HomeMy WebLinkAboutTRUSS PAPPERWORKF,LORIDAB FOR QO ATICAN:
4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
FX: 772-409-1015
www.AlTruss.com
SCANNED
BY
St. Lucie County
TRUSS ENGINEERING
BUILDER: RENAR
PROJECT: MORNINGSIDE
COUNTY: ST LUCIE
LOT/BLK/MODEL: LOT:57 / MODEL:CAYMAN 1763 / ELEV:B1/ GAR R
JOB#: 77949
MASTER#: WRMSCMB1 L15X10
OPTIONS: 1OX15 LANAI
J
A-1 ROOF
TRUSSES
A FLORIDA CORPORATION
RE: Job WRMSCMB1L15X10
Lumber design values are in accordance with ANSIUfPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
Site Information:
Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE
Lot/Block: Model: CAYMAN 1763
Address: Subdivision:
City: County: St Lucie State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City: _
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading
Conditions):
Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2
Wind Code: ASCE 7-10 Wind Speed: 160
Roof Load: 37.0 psf Floor Load: 0.0 psf
This package includes 40 individual, dated Truss Design Drawings and 16 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G75-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
1
A0119489
A01
918119
13
A0119501
B01G
918/19
25
A0119513
D01
918/19
2
A0119490
A02
918/19
14
A0119502
B02
9/8/19
26
A0119514
HJ5
918119
3
A0119491
A03
9/8/19
15
A0119503
B03
9/8/19
27
A0119515
HJ7
918119
4
A0119492
A04
918/19
16
A0119504
C01G
9/8/19
28
A0119516
HRA
9/8119
5
A0119493
A05
9/8/19
17
A0119505
CO2
918/19
29
A0119517
J5
9/8119
6
A0119494
A06
918/19
18
A0119506
CO3
918/19
30
A0119518
J7
9/8/19
7
A0119495
A07
918/19
19
A0119507
C04
9/8119
31
A0119519
RA
9/8/19
8
A0119496
A08
918/19
20
A0119508
CA
9/8/19
32
A0119520
T01GE
918119
9
A0119497
A09
918/19
21
A0119509
CJ3
918/19
33
A0119521
T02
918/19
10
A0119498
A10
9/8/19
22
A0119510
CJ3A
9/8/19
34
A0119522
T03
918/19
11
A0119499
All
918/19
23
A0119511
CJ5
918/19
35
A0119523
T04
9/8/19
12
1 A0119500
1 Al2GE
9/8/19
124
1 A0119512
1 CJ5A
9/8/19
136
1 A0119524
T05
918/19
I naVUSs drewnrg(s) reterenced have been prepared by WhDle House Engineering Inc. under mydirectsupervision based on the parameters provided byA:t Roon-msses, Ltd.
NOTE The seal on these drawings indicate acceptance of professional engineering
r sponslblitysolelyforthetruss components shown.
The suitabifnyand use of componentsforany particularbuild'urg isthemsponsblTnyofthe building
designer, WANSI TPi-11 Sea 2.
The Truss Design Drawing(s)(TOD[s]) referenced have been prepared based on the construction
documents (also referred to attunes as'Shucturel Engineering Documental provided by the Building
Designer indicating the nature and rharacterof the work.
The design criteria therein have been transferred to the Truss Design Engineerby JAI Roof Trusses or
specific location]. These TDDs (also referred to attbnes as'Stmctural Delegated
Engineering Documents) are specialty structural component designs and maybe pad of the pm)ect's
deferred orphaned submidaLs. As aTmss Design Engineer (Le, Specialty
Eggineer),the seal here and on the Too represents an acceptance of professional engineering
responsiriltyforthe design of the single Truss; depicted on the TDD only. The Building Designeris
responsible forand shag coordinate and reviewtheTDDsfor
compaubl7itywith thehwritten engineering requirements. Please reviewag TDDs and allrelated notes.
�•dYl�afuevtl r'( jr2l[c�
il�Gtet a l %-ytaG*iyv -%I
Page 1 of 2
rL Ltd: !(yLpu/ IzrT
No.62809
- ',/ ice• '�C
I - �
STATE OFF
�,l Iti.m.ra%T� R<oR1DPi.
