 5.00 Plywd 3- 5 0 -2423 0.15 0.79 0.94 1 4' SPF #1/#2 83.69 -5.00 Plywd 2- 4 2163 0 0.12 0.15 0.27 1 8 DF -L 1950f-1. 77.26 -0.15 Diaph 4- 6 2163 0 0.12 0.15 0.27 1 8 DF -L 1950f-1. 77.26 0.15 Diaph 1- 2 0 -1162 _ = Plate Member PLATE MEMBER 0.50 -Vert- ----- 0- 1 18 0 - -=Fictious Member=- SPF #1/#2 0 3.79 5.02 ----- 5- 6 0 -1162 _ = Plate Member PLATE MEMBER 0.50 -Vert- ----- 5- 7 18 0 -=-=Fictious Member=- SPF #1/#2 0 3.79 -5.02 ----- EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 3- 4 660 0 0.06 1 6 HF 1650f-1. 28.10 Node X -Loc Y -Loc Plate deflY(L) deflY(T) dxL dxT 0 0.00 10.30 ---- ----- ---- ----- ---- ---- 1 0.29 10.42 ---- ----- ---- ----- ---- - -- 2 0.29 10.38 W4X4 0.00 L/999 0.00 L/999 0.00 0.00 3 6.73 13.10 W4X5 ---- ----- ---- ----- ---- ---- 4 6.73 10.30 W2X8 0.04 L/999 0.09 L/999 0.00 0.01 5 13.17 10.42 ---- ----- ---- ----- ---- ---- ; 6 13.17 10.38 W4X4 0.00 L/999 0.00 L/999 0.01, 0.02 /i U6343-HUUJt AL,L,UUINI UAKT LUHMAN .19 - de TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS Zx4 HF Stud DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. 0-5-8 W04 IHIJ UWU NKtNAKtU tKUM UUMPUItK INFLI1 (LUAU) & U1MtNS1UNJ) JUDMIIItu OT IKU3J rU 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. 10 PSF BC LIVE LOAD PER UBC. 5 I— 5 0-5-8 10-0-0 W2X4 III W2X4(A1) = W2X4(A1) I, 6-8-12 I 6-8-12 I 13-5-8 Over 2 Supports R=498 U=180 W=5.5" R=498 U=180 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.375" Ft. "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND REFER (HANDLINGPLATE NNDWBRAC53Z19, PUBORSSABEBY INSTITUTE Lt�- w '7� Fy T C L L 16 ' 0 P S F R E F R6109-77415 DOONOB-91 200TALLING . . PRACTI(TRUSS PRIOR TE PERFORMING THESE FUNCTIONS. UNLESS 0THERNISE INDICATED. TOP CHORD SHALL HAVE PROPERLY �OV— TC DL 14 P S F DATE 04/28/00. ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. (t\ .0 "IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED i�1 BC DL 7.0 PSF DRW CAUSR6109 00119032 PRODUCTS. INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO No. $8J0 5 IN G AND CEGNI COTHISMDES ALPINE BRACBUILING OF OFTTRUS SE S!I1 IAN CON F ORM SOWITHAAP P L IC AB LE PR OD I SI ONSS0 NO SG INAT IoNALAL DE SI GN Ex ' BC LL 0 .0 PSF CA -ENG T S B / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE - CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO • Pr 26 2000 * TOT.LD. 37.0 PSF SEEN - 82018 Alpine Engineered Products, Inc. SBCrBIITento, CA 9582H EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENG INEER 114G RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS ANS;OBPI T1F0995NSECTIONCZLAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER �/` CIV11- \P � Z. rA: 1F��a OF D U R .FAC . 1 .25 FR0M S13 SPACING 24.0" [00119032][77415]'[ALPINE] [UBC CODE] [J2] [) [TCLL 16.0][TCDL 14.0][8CDL 7.0][BCLL 0.0][DF 1.25][OC 24.0][NM 11 [STD.AUTO.LOAD][OC 24.00][DF 1.25][NM 1] [X-Loc][React][Size] ____= 60 PLF @ 0.0 to 60 @ 13.5 [y=16.3)[ 53%]` [ 0.00][ 498][0.46] [13.00][ 498][0.46] 14 PLF @ 0.0 to 14 @ 13.5 [y= 7.0][ 0%) EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace [UBC pass ##2][OC 24.00][DF 1.25][NM 1] 1- 3 143 -685 0.01 0.58 0.59 1 4 SPF ##1/##2 84.17 5.19 Plywd 28 PLF @ 0.0 to . 