HomeMy WebLinkAboutEngineered Truss DesignT EAGLE METAL
1 2300 Ford Rd, Suite 1 1 0
Dallas, Texas 75234
eaglemetal.com
The truss designs referenced below have been prepared by me or under my direct supervision based on the truss design
criteria and requirements ("design criteria") provided by Blanca Víew Truss LLC,
These truss designs âre intended for the fabrication of individual building components that will perform to the design
criterla provlded. Any varlance from the deslgn criteria wlll render the affected truss designs inapplícable.
Listed below are the truss deslgns included ln this package and covered by this seal.
Job:MP-KenM-1162075
T1G,T1
Any location ldentificatlon ls for file reference only, No determlnation of the appropriateness of deslgn criterla f or any
speciflc proJect has been made ln preparing the truss designs.
Please refer to lndlvldual truss deslgns for speciflc deslgn crlterla'
Arturo A, Hernandez (CO, P8 396321
My license renewal date for the state of CO ls 10/31/2023.
IMPORTANT NOTE: The responslblllty of the englneer seallng thls package, as a Truss Englneer, ls solely for design of
indlvidual trusses as lndlvidual bulldlng components based upon deslgn criterla provlded by others and set forth ln the
referenced truss drawlngs. The truss deslgn crlteria for the components have not been verified as approprlate for any
partlcular bullding, project or use, Adequacy and suítabilíty of design crilerla and requirements for the truss designs for
any specifíc proJect are the responsibility of the buílding designe¡ not the Truss Engineer, per ANSI/TPI-1 , Chapter 2.
ï
39632
1162075 0001/0007
I EAGLE METAL A wAnNlxc, ratlure to follow mey rssult ln property damage or personal lnJury.
DESIGN NOTES
1. The lruss Design DrawÌng(s) provided w¡th these DesiSn Notes
have been prepared under and are subject to ANSI / TPI 1
publ¡shed by the Truss Plate lnstitute, www.tpinst.org.
Capitalized terms have the mean¡ngs provided in ANSI / TPI 1 .
2. cop¡es ofeach Truss Des¡gn Drawing shall be furnished to the
instal¡ãtion contractor, Buildjng Des¡gner, Owner and all persons
fabr¡cating, handl¡ng, installing, brac¡ng, or erecting the trusses.
DESIGN IIMIÏAÎIONS
3. The Truss Design Draw¡ng is based upon specifications provided
by the Building ÐesÌgner in accordance with ANSl / TPI 1. Neither
the Truss Designer, Eagle, nor an engineer who seãls this des¡gn
(if any) assumes any responsib¡lity for the adequacy or accuracy
of specìficãtions prov¡ded by the Building DesiSner.
4. The Building Des¡gner is solely responsible for the su¡tabil¡ty
based upon the Truss Desìgn Drawing and shall be responsible
for reviewing and verifying that the information shown is in
general €onformance with the des¡gn ofthe Bu¡ldìn8.
s. Eãch Truss Design Drawing ¡s for the individual bu¡lding
component (a truss). A seal on the Truss DesiSn Drawing
indicates ¿€ceptance of prôfessional engineer¡ng respons¡b¡lity
solely for the ind¡v¡dual truss.
6. Each Truss Design Drawing assumes trusses will be suitably
protected from the env¡rÕnment.
HANDLtNC, tNSTAlllNG, & BRACING
7. Refer to Bu¡lding component safety lnformation (Bcsl) for
handling, installing, restra¡nÌng and bracing trusses. Copies ca¡
be obtained irom the Structural Bu¡lding Components
Association, ww.sbcindustry.com.
8. Brac¡ng shown on each Truss DesiSn Drawing ¡s for laterål
support of ind¡vidual truss components only to reduce buckling
lengths. All temporary and permanent bråcing, ¡ncluding lateral
load and diagonal or cross bracing, are the responsibility,
respectively, of the erector and Buìlding DesiSner.
9. Eagle is not responsible for ¡mproper truss fabr¡cat¡on, handling,
erectìon or brac¡ng.
10. Compress¡onchordsshall be laterallybraced bythe roof orfloor
sheathing, directly attâched, or have purlins provided at sPacing
shown, unless noted otheruise.