Tmss Design EngureeYs Lteense:renewal d,4' / l t 1 i I l 1\ '"
forthestate ofFloridaisFebruiy282o21 SERIAL#
M54982f500e8feb 19a64ef
4451 St: Lucie Blvd.
Fort Pierce, FL 34946
�- TR ROOF
U55E5
ARORIDACORPORATION
RE: Job WRMSCMB1L15X10
No.
Seal #
Truss Name
Date
37—
-A0119525
06
-918119-
38
A0119526
VM03
9/8119
39
A0119527
VM05
9/8119
40
A0119528
VM07
9/8119
41
STDL01
STD. DETAIL
9/8/19
42
j STDL02
j STD. DETAIL
918/19
43
STDL03
STD. DETAIL
9/8/19
44
STDL04
STD. DETAIL
9/8/19
45
STDL05
STD. DETAIL
9/8/19
46
STDL06
STD. DETAIL
9/8/19
47
STDL07
STD. DETAIL
9/8/19
48
STDL08
STD. DETAIL
9/8119
49
STDL09
STD. DETAIL
918/19
50
STOL10
STD. DETAIL
918119
51
STDL11
STD. DETAIL
9l8/19
52
STDL12
STD. DETAIL
918/19
53
STDL13
STD. DETAIL
918/19
54
STDL14
STD. DETAIL
918/19
55
STDL15
STD. DETAIL
I 9/8/19
56
STDL16
I STD. DETAIL
9/8/19
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
' BPnI�PE63B09
_� � * � � r �Nn.e FapTeaMp U91815
Page 2of2
R PIUM. FL 9,916
Job
Truss
Truss Type
city
Ply
MORNINGSIDE
WRMSCMBI L15X10
A01
Roof Special
1
1
�RENAR
Al19489
Job Reference (optional)
1. r .i trusses, run rmiw, ru s, a, uesiyuLga muss.wm
3x4 i
3
q7 1 2
d
23
3x6= 4x6=
rxun:mzius MaVIUZUlb YnnCa.ZlUsMaVlb ZUIUMlleK
5x8 =
6.00 F12
5x6= 7x14 MT20HS=
6 6x6= W9
46 7 8
4x6 G S
Wfi 4x6 C
4 10 3x4
11
1 10
20 4x 7
'2 5x8 � 3
7x14 MT20HS� 12
�6xe
3.00 12
22 17 16 15 14
2x4 II 2x4 II 3.6 = 1.5A II
6.8 =
InG Jun tie!) 613:41:J3
3.6 =
Dead Load call. = 5181n
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(lec)
Udefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.87
Vert(LL)
0.71
17
>641
360
MT20
2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.88
Vert(CT)
-1.30
17
>350
240
MT20HS
1871143
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.95
Hom(CT)
0.76
12
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 234 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except*
T4: 2x4 SP 240OF 2.0E
BOT CHORD 2x4 SP N0.2 *Except*
B2: 2x4 SP No.3, B3: 2x6 SP 240OF 2.0E
WEBS 2x4 SP No.3 *Except'
W3,W5: 2x4 SP No.2, W9: 2x4 SP M 30
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
puffins.
BOTCHORD
Rigid ceiling directly applied or4-10-14 oc bracing.
WEBS
1 Row at midpt
21-23, 15-18, 9-18, 7-20
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
149010-7-10 (min. 0-1-12)
12 =
149010-7-10 (min. 0-1-12)
Max Horz
2 =
-138(LC 10)
Max Uplift
2 =
-377(LC 12)
12 =
-430(LC 13)
Max Grav
2 =
1490(LC 1)
12 =
1490(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-2720/1705, 3-4=4526/2665,
4-5=-0442/2675, 5-6=-3693/2191,
6-7=-3642/2188, 7-8=6245/3575,
8-9=-7605/4289, 9-10=-2073/1434,
10-11=-2162/1417, 11-12=2699/1686
BOT CHORD
2-23=1356/2371, 5-21=-273/494,
20-21=2085/4063, 19-20=-3151/6316,
18-19=3942f7837, 8-1 8=1 079/2263,
14-15=1350/2348. 12-14=-135012348
BOT CHORD
2-23=-1356/2371, 5-21=-273/494,
20-21=-2085/4063, 19-20=3151/6316,
18-19=39420837, 8-18=-1079/2263,
14-15=-1350/2348, 12-14=1350/2348
WEBS
3-23=-1193f785, 21-23=-1521/2648,
3-21=-692/1604, 6-20=-175813012,
7-19=695/1414, 8-19=-2656/1380,
15-18=113912334, 9-15=11421546,
11-15=572/513, 9-18=305115999,
5-20=-818/655, 7-20=-4291/2374
NOTES-
1)Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vawd 124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat. 11; Exp B; End., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4)All plates are MT20 plates unless otherwise
indicated.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
6)'This truss has been designed fora 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.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 2=377, 12=430.
