APPROVED BLD-Murphy Truss revision engr 201110MiTek USA, Inc.
MiTek USA, Inc.
400 Sunrise Avenue, Suite 270
Roseville, CA 95661
Telephone 916-755-3571
Re: 2000302
MURPHY CUSTOM REMODEL
The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision
based on the parameters provided by Louws Truss.
Pages or sheets covered by this seal: R64384114 thru R64384117
My license renewal date for the state of Washington is May 25, 2021.
November 10,2020
Dyer, Cecil
IMPORTANT NOTE: The seal on these truss component designs is certification
that the engineer named is licensed in thejurisdiction(s) identified and that the
designs comply with ANSIITPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTek or TRENCO. Any project specific information included is for MiTek's or
TRENCO's customers file reference purpose only, and was not taken into account in the
preparation of these designs. MiTek or TRENCO has not independently verified the
applicability of the design parameters or the designs for any particular building. Before use,
the building designer should verify applicability of design parameters and properly
incorporate these designs into the overall building design perANS11TPl 1, Chapter 2.
Job
Truss
Truss Type
Qty
Ply
MURPHY CUSTOM REMODEL
R64384114
2000302
508A
GABLE
2
i
Jo b Reference (optional)
Louvis I rtss, Inc, Fem41211e, VVA---toZq . U.-JU s L)Cl r LULU MI I eK I TUUSIn 5, MC. I ue rroV -I U r LJ-E Oa ZUlU rage -I
U3:m21gMdCV1 gvs65LtLnobDRziJil-DQE3UMu7J1BKK04DwTW[vg573SVq?6pbwt2aL9yKartu
2-0-0 10-1-0 20-2-022 2-0
2-0-0 10-1-0 10-1-0
1-s-0
Scale = 1.39-4
LUMBER AND CONNECTOR PLATES (SHOWN DASHED) TO BE
CUT CLEANLY ANDACCURATELY AND THE REMAINING PLATES)
MUST BE FULLY EMBEDDED AND UNDISTURBED.
10" x V o
et
B - -10 P
3x0 i
2
a
32
7 +*+I ++
++ ++ 11
6.00 12 ' F+ Ir ++++ +
6 /3; + 35 12
5 / I 25
26 5366
27 23
Sf /28 22
29
30
31 5.00 12
3x4 -r-
21
10-1-0 _ 20-2-0
10-1-0 10-1-0
REPAIR' REMOVE 3 " OFF THE TOP OF
THE TOP CHORD WHERE SHOWN.
ATTACH 7116" OSB GUSSET (7116" RATED SHEATHING 2411E EXP 1) TO
++++ ONE FACE OF TRUSS WITH (0 113" X 2') NAILS PER THE FOLLOWING NAIL SCHEDULE:
+ + 2X3S-2ROWS, 2X4'S-3ROWS,2XUSAND LARGER -4ROWS, SPACED aT'O.C.
+ + INTO EACH COVERED TRUSS MEMBER. USE 2" MEMBER END DISTANCE.
13
14
15
35
3x8
' 16
20 is
19 17 iT
3x4 :Z: 18
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL-
in
(lac)
Udell
Lid
PLATES GRIP
TCLL 25,0
Plate Grip DOL II A5
TC 0.31
Vert(LL)
-0,03
17
rdr
120
MT20 220f195
TCDL 100
Lumber DOL II A6
BC 0.02
Vert(CT)
-0.05
17
nlr
90
i3CLL 0.0
Rep Stress Incr YES
WS 0-02
Horz(CT)
0,00
18
rtla
rda
BCDL 8-0
Code lRC2015fTP12D14
Matrix-SH
( Weight: 93 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHOR❑ 2x4 DF No.2 except end verticals.
WEBS 2x4 DF No.2 BOT CHORD Rigid cei[irg directly applied or 6-0-0 ac bracing.