11. Bottom chord required bracingshall beat 1Oft spãcingorless, if
no structural rated ceiling is ìnstalled, unless noted otherwise.
12. strongbacking shall be installed on all parallel chord trusses,
includ¡ng flooring systems, to Iimit deflection and reduce
vibration. Refer to BCSI-87.
13. Never exceed the design load¡ng shown. Never stack build¡ng or
other mâteri¿ls on inadequately braced truss; re¡er to BCSI.
t4. concentrat¡on of construct¡on loads greater than the desjgn loads
sh¿ll not be appl¡ed to the trusses at any t¡me; refer to BCSI.
15. Trusses shall be handled with care pr¡or to erect¡on to avoid damage.
Refer to BCSI for recommended truss handling and erection.
MATERIAIS & FABRICATION
16. Lumber mo¡sture content shall be 190/o or less at the time of
fabri(ation unless nored otherwise.
17. Lumber used shall be of the species and s¡ze, and in all respects,
equal to or better than that specified.
18. Unless expressly noted, the truss des¡gns are not applicable for
use with fire retardant or preseryative treated lumber.
19. Plates shall be applied on both faces of truss at each joint ând
embedded fully. Knots and wane at jo¡nt locations shall be
regulated ¡n accordance with ANSI / TPI 1 .
20. For a specified plate gauge and grade, the spec¡fied size js a
m¡nimum,
21. Connect¡ons not shown are the respons¡b¡lity ofothers.
22. Adequâte support shåll be provided to resist gravlty, later¿l and
uplift loads.
23. For 4X2 truss orientation, Iocate plates 0 - 1 /1 6" from outside the
edge of the truss.
24. Fabricat¡on of truss shall be in accordance with ANSl / TPI 1.
OTHER NOTES
25. Cåmber is a non-structurål consideration and is the responsíbility
oftruss fabricator.
2ó. Do not cut or alter âny truss member or plate without prior
approval from a professional eng¡neer,
27. Lumber design values are ¡n accordance with ANSI /lPl 1; lumber
design values are by others,
28. lnstall specified hangers per manufacturer recommend¿tions.
SYMBOLS
PLAÏE IIZ!
3xá - lhe f¡rst dimensìon is the width
perpendicular ro slots. Second dimension is
the length parallel to slots.
-, /, l, lndicates requ¡red d¡rection of
slots; Reference "Jo¡nt Detâils" for more
informâtion.
20 Ga Gr40 connectors required
SXIO-2OHS - 20 Ga G160 connectors requ¡red
8X1O-I8HS - 1 B Ga Gr60 connectors requ¡red
l/lÏtt^t ¡t^ctNo
When th¡s symbÕl shown,
continuous låteraì brac¡ng is
required on the member ofthe truss.
lt^itNo
lndicates location where bearings
(supports) occur.
PrATr r,oc^Trox ¡ ont¡NT Tlox
The plate shall be centered on
joint and/or placed in accordance
with the design drawing/QC full
scale details.
REFERENCES
'ANSI / TPI 1: National Design Standard for
Metal Plate Connected Wood Trusses
.BCsl: Building Component & Såfety
lnformation - Guide to Good Pråct¡ce for
Handling, lnstall¡ng, Restraining, & Bracing of
Metal Plate Connected Wood Trusses.
.NDS: National Des¡gn Specif¡cat¡on for Wood
Construct¡on
.ESR: 1082 publ¡shed bythe lnternât¡onal
Code CÕuncil, www.icc-es.org
1162075 00dri49607
M
Ë
t- )t-tñ
LN>
Blanca Melv'l'russ LLC TmssTl
Job: IVIP-KenNI
Date: 03/21/22 ú:31:05
Page: 1 of 1
PLYS
114
OHR
14-8
CANTL
G0-0
SPACING
48in
SPAN
20ff
PITCH
8/r2
QTY OHL
t48
CANTR
G0.0
\\'GT.ÆLY
901bs
22-9-0
5-0-0
1 5-0-06fl
6*g
Deflection
Vert TL: 0.19 in
Ve¡t LL: 0.09 in
HorzTL: 0.07 in
II
Til.
lb6
1,4-8 5-0-0
5-0-0
B¡2
5-0-0
1 0-0-0
5,0-0
20-0-0
'1-4-8
12 lB
o?