LOAD CASE(S)
Standard
mL� .AJ ROJP 1R196E61'6F31E;l, fiENEW.L iEnN6etl G6NIXIW6CJ6T0YEP l�0.'EAJ4GFNdM.EOGNENI-b,n.JaTJ"®G^.F��1^wib�eaC nebam IDiTrm0.uID�Pr+iO{r09)rdM
QiimrAoyGM
bAv'bRJE,q�ase/nbn.9 Nr1CYmam MYpc0ea0a a,S�lm Pt i00. arSYW ta'n,Mpbua Na04 ueCbr}N'RYJbb AaaTrvn �Fnrrailq p.4'6,may E,gn ev).M UY ona,ryTW
w� a++s�w�ewaa'MNe.a.:gidmaa+ab Tee ap'cW emnYW m •,, �atla aatltl�x TP f.ThrQQ �ray.pl¢a, baapepN6ma vAAlyWuaWPvl btlryB.uVaq+P mpS�uLyy✓0.
Qrr. VaC"ahMnamCaia &eVsq.0.aym
JaM BpmL>p PE6]Pp3
Wlgb Xn¢f Fagpp®NO LA 61619
m.,NAbeG4Aai6GIm,LWE%VOGW1PIa.Tlbgpu,tl axMTW Ybk dW'nm,L,�en6r+`d'1a,waP.a4atle'a ed baa.Bu,Yb W^aP^emM'
dMe�Rae4roaMCavrN pbnanewn TOo WP+�swaemunaaameau+Jma^sanml sa,Mmbmmm(esfA pbawbTFamsa(d:sertlnazNfeOarerJe�e: Tprrts�ew ,eaysTd^Rw
MS151WtlB &M.
ft P+rte.R.wsw
OUWaMESTrva OnyraFfi,vsl. Eggreeltl Trya4MaMn.Wei@gwuahNy>yl6wLnCywOu{�FMsdhYil PCYaLeMai TFa6{wtab EyecbWTPy6JWgOe,iPvmTn6,e 6yvbm Ery Of Mabtl✓9-JJI
OM V3UYM16
[ao-lafafbw anb6b.MhTH .Ym)rpYJCA)6 ,FVJ Tnrtua-pnc-tlaeYntl Ta6wmw.,,b,aybnala{aWplMMyppnatl,eipenraaeael MlFMT.uass. .
Job
City
Ply
WRMSCMB1L15X1OAO2
HipType
1
1
�RENARMORNINGSIDE
A0119490
Jab Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.com
Run: 8.210 s Mav 18 2018 Print: 8.210 s Mav 18 2018 MiTek
6.0012 5xa= 2z4 It 5x10 MT20H5=
Inc. Sun Sao 8 13:41:54 2019
Dead Load Deft. = 71161n
18 17 14 13 12
3xfi =
4x6 = 2x4 II 2x4 II 6.8 = 1.5x4 II 3x8 =
W6S8 11-10-10 14-0.0 19-0-14 24-0-0 28-9-0 38-0-0
. 1 S 11 1 6 5-0-14 I 411-2 1 49-0 1 9-3-0
Plate Offsets (X,Y)—
(4:0-3-0,Edge1.(6:0-6-0,0-2-81.18:0-8-4,0-2-41.19:0-3-0,0-3-41.113:0-2-4,0-3-01.115:0-4-0,0-3-81.
116:0-2-8,0-3-01
LOADING(psf)
SPACING- 2-"
CS1.
