HomeMy WebLinkAbout15030 ZIEGLINDE DR_ 00-852 (3) 15030 ZIEGLINDE DR 00-852 3 OF 4
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Job: 11 L flip JACK RAFTER DETAIL(RIPPED 20) IHIO ONO. PREPARED FROM COMPUTER INPUT B.OADS S DIMENSIONS) SUOM[TTEO BY IRUSB wit.
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LUMBER GRADES CDMAXL MA��
SPF 165OF-1.5e• 617=230 8-8-0 6 1 =30 E 8-0-0
sPF 210OP- .8. 16/7=2� 8- -0 1671�07� 8-4-0
• NOTE. MAXIMUM SETBACK IS FROM INSIDE OF BEARINGS.
PLATINWITCH 2.B2-3.00 3.004.60 1 4.50-6.001 2X6 HIP RAFTER DETAIL
11 A 3X8 3X7 I 3X8
! 13 3X5 3X5 . 3X5 THIS HIPJACK DESIGNED TO SUPIOORT CONVENTIONALLY FRAMED RAFTERS.
i C 3X8 3 8 B (SS) SHIM ALL SUPPORTS SOLID TO BEARING.
•• CANTILEVER HEEL "• CONVENTIONAL FRAMING 18 NOT THE RESPONSIBILITY OF THE TRUSS DESIGNER.
I PLATE MANUFACTURER, NOR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE
I CAUTIONED TO SEEK ADVICE BY LOCAL PROFESSIONAL ENGINEER REGARDING -
CONVENTIONAL FRAMING.
(A) (NO) NO OMICUITINO ALLOWED ON RIPPED CHDRD.
DEFLECTION CRITERIA.
I LIVE LOAD;- L 240
2X4 TOTAL LOAD P L/180
to RAISED HEEL •• (B) (P)
3X1 ON
OVER SIFFORT I 2X4 EXTENSION TO BE SUPPORTED BLOCK PLATE_
2X4. 2X6, 2X8. 2XIO BLOCK FL GRADE (C) EVERY 2-0-0.
2If1—2X6
I (88;Ir (A) 2X6—2X8
I 2X6— 2XIO
1,(B) '�T 2XIO—2XI2
2.02 '=6.0.t>. VARIES WITH 1 , , B)
PITCH C 1.5 3;�'''
(A)' (P) 3X4 TIE PLAT
I VARIES WITH PITCH �JJ
(ND) �1 18" MIN
OVER Q IRlP/ORIS
R •.3471 14AX •M■ 1.5! "IN R ■6941 WUI W- 1.5" MIN
OFEE51p
` o 0 o cl o o KN IMPORTANTNW"""Ia1MlaN ,afoot, $NI. WARNINP,"fal"aula"INM as p� •y �! TC LL PSF REPR795-90581
flNll MI a NSPMIIILI IN fM I" MMLIa• INICIIM
i oPTRUSS
O G ■MAIN/fat INIt 0161"M 114N INCIFICf11NL N Nn SWIM.Nl 11M•tl tl IPI.III INII all = TC OL LOADING_ PSF DATE 06 20 95
0o G FAIL■I It"NIL/11,1[WAS 1N COW~tl"111$$IN 11 IPI. IN fNIIIPNI/NCIAL NN,14NI IP.CG C= KPJM cmaclP"fa N.a r M"SKv.sun MtI1M NON M11WNIt.Pla/l tllaNlla IMICAN MIT. BC DL SEE PSF DRM CO 119
0ouNNIId"PIftMISS.NNatwalPNI•flat"A"vawPOLLaMayoula/film CINAI NO 1MIN SIMONlN Itu$to M INIt at101 IatI1N LI mfO60ILMM POINNO.NNIN * BC LL AOOVE PSF CA- NO PBC
wMIOO PIN PNt11Ol NI. Ia a IN►•P,allow IINONNI ■till 1N QMILI fl,,aa/ft•tl a"INI••N TOT.L0. PSF
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IN PIT.YO tWll IOU N aIIN 1/YI IN f"tnaN tfl. atlw 1/Ila INNN IPICIIPI w11fKIN. �'of 1( DLRT.FAC. 1.25
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' TDam PRooUCISd�wwri INc. 6
GENERAL TESTING AND INSPECTION AGENCY
Post Office Box 20455 "�►
1 6600 NE 78th Court, Suite A-5
Portland, Oregon 97220 ,
We are an
ion agency reco zed the International
Conference of BuildingOfficials. Council of American
�a* Building Officials NER-QA 275.