ÞOI
I
l
0-0-0
1 0-0-0
20-0-0
0-0-0
Alloned
1 0-0-0
1 0-0-0
A1l plates shorvn to be EagJe 20 unless otheñvise noted.
U
Lt999
Lt99
LII2O
L/ 1EO
(loc)
(s 6)
(so
5
BCDL
BCLL
Reaction
Comho \\idth \\idrh Rc'æt \lar Gmv Nlar \Iar NIar
3.5 in
-630 lbs
-630 hs
-574 lbs
-574 lbs -630 hs
Beaing enhances may berequircd ar thefollorving
baings: See Iiagle \Ictal Beuing Enhmæ1 detail
for capaoty of spæific beaing blæk(s) and comectols:
Nlaterial
TC: SPF1650/1.5 2x 6
BC: SPF1650/1.5 2x 4
\\bb: \nvstud 2x 4
Loads
1)This tmss hæ bæn clesigned fortheeffects of baìmæd (40psf md unbalmædroof snowloads. in æcordanærvithASCET - 16 with thefollowing userdefined
input:40 psfRoof (GSL=?0 psÐ, Tenain C, Exposure(Ce= 1.0), Rìsk Category I (I = 0.80), Thermal(Ct = 1.20),DOL= 1.15. Unobstructed slip¡rry surfæ.
2) This truss hæ bæn clæigned to mount for the effæts of iæ dilns foming aI the mvs.
3jThistrusshæbændcignedfortheeffertsof*indloadsinaccorclmærvith.ASCET-16lviththefollowinguserdefinedinput: 120mph@actoted),Erposme
C, Putial Gable,RiskCaregory I, h = 15 ft,Not Endz-oneTruss, Both end webs considued. DOL= 1 60
4)This truss hæ bændesigned for theeffects ofTC LL= 20 psi
5) Nhnimum storage atticloading hæ not bæn applied in æærdance with IBC 1607.1
6) h mrdanæwith IBC 1607.1, minimumBCLL's do not apply:
7) This tmss is dsigned æ an agriculturaltruss wbich forthepuposæ of this prcgm is defined æ astructuethâIreprcsmts alowhzlrd to peoplemdprcperty:
Sæ BCSI-10 forinstallation and tmporary btæing.
Nlenfbef FOfCeS ?bleindid6: lvÞmbelD, m CSI ruaialfo¡cg (ffi@rpr foreifdilfqmtfiomffi diâ1iore) Onlyfo6 300lbs æ shown in tlis hble
0
5
4.28 in
4.28in
2l31lbs
2J3I lbs
Es#
1
5
1,016 lbs
Bracing
TC: Ptrlins at 24 "OC, furlìn dsignby Others.
BC: Sheathed or lùrÏns at 10-0-0, Rrlin design by Othen.
\\êb: One \lidpoint Row: 2-6, 46
TC t2 0.363 i,6241ß 34 0.496 2,4781Í¡s
24 0.500 lbs
Notes
1) Unless noted othemisg do not cut or alttr my tÌuss member or plate without prior apprcval ftom aPofæsional Enginm
2)Thefabrìcation tolemcefor this roof truss is 20 7o (Cq = Q.$Q).
3)BuildingDmignershallvuify self weight of the truss and othode¿dload matsials do not excæd TCDL 5 psf.
4) Building Designer shall verify self weight of the truss md othtr dead load matcials do not excæd BCDL 5 psf-
Sjnesign æsmá minimm2x_ (vertic¿torientation,visually graded) puüns attachedto theTC at purlin spæing shownlvith at least 2-10d nails.
6) Brace bottom choÌd with apprcved shmthing or purlirs per Bruing Summary
7) Latüålblæing shom is for illstration pufposes only md may be plaæd on either edge of truss membc
8)A oeep factor of 1.00 has bæn appÌed forthis truss malysis.
10) Listed wind uplift rcactions bæed on ìvI\\FRS & C&C loading.
TCLL
CSI
TC:0.50(2-3)
BC: 0.75 (5-6)
\\i:b : 0.68 (3-6)
General
Bldg Code ßc2t21./
TPII:2014
No
125%I-umberD.OI.