DEFL.
in (loc)
Udefl
Lld
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.84
Vert(LL)
-0.48 15
>942
360
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
BC
0.96
Vert(CT)
-0.94 15-16
>487
240
MT20HS
1871143
BOLL 0.0 '
Rep Stress Incr YES
WB
0.93
Horz(CT)
0.54 10
n/a
n/a
BCDL 7.0
Code FBC20171TPI2014
Matrix -MS
Weight: 2201b
FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30'Except'
T2: 2x4 SP No.2
BOTCHORD 2x4 SP No.2'Except-
B2,B4: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W3,W6: 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-6-10 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 8-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1490/0-7-10 (min. 0-1-12)
10 =
149010-7-10 (min. 0-1-12)
Max Horz
2 =
-126(LC 10)
Max Uplift
2 =
-365(LC 12)
10 =
365(LC 13)
Max Grav
2 =
1490(LC 1)
10 =
1490(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-2708/1676, 34=4188/2439,
4-5=4105/2457, 5-6=4155/2569,
6-7=-5484/3093, 7-8=-5434/3083,
8-9=-2063/1425, 9-1 O=2567/1579
BOTCHORD
2-18=1328/2358, 5-16=-2121257,
15-16=-162513454, 7-15=317/281,
12-13=1205/2197, 10-12=1205/2200
WEBS
3-18=1149/743, 16-18=-148712645,
3-16=521/1319, 6-16=-557!/14,
WEBS
3-18=1149/743,16-18=-1487/2645,
3-16=521/1319, 6-16=-557/714,
6-15=-1135/2357, 13-15=-1112/2407,
8-15=-1994/4128, 8-13=-11981443,
9-13=-626/555, 9-12=0/287
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vu1r160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft:
Cat. 11; Exp B; End., GCpi=0.18; MWFRS (envelope)
and C-C Exteror(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL='I.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
Indicated.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent vhth any other live
loads.
6)' 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 240-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) except Qt=lb) 2=365, 10=365.
LOAD CASE(S)
Standard
Job
T uss
Truss Type
Oty
Ply
RENAR MORNINGSIDE
WRMSCMB1L15X10A03
Hip
1
1
A0119491
Job Reference (optional)
Inp aun aep a 14:41:aa eula
=
6.00 12 5x6 2x4 II 5x8 =
7
lu 1a 15 14 12
3x6 = 6x6 = 2t4 11 2x4 II 8x8 = 3x6 = 1.5x4 II 3x6 =
73-7 11-10-10 16-0-0 19-0-141 22-0-0 28-9-0 I 38-0-0
7-3-7 4-7-3 4-1-6 3-0-14 2-11_2 6.Q.o o_a_n
Dead Load Defl. = 71161n
dtg
Plate Offsets (X Yl=
(6:0-3-0 0-2-01 18:0-6-4 0-1-121
19:0-3-0 Edoel
(14:0-2-0 0-2-81
116:0-2-12 0-3-01 117:0-2-4 0-3-01
LOADING (psi)
SPACING- 2-M
CSI.
DEFL.
in (loc)
Udefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.91
Vert(L-)
-0.39 16-17
>999
360
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
SC
0.94
Vert(CT)
-0.78 16-17
>583
240
BCLL 0.0
Rep Stress Incr YES
WB
0.80
Horz(CT)
0.48 10
n/a
n/a
BCDL 7.0
Code FBC2017/iP12014
Matrix -MS
Weight: 222 Ib FT = 10%
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except*
T1: 2x4 SP M 30
BOTCHORD 2x4 SP N0.2 *Except'
B2,B4: 2x4 SP No.3
WEBS 2x4 SP No.3 •Except•
W3,W7,W6: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 8-14, 9-14
MiTek recommends that Stabilizers and required
crass bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1490/0-7-10 (min. 0-1-12)
10 =
149010-7-10 (min.0-1-12)
Max Horz
2 =
-142(LC 10)
Max Uplift
2 =
.381(LC 12)
10 =
.381(LC 13)
Max Gnw
2 =
1490(LC 1)
10 =
1490(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-2664/1667, 3-4=-4172/2487,
4-5=-4093/2502, 5-6=4188/2655,
6-7=-3867/2264, 7-8=-3834/2256,
8-9=-1924/1340, 9-10=-2574/1604
BOTCHORD
2-19=1305/2309, 5-17=-241/291,
16-17=-1422/3172, 13-14=-1231/2206,
12-13=123112206, 10-12=-1231/2209
WEBS
3-19=-13341843, 17-19=-151812702,
6-17=-799/980, 6-16=486/1164,
WEBS
3-19=1334/843, 17-19=-1518/2702,
6-17=-799/980, 6-16=-486/1164,
14-16=-1357I3099, 8-16=-1571/3531,
8-14=2199/868, 9-14=-722/634,
9-12=01310, 3-17=57411378
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) • 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-M wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 2=381, 10=381.