OTHERS 2x4 DF No.2
REACTIONS. All bearings 20-2-0_
(Ib) - Max Harz 32=76(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) 32, 18, 26, 27, 28, 29, 30, 31, 24.23. 2-2. 21, 20, 19
Max Grav All reactions 250 lb or less at joint(s) 25, 26, 27, 28, 29, 30, 31, 24, 23, 22, 21, 20, 19 except
32--311(LC 23), 18=311(LC 24)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-32=2651169, 16-18=265l164
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7--10; Vult=11 Omph (3-second gusi) Vasd=87mph; TCDL=6 Opsf; BCDL=4-13pst h=25W Cat 11; Exp B; Enclosed;
MVVFRS (envelope) gable end zone and C-C Comer(3)-2-0-0 to 1-7-3, Eiderior(2) 1-7-3 to 10-1-0, Comer(3) 10-1-0to 134-3,
Exteriar(2) 13-8-3 to 22-2-0 zone; cantilever left and right exposed ; end vertical lell and right exposed;C--- for members and forces
8: MVJFRS for reactions shaven; Lumber DOL=1-60 plate grip DOL=1.60
3) Truss designed far wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as perANSVrPI 1.
4) All plates are 1-5x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord beating.
6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
7) Gable studs spaced at 1-4-0 ac-
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads-
9) ' This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 24)-0 wide
will fit beivneen the bottom chord and any other members_
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 32, 18, 26, 27,
28. 29, 30, 31, 24, 23, 22. 21, 20, 19.
11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 25, 26, 27, 28. 29, 30. 31, 24, 23. 22, 21.
November 10,2020
ALWARNING - Vmfy detign para-turs and READ NOTES ON TINS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE.
Design valid fu, an y udfh K-TekO connectors. Teas des.-grr is based o ty t4iarr parmieft-s stnnea:r. acrid is oar an individual brildag CWnlx3r� «m
a arcs system_ Belbme , the bulid'erg deag er rmat uereiy tt a appr,ah&9y of desx,3r paaometers and property irnmrparate stun dew; bdn tune oveaai
bring destgrt Bmew4 in� is to pre M boGdng of mckvidbaf 1web mdfw dxsrd rnernbers only. Add�ienat tempocay aid penrpsresd bracarg
isasmays required for stability and to preverd collapse with possible personas injury and property damage For general guidance regardmg0=e
fabrzatim. storage, delivery, erechan aW bracing of tansies and torsi systems, see- AP&V P1r *UaW Criterfa, DS" and E3M Suffolmg Cnmponeid MiTek U&A, Inc-
Safery fnformarion avalahle f m Tn Plate fnslrhde, 2670 Crain FlIghway, Suite 203 Waldorf, WO 20601 400 Srenrse Avenue. Suite 270
- 1
Type
Qty Ply MURPHY CUSTOM REMODEL
R64384115
10 1
2-0-0 15-1.6
THIS REPAIR IS APPLICABLE TO DRAWING NUMBER(S):
R643mi*,R64384117,R64384114_ S
FOR ALL LUMBER PLATES, ETC NOT SHOWSM, --
REFER TO THE ABOVE DRAWING NUMBER(S),
IO M21gMdCV-rgvs65LtLnobDRzh721-hcnRhhul3WcGByafPUAJ_S2d6dslgkTM18XJ8teyKent
15-0-10 20-2-0 22-2-0
411-10 S1& 2D0
Scale = 1 "42,0
4,1 II r- LUMBER AND CONNECTOR PLATES (SHOWN DASHED) TO BE
CUT CLEANLY AND ACCURATELY AND THE REMAINING PLATE(S)
V MUST BE FULLY EMBEDDED AND UNDISTURBED.
12 2x4 li
2x4 Il
51 G 10.1,13 i 15-0.10 zfl 2-0
4-11-10 4-11-1a— &1-6
REPAIR. REMOVE 3 " OFF THE TOP OF
THE TOP CHORD WHERE SHOWN_
ATTACH 112" PLYWOOD OR OSB GUSSET (15132" RATEU SHEATHING 32116 EXP 1)
+++++ TO EACH FACE OF TRUSS WITH (0.131"X 2.5" MINE.) NAILS PER THE FOLLOWING NAIL SCHEDULE
+ + + 2X3'S-2ROWS. 2X&S-3ROWS, 2XB'SAND LARGER -4ROWS. SPACED C44"0C.