This is to verify that:
?►,� SPATES FADRICAIB, IxC. -
85-546 B-Middleton Street
Thermal, CA 92274
I �
is under our Audited Quality Control Program and has been '
i
( - since:
JnlY 2, 1990
' We audit the production under the Uniform Building Code
Standard 25-17, Section 25.1738 and 39. Inspections are "
1 . = ' made at least quarterly and we make intermittent inspections
of trusses in the field. We find the quality observance
of this plant to be in Conformance to the Standards. 1:
44
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CALIFORNIAHIP PERMANENTBRACING A L
STAp T ��{ g PERMANENT BRACING
A pp CRIPPLE SUPPORT LAYOUT
OTN9lpN9�(SLOi/N0 rPICAL CIIORD.(CBpMggUUB) BXTIQN9�(SLOINO SETBACK D SETBACK
TO F�Lu.An1Tl COMMON
TRUSSES t
CALIFORNIA HIP
———— I SYSTEM TRUSSES
IN
BRACED DAY —— JAP
T /IIIIP
•SET BACK
A BACK BE
pp A
BIIBATIIINO. B CNOAD AREA SHEATHED
PERMANENT DIAOONA OR BRACED B pip T �T ALL IIIP rM UN
INTERVAL EOUALB B0�(6gT�s Tlli LOT OF RNANENT DI7111* F ilu o-CRIPPLE (C), SUPPORT LOCATIONS. SUPPORTS EXTENDED MEMBERS TO FIAT TOP
CONDITIONS ARC BRACED BAYY AT T��IppIE /1 I Al al B ��C��666 DBD Ili ApLL 0/Tllip LLOWI O CHORD (4' O.C. CRIPPLE SPACING SHOWN.) CONNECT CRIPPLE TO FLAT TOP CHOND
PROPER Y AOTT CIIBDDBTRUC�T�URJL PAlPdga.) i CONTINUOUS 4OP B�D JACR6 ARC OIIBATI ED WI YI TO COMMON EXTENDED
TOP THROUGH RpACg91N0 B - Od COMMON TOG NAILS OR 2 - IOd
SECTION A—A SECTION B—B
FIELD APPLIED OR BUILT-11�C111PPLBB � p
CRIPPLEpp�g OF TRUSSES
nL � R� �ORIa C�IRAMING
BPAPCINO COMMON FOR CR PP 8 ACINa. (B)
CI ORD B BNeION
�TYPICAL�
� D
SETBACK p gN� E
B) (0) (B) (D D (B D (D /1 HIP GIRDER , 1 9ETDACK I/ U JkCIITYPE USBDRINp
\\\ D PT CO Y �RCAL POFE99ONACIBR
B) PU 1# 1)SPACED 24 O.C. TYP. y(CONTINUOUS EXd) ISflt�&JUSG
XRAIAG.
(C) CRIPPLES SPACED �0" O.C. TYP. •NOTE: SEE ORIGINAL DESIGN FOR SETBACK, LUMBER. PLATING, LOADING AND DURATION FACTOR REgUIRED.