28 @ 13.5 [y=16.3][ 0%] 3- 5 143 -685 0.01 0.58 0.59 1 4 SPF ##1/##2 84.1.7 -5.19 'Plywd 34 PLF @ 0.0 to 34 @ 13.5 [y= 7.0][ 59%] 2- 4 553 -100 0.11 0.36 0.47 2 4 SPF ##1/##2 77.27 -0.25 Diaph 4- 6 553 -100 0.11 0.36 0.47 2 4 SPF ##1/##2 77.27 0.25 Diaph [Wind Load ##2][OC 24.00][DF 1.33][•NM 1] 1- 2 134 -470 _ = Plate Member PLATE MEMBER 0.50 -Vert- ----- -24 PLF @ 0.0 to -24 @ 6.7 [y=16.3)[ 65%) 0- 1 1 0 -=-=Fictious Member=-=- SPF ##1/'#2 0 3.51 0.81 ----- -24 PLF @ 6.7 to -24 @ 13.5 [y=16.3][ 65%) 5- 6 134 -470 _ = Plate Member PLATE MEMBER 0.50 -Vert- ----- 9 PLF @ O.O.to 9 @ 13.5 [y= 7.0][ 0%] 5- 7 1 0 -=-=Fictious Member=- SPF ##1/##2 0 3.51 -0.81 ---- EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 3- 4 254 0 0.09 2 4 HF Stud 31.85 Node X - Loc Y -Loc Plate deflY(L) deflY(T) dxL dxT 0 0.00 10.30 ---- ----- ---- ---- ----• ---- 1 0.29 10.32 ---- ----- ---- ----- ---- ---- 2 0.29 10.28 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 3 6.73 13.10 W4X4 ---- ----- ---- ---- ---- ---- 4 6.73 10.15 W2X4 0.01 L/999 0.02 L/999 0.00 0.01 5 13.17 10.32 ---- ----- ---- ----- ---- ---- 6 13.17 10.28 W2X4 0.00 L/999 0.00 L/999 0.00 0.01 (02343 -HOUSE ACCOUNT GARY LOHMAN 39 - FF1) TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud N (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. 3-0-0 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. W3X4 = W3X8 0.25 _ W3X6 1-9-6 10-0-0' W3X6 - W2X4 III W5X6 - 13-5-8 Over 2 Supports R=532 U=180 W=5.5" R=552 U=180 PLT TYP..Wave TPI -95 Design Criteria: TPI STD "WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLIIIG INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'0NOFRIO DR., SUITE 200. MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PHO PERLY ATTACHED RIGID CEILING. — IMPORTANT`* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONrORMANCE WITH TPI; OR FABRICATING. HANDLING, SNIPPING. INSTALLING ANO ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMER ICA II FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL V. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160A-Z. THE SEAL ON THIS DRAWING 111DICATES ACCE P TAIICE OF PROFESSIONAL ENGINEERING Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 11995 SECTION 2. W ti4 5 * -Apr/ Zb UUU \ Cl 11- Oj 9T !� F CAL�Fp C A / 4 / - / 4 / E TC LL 20.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 41.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.375"/Ft. REF R6109-77416 DATE 04/28/00 DR W CAUSR6109 00119033 CA -ENG TSB/GWH SEQN - 82156 FROM SB [00119033] [77416] [ALPINE] [UBC CODE] [FF1] [) [TCLL 20.0][TCDL 14.0][BCDL 7.0][BCLL 0.0)[DF 1.25][OC 24.0][NM 1] [Wind Load #2][OC 24.00][DF 1.33][NM 1] -=-Bearings=== [X-Loc)[React][Size] _____ 13 PLF@ 0.3 to -13 @ 3.3 [y=16.0][ 60%] [ 0.00][ 532][0.46] [13.00][ f 552][0.46] 9 PLF @ 0.0 to 9 @ 13.5 [y= 7.0][ 0%] 3 PLF @ 3.3 to 3 @ 10.5 [y=16.0][ 47%] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace -13 PLF @ 10.5 to -13 @ 13.5 [y=16.0][ 60%] 2- 3 3 -23 0.00 0.66 0.66 2 4 SPF #1/#2 78.67 0.24 Plywd 3- 5 0 -1569 0.08 0.65 0.74 2' 4 SPF #1/#2 81.12 0.25 Plywd [Std.Loads][OC 24.00)[DF 1.25.][NM 1] 0- 4 1619 0 0.37 0.15 0.52 2 4 SPF #1/#2 83.94 0.00 Diaph 68 PLF @ 0.3 to 68 @ 13.5 [y=16.0][ 59%] 4- 6 0 0 0.00 0.13 