HomeMy WebLinkAboutTruss SpecsMiTek'
MiTek, Inc.
400 Sunrise Ave., Suite 270
Roseville, CA 95661
916.755.3571
Re: RP43235
Slafkes
The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision
based on the parameters provided by Delta Building Center, LLC (Delta, CO).
Pages or sheets covered by this seal: R84153563 thru R84153567
My license renewal date for the state of Colorado is October 37,2025.
August 30,2024
Baxter, David
IMPORTANT NOTE: The seal on these truss component designs is a certification
,at\
\
N
\
\
l.q
Do900486I
that the engineer named is licensed in the identified and that the
shown (e.9., 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 veriff applicability of design parameters and properly
incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2.
Job
RP43235
Truss
A0l
Truss Type
GABLE
ary
2
Plv
1
Slafkes
R84'153563
.lob Reference lootionall
Delta Building center, LLc (Delta, co), Delta,s Aug 23 2024 MiTek lndustries, lnc. Fri Aug 30 06:55:55 2024 Page
I D: LLKX5zfuaAXl wleCUYvovdysC3--81 z6X?'1 6VBokz0tEj4HVZUolluR0YlfrruykUI KxyikQo
30-6-0
1 5-3-0
3.OO 12 I
5x5
10
Smle = 1:50.8
19
11
I
5
37 36 35 34 33 32 31 30 29 28 27
1238
7 r39
6 14
15
164 17
182
d
T9
@
3x43x426 25 24
3x4 =
23 22 21 20
2:0-0-0
cst.
TC
BC
WB
DEFL,
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) Ydefl L/d
nla - nla 999
nla - nla 999
0.00 19 nla nla
Matrix-S
0.'13
0.1 0
0.06
SPAC|NG- 2-0-o
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress lncr YES
Code lRC2018/TP12014
LOADING (ps0
TCLL 40.0
(Roof Snow=40.0)
TCDL 10.0
BCLL O.O
BCDL 10.0
LUMBER-
TOP CHORD
BOT CHORD
OTHERS
30-6-0
5i0-0-0
BRACING-
TOP CHORD
BOT CHORD
PLATES
MT2O
GRIP
197t144
Weight: 134 lb FT = 10%
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 30-6-0.
(lb)- MaxHorz 1=64(LC 18)
MaxUplift Allupliftloolborlessatjoint(s)1,19,30,31,32,33'34,35,36'28,27'26'24'23'22'21
except 37=-1 37(LC 14), 20=-1 36(LC 1 5)
MaxGrav Allreactions25Olborlessatjoint(s)1,19,29,30,31,32,33,34'35,36'28'27'26'24'23
22, 21 except 3T=602(LC 1), 20=602(LC 1)
2x6 SPF 1650F 1.5E
2x4 SPF 1650F 1.5E
2x4 SPF 1650F 1.5E
(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
2-37 =-491 I 1 88, 1 8-20=-49 1 I 1 87
FORCES
WEBS
NOTES.
1) Wind: ASCE 7-16; Vult=1 lOmph (3-second gust) Vasd=87mphi TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. ll; Exp C; Pr. Enclosed;
MWFRS (envetope) gable end zone and C-C Corne(3E) O-0-O to 3-0-10, Exterio(2N) 3-0-10 to 15-3-0, Corne(3R) 15-3-0 to
1 8-3-1 O, Exterior(2N) 1 8-3-1 0 to 30-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members
and forces & MWFRS ior reactions shown; Lumber DOL=1.00 plate grip DOL='1 .00
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard lndustry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPl 1.
3) TCLL: ASCE 7-16; Pf=40.0 psf (Lum DOL = 1.00 Plate DOL = 1.00); ls='l,0; Rough CatC; Partially Exp.;Ce=1.0; Cs=1.00; Ct=1.10
4) Unbalanced snow loads have been considered for this design.