Rep IIbr
39632
ALLPERSO\S FABRICÆNG, H.\\DI¡IG, ERESIT\GCII L\sTALLLNGÀ\YÏILISS BASEDLIPONTHIS'IRLSS DESIGNDRA\\L\GARE]]\STRUCITDTOREFERTOALL
CFTHEn{sTRLc[o\,{S, U}I?{IIONSÀ\DQUAI]FICATIO)s SEIFORIHL\THEEAGI-EìVIEIALPRODLCTS DLSICñII(JIÊS ISSUED\IITHTHIS DESICI{À\D
A\I\IIABLEFROII Ii.\GI-E,UPO\IìEQLTEST. DËSICÀI\ALIDONLYMIIòIEACI-Eìvltrli\LCON\EC(]I{S AREUSFI).
TrueBuild@Tnxs Softrvare v5.6.395
Eagle IVIetal t'roducts
1162075 0003/0007
TrussTlG
Job: MP-KenN{
Date: U3/21,122 ú:31ß
Page: 1of2
Blanca View TrussLLC
SPAN
20{{
PITCH
8/r2
oHR
l4-8
CANTR
0.0{
OHL
1rl8
CANTL
0{{
SPÀCING
48in
\\'GT/PLY
115 lbs
PLYSQTY
12
1 0-0-0
20-0-0
22-9-Q
5-0-0
1 5-0-0
6x8 IJ
u*9t
Deflection
Vert TL: 0.19 in
Vert LL: 0.09 in
HozTL: 0.07 in
1-4-A
0-0-0
1 -4-8 5-0-0
5-0-0
5-0-0
1 0-0-0
5-0-0
20-0-0
-lães¡z
r
Õ
NóI 0
0-0-0
All plates shorvn to bc Eagle 20 unless othenvise noted
Imding (psf)
TCLL: 40
TCDL: S(rake)
BCLL: O
BCDI-: -5
r 0-0-0
1 0-0-0
U
Ll999
Ll999
Allonecl
LlT2O
L/ i80
(loc)
(s 6)
(5 6)
5
CSI
TC:0.50(2-3)
BC: 0.75 (5-6)
\\èb:0.68(3-6)
Gener¿rl
BÌdg Code:tBC2021/
TPIT-2014
No
125%
Rep \lbr:
LumberD.OL.
Re¿rction
JT Combo \\idrh
3.5 in
3..5 in
4.28il
4-Zò 1n
Bering enhanæn may be rcquied at thc follolving
bcrings: SeeF:gle}[etal tscaìng Enhanæ1 detail
for capacity of spæilic bming block(s) md mmerfoß:
N[¿teri¿rl
TC: SPF1650/1.5 2x 6
BC: SPf 1650/1.5 2x 4
\\bb: \$VStud 2x 4
Reæt Nlar Grav NI¿x NI\\TRS \,fax Nta
51
2,73lll¡s
2!73llbs
Þlå#
1
5
-630 lbs
'ó30 Írs
-574 hs
-574 Ibs
lbs
-630lbs
Br:rcing
TC: I'tulins ar 24 "OC, turlin dsign by Othets.
BC: Shearhed or Rdins at 10-0 0, Rulin dmign by Othen.
\\êb: Onellidpoint Row: 2-6, 4-6
I-oads
l)Thistrusshæbændesignedfortheeffectsofbalanced(40psf)mdunbalmcedroofsnorvloads.inaccordmcewith¡\SCE7 16withthefolollingmer
input:40 psfRoof (GSL = 60 psÐ, Tenain C, Erposurc (Ce= 1.0), Risk Category I (I = 0.80), Thermal(Ct = 1.20), DOL= 1.15. Lrnobstructed sJippery surfaæ.
2) This tnss hæ bæn designed to æcount for the efTæts of iæ dams forming at the eavc.
3)Thistrusshasbændmignedfortheeffectsoftvindloadsinaccordmceluth¡\SCE7-16wìththefollowjnguserdefinulinput: l20mphfactoted),Exposure
C, Fdtial Gable, Risk Category I, h = 15 ft, Not End ZoneTruss, Both end webs considercd. DOL= 1.60
4) This truss hæ bæn designed for the effects ofTC LL= 20 psf.