LOAD CASE(S)
Standard
Job
muss
russrype
PN
RENARMORNINGSIDE
WRMSCMB1L15X10A04
Scissor
�QtY
1
1
AOj19492
Job Reference o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@atVuss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Sun Sep 8 13:41:56 2019 Page 1
ID:ld—
OOXyyT61Bi_TXoljwHHzetvK-9OiDVBY1NNp2OglgPbatOx7sl3jsNaAgobkjCDAWP
20a
1.2-1 12-01-12 1a 0 10-M 25-0b 30.5-15 3tVb0 39+0
�I ssn i�—O�sob I ssn I v-z-1 4+�
6.00 F12 5x6= -0 SxB=
Dead Load DeO. = 9/181n
1.5x4 11
4x8 1.Sx4 11 5x8
1.5x4 11
5x8 //
30 9 15
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (too)
Udell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.64
Vert(LL)
0.54 13-15
>845
360
MT20
2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.83
Vert(CT)
-1.03 13-15
>445
240
MT20HS
1871143
BCLL 0.0
Rep Stress Incr
YES
WB 0.64
Horz(CT)
0.64 9
Na
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix -MS
Weight: 205 Ib
FT = 10%
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except'
TV 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-7-13 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or4-6-13 oc bracing.
Except:
4-7-0 oc bracing: 9-11
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1490/0-7-10 (min. 0-1-11)
9 =
1490/0-7-10 (min. 0-1-11)
Max Horz
2 =
-158(LC 10)
Max Uplift
2 =
-393(LC 12)
9 =
-393(LC 13)
Max Grav
2 =
1490(LC 1)
9 =
1490(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-4701/2893, 3-4=4305/2613,
4-5=-3140/1840, 6-7=3140/1840,
7-8=-431812638, 8-9=4680/2912,
5-6=-2999/1851
BOTCHORD
2-15=-2477/4236, 14-15=187613610,
13-14=1873/3635, 12-13=-187513638,
11 -1 2=1 887/3613, 9-11=2495/4249
WEBS
7-13=-829/771, 7-11=-295/578,
WEBS
7-13=829/771, 7-11=295/578,
8-11=362/457, 4-13=826/7(36,
4-15=290/570, 3-15=365/476,
5-13=669/1220, 6-13=-669/1218
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) This truss has been designed for a 10.0 pet bottom
chord live load nonconcurrent with any other live
loads.
6) • 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.
7) Bearing atjoint(s) 2, 9 considers parallel to grain
value using ANSI/rP1 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=1b) 2=393, 9=393.
LOAD CASE(S)
Standard
Job
truss
Truss Type
ON
Piv
RENAR MORN INGSIDE
WRMSCMB1L15X10
A05
Scissor
2
1
A0119493
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Sun Sep 8 13:41:57 2019 Page
'
ID:Id_OOXyyT61Bi_TXoljwHHzefvKdCGbiXZf8gxv7_tsz156Z8XTgS2_6y6pOFUGkfyfhWl
14-0
�td�]-2-1
7-2-1
12d1-12 19-0-0
z- 4 30-&15 38-0-0
39-0-0
•
&&116-0<
I S&11
6.00 12
5x6 =
Dead Load Defl. = 91161n
5
5x6 G
T
5x6 O
4
6
1.5A a
3
7 7
12 1
6x8= 1
e
14 13
11
0 - 1
e
2
3x8 MT20HS>
axe MT20
Ws
d
3x4= 3.0012
3x42 1.51f4.sQ411
a
1.5A II
1.5x4 II
5x8
4x8`
1.Sx4 II
Sx8 //
30.315
a-1ad
19b0
27-1.8 28.142 31rr,,-6 3880
9-103
9-1-12
8-14t 2:V-4 7 6-10.f0
Plate Offsets (X Y1—
12:U-1-14 Edgel. 14:0-M 0-3-01 16:0-3-0 O3-Ol IS:0-0-7 Edael
18:0.4-00.4-121 I8:0-2-1 Edael
LOADING (par)
SPACING-
2-0-0
CSI.