5) All plates are 2x4 MT20 unless otheMise indicated.
6) Plates checked for a plus or minus 5 degree rotation about its center'
7) Gable requires continuous boltom chord bearing.
8) Gable studs spaced at 1-4-0 oc.
9) This truss has been designed for a 1 O.O psf bottom chord live load nonconcurrent with any other live loads.
1 0) . This truss has been designed for a live load 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 boftom chord and any other members,
'1 1) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding '100 Ib uplift at joint(s) 1 , 19, 30, 31 , 32
33, 34, 35, 36, 28, 27, 26, 24, 23, 22, 21 except t1l=lb) 37 =1 37, 20=1 36
12) Thistruss isdesigned in accordancewith the 20lE lnternational Residential Code sections R502.'11.1 and R802 10 2 and
referenced standard ANSI/TPI 1.
? oo+gogro m
.D
0
_o
August 30,2024
I wanrutruC - V"rify design parameters and READ NOTES ON THIS AND INCLUDED l\,llTEK REFERENCE PAGE Mll-7473 rev. 1/2/2023 BEFoRE USE.
Design valid for use only with MiTek@ connectors. This design is based only upon paramelers shown, and is for an individual building component, not
a truis system. Belore use, the building designer must verifythe applicability of design parameters and properly incorporate this design into the overall
building aesign. Bracing indicated is to-prev;nt buckling of individuil truss web and/or chord members only. Additional temPorary and permanent bracing
is alwa-ys req-uired for s6bility and to prevent collapse tith possible personal injury and property damage. For general guidance regarding the
and BCSI Building Comp;nent Safety lnformation available from the Skuctural Building Component Association (w.sbcscomponenls com)
MiTek'
400 Sunrise Ave., Suite 270
Roseville, CA 95661
s1 6.7 55.357 I / Milek-US.com
Job
RP43235
Truss
AO2
Truss Type
COMMON
otv
'19
Plv
'l
Slafkes
R841 53564
Job Reference (oDtional)
Delta CO), Delta, CO - 81416,8.820 s Aug 23 ndustries, lnc. Fri Aug 30 06:55.562024 Pagel
I D:LLKXSzfuaAXl wleCUYvovdysC3--f DXVkL2kGVwbbASQHnok6iLoFlZSHMH3BOErsNyikQn
-6-O 5-3-5 15-3-0 25-2-11
4-11-1314-0
4xB'-
2
6x12 M18AHS 1 |
4-11-13 4-11-13
3.oo F
5x5
S€le = l:55.4
oo
3x4'-
5
24 25 3x4 ..-.-
7
2x4 :\2x4 //
I26
4 4xB ...-..-
I27
10
13
3x4:
12
sx8 =
11
3x4 :6x12 M18AHS ll
22-A-12
7-9-4 7-9-4
PLATES
t\rT20
M18AHS
GRIP
197 t144
142t136
Plate Offsets
LOADING (psO
TCLL 40.0
(Roof Snow=40.0)
TCDL 10.0
BCLL O.O
LUMBER-
TOP CHORD
BOT CHORD
WEBS
SLIDER
10.0
2x6 SPF 1650F 1.5E
2x4 SPF 1650F 1.5E
2x4 SPF 1 650F 1 .5E
Left 2xO SPF 1 650F 1 .5E 2-6-0, Right 2x6 SPF 'l 650F 1.5E 2-6-0
BRACING-
TOP CHORD
BOT CHORD
Weight: 136 lb FT = 10%
Structural wood sheathing directly applied or 3-0-1 oc purlins.
Rigid ceiling directly applied or 2-2-0 oc bracing.