+�+++ NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE
FOR A NET 2" O C. SPACING IN EACH COVERED TRUSS MEMBER. USF 2" MEMBER END DISTANCE
Plate Dflsets (X.Y��2 EL2-75�0-2-4.1&.0 2-15.0 2-131
LOADING (psf)
SPACING- 2-0-0
TOLL 25-0
Plate Grip UOL 1.15
TCDL 10-0
Lumber DOL 1.15
BOLL C.0
Rap Stress Incr YES
BCDL 8.0
! Code IRC2015ITP12014
LIUNIBER-
TOP CHORD 2x4 OF N0,2
BOT CHORD 2x4 DF No.2
WEBS 2x4 OF No.2
REACTIONS. (size) 12=0-5-B, 8=0-5-8
Max Horz 12=76(LC 11)
Max Uplift 12=-47(1_C 12), 6=-47(LC 13)
Max Grav 12=1005(LC 1), 8=1005(LC 1)
CSf,
DEFL, in
(loc) Vdeff Lld PLATES GRIP
TC 0.52
Vert(LL) -0-23
10 >999 240 MT20 2201195
BC 0.59
Vert(CT) -0.40
la-l1 >595 180
VdB 0.44
Horz(CT) 0.38
8 rile n/a
Matrof-SH
Weight: 101 lit FT = O%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-2.2 oc puriins,
except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES. (lb) - Max- Comp tMax_ Ten. -Alt forces 250 ph) of less except when shown.
TOP CHORD 23=2737172, 3-4=-280710, 45=-280810, 5-6=273810, 2-12=9981100, 6-8=gWtl04
BOT CHORD 1(I-1i=69)2581, 9A0=012581
WEBS 4-104M92, 5-10=2031303, 5-9--345143, 3-10=203l303, 3-11=345157, 2-11-712308,
69=012308
NOTES-
1) Unbalanced roof fire loads have been considered for this design_
2) Vlnd: ASCE 7-10; Vult=l lomph (3-second gust) Vasd=87mph; TCOL�6.0psF BCDL=4.Spsf; h�251`.; CaL 1l; Exp B; Enclosed;
MINFRS (envelope) gable end zone and C-C Extedor(2) -2-0-0 to 1-7-3. intenor(i) 1-73 to 10-1-0, Exterior(2)10-1-0 to 13-8-3.
lnterior(1)13-S-39to 22 2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8,
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent win any other live toads.
4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Bearing at joints) 12. 8 considers parallel to grain value using ANSL TPI 1 angle to grain formula- Building designer should verify
capacity of bearing surface.
®WVARhZNG - Vtnily daigo fnrmrd— rind REAP NOTES Or, TF:S AND LNCLi!"'Eu D R9Tc]S REFERENCE PAGE h510473 rcv. 5713W20 BEFORE USE
flesW v lid tar use Doty w.da N,r7e4O canmctors. This design is taste nor? LWn panwfe =is si- w . -Mtl is' irm rs naiad WREM cow M
a buss systera. Before use. the bdKng designer must verify the applic"Iity of design praamders and fxoperty inwrpnrafe this de ft Irdo aW Oveiak
buWaig design. Bradug khdicafed is to prevent burkfmg of wirrwdLsl truss meb ari or chord mmnitimi only_ Addiliunal temporary OW pesrt lit bra g
ft stability
ith possible- petsonal i*ffy mid
general gaidance
raalways
c� , StAnge de aaec him Wd braprmeM �ng ofii and system. see properly ANSUTPn For
RMBulfdiuug component
Safety fnforn-fte araiY'ee from Tnrss Platt Insure. 257D Cavan rbghway. Ace 2M Irafdr LIE)20Wf
November 10,2020
MiTek USA. Inc
-
400Go firs AV=W. We 270
R64384116
Louws Truss, Inc, Femdaie, WA - 98248, 8.330 s Oct 7 2020 MTek Industnes, Inc. Tue Nov 1012:31-36 2020 Page 1
I0: m2lgMdCVTgvs65LiLnobORzh2zl-AoLpv1 vpHvP2akEb2uYD_FAHNG20TwfuNB2hP2yKans
4-10-6 9-10-0 14-8-10 19-11-0 21-i1_-0
' ---4-10-6 4-11-10 4-11-10 5-1-6 26-0
Scale = 1:38-1
4x8 i
SAME REPAIR AS TRUSS SUER IN THE JOB 20DU302,
MITEK DRAWING NUMBER R84384115 _
4ncG
2x4 11 2x4 i)