(D) BUILT—IN FILL CRIPPLES
(IIORIZONTAL MEMBER OPTIONAL) THIS DRAWING REPLACES DRAWING CDIIO
•rvhN11NG•• 011 M[ N A C •'"•'" KlI1� i;
ANO 1hACING. II[r(` ID Ixf-fl xuw I2UfALLIN6 ANO A I, k - Ir t1AUtt IC LL PSf REf CA '� . IW_CE,
lAl[ Ntl IUI`,Sf3f rpN{/Illo fII ullc rW NA 1{p1 v�.s))I! fa s. rMC�Itct
valid�0►�IMIMMixa n[iC IAx;11EN. u�[fi otll[II,911 IIe1cAlfJ.Ns uwN sin Ilnv[ C UL PSf BnrE_GB_7l'�_BU W►cALT All f1MIC rAll[tf ANf WHIM =W� C IWl},luv A r Illr AI1ACICC 111
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• WN0.r'"IwI."Slllrtlt11� IN IKlIN6`N�If�MACs'f��,,IppN�1LI4AU fI'f�. C fv(fl6Nir[ONrdMtA VII I1�1.�IM [ C LL PSf -EN(i -----_ -
AOV�Id1{{OI NIs 41A11pNA�KfIGN f►t�lf ltAlldl rU {I(f p1 tl[ANcl11[ANdI(tt NIt -----------
Ar(J Af(IIC AI 1 ANf I/1./�l `011KCIMs M[HAltf'( .A IC 11 r fyf��6N.v. IC t * tli.LU. • PSi'
NI I[�aCldlt IN 111"rAccµ_�IIt1� t�,.tiNtli �Sf A'MAVUiA`IMI:[�(t�°M ! BURTAC. . I
Ilq{Kc{{1 .10'11 1Odx���1 t t 41111 Mhp txGMiMfll tt Y[4[^I Aw r3 i UUsIMC O -
---.-------- 1t.fIf[WSI1uU111- 1114�tl1� �6iIra 1..Crte.eoinrclpl1aff�u[��dia_. �CAl1l srnr.ING
ICBO Evaluation Service, Inc.
5360 WORKMAN MILL ROAD • WHITTIER,CALIFORNIA 90601-2299
A subsidiary corporation ofthe International Conference of Building Officials
EVALUATION REPORT Report No.2949
Copyright Z 1995 IC80 Evaluation Service.Inc. Reissued February 1,1995
Filing Category:FASTENERS-Steel Gusset Plates (066)
CONNECTOR PLATES AND TENSION WEB CONNECTORS 6. Series K Plates:Series K plates are formed from No.16 gage
FOR PREFABRICATED WOOD TRUSSES (0.0575 inch)steel.Plate sizes vary from 1 inch to 12 inches in width,in
ALPINE ENGINEERED PRODUCTS,INC. 1-inch multiples and from 15/15 inches to 23518 inches in length in
POST OFFICE BOX 2225 is/te•Inch multiples.There are three pairs of teeth per inch of width
POMPANO BEACH,FLORIDA 33001.2225 spaced each 15/1a inches along the length.There are 4.57 teeth per square
I.Subject Connector Plates and Tension Web Connectors for Prefabri- Inch,each averaging 310 inch In length.
cated Wood Trusses. 7.Alpine HS Plates:The Alpine HS plates are formed from No.20 gage
(0.0356 Inch)galvanized steel,two 0.327•inch-long by 0.115-inch•wide
If.Description:A.Connector Plates for Trusser.Truss connector concave teeth are punched from a single slot.The slots are 0.875 inches
plates,Models Alpine,Viking,Series T.Series K.Series 680,Alpine HS and on center along the plate length and are also staggered 0.4375 inches an
Versa•2000 are joint connectors for fight woad trusses and conform to center along the plate length.An embossment in the plate is formed in the
Section 2343 of the Uniform Building Code.The teeth of the plates are longitudinal direction.The slots are 0.375 inch on cemer when measured
pressed into wood members of trusses with power presses in accordance across the embossments.The embossment width is 0.063 Inches.
with the manufacturer's specifications. S. Versa-2000 Truss Plates(V-2 Truss Plates):The Versa-2000 plate
1. Alpine Plates:Alpine plates are formed from No.20 gage(0.0356 Is formed from No.20 gage(0.0356 inch)galvanized steel.The plate can-
inch)steel and have two 3/6dnch•long by 0.122•inch-wide concave teeth lalns eight teeth per square inch,having a$/16 inch length and a 1/$inch
punched from a single hole.Each pair of teeth is 1 inch on center along wk slightly The tteeth a punchedri romgalslott forming
or in in o*.oat per slot
own gland
the plate length and /4 inch on center along the width. g
the plate length.The slots are spaced 114 inch an center longitudinally and
2. Viking Plates:Viking plates are farmed from No.20 gage(0.0358 1/4 inch on center in the transverse direction.The plates are available in
Inch)steel and have two 31rinch•10119 by 0.140•inch-wide concave teeth lengths from 1 inch to 48Inches and widths from t inch to 12 inches,with
punched from a single halt.jch pair of teeth is 0.90 inch on center along both dimensions varying in 1 inch increments.
the plate length.Across the width of the plate,each pair of teeth aitemates g Alpine MH Plates:Alpine MH truss plates are ter ed from No.20
with p of t inch ands 0.6 inch,iharming groups of rive pairs.teeth.Each gage (0.0356 inch) galvanized steel. Pairs of 0.10•incti wide by
group at two pain is 0.643 inch on enter across the width. 0.375-inch-long teeth are punched perpendicular to t'e plane of the plate.