REACTIONS (size) 10=0-5-8,2=0-5-8
Max Horz 2=73(LC 18)
Max Uplift 10=-317(LC 11),2=-375(LC 10)
Max Grav 1 0=1843(LC 22), 2=1999(LC 21)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces250(lb)orlessexceptwhenshown
TOP CH OR D 2-4=-41211842, 4-5=-41181821 , 5-6=-3326n45, 6-7='33261750,7-8=-41 50/836'
8-1o=-41721873
BOT CH ORD 2-13=-7 51 t3865, 12-13=-767 13951, 11-12='76213962, 1o'1 1=-777 13918
WE BS 6-12=-19311 157 , 7-12=-12961276, 8-11=01322, 5-12=-1284127 4' 4-1 3=0/336
2
DEFL.
Ved(LL)
Vert(CT)
Horz(CT)
in (loc)
-0.35 '12-13
-0.61 12-13
0.16 '10
l/defl
>999
>600
nla
L/d
240
180
nla
SPAC|NG- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress lncr YES
Code lRC2018/TP12014
csl.
TC
BC
WB
Matrix-MS
0.70
0.94
0.54
NOTES-
1) Wnd: ASCE 7-16; Vutt=11Omph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.0psf; h=25ft; Cat. ll; Exp C; Pr. Enclosed;
MWFRS (envelope) gable end zone and C-C Exterio(2E) -1-6-0 to 1-6-10, lnterio(1) 1-6-10 to 15-3-0, Exterio(2R) 15-3-0 to
1 8-3-1 O, lnterior(1 ) 1 8-3-1 0 to 30-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1 .00
2) TCLL: ASCE 7-16; Pf=40.0 psf (Lum DOL = 1.00 Plate DOL = 1.OO); ls=1.0; Rough CatCi Partially Exp.; Ce=1.0; Cs=1.00; Ci=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 40.0 psf on overhangs
non-concurrent with other live loads.
5) All plates are MT20 plates unless otheruise indicated.
6) Plates checked for a plus or minus 5 degree rotation about its center.
Z) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.
g) . This truss has been designed for a live load 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.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except 0t=lb)
10=317 ,2=375.
10) This truss is designed in accordance with the 2018 lnternational Residential Code sections R502.1 'l .1 and R802.1 0.2 and
referenced standard ANSI/TPI 1.
August 30,2024
I Wnnruhte - V"rify design paramete6 and READ NoTES ON THIS AND INCLUDED l\4|TEK REFERENGE PAGE Mll-7473 rev. 1/2/2023 BEFoRE USE.
Design valid for use only with l/iTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truis system. BeIore use, the building designer must veriry the applicability of design parameters and properly incorporale lhis design into lhe overall
building aesign. Bracing indicaied is to prevent buckling of individual lruss web and/or chord members only. Additional temporary and permanent bracing
isalwa-ysreq-uiredforstibilityandtoprdventcollapsewithpossiblepersonalinjuryandprcpertydamage.forg€neralguidanceregardinglhe _
and BCSI Building Comp;nent Safety lnformalion available from the Structural Building Component Association (w.sbcscomponents com)
MiTek'
400 Sunrise Ave., Suite 270
Roseville, cA 95661
916.7 55.357 1 / MiTek-US.com
Job
RP43235
Tru ss
B0t
Truss Type
GABLE
otv
1
Plv Slalkes
R841 53565
Job Reference (oDlional)
Delta Building Center, LLC (Delta,8.820 s Aug 23 2024 Mif ek lnduslries, lnc. Fri Aug 2024 Page Ico - 81416,
lD:LLKXszfuaAxl 1 p2SCK1 crVJzfvtTDhTY0xODQ2zOOpyikQm
6.00v,
10
28
t-t L:l LJ L:t-l !LI t_l tt LI LI !!
S€le = 1:28.4
5x5
7
I6
5
4
27
't1
'12
13
N
26 25 24 22 21 19 18 17 1620 15 ',t4
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) l/defl L/d
nla - nla 999
nla - nla 999
0.00 14 nla nla
csr.