4108 910-0 i 14-9-10 19-11-0
_ ' 4.108 41i-10 4-11-105-1�
Plate Offsets (X.Y�- L3a-2-14,0-2-111US 0-2 -1a0-2-01-
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IOC) Udefl Lid PLATES
TCLL 25-0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.22 9 >999 240 MT20
TCDL 10-0 Lumber DOL 1-15 BC 0.59 Vert(CT) -OZO 8-9 >6013 180
BCLL 0-0 Rep Stress Iner YES WB 0.44 Horz(CT) 0.36 7 n1a n1a
BCDL 8.0 Code IRC2015ITPI2014 MatrixSH Weight 97lb
LUMBER- BRACING -
TOP CHORD 2x4 OF No-2 TOP CHORD
BOT CHORD 2x4 OF No.2
WEBS 2x4 OF No.2 BOf CHORD
REACTIONS. (size) 11=Mechanical, 7=0-5-8
Max Horz 11=81(LC 8)
Max Uplift 11=20(LC 12), 7=48(LC 13)
Max Grav f 1=836(LC 1), 7=1002(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=2707177, 2-3=279110, 3-4-278910, 4-5-2728M7, 1-11=-848155, 5-7=-W51104
BOT CHORD 9-10 =7612567, 8-9=012571
WEBS 2-10= W9159, 2-9=2141316, 3-9=012082, 4-9=-2121299, 4-8=344148, 1-10=2212247,
5-8=012300
GRIP
2201195
FT = 0%
Structural wood sheatrting directy applied or 3-2-f oc pu.hr,s,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live toads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd-87mph; TCDL=B.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(i) 3-6-15 to 9-10-0, Exterior(2) 9-10-0 to 13-5-3,
$nterior(1) 13-5-3 to 21-11-0 zone; cantilever left and right exposed ; and vertical left and right exposed;C-C for members and forces
& MWFRS for reactions shaven; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live toad of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Bearing at joint(s) 7 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify
capacity of bearing sur€ace_
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joirr4s)11, 7-
WARNING -Verify design pammetem end READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE h01-7473 rev. 5119T2= BEFORE USE.
nesigin vaW far use old —M MrreW eanredzrs_ This design L based only upon pwanu4em shown, and m ft an ir4wWu-4 hvwt) rvarpmem nor
a tmA system. Before use, the bt Wwgr designer marl verify the appbca6filAy of desgn parameters and pmpeily inearmraLe this design iron the averatl
d 7nrKlg d rCarg ire ed Lilo pveveoi tx>ddrarg of ndrridual teas web arntl:or crnanr memte:s only. Addibnm l te.,;ft y and parme»ent draang
s ahways required nor y and to pievert m2apse wih Pos'+mie personal n1my and piapetV dmumvig. Far y�nerdl guidanrr icgaede�g ihx
13tn 2t_ n. sib, dernery, erection and bmang of ti a s and tr= systems, s ANSPTPH Quarlty Criira DSB99 sndBC&r 8uikrtt Cmn mneW
Sefivy roFenNaOvn availabl .foam Tnr Plate lnsjdr . 2970 Crain Fh3hway. SMe 2013 W1' kkg',. MD 20601
November 10,2020
4
MiTek USA Inc.
400 Siaxise Avenxne, SLAB 27D
Ros %e-cAS566i
Job
Truss
ITruss Type
(sty
MURP3IY CUSTOM REMODEL
2DOM02
S08D
Scissor
IPIy
6 i 1
R64384117
Job Refererrx�opiianal) _
Louws Truss, Inc, Femdale, WA - 98248. 8.330 s Oct 7 2020 MiTek Industries, Inc_ Tue Nov 10 12,31-36 2020 Page 1
ID m2lgMdCVTgvs65LLLnot)DRzh2zi-e?vB6NwR2DXvBtpncb4SXTjTYgOiCN42cgoEytJyKanr
4-10-6 9-10-0 14-9-10 1943-0
4-10-6 4-11-10 4-11-10 4-10-6
SAME REPAIR AS TRUSS S08B IN THE JOB 2000302
MFTEK DRAWING NUMBER R643B4115.