3. Trulox Plates:The Trulox plates are formed from No.20 gage leaving a 0.10 by 0.625 inch slot The slots form rewn spaced 1 inch
(0.0356 inch)steel and have 0.131-inch-diameter holes punched in after- lengthwise and 0.25 inch widthwise,with 8 teeth per square inch.Adia-
nating rows.The holes are 2 inches an center along the plate length and cent slots across the width are offset 0.125 inches lengthwise.Teeth are
are 0.7 inch on center along the width.The plates are fastened with nails pointed and V-shaped in cross section.
such as0.113 inch in diameter byl3/0-InCit-Iong common nails.The num- 8.Tension Web Connectors for Trusses:1.General:The Tension Web
ber of nails installed is determined by the design loads to be transferred is a steel diagonal web for parallel chard trasseshawing nominal 2-inch-
through the connector. thick wood chords.It consists of a formed shape with flat integral truss-
4. Series 680 Plates:Series 680 truss connector plates are formed connector plate-type ends.Each and contains 74!erred teeth,60 of
from No.16(0.0575 inch).No.18(0.0466 inch),or No.20 gage(0.0356 which embed in each chord and the remaining in each•mood vertical 1w8.'..
inch)steel.The Series 680.No.20 and No.18 gage.have teeth 112 inch member,:which are spaced 24 inches on center alor.;the truss.The webs
long and the Series 680.No.16 gage and the Series 660A have teeth 9/16 are manufactured in right-and left land varieties tram No.20 gage
inch long.The teeth are 1/e inch wide,project perpendicular from the plane (0.0356 inch)galvanized steel complying with ASVA A 446 Grade A steel
of the plate and are in longitudinal rows.There are three rows of teeth per and ASTM A 525 for galvanizing.The diagonal webs ara-available forover-
inch of plate width.The Series 680.No.20 and No.18 gage teeth repeat all truss depths of 12.14 and 16 inches,when use:-.ith 1.5-inch-deep
each 314 inch and the Series 680A and 680 No.16 gage repeat each 1 inch wood chords.
of length.Each tooth has a pointed end and a stem that flares out at the 2. Installation:Webs are placed from one wocd truss vertical wteb
base.The tooth cross section 1s V-shaped. member to the next as shown in Figure 1.Truss corector plates.having
5. Series T Plates:The Series T connectors are formed from No.20 nail-type projections with a minimum length of 0.3125 inch and recog-
gage(0.0356 inch)steel.The plate sizes may vary in width from 1 to 12 nized in a current IC80 ES or NES evaluation report.are placed on all joints
inches in 1/2-inch increments and may vary in length from 13/4 to 171/2 not covered by the Tension Web.Wood vertical web members must Carr}
inches in increments of 713 inch.Teeth,formed at each die opening,in all truss compressive forces,except as noted in Factnote 3 in Table 2.
pairs are 5/16 inch in length and 1/t0 inch in width and are formed from Single diagonal Tension Web connectors in consecutive truss panels
slots spaced /6 inch on center along the plate length and 1/4 inch along must be placed on alternating faces of the truss.Detailed drawings along
the plate width. with substantiating calculations,must be submitted to the building offi-
Evalundon reports of ICBO Evoluadon Service.Inc.,are issued solely to provide informadon to Class members olICBO,udlkine the code upon rhich the report
is based.Evaluation reports are not to be construed as representing atsthedes orany wherauribmes nor specifically addressed nor at an endorsement or reeommen.
dadon for use of the subject report.