5) Ilirumum stolage attic loading has not bæn appled in æordanæ with IBC 1607.1
6) In acædmærvithIBC 1607.1, minimumBCLL's donot apply.
7)This truss is dsigned æ m agrìculrualtruss which forthepurposm of this ptogmis defino:læ astructur€that reprðmts alolvhazard to peoplemdplopcÍy.
SæBCSI-10 for irstallation md temporary bracing.
Nlgmber Forces rableindiets: NhrùqlD, mcs! ruuialforcg (ruonpr foræif difurtfiommraiathre) Onlyiom 300lbs æ shown ìn this table
TC 12 -3,624 tbs0.363
0.496
34 0.496 2,4'l8rbs
0.680 1,0t6 lbs\\'ó
Notes
1) Unless noted othewisq do not cut or alte¡ my truss member or plate ivithout pdor approval ftom a Èofessional Enginær
2) Gable webs pìaøl at 24 " OC, U.N.O.
3)Attach structualgableblocks wjth i.5x4 20gapJ.rtes, U.N.o.
4)Broingshomisforin-planerequirements. Forout-ofplmcrequirments,refertoBCSI-B3pubÏshedbytbeSBCA.
5) The fabricalion tohanæ fot' this rcoftruss is 20 7o (Cq = 0.80).
6) Building DsignershaJlvaìfyself rveight of thetruss and othsdead load materials do not exceed TCDL 5 psl
7) Building Dcsignershallvoify selfwright ofthetruss and othsdeadload materials do not extrtd BCDL 5 psf.
8)Designæsmes minimum2x_ (vertical orientation,visually gnded)purlins artrched to theTc at purlin spæing shown rvith at lffit 2-10d nails.
9) Gable must be sheathed on one side or laterat bræing appìied apprcpiateþ
10) t ateralbruing shorvn is forillustration purposes onlymd maybeplaced on eitheredgeof truss member.
1 I ) A cnm factor of I .00 has besr ænlied for this truss malvsis.
39632
ALLPERSONS FABRICÆDIG, [i.\NDLI\C, ERECIñGOR L\SIALLDIGA\I'IRLISS BASEDLIPON'IHIS TRLISS DISICI'IDIìA\\{¡GAREINSIRUCII:DTOREFERTOALL
CFTIIEDISTRLCIrO)IS, Uri,Il3flIO)6.d\DQUALIRCÆIO)6 SEIFCRIHN'IHEEAGI-EÌVIED\LPRODLCTS DESIGNì$OIIS ISSUED\IITHTHIS TESIG\À\D
AWIABLEFRO\,IEACí-ELFONREQIIST.DESIGN LIDONLY\IHE\IEACI-ENIEI.\LCOItrNECIORSAREUSED.
TrueBuild@Truss Softrvare v56.395
Eagle lVetal Products
1162075 0004/0007
Blanca \iielv 'fruss LLC TmssTlG
Job: MP-KenlvI
Daþ: A3/21/22 ú:3L:08
Page: 2of2
SPAN
200{
PITCI]
8/t2
QTY OHL
14-8
OHR
1+8
CANTL
0{{
CANTR
o0{
PLYS SPACING
48 in
WGT/PLY
115lbs21
13) D Indicales non-structunlmemb€rs.
14) Listed lvind uplift reactions based on II\\TRS & C&C loading.
ALLPERSO\6 EABRICÆDIG, F{A\D-I\¡3, ERESIT\GOI{L\YIALII\G,{\YIRLISS BASEDIIPO\THIS TRIISS DESIG\DRA\IDGAT{EAüTRUCIEDTOREFERTOALL
OFIl]EASIRLC:NO}S, U]VIIT¿[1O\6A\DQUALIFICATIO}$ SETFOI{IHDITHEFACI.EMEI\LPRODLCTS DESIGNì\¡ÛIES ISSUED\\/ITHTHIS DESIG{A\D
A\AIIABLEFRO},I B\CLEIIPONREQT]EST. DESICi.IV\LIDONLY\\T]E\IEAG{-E\,IED\LCONNEC'IORS AREUSED.