TC
BC
WB
Matrix-R
0.04
0.03
0.04
SPAC|NG- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress lncr YES
Code lRC2018/TP12014
-8
LOADING (psf)
TCLL 40.0
(Roof Snow=40.0)
TCDL 10.0
BCLL O.O
LUMBER-
TOP CHORD
BOT CHORD
WEBS
OTHERS
PLATES
MT2O
GRIP
197t144
10.0
2x6 SPF 1650F 1.5E
2x4 SPF 1650F 1.5E
2x4 SPF 1650F 1.5E
2x4 SPF 1650F 1.5E
(lb) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown
BRACING-
TOP CHORD
Weight: 80 lb FT = 100/o
Structural wood sheathing directly applied or 6-0-0 oc purlins,
excepi end verlicals.
Rigid ceiling directly applied or 10-0-0 oc bracing.BOT CHORD
REACTIONS. All bearings 14-11-8.
(lb) - Max Horz 26=-75(LC 10)
MaxUplift All upliftlOolborlessatjoint(s)26, 14'21,22,23,24,25'19'18'17,16'15
MaxGrav All reactions2S0 lborlessatjoint(s)26,14,20,21,22,23'24'25,19,18,17'16'15
FORCES
NOTES.
1) Wnd: ASCE 7-16; Vult=11Omph (3-second gust)Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. ll; Exp C; Pr. Enclosed;
MWFRS (envetope) gable end zone and C-C Corne(3E) 0-1-12 lo 3-1-12, Ertetiot(2N) 3-1-1 2 to 7-5-1 2, Corne(3R) 7-5-12 1o
1 0-5-1 2, Exterior(2N) 1 O-5-1 2 to 14-9-12 zone; cantilever left and right exposed ; end vertical lett and right exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1 .00 plate grip DOL=1.00
Z)Trussdesignedforwindloadsintheplaneofthetrussonly. Forstudsexposedtowind(normaltolheface),seeStandardlndustry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPl 1.
3) TCLL: ASCE 7-16; Pf=40.0 psf (Lum DOL = 1.OO Plate DOL = 1.OO); ls=1.0; Rough CatC; Partially Exp.;Ce=1.0; Cs=1.00; Ct=1.10
4) Unbalanced snow loads have been considered for this design,
5) All plates are 2x4 M-f2O unless otheMise indicated.
6) Plates checked for a plus or minus 5 degree rotation about its center.
7) Gable requires continuous bottom chord bearing.
8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
9) Gable studs spaced at 1-4-0 oc.
1 O) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.
1 1) " This truss has been designed for a live load 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.
'12) Provide mechanicat connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at .ioint(s) 26, 14, 21 , 22,
23.24,25, 19, 18, 17 , 16, 15.
13) Thistruss is designed in accordancewith the 2018 lnternaiional Residential Code sections R502.11.1 and R802.10 2 and
referenced standard ANSI/TPI 1.
August 30,2024
I WanrulruC - V"tify design parameters and READ NOTES ON THIS AND INCLUDED lvllTEK REFERENCE PAGE Mll-7473 rev. 1/2/2023 BEFORE USE.