This report is based upon independent rests or other technical data submltud by the applkent.The ICBO Evaluation Serriee.inc..technical staff hat"vie■ed the
lest results and/or other data,butdoes not potters tetr facilities to make an independent veriffeadon.There is no••arrann by 1C80 Evaluation Service.Inc.,express
orimptied,at to any"Finding"or othermaner in the report oral to anyproduet eoveredby the report.This disclaimer includes.but it not limited to,merchantability.
Peps 1 of-
i I I I
HI -FRAME* DETAILS HIP FRAMC
W04, MIN.
COMMON
24" -` '�T•YP. TRUSSES
-
W l.5X3 I—
TYP. _ _ ST PPED HIP
2x4 PURLINS - - SM TRUSSES
2x4 CHORDS 0 - - - —
SET BACK I 4IN) J C_ _- NI HIP
PITCHED AND SHEATHED
CHORD AREA
__ ____0___ 0 0 0 0 __ _ / HIP FRAME"
- -- - - -- - U BOTTOM CHORD
C - ATTACH HIP FRAME TO FLAT CHORDS OF STEPPED HIPS
W3X4, MIN. AT ALL OVERLAPPING POINTS WITH 3-Od (0.131"X2.6') OR
W3X4, MIN. fill' FRAME". 'R' 2-10d (0.140"X3") COMMON NAILS. BOTTOM CHORD OF HIP
FRAME TO DE ATTACHED TO /1 HIP WITH 10d COMMON
NAILS • 6" O.C. MAXIMUM SPACING.
HIP FRAME STOPS AT PLUMB CUT OF C1t� 1� p HIP FRAME
JACKS TO MAINTAIN PITCH CONTINUITY. SECTION I3-T3
HIP FRAME" LUMBER IS SPF, SO. PINE, IIF,
Olt DFL STANDARD, STUD GRADE, OR BETTER, I
SEE RNGINEER'S SEALED DESIGN FOR SETBACK, LUMBER, PLATING, �— SETBACK —��—SYSTEEMETRU SES_�
LOADING AND DURATION FACTOR REQUIRED.
• THIS IIIP FRAME MAY BE USED WITH A MAXIMUM 120 PSF WITH IIIP FRAME• — PROVIDED BY TRUSS MANUFACTURER.
TOP CHORD LOADING. IIIP FRAME" IS DESIGNED TO PROVIDE BRACING FOR FLAT
TOP CHORDS OF HIP FRAME SYSTEM WHERE INDICATED.
'R' 11111 FRAME CHORDS MAY BE TRIMMED UP T'O 2" TO FIT. STRUCTURAL IIANEI.S MUST BE PROPERLY ATTACHED DIRECTLY
I)URI.INS MUST DE INTACT AND PROPERLY ATTACHED. TO HIP FRAME PURLINS.
THIS DRAWING REPLACES DRAWING CD126
I WI 11 1 Ilf I )
un rmAc r lu nu- 1 w INlIALLlfwl ANe:ACINGI,ruklslKI ei IP1 11:111s ppfElllp RCF 1111 FRAME
AI[ INI IVI[[, n e'U-IIIwIU M. fUI1C LrO.NArIfOI V.7n191 row sIVClr ppRAC ICCf t f UA1C GD/25/9D
'Ilium�DI P�NfIWNING 11KSr.r11NC111L11. UKfft o11911 ISE 1Ne1CA1C1. top C11 SINS`INV[ _
RUPCILV AII�ACIKII SIm11C11AAL IN[Lf`ANr MII IUN{ICN{w flNl I11 Ny A AL 1'111'1p'Mq�r Al lAcice RIGID �` URVG IiIPFRAM EGGO
7MMK
IAL KSIIse
IiNI�Mi"tAED M[Ilo MII�1fult"1[fly ffLi 11Nr[df0111WKIOCVr II -1� V�AM C�a1mm No,llljf• ~ , 7
WIRING,SHIPPING.1NSIKLING Nil I.ACIIOG 1/ IwUllcS. pp((�GN tOlrowNI V�111 MPLICAILC VV A -CNG DI.J/i(AR
-DIVISIONS for Nef/NAIIowA.1101601!PlCIf ICAIiow Pur.131. I INK ARAlco l romcfl Noe
AP((-ASSUC11AIIUIII ANI IPI.ALrII§1(CIe1 CM1W!Allc NA or 11"Aft1)Amfa Glue GJILV.SICCL
-C`[{PI AS IItlILe. A►A►PLI CIINNer,[[cI1M041 'CS11Iat
CACuACC Or}IwlUUSLs(ANDL INA'/[fs uN[Ilw c LIKAICI am
afliAi!!I1CVN wPilt finl IIN lltc'li`Cu I�G fIM i�l�li iY NII/M rAUM► K tk�M rU1LNUSIcs
13JILI[flWilU111r Ir nc NII f CC KNGN
Nkill
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Page 2 of 4 Report No.2949
ctal,specifying the direction of the Tension Webs and whetter single or Findings
pairs are required.The top chord bearing condition always requires a pair IV.Findings:That the Alpine eonnedorplates and web connectors for
of Tension Webs at the truss end and two 10d common nails at each web
end. prefabricated wood trusses comply with the 1994 Uniform Bulldinp
Coder subject to the following conditions:
3. Design:The Tension Web is not used in compression under normal 1. Allowable loads and efficiency ratios for the truss plates are as
loadings.However,compression values have been noted In Table 2 to set foM In Table 1.