TrueBuild@Truss Sof trvare v5ó.395
Eagle Metal Pucducts
1162075 0005/0007
c 4 c 6'MinSpecies Rows Nail Blocks Bearing MIN Spacing
SPF/HF
SPF/HF
SPF/HF
SPF/HF
SPF/HF
2
2
3
3
0.'1 13 , 1
0.1 13 1
. 0.113, 2
0.113 2
0.'f 13 1
Bd BOX
3.5" 1.375 1,442
3.5 1.375 2,231
3.5. 2.750 ' 1,442
5.5" 2.750 2,508
' 5.5- , 1.375 ' 2,445
0.120 DIAMETER GUN
690 564 439
1,128 940 752
1,379' 940 690
2,194 1,755 1,442
1,128 940 752
3'13
627
564
1,066
SPF/HF
SPF/HF
SPF/HF
SPF/HF
SPF/HF
SPF/HF
SPF/HF
SPF/HF
SPF/HF
SPF/HF
0.120
0.120
0.120
0.120
0.120
SPF/HF
SPF/HF
SPF/HF
SPF/HF
SPF/HF
0.128
0.128
0.128
0.128
0.128
2 0.131
3 0.13'l
2 0.131
3 0.131
3 0.131
SPF/HF
SPF/HF
SPF/HF
SPF/HF
SPF/HF
0.1 35
0.1 35
0.1 35
0.135
0.1 35
SPF/HF
SPF/HF
SPF/HF
SPF/HF
SPF/HF
2 0.148
3 0.148
2 0.148
3 0.148
3 0.148
2 0j62
3 0.162
2 0162
3 0.162
3 0162
1 3.5. 1.500 1,555 778 ,
1 3.5 1.500 2,231 1,273
2 . 3.5. , 3.000 1,555 1,555 ,
2 3.5 3.000 2,474 2,474
1 5.5 1.500 2,474 1,273
10d oR 12d BOX
1 ' 3.5. 1.625 1,528 724
1 3.5 1.625 2,231 1,367
2 3.5. 3.250 1,367 NA
2 3.5. 3.250 2,574 NA
1 5.5- 1.625 2,494 1,367
Bd COMMON OR 0.131 DIAMETER GUN
1 3.5" 1.625 1,601 758
1 3.5 1.625 2,231 1,432
2 3.5" 3.250 1,432 NA
2 3.5- 3.250 2,696 NA
1 5.5 1.625 2,612 1,432
16d BOX
1 3.5. 1.625 '1 ,700 805
1 3.5- 1.625 2,231 1,521
2 3.5- 3.250 1,521 NA
2 3.5- 3.250 2,863 NA
1 5.5. 1.625 2,774 1,521
12d COMMON OR 20d BOX
'l 3.5" 1.875 1,530 816
1 3.5 1.875 2,231 1,632
2 3.5. 3.750 1,224 NA
2 3.5" 3.750 2,653 NA
1 5.5" 1.875 2,449 1,428
'16d COI\4MON
1 3.5- 2.000 1,711 978.1 3.5 2.000 2,231 1,956
2 3.5" 4.000 1,467 NA
2 3.5- 4.000 2,934 NA
1 5.5" 2.000 2,811 1,711
2
3
2
J
a
z
J
2
a
636 495 353
1,060 B4B 707
1,060 778 636
1,980 1.626 1,202
1,060r B4B I 707
483 ' 483 402
1,046 965 724
965 804 724
2,091 1,770 1,448
1,046 965 804
506 506 421
1,095 1,011 758
1,011 843 758
2,191 1,854 1,517
1,095 1,011 843
537 537 447
1,074 984 805
1,074 895 805
2,147 1,790 1,6'1'1
1,074 984 895
612 510 408
1 ,224 1 ,020 9l B
1,224 918 714
2,449 1,938 1,734
1 ,224 1 ,020 816
733 61 1 489
1 ,467 1 ,222 1 ,100
1 ,467 1 , 100 856
2,934 2,322 2,078
1,467 1,222 978
2
Ò
2
J
aJ
SPF/HF
SPF/HF
SPF/HF
SPF/HF
SPF/HF
- = Wider Bearing Does Not lncrease Bearing Block Capacity