0.13 2 4 SPF #1/#2 77.56 0.00 Diaph 14 PLF @ 0.0 to 14 @ 13:5 [y=.7.0][ 0%] - - - - - - - - - - - - - - - - - - - - EndPts MaxTen MaxComp AR GLC S Grade Length Brace 1- 2 0 0 0.00 2 4 HF Stud 32.50 0- 2 24 -166 0.04 2 4 HF Stud 32.50 0- 3 0 -1631 0.67 2 4 HF Stud 77.48 1 CLB 3- 4 38 -265 0.05 2 4 HF Stud 12.75 4- 5 1604 0 0.56 2 4 HF Stud 75.43 5- 6 0 -510 0.10 2 4 HF Stud 14.36 Node X -Loc Y -Loc Plate deflY(L) deflY(T) dxL dxT 0 0.00 10.15 W5X6 - --- ----- ---- ---- 1 0.15 13.00 ---- ----- --- ----- ---- ---- 2 0.15 11.36 W3X4 ---- ----- ---- ----- ---- ---- 3 6.70 11.49 W3X8 ---- ----- ---- ----- ---- ---- 4 6.99 10.15 W3X6 0.09 L/999 0.19 L/847 0.01 0.02 5 13.46 11.63 W3X6 ---- ----- --- ----- ---- ---- tvca4a-nuux AI.L.uunl uMRI Lunrimm 3y - rrc TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. W2X4 111 0.25 _ W3X4 = T 0:� T 1-9-2 1-10-3 10-0-0 W2X4 III W3X4 = �--4-4-12 Over 2 Supports R=180 U=180 W=5.5" R=180 U=180 Inn uwu rM[rnM[u rMun Lvrmuicn iwrui (LUHw a uIrR1VJlunJf mum , . , — . —." 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.375" Ft. "WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE Q�.� w yn Fj� T C L L 20.0 P S F R E F R6109-77417 INSTITUTE. 5B3 D'ONOFRfO DR., SUITE 200, MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO C2 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. UiP �� �S1 TC DL 14.0 PSF DATE 04/28/00 "IMPORTANT`* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED � _ � BC DL 7.0 PSF DRW CAUSR6109 00119034 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO O. 05 BUILD THE TRUSSES IN CONFORMANCE WITH TP 1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND p CA -ENG TSB G W H ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH AP PLICAOL E PROVISIONS OF LIDS (NATIONAL BESIGN xP D B C LL 0.0 PSF / SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPS. ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * r B 2 0 0 TOT . L D .. 41.0 P S F S E Q N - 82159 Alpine Engineered Products, Sacramento, CA 95828 Inc. EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT BESIGN SHOWN. THE SUITABILITY AND USE OF THIS Com ANSI/TP PIT If/995N SECTIO IC AR BUILDING IS THE RESPONSIBILITY OF THE BUII DING DESIGNER, PER �/` I�IV11- \P' Q C�t�O�� OF OUR . FAC. 1.25 FR0M S SB B SPACING 24. 0 " A.[00119034][77417][ALPINE][UBC CODE][FF2] [TCLL 20.0)[TCDL 14.0][BCDL 7.0][BCLL 0.0)[DF 1.25][OC 24.0][NM 1] [Wind Load #2][OC 24.00][DF 1.33][NM 1] =====Bearings=== [X-Loc][React][Size] .-52 PLF @ 12.4 to -'52 @ 14.6 [y=14.8][ 74%] [12.39][ 180][0.46] [16.33][ 180][0.46] -52 PLF @ 14.6 to -52 @ 16.8 [y=14.8][ 74%] 9 PLF @ 12.4 to 9 @ 16.8 [y= 7.0][ 0%] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace = _ _ _ ______________________________________ 0- 2 3 -3 0.00 0.34 0.34 2, 4 SPF #1/#2 52.76 0.25 Plywd [Std.Loads][OC 24-Ob][DF 1.25)[NM 1] 1- 3 0 0 0.00 0.07 0.07 2 4 SPF #1/#2 52.75 0.00 Diaph 68 PLF @ 12.4 to 68 @ 16.8 [y=14.8][ 59%] 14 PLF @ 12.4 to 14 @ 16.8 [y= 7.0][ 0%) EndPts MaxTen MaxComp AR GLC S Grade Length Brace 0- 1 115 -149 0.04 1 4 HF Stud 14.17 1- 20 0 0.00 2 4 HF Stud 48.18 2- 3 115 -149 0.04 1 4 HF Stud 15.20 Node X-Loc Y-Loc Plate def1Y(L) def1Y(T) dxL dxT 0 12.39 11.61 W2X4 ---- ----- ---- ----- ---- ---- 1 12.39 10.15 W3X4 0.00 L/999 0.00 L/999 0.00 0.00 2 16.79 11.70 W3X4 ---- ----- ---- ----- ---- ---- U4343-rIUUJt AL.LVUINI UAKT LUMPIAN Sy - rr,S TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. W2X4 111 0.25 _ W4X4 T 1-9-2 W2X4 III W3X4 �--6-4-12 Over 2 Supports R=262 U=180 W=5.5" R=262 U=180 IMIJ UW6 YKLYAKLU rKUPI LUNYUILK 1NYU1 (LUAU) 6 UIPILINJIUNJ) JUOPuiiLu of inuaa rirm. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.375" Ft. `"'WARNING"TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRAC111G. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE OBD W. y Fy T C L L 20.0 P S F R E F R6109-77418 INSTITUTE, 583 D'ONOFRIO OR., SUITE 200, MADISON, NI 53119). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SH PROPERLY ^ TC DL 14.0 P S F DATE 04/28/00 AIL NAYE ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. (r: "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE IIISTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF DRW CAUSR6109 00119035 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO No. 0 5 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING, INSTALLING AND A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WIT APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN E 0 20 B C L L 0.0 PSF CA -ENG TSB / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * Pr 28 TOT LD. 41.0 PSF SEON - 82162 Alpine Engineered Products, Inc. Sacralllento,CA95828 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 11995 SECTION 2. CIV I1. \P' 'Q OF CALIF�f� D U R . FAC. 1.25 FROM S B SPACING 24.0" [00119035] [77418] (ALPINE] [UBC CODE] (FF3] [] [TCLL 20.0][TCDL 14.0][BCDL 7.01(BCLL 0.0)[DF 1.25][OC 24.0][NM 11 [Wind Load #2][OC 24.00][DF 1.33][NM 1] =====Bearings=== [X-Loc][React][Size] _____ _-46 PLF @'12.4 to -46 @ 15.6 [y=14.9][ 72%] [12.39][ 262][0.46] [18.33][ 262][0.46] -46 PLF @ 15.6 to -46 @ 18.8 [y=14.9][ 72%] 9 PLF @ 12.4 to 9 @ 18.8 [y= 7.0]( 0%] EndPts MaxTen MaxComp AR BND CSI GLC S Grade Length Pitch. Brzce 0- 2 5 -5 0.00 0.72 0.72 2 4 SPF #1/#2 76.77 0.25 Plywd [Std.Loads][OC 24.00][DF 1.25][NM 1] 1- 3 0 0 0.00 0.15 0.15 2 4 SPF #1/#2 76.75 0.00 Diaph 68 PLF @ 12.4 to 68 @ 18.8 [y=14.9][ 59%] 14 PLF @ 12.4 to 14 @ 18.8 [y= 7.0][ 0%] EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 0- 1 146 -217 0.05 1 4 HF Stud 14.17 1- 2 0 0 0.00 2 4 HF Stud 71.48 2- 3 146 . -217 0.05 1 4 HF Stud 15.70 Node X -.Loc Y -Loc Plate deflY(L) def1Y(T) dxL dxT 0 12.39 11.61 W2X4 ---- ---- ---- ----- ---- ---- 1 12.39 10.15 W3X4 0.00 L/999 0.00 L/999 0.00 0.00 2 18.79 11.75 W4X4 ---- ----- ---- ----- ---- ---- (tlC343-F1VUJt AL.I.VUIVI IXAKT LUMMAN J`! - tt4) TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud :142 2x4 SPF #1/#2: DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. W2X4 III 0.25 _ W7X8 T CA/4/-/4/E/-/- T 1 9-2 =.375" 1-11-2 L� (LLOLD w y� �%^� W2 LL 20.0 PSF R E F R6109-77419 10-0-0 D ONOFRIO DRMAIISUITE 200TANADISONNOWBRAC53719),PUBORSSAFETY PRACTICESUPRIORATE PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SN ALL HAVE PROPERLY W2X4 III W3X4- 14.0 i8-0-2 Over 2 Supports R=328 U=180 W=5.5" R=328 U=180 INIJ UWG VKtF'AKtU tKUM L.UMYUIt.K INYUI (LUAU) 2: UIMtNmuNJ) JUDMII ILu 01 InuaJ rlrn. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. PLT TYP. Wave TPI -95 Ft. Design Criteria: TPI STD CA/4/-/4/E/-/- Scale =.375" —WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER3 L� (LLOLD w y� �%^� TC LL 20.0 PSF R E F R6109-77419 D ONOFRIO DRMAIISUITE 200TANADISONNOWBRAC53719),PUBORSSAFETY PRACTICESUPRIORATE PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SN ALL HAVE PROPERLY TC OL 14.0 PSF DATE 04/28/00 ATTACHED STRUCTURAL PAVE LS, BOT TON CHORD SHALL NAVE A PROPERLY ATTACHED RIGID CEILING. M "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF DRW CAUSR6109 00119036 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO 0. 8 05 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND PSF TSB G W H ALPINE BRACING OF TRUSSES. T11IS DESIGN CON F OR IIS NI TST H APPLICABLE PSSOROVISIONS OF 11 OS (NATIDNA L DESIGN Ex BC LL 0.0 CA -ENG / ATIARE01 PMAOESOFD20GAT HECTORS NR40R TAPPLYAC0 28 2DDD CON NECTORSFI ASTMMA653AGIC GALV* STEEL. E X CEPTI AS NOTED�ID HEI TO f pr TOT. LD. 41.0 PSF SEAN - 82165 Alpine Engineered Products, Inc. $acralllent0, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING III DI CATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBI•L I TY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. C1V1L \p' �% C1 OF OUR . FAC . 1.25 FR0M SB SPACING 24. 0 �� [00119036] [77419] [ALPINE] [UBC CODE] [FF4] [] [TCLL 20.0] [TCDL 14.0) [BCOL 7.0) [BCLL 0.0] [DF 1.25) [OC 24.0] (NM. 1] [Wind Load #2][OC 24.00][DF 1.33](NM.1] =====Bearings=== [X-Loc][React)[Size] _____ -36 PLF @ 12.4 to -36 @ 15.4'(y=14.9][ 70%] (12.39][ 328][0.46] [19.94][ 328][0.46] 1 PLF @ 15.4 to 1 @ 17.4 [y=14.9][ 49%] -36 PLF @ 17.4 to ..-36 @ 20.4 [y=14.9][ 70%] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace 9 PLF @ 12.4 to 9 @ 20.4 [y= 7.0]( 0%] 0- 2 6 -6 0.00 0.90 0.90 2 4 SPF 1650f-1.5 96.15 0.25 Pl_ywd 1- 3 0 0 0.00 0.23 0.23 2 4 SPF #1/#2 96.12 0.00 Diaph (Std.Loads)[OC 24.00][DF 1.25][NM 1] 68 PLF @ 12.4 to 68 @ 20.4 [y=14.9)[ 59%] EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 14 PLF @ 12.4 to 14 @ 20.4 [y= 7.0][ 0%] 0- 1 106 -272 0.05 2 4 HF Stud 14.17 1- 2 0 0 0.00 2 4 SPF #1/#2 90.55 2- 3 106 -272 0.05 2 4 HF Stud 16.10 Node X -Loc Y -Loc Plate deflY(L) deflY(T) dxL dxT 0 12.39 11.61 W2X4 ---- ----- ---- ----- ---- ---- 1 12.39 10.15 W3X4 0.00 L/999 0.00 L/999 0.00 0.00 2 20.40 11.78 W7X8 ---- ----- ---- ----- ---- ---- (V6J4J-n VUJL AL.L.VUINI UAKT LVHMAIN JV - 1-1-5 TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud MAX JT VERT DEFL: LL: 0.18" DL: 0.19" (SEE DWG DEFLCAMB0699) RECOMMENDED CAMBER 3/8" 3-0-0 15 11M) UNG VKtYAKtU FKUPI LUMI'UltK INPUI (LUAU) 6 UIMLNJIUNJ) JUDMIIILU IIT IKuJJ mrK. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. 144X14= 142X4111 0.25 _ W3X4= W7X8— T 1-11-2 ni 10-0-0 HS522 = 145X8 R 142X4 III W2X4 III R=776 U=180 W=5.5" 19-4-13 Over 2 Supports .PLT TYP. High. Strength,Wave TPI -95 Design Criteria: TPI STD —WARNING`" TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND Zlk BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE 01A W. yn F INSTITUTE. 