kx6
4X6 1
4x6
5
yv1mmS Zt ZOZ' rK 17M IIlUb =a paluz AI IM-11tu I UIKUr-K I KUJJCa, AN AUt12UA l t --
SYSTEM OF BRACING MUST BE DESIGNED BY THE PROJECT ARCFfLTECTIENGINEER TO
10 PREVENT LATERAL DISPLACEMENT OF THE ORDER TRUSS. SUCH BRACING IS ESSENTIAL B
2xa
TO THE OVERALL STABILITY OF THE STRJCTURE 2x4 11
II
Scale = 1 37 1
_ 4-10-6 9-10-0
i 14-9-10 _ _ 10-8-0
—-4-11-10 -
4-1" 4-11-10
4-1M
P�a6e o _(X _ j3.0.2-1Z.D�2-%
V _
`
LOADING (pst) SPACING- 2-0-0 1 CSi.
DEFL. in
(hoc) l/dei LId PLATES GRIP
TOLL 25.0 Plate Grip DOL 1.15 TC 0.49
Vert(L1,} -0.21
8 >999 240 MT20 2201195
TCDL 10.0 Lumber DOL 1.15 BC 0.58
Veit(CT) -0.37
8-9 >626 180
BCLL 0.0 Rep Stress Incr YES WB 0.43
Horz(CT) 0.35
6 nla n/a
BCDL 8.0 Code tRC2015frP12014 blatroe_SH
Weight_ 92Ib ;T = 0°0
LUNIBER-
T
BRACING -
TOP CHORD 2x4 DF No-2
TOP CHORD
Structural wood sheathing directly applied or 3-3-1 oc purlins,
BOT CHORD 2x4 DF No.2
except end verticals.
WEBS 2x4 DF No.2
BOT CHORD
Rigid ceiling directly applied or 10-" oc bracing.
REACTIONS. (size) 10=Mechanical, 6=Mechanical
Max Herz i0=66(LC 8)
Max Uplift 10=20(LC 12), 6-20(LC 13)
Max Grav 10=833(LC 1). "33(LC 1)
FORCES. (lb) -Max. Comp.IMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=26981111, 23=2774/65, 3-4=2774176, 45=-26981114, 1-10 845161,
5-6==-84W75
BOT CHORD 8-9=1141255B, 7-8=8612558
WEBS 3-8=012071, 4-8=2231312, 4-7=-367163, 2-8=2231312, 2-9=-367I64, 1-9=5212239,
r7=-"2239
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vutt=11Omph (3-second gust) Vasd=87mph: TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 34-15, Interior(1) 3&-15 to 9-10-0, Exterior(2) 9-10-0 to 135-3.
Intehor(f) 13-5-3 to 19-6.4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.50
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other [we loads.
4) `This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5} Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift at joint(s)10. 6.
November 10,2020
i !
' ® WARN W - Venry design parameters and READ NOTES ON THIS AND INCLUDED MT-cK REFERENCE PAGE NIII-7473 w 15119=0 BEFORE USE,
Design valid rer we a* %wm MiTQ* ounnectors. Plus design 4 bawd only upon p-aranreters stla , and is 1% an irrdrvideal boMnig conrprahed, nwt
a Less system. Before use. the bLdkfng designer mull verify the applicabW of design parameters and pmpedy incorporale this design into the overall
twldmg deskjm Bratinq mdKzted is to preve d buckling of uldvKktal toss web andlar chord ammbers only- Addbonal tempamry and pemlaient bracing
is ataays required fnrstab:Wty and to prevent ca9apse with possine personal uibry and pmpenydarnage. For general guidance regarding the
tabr.-Wri, storzg=_, detrvery, erection and br.*3g of Mm5 and t im systems, see AA=?Vtl Quality Criteria, DSBS9 and SM E-kring Component MiTek USA, Inc
Satelylnfamys = arable from TrI1sS Plate Ut =e. 267OCrm Rghway, Sude2a3 Wakh rf, MD 20601 4W Swnse Avenue, Surte 276
Reser.Ae. CA 95561