Design valid for use only with MiTek@ conneclors. This design is basod only upon paramelers shown, and is for an individual building componenl, not
a lruis system. Before use, the building designer must vedfythe applicability of design parameters and properly incorporate this design inlo the overall
uuildingiiesign. Bracingindicatedisto-prev;tbucklingofindividuiltrussweband/orchordmembersonly. Additionaliemporaryandpermanenlbracing
is atwa-ys leq-uired for siibility and to prevent collapse wilh possible personal injury and property damage. For general guidance regardinglhe _ __
and BCSI Building Comp;neni Safety lnlormation available from the Structural Building Component Association (w.sbcscomponents com)
MiTek'
400 Sunrise Ave., Suite 270
Roseville, CA 95661
916.755.3571 / MiTek-US.com
Job
RP43235
Truss
BO2
Truss Type
Scissor
otv
o
Plv
1
Slafkes
R84153566
Job Reference (ootional)
Delta Building 2024 Page1
DQ2zOOpyikQm
S€le = 1:34.8
5x5
4
6.00 l1t
'14 3x6 :\
5
3x6 /- 13
15 2xa ll
16
3x6 -.--
J.T-
ldi ld,
l-1-
12
2x6 ll 11 6
9
5xB
10
3x6 --
3.oo F
7-5-'t2
1-8
7-5-12
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.09
-0_18
0,05
(loc)
9-1 0
9-1 0
I
Udefl
>999
>982
nla
L/d
240
'180
nla
cst
TC
BC
WB
Matrix-MS
0.15
0.37
0.38
SPACTNG- 2-0-o
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress lncr YES
Code lRC2018/TP12014
LOADING (psf)
TCLL 40.0
(Roof Snow=40.0)
TCDL 10.0
BCLL O.O
LUMBER-
TOP CHORD
BOT CHORD
WEBS
10,0
2x6 SPF 1650F 1.5E
2x4 SPF 1650F 1.5E
2x4 SPF 1650F 1.5E
PLATES
MT2O
GRIP
1971144
BRACING.
TOP CHORD
Weight: 79 lb Ff = 10o/o
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.BOT CHORD
REACTIONS.(size) 10=0-5-8,8=0-5-8
MaxHorz 10=-105(LC 12)
Max Uplift 10=-172(LC 1a),8=-172(LC 15)
Max Grav 10=1201(LC 21), 8=12o1(LC 22)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
TOP CHORD 3-4=-1214131 5, 4-5=-121 41325, 2-10='4541201, 6'8=-4541203
BOT CHORD 9-10=-262h130, 8-9=-22011130
WEBS 4-9=-1 03/559, 3-1 0=-1 380/294, 5-8=-1 380/301
NOTES.
1) Wnd: ASCE 7-16i Vult=11Omph (3-second gust)Vasd=87mph; TCDL=6,opsf; BCDL=6.0psf; h=25ft; Cat. ll; Exp C; Pr. Enclosed;
MWFRS (envelope) gable end zone and C-C Exterio(2E) -1-6-0 io 1-6-0, lnterio(1) 1-6-0 to 7-5-12, Exterio(2R) 7-5'12to 10-5-12,
lnterio(1 ) 1 0-5-1 2 to 16-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1 00
2) TCLL: ASCE 7-16; Pf=40.0 psf (Lum DOL = 1.OO Plate DOL = 1.00)i ls=1.0; Rough CatC; Partially Exp.; Ce=1.0; Cs=1.00; Ct='l.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 40.0 psf on overhangs
non-concurrent with other live loads.
5) Plates checked for a plus or minus 5 degree rotation about its center'
6) This truss has been designed for a 1 0.0 psf bottom chord ltve load nonconcurrent with any other live loads.
7) . This truss has been designed for a live load 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.
8) Bearing at joint(s) 10, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should vertfy
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except (Jt=lb)
10=172,8=172.
10) Thistruss is designed in accordancewith the 2018 lnternational Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
August 30,2024
I WAArutr'te - V"rtfy design parameteE and READ NoTES ON THIS AND INCLUDED N]ITEK REFERENCE PAGE Mll-7473 rev. 1/2/2023 BEFORE USE.
Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, nol
a truis system. Before use, the building designer must verivthe applicability of design parameters and properly incorporate lhis design into the overall
luifOingilesign. Bracingindicatedisdprev6ntbucklingofindividuiltruss*eband/orchordmembersonly. Additionaltemporaryandpermanentbracing
is alwa-ys reqirired for s6bility and to pr;vent collapse with possible personal injury and property damage. For general guidance regarding lhe
and BCSI Building Comp;nent Salety lntormation available from the Slruclural Building ComPonent Association (w.sbcscomponenls com)
MiTek'
400 Sunrise Ave., Suiie 270
Roseville. CA 95661
916.7 55.357 1 / MiTek-US.com
Job
RP43235
Truss
803
Truss Type
Scissor
0tv
2
Plv
1
Slatkes
R841 53567
.loh Reference looiionall
Delta Building (Della, CO), Delta, CO - 81416,8820s 2024 MiTek lndustries, lnc. Fri Aug 30 06:55:58 2024 Page
I D:LLKX5zfuaAxl wleCUYvovdysC3--bceF91 3?oOAJqTcpOCqCBTQGL5OaUPMfijywGyikQl
7-O-4 14-6-0
14
Scale = 1:33.85x5
6.00 [12
3x6 /z
,rO
2
11 3x6 r\
4
12 2x6 ll
2x4 ll
8
5x8:
13
3x6 .--..-
1'1,
5
N
do
4x4'-3 oo l1t
csr.
TC 0.15
BC 0.36
wB 0.38
Matrix-MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
tn
-0.09
-0.1 8
0.04
(loc)
7-8
7-8
7
l/defl
>999
>937
nla
L/d
240
180
nla
SPAC|NG- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress lncr YES
Code IRC2018/TP12014
7-O4
LOADING (psf)
TCLL 40.0
(Roof Snow=40.0)
TCDL
BCLL
BCDL
LUMBER-
TOP CHORD
BOT CHORD
WEBS
2x6 SPF 1650F 1.5E
2x4 SPF 1650F 1.5E
2x4 SPF 1650F 1.5E
PLATES
MT2O
GRIP
1971144
10.0
0.0 .
BRACING-
TOP CHORD
Weisht: 75 lb FT = 10%
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or '10-0-0 oc bracing.BOT CHORD
REACTIONS.(size) 9=Mechanical,T=0-5-8
Max Horz 9=-115(LC 10)
Max Uplift s=-133(LC 14),7=-168(LC 15)
Max crav 9=1014(LC 21),7=1184(LC 22)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
TOP CHORD 2-3=-1 1 461307, 3-4=-1 17 21314, 1-9='264189, 5'7 ='4531204
BOTCHORD 8-9=-23011049,7-8=-21411'105
WEBS 2-8=-981254,3-8=-99/532,2-9=-13181312,4-7---13481295
NOTES-
1) Wnd: ASCE 7-16; Vult=11omph (3-second gust)Vasd=87mph; TCDL=6.0psf; BCDL=6.0psfi h=25ft; Cat. ll; Exp C; Pr. Enclosed;
MWFRS (envetope) gable end zone and C-C Exterio(2E) O-1-12to 3-4-7, lnterio(1) 3-4-7 lo7-0-4, Exterio(2R) 7-0-4 to 10-0-4,
lnterio(i ) 1 0-O-4 to 1 6-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00
2)TCLL: ASCE7-16; Pf=40.0psf (LumDOL=1.00PlateDOL=1.00); ls=1.0; RoughCatC; PartiallyExp.; Ce=1.0; Cs=l.00; Ct=1 10
3) Unbalanced snow loads have been considered for this design.
+j Tnis truss has been designed for greater of min roof live load of 16.0 psf or 1.00 tlmes flat roof load of 40.0 psf on overhangs
non-concurrent with other live loads.
5) Plates checked for a plus or minus 5 degree rotation about its center.
6) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.
7j " This truss has been designed for a live load 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
8) Refer to girder(s) for truss to truss connections.
9) Bearing at join(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
t O) irovide mechanical con nection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except (jt=lb)
9=133,7=168.
11) Thistruss isdesigned in accordancewith the 2018 lnternational Residential Code sections R502.11.1 and R802.10 2 and
referenced standard ANSI/TPI 1.
0 t
900486 1 m
.Do
August 30,2024
I WanrutruC - V"rify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1/2/2023 BEFORE UsE.