accommodate occasional load reversaL End bearing details ara noted in 2. Allowable loads for the Trolls truss plates using 0.113•inch-
Figure 2.Allowable loads for Tension Web members are specified in Table diameter nails are determined in accordance with Section 2340
2.Allowable values noted In Table 2 an not permitted to be incased for of the code.Neils within 14 inch of the lumbar side edge or end
duration of load in accordance with Section 2304.3.4 of the ode. are not considered to contribute to the plats capacity.
4. Tolerances:All teeth of the Tension Web must be sealed fully.A 3. Allowable loads for the trust plate connectors may be increased
maximum gap of 1/te Inch between the wood and fact of the pill@ Is per- for duration of load to acsordaaa with Section 2335.6.2.
mited.No more than four teeth from the IJ4nch by 5-Inch contact ara 4. Trust plate connectors are installed in pain on opposite faces
of the web are permitted to mist being embedded in the wood material. of the members connected in accordance with Section 2343.4 of
A minimum of seven teeth perweb are required to embed into the vertical the ode.
wood members. S. Strom at the net section of the steel trust Plata do not exceed
C.Mabrhls:I.Connector Plaice Truss connector plain are formed mom
permitled in Chapter 22,DPottion V of the code.The mail-
from ASTM A 446,Grade A or beterstool having a mbdmum 33 kcal mum Wutis food is determined by multiplying the eRideney
strength and 45lest fluffs strength.excepttie Alpine HSpill@hasamini- moo times the pros_Cross-sectional also offhe plots times the
mum 60 kel yield atra fith and a minimum 70 ksi tonic strength.Galva- steal dstiga:test.
c`lng complies with ASTM A 525,650. 0. Where a one-hour fin-ros(stiva rating is required for trusses
Being metal pints connectors or Tension Web connectors.see
2.Tension Web Connector.Tension Web connector it formed from EvalaUon Report No.1632 and National Evaluation Service
ASTM A 448.Grade A or bear steel having a minimum 33 kit yieb Report No.NER-392.
strength and 45 ksi tensile strength.Galvanising complies with ASTM A 7. Flans and alculetlon are submitted to and accepted by the
525,660. building official showing compliance with the Uniform Building
3. Wood:Lumber is nominal dimension lumber"a spetctle grn- code?and this report.
ityof 0.50.such as Douglas fir-larch,with moisture contem not exceolnp B.Approved plans must specify that fabrication Inspection will be
19 percentmetal plat connectors or Tovided In accordance oulonJon Web connectors. ping
D.Identification:Truss connector plates are Identified by the trade 9. Specific trusses must be Individually designed in accordance
name stamped onto the plates.Tension web connector identified by the with recognized engineering principles.
letters'LW'or the word'Alpine'stamped in the middle of each web. 10. The at of allowable loads specified for trust plates and Tension
Web conntelors with chemically Imated wood is beyond the
III.Evidence S911mitied:Reports of Mad tests In accordance with Sec- scope of Ibis report.
lion 2343 01 the code. This report is subject for re-eninfution to two years.
i I I I