For Total Capacity, Add (Truss Plies)"(Bearing widthr425 to Bearing Block(s) capacity
icates one bearing enhancer each side of truss1=4 "2" impl
cal Ubsls
Bearing
width Fc Perp Truss
Capacity
Plies x 1.5 =
Truss Width
425)(x)
425
425
425
425
425
425
425
425
2,231
3,506
4,463
7,013
6,694
1 0,51 9
8,925
14,025
4C
1.5
C
3
4.5
4.5
6
6
3.5
5.5
J.Õ
5.5
3.5
5.5
3.5
Ã4
+ Bearing Block(s Capacity
Truss Reaction <= Bearing Block Allowable
Total
T EAGLE METAL BEARING ENHANCERS
(sPF/HF)
REV: 2.1 DRAW/NG
NUMBER
DR-62
ENG; MDV
CAD: RC
DATE O3/1 6/18
END
2'-O'' BLOCK UNLESS NOTED OTHERWISE
ENI)ENI)
T2 EDGE
EDGE
3+=+
-+
I11
BEARING WIDTH SPACING SPACING
NAII-TYPE NAIL PROPERTIES
I]DGE MIN SPACING END
8d BOX (0.113Ø"x2.5")3/4 I 3/8 l3/4
l0d BOX (0.128Ø"x3 0")718 1 5/8 2
1 2d B OX (0. t28Ø" x3.2s" )7/8 1 5/8 2
16d BoX (0.l3sØ"x3 5")7/8 I 5/8 2 1/8
20c1BOX (0.148Ø"x4")1 7/8 2 r/4
8d COI!{MON (0.13 I Ø" x2. 5" )7/8 I -5l8 2
10d COI\{N{ON (0. 148Ø"x3.0'')1 718 2 t/4
I2d COMMON (0 I48Ø"x3.25")I 1 718 2 t/4
1 6d COMÀ,{ON (0.162Ø" x3.s")I 2 2 1/2
0.120"x2.5" Glj'N 3/4 1 r/2 t'7/8
0.131"x2.5" GtrN 7/8 I 5/8 2
0.120"x3.0" GIIN 3/4 11/2 t'7/8
0.131"x3.0" GL|N '/18 1 5/8 2
GENERALNOTES
1. SEE ATTACFIED TABLES FOR C¿\PACITIES FOR 2 AND 3 ROWS OF NAILS. IF N{ORE'II-L.\N 3 ARE REQUiRED, CONSULT
OIIR ENGINEERING OTFICE FOR ASSISTANCE.
2. MINIMLIM EDGE DIST¿\NCE AND SP¡\CING BETWEEN STAGGERED ROWS IS 6d; NTULS MAY NOT BE WITHIN EDGE LINE.
3. MINIMUMSP¿\CING OFNAILSINAROW IS 12d.
4. MIMMUM END DISTANCE IS 15d, IN ADDITION TO NOTE #2, NAILS I\{AY NOT BE WiTIIIN END DISTANCES FRON'I END OF
TFIE BO¿\RD.
5. BLOCK ct BOTTOM CFIORD SFIALL BE TIIE SAI\{E SIZE, GRADE, ¿\ND SPECIES.
6. WI{EN TWO BLOCKS ARE USED, BLOCKS SFIALL BE INSTALLED ON OPPOSITES SIDES OF TRUSS.
REV; 2.'l
ENG: MDV
DRAW//\IG
/VUMBERT EAGLE METAL BEARING ENHANCERS
(TYPTCAL EXTERTOR BEARING)CAD: RC DR-3O
DATE O8/O3/12
ATI'¿\CFI BLOCK TO TRUSS WITFI CONSTRUCTION GR.\DE
W¿\TER PROOF GLUE (SUCFI ¿\S "PL400") ct (2)
ST¿\GGEIìED ROWS OF N¿\ILS FOR 2x4 OR 2x6, OR (3)
ST¿\GGERED llO\\'S FOR 2x8, 2x10, 2x12. SEF. ¿\TT¿\CFIED
T¿\I]LES FOR SPECiFIC N¿\IL TYPES, C¿\PACITIES, &
REQUIRED N¿\IL SPI\CING.