Design valid for use only wilh MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not
a iruis system. Before use, the building designer must veritlhe applicabiliiy of design parameters and properly incorporate lhis design inlo ihe overall
Orifdinga""ign. Bracingindicatedist;prev;ntbucklingofindividualtrussweband/orchordmembersonly. Additionaltemporaryandpermanentbracing
is alwa-ys reqiired for sGbility and to prevenl collapse with possible personal injury and property damage. for general guidance regarding the
and BCSI Building Comp;nent Safety lnformation available from the Structural Building Componenl Associalion (w sbcscomponenls com)
MiTek'
400 Sunrise Ave., Suite 270
Roseville, CA 95661
9'16 755.3571 / MiTek-US.com
Symbols
PLATE LOCATION AND ORIENTATION
,,,L Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
6-1
For 4 x 2 orientation, locate
plates 0- 1/16" from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
* Plate location details available in MiTek
software or upon request.
PLATE SIZE
4x4 The first dimension is the plate
width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
lndicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
BEARING
lndicates location where bearings
(supports) occur. lcons vary but
reaction section indicates joint
number/letter where bearings occur
Min size shown is for crushing only.
lndustry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-22: Design Standard for Bracing.BCSI: Building Component Safety lnformation,
Guide to Good Practice for Handling,
lnstalling, Restraining & Bracing of Metal
Plate Connected Wood Trusses.
t-
Numbering System
dimensions shown in ft-in-sixteenths
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWSE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT,
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
Product Gode Approvals
ESR-1 988, ESR-2362, ESR-2685, ESR-3282
ESR-4722, ESL-1388
Design General Notes
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
established by others.
@2023 MiTek@All Rights Reserved
o *
WEBS
c2-3
otoI
O
(LoF
otoIo
(LoF
,|
6-4-8
6 5
4
3
ICC-ES Reports:
(Drawings not to scale)
Joint lD
tvp
BOTTOM CHORDS
7
2
TOP CHORDS
MiTek'
MiTek Engineering Reference Sheet: Mll-7473 rcv.11212023
A General Safr
Failure to Follow Could Cause I
Damage or Personal lnjury
1. Additional stability bracing for truss system, e.l
diagonal or X-bracing, is always required. Se(
2. Truss bracing must be designed by an enginel
wide truss spacing, individual lateral braces th
may require bracing, or alternative Tor I
bracing should be considered.
design loading shown and r
inadequately braced trusse
4. Provide copies of this truss design to the build
designer, erection supervisor, property owner
all other interested parties.
5. Cut members to bear tightly against each othe
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/TPl 1.
7. Design assumes trusses will be suitably proter
the environment in accord with ANSI/TPl '1.
8. Unless otherwise noted, moisture content of h
shall not exceed 1 9% at time of fabrication.
9. Unless expressly noted, this design is not app
use with fire retardant, preservative treated, or
1 0. Camber is a non-structural consideration and
responsibility of truss fabricator. General pract
camber for dead load deflection.
11. Plate type, size, orientation and location dimet
indicated are minimum plating requirements.
1 2. Lumber used shall be of the species and size,
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or pudins provir
spacing indicated on design.
14. Bottom chords require lateral bracing ai 10 ft.
or less, if no ceiling is installed, unless otherw
1 5. Connections not shown are the responsibility r
1 9. Review all portions of this design (front, back,
and pictures) before use. Reviewing pictures i
is not sufficient.
20. Design assumes manufacture in accordance r
ANSI/TPI 1 Qualiiy Criteria.
21. The design does not take into account any dy
or other loads other than those expressly statr
16. Do not cut or alter truss member or plate with(
approval of an engineer.
'17. lnstall and load vertically unless indicated othr
1 8. Use of green or treated lumber may pose una
environmental, health or performance risks. C
project engineer before use.
3. Never exceed the
stack materials on
Notes
at
from
with
BCSI.
For
prior
others.
noted
the
is to
reen lumber
for