583 O'ONOFR IO OR SUITE 200, IADISDN, NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED y STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ..IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ADN Y NY DEVIATION FROM THIS DESIGN; ANY FAILURE TO No. 0 5 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDL IIIG, SHIPPING, INSTALLING AHD Ex 0 E S A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF 1105 (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMER ICAII FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE r $ O 0 CONNECTORS ARE MADE OF 20GA ASTH A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ,A DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING A CIVIy ApIn3AC�rv,eX�itr CPr9oduZcttsA 588, IIIc. COMPONENTIFORYANYLPARTICULAREBUILDINGOISOTHETRESPONSIBILITY OF THE BUILDINGIDESIGNERSEPER THIS QTFOFCAL(f��t��P ANSI/TPI 1.1995 SECTION 2. R=795 U=180 C A / 4 / - / 4 / E TC LL 2.0.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 41.0 PSF DLIR.FAC. 1.25 SPACING 24.0" Scale =.375"/Ft. REF R6109-77420 DATE 04/28/00 DR W CAUSR6109 00119037 CA -ENG TSB/GWH SEQN --82168 FROM SB [00119037] [77420] [ALPINE] [UBC CODE] [FF5] [] [TCLL 20.0][TCDL 14.0][BCDL 7.0][BCLL 0.0][DF 1.25][OC 24.0][NM 1.] [Wind Load #2][OC 24.00][ F 1.33][NM 1) =====Bearings=== [X-Loc][React][Size] _=___ -2 PLF @ 1.3 to -2 @ 4 3 [y=16.0] 52%] [ 1.00][ 776][0.46] [19.94][ 795][0.46] 9 PLF @ 1.0 to 9 @ 0.4 [y= 7.0] 0%] 4 PLF @ 4.3 to 4 @ 17. [y=16.0] 46%] EndPts MaxTen MaxComp ARBND CSI GLC S Grade Length Pitch Brace -2 PLF @ 17-4 to -2 @ 0. [y=16.0] 52%) 2- 3 0 -2556 0.09 0.39 0.48 2 4 SPF 1650f-1.5 68.47 0.55 Plywd _ _ _ _ _ _ _ _ _ _ _ _ _ _-_-_-_ 3- 5 0 -2551 0.05 0.47 0.52 2 4 SPF 1650f-1.5 78.70 0.25 Plywd [Std.Loads][OC 24.00][DF 1.25] NM 1) 5- 7. 0 -2493 0.12 0.63 0.75 2 4 SPF 1650f-1.5 83.99 0.25 Plywd 68 PLF @ 1.3 to 68 @ 0.4 y=16.01 59%] 0- 4 99 0 0.02 0.12 0-14 2 4 SPF #1/#2 70-19 0.00 Diaph 14 PLF @ 1.0 to 14 @ 20.4 y= 7-0) 0%] 4- 6 2587 0 0.58 0.14 0.72 2 4 SPF #1/#2 82.19 0-00 Diaph 6- 8 0 0 0.00 0.14 0.14 2 4 SPF #1/#2 80.44 0.00 Diaph EndPts MaxTen MaxComp AXL GLC S Grade' Length Brace 1- 2 0 0 0.00 2 4 HF Stud 32.50 0- 2 0 -743 0.18 2 4 HF Stud 32.50 2- 4 2492 0 0.86 2 4 HF Stud 65.92 3- 4 0 -370 0.07 2 4 HF Stud 12.75 4- 5 0 -43 0.04 2 4 HF Stud 77.69 5- 6 0 -516 0.10 2 4 HF Stud 14.42 6- 7 2560 0 0.89 2 4 HF Stud 77.94 7- 8 0 -751 0.14 2 4 HF Stud 16.10 Node X -Loc Y -Loc Plate def1Y(L) def1Y(T) dxL dxT 0 1.00 10.15 W2X4 0.00 L/999 0.00 L/999 0.00 0.00 1 1.15 13.00 ---- ----- ---- ----- ---- ---- 2 1.15 11.24 W4X14 ---- ----- ---- ----- ---- ---- 3 6.85 11.50 W2X4 ---- ----- ---- ----- ---- ---- 4 6.85 10.15 HS522 0.17 L/999 0.35 L/662 0.00 0.00 5 13.40 11.63 W3X4 ---- ----- ---- ----- ---- ---- 6 13.70 10.15 W5X8 0.18 L/999 0.38 L/617 0.01 0.03 7 20-40 11.78 W7X8 ---- ----- ---- ----- ---- ---- (UZ341-N =)L ALLUUNI LAKY LUHMAN 39 - FF6) TOP CHORD 2x4 SPF #1/#2 :T2 2x4 SPF 1650f -1.5E: BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud MAX JT VERT DEFL: LL: 0.25" DL: 0.26" (SEE DWG DEFLCAMB0699) RECOMMENDED CAMBER 1/2" PROVIDE FOR COMPLETE DRAINAGE OF ROOF. 3-0-0 IH15 DWG PREPARED FROM CUMPUILK INPUI (LUAUS & UIMLNSI M.) JUISMIii[u UT IKU33 MrM. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF: (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. W3X4 = W3X10 0.25 _ W5X6 = T2 W7X8 = (A) 1 11 2 10-0-0 W5X6= W6X8(R) III W2X4111 W5X6- R=817 U=180 W=5.5" 0-4-13 Over 2 Support PLT TYP. Wave TPI -95 Design Criteria: TPI STD ``WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO MIB -91 (HANDLIHG INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 5B3 D'ONOFRIO OR., SUITE 200. MADISON, NI 53719). FOR SAFET'f PRACTICES PR (OR TO PERFORMING THESE FUNCTIONS. UNLESS OTHER MI BE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTT0N CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. `"IMPOft TANT" FURNISH A COPY OF THIS DESI GII TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SN ALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE NI TH TPI; OR FABRICATING, HANDLING. SHIPPING. INSTALLING AND ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPI"' CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS.. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL 0II THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS $OCTDIII011tO, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER �J 1—t—tt ANSI/TPI 1.1995 SECTION 2. 1 W Apr/ 28 -1000 * `�Jj� CMI �P R=836 U=180 CA/4/-/4/E TC LL 20.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 41.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.375"/Ft. REF R6109-77421 DATE 04/28/00 DR W CAUSR6109 00119038 CA -ENG TSB/GWH SEQN - 82171 FROM SB [00119038] [77421] [ALPINE] [UBC CODE] [FF6][] [TCLL-20.0][TCDL 14.0)[BCDL 7.0][BCLL 0.0][DF 1.25][OC 24.0][NM 1]. [Wind Load #2][.00 24.00][D 1.33][NM 1] =-=Bearings=== [X-Loc][React][Size] _____ -2 PLF @ 0.3 to -2 @ 3.3 [y=16.0]( [ 0.00][ 817][0.46] [19.94][ 836][0.46] 9 PLF @ 0.0 to 9 @ 0.4 [y= 7.0]( 4 PLF @ 3.3 to 4 @ 7.4 y=16.0]( EndPts MaxTen MaxComp AR BND CSI GLC S Grade Length Pitch Brace -2 PLF @ 17.4 to -2 @ 2- 3 0 -25 0.00 0.54 0.54 2 4 SPF #1/#2 78.67 0.24 Plywd 3- 5 0 -2965 0.12 0.58 0.70 2 4 SPF #1/#2 80.45 0.25 Plywd [Std.Loads][OC 24.00][DF 1.25][N 11 5- 7 0 -2672 0.14 0.65 0.79 2 4 SPF 1650f-1.5 83.99 0.25 Plywd 68 PLF @ 0.3 to 68 @ 0.4 [A=16.0) 0- 4 2948 0 0.67 0.17 0.84 2 4 SPF #1/#2 83.94 0.00 Diaph 14 PLF @ 0.0 to 14 @ 0.4 [y 7.0], 4- 6 2775 0 0.63 0.14 0.77 2 4 SPF #1/#2 80.44 0.00 Diaph 6- 8 0 0 0.00 0.15 0.15 2 4 SPF #1/#2 80.44 0.00 Diaph EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 1- 2 0 0 0.00 2 4 HF Stud 32.50 0- 2 2 -181 0.04 2 4 HF Stud 32.50. 0- 3 0 -2986 0.75 2 4 HF Stud 77.48 2 CLB 3- 4 59 0 0.02 1 4 HF Stud 12.75 4- 5 190 0 0.07 2 4 HF Stud 77.69 5- 6 0 -562 0.11 2 4 HF Stud 14.42 6- 7 2744 0 0.95 2 4 HF Stud 77.94 7- 8 0 -792 0.15 2 4 HF Stud 16.10 Node X -Loc Y -Loc Plate 'def1Y(L) def1Y(T) dxL dxT 0 0.00 10.15 W5X6 ---- ----- ---- ----- ---- ---- 1 0.15 13.00 ---- ----- ---- ----- ---- ---- 2 0.15 11.36 W3X4 ---- ----- ---- ----- ---- ---- 3 6.70 11.49 W3X10 ---- ----- ---- ----- ---- ---- 4 6.99 10.15 W5X6 0.25 L/996 0.51 L/485 0.02 0.03 5 13.40 11.63 W5X6 ---- ----- ---- ----- ---- ---- 6 13.70 10.15 W6X8 0.22 L/999 0.46 L/532 0.03 0.06 7 20.40 11.78 W7X8 ---- ----- ---- ----- ---- ---- ' r 52%] 0* 46%] 52%] 59%] 0%] 02343 -HOUSE ACCOUNT GARY LOHMAN 39 - FF7 TOP CHORD 2x4 SPF #1/#2 :T2 2x4 SPF 1650f -1.5E: BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Stud MAX JT VERT DEFL: LL: 0.14" DL: 0.14" (SEE DWG DEFLCAMB0699) RECOMMENDED CAMBER 1/4" 3-0-0 W THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 70 MPH WIND, 15.00 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, 100 MI FROM COAST, CAT I, EXP C, WIND TC DL=14.0 PSF, WIND BC DL=7.0 PSF. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. W4X4 = W3X8 = 0.25 _ W5X6 = T2 W6X8 1-11-2 10-0-0 5X6 = W5X6 = W5X8 (R) IN W2X4 III W05 = 1-2-5-8—I R=941 U=180 W=5.5" 0-4-13 Over 2 Supports PLT TYP. Wave TPI -95 Design Criteria: TPI STD "'WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, SB3 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO / PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED ?6 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ,y ""IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED �l PRODUCTS, INC. SHALL HOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCI ATI01!) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160A-Z' THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER .. F 1k ANSI/TPI 1 1995 SECTION 2. `4ipr+ 28 2000 LiT Civil- \C�P F CAUFC0> R=712 U=180 C A / 4 / - / 4 / E TC LL 20.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 41.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.375"/Ft. REF R6109-77422 DATE 04/28/00 DR W CAUSR6109 00119039 CA -ENG TSB/GWH SEON - 82174 FROM SB [00119039] (77422) [ALPINE] [UBC CODE] [FF7] [] [TC LL 20.0][TCOL 14.0][BCDL 7.0][BCLL 0.0][DF 1.25][OC 24.0][NM 1] t y ,t [Wind Load #2][OC 24.00][D 1.33][NM 1] =====Bearings=== [X-Loc][React)[Size] ____= vea C2 PLF @ 0.3 to -2 @ 3.3 [y=16.01[ [ 2.46][ 9413[0.46) [19.94][ 712][0.46] 14 PLF @ 0.0 to " 14 @ 2.5 [y= 7.0][ 9 PLF @ 2.5 to 9 @ 0.4 y= 7.0][ EndPts MaxTen MaxComp AR BND CSI GLC S Grade Length Pitch Brace 4 PLF @ 3.3 to 4 @ 7.4 y=16.0][ 2- 4 373 0 0.08 0.58 0.66 2 4 SPF #1/#2 78.72 0.51 Plywtl -2 PLF @ 17.4 to 2 @ 0.4 =16.0][ 4- 6 0 -1777 0.04 0.58 0.62 2 4 SPF #1/#2 80.45 0.25 Plywtl 6- 8 0 2118 0.09 0.61 0.70 2 4 SPF 1650f-1.5 83.99 0.25 Plywtl [Std.Loads][OC 24.00][DF 1.25][N 1] 0- 3 0 -2 0.00 0.12 0.12 2 4 SPF #1/#2 32.25 0.00 Diaph 68 PLF @ 0.3 to 68 @ 0.4 [y 16.0][ 3- 5 1737 0 0.39 0.12 0.51 2 4 SPF #1/#2 51.69 0.00 Diaph 14 PLF @ 0.0 to 14 @ 0.4 (y 7.0)[ 5- 7 2193 0 0.50 0.13 0.63 2 4 SPF #1/#2 80.44 0.00 Diaph 7- 9 0 0 0.00 0.14 0.14 2 4 SPF #1/#2 80.44 0.00 Diaph EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 1- 2 0 0 0.00 2 4 HF Stud 32.50 0- 2 13 -3 0.00 1 4 HF Stud 32.50 2- 3 0 -393 0.09 2 4 HF Stud 30.81 3- 4 0 -2214 0.95 2 4 HF Stud 49.83 4- 5 163 0 0.06 2 4 HF Stud 12.75 5- 6 0 -433 0.41 2 4 HF Stud 77.69 6- 7 0 -422 0.08 2 4 HF Stud 14.42 7- 8 2173 0 0.75 2 4 HF Stud 77.94 8- 9 0 -669 0.13 2 4 HF Stud 16.10 Node X -Loc Y -Loc Plate def1Y(L) deflY(T) dxL dxT 0 0.00 10.15 W5X6 ---- ----- ---- ----- ---- ---- 1 0.15 13.00 ---- ----- ---- ----- ---- ---- 2 0.15 11.21 W4X4 ---- ----- ---- ----- ---- ---- 3 2.69 10.15 W4X5 0.00 L/999 0.00 L/999 0.00 0.00 4 6.70 11.49 W3X8 ---- ----- ---- ----- ---- ---- 5 6.99 10.15 W5X6 0.09 L/999 0.19 L/999 0.01 0.01 .6 13.40 11.63 W5X6 ---- ----- ---- ----- ---- ---- 7 13.70 10.15 W5X8 0.14 L/999 0.28 L/764 0.02 0.04 8 20.40 11.78 W6X8 ---- ----- ---- ----- ---- --- 52%] 0%) 0%] 46%] 52%] 59%) 0%] ;J.