DEFL. in (loc) Vdefl L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.71
Vert(LL) 0.55 12-14 >826 360
MT20
2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.84
Vert(CT) -1.04 12-14 >437 240
MT20HS
1871143
BCLL 0.0
Rep Stress Incr
YES
WB 0.91
Horz(CT) 0.65 8 n/a n/a
BCDL 7.0
Code FBC2017jTP12014
Matrix -MS
Weight:2001b
FT=10%
LUMBER -
TOP CHORD 2x4 SP N0.2'Except'
T1: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING.
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 4-6-12 oc bracing.
Except:
4-7-0 oc bracing: 8-10
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
149010-7-10 (min. 0-1-11)
8 =
149010-7-10 (min. 0-1-11)
Max Horz
2 =
166(LC 11)
Max Uplift
2 =
-399(LC 12)
8 =
-399(LC 13)
Max Grav
2 =
1490(LC 1)
8 =
1490(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - Al forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=4697/2907, 34=-4307/2635,
4-5=-3134/1852, 5-6=-3134/1852,
6-7=4321/2660, 7-8=467612926
BOT CHORD
2-14=2490/4232, 13-14=1906/3619,
12-13=-190213644, 11-12=190513647,
10-11 =-1 9 16/3622, 8-1O=2507/4245
WEBS
5-12=-1338/2394, 6-12=-864/801.
6-1O=285/576, 7-10=-352/445,
WEBS
5-12=-133812394, 6-12=-864/801,
6-10=-285/576, 7-10=-352/445,
4-12=-861/796, 4-14=-280/568,
3-14=356/464
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
5) • 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.
6) Bearing at joint(s) 2, 8 considers parallel to grain
value using ANSI/fPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joints) except Qt--Ib) 2=399, 8=399.
LOAD CASE(S)
Standard
Job
Oty
Ply
MORNINGSIDE
WRMSCMBiL15X10A06rn,ss
�Twssrype
Scissor
10
1
�RENAR
A0119494
Job Reference c tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com
1.Sx4 Q
Run:8.210s May182U18Pnnt:8.210s May1820
6.00 12 5x6 =
Sz6 i
5x6
12
6z8 =
14 13 11 10
3x8 MT20HS-- 3x8 MT20HS--
3x4 � 3.00 12 3x4
1.5x4
7
Us x
4x8
9-104 19-0-0 28-1-12 38{1-0
9-10-4 9-1-12 9-1-12 9-104
a T8:41:00 zuur
Dead Load Defl. = 91161n
Plate Offsets (X Y)—
12:0-1-14 Edcel 14:0-3-0,0-3-01
16:0-3-0,0-3-01
(8:0-1-14 Edgel
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in (loc)
Weil
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.70
Vert(LL)
0.5712-14
>806
360
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
BC
0.81
Vert(CT)
-1.0712-14
>427
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB
0.91
Hoa(CT)
0.68 8
n/a
n/a
BCDL 7.0
Code FBC2017/rP12014
Matrix -MS
Weight: 1791b
FT = 10%
LUMBER -
TOP CHORD 2x4 SP N0.2 `Except`
T1: 2z4 SP M 30
BOT CHORD 2z4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
punins.
BOTCHORD
Rigid ceiling directly applied or 4-6-9 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1490/0-7-10 (min. 0-1-11)
8 =
1490/0-7-10 (min.0-1-11)
Max Horz
2 =
166(LC 11)
Max Uplift
2 =
-399(LC 12)
8 =
-399(LC 13)
Max Grav
2 =
1490(LC 1)
8 =
1490(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-4697/2907, 3-4=4307/2634,
4-5=3135/1853, 5-6=3135/1853,
6-7=-4307/2649, 7-8=-4697/2927
BOTCHORD
2-14=2489/4232, 13-14=-190613619,
12-13=1902/3644, 11-12=1908/3644,
10-11=1911/3619, 8-10=2510/4232
WEBS
5-12=13382395, 6-12=-8611795,
6-10=277/568, 7-10=356/463,
4-12=861/795, 4-14=279/568,
3-14=356/464
WEBS
5-12=1338/2395,6-12=-8611795,
6-10=277/568, 7-10=356/463,
4-12=86V795, 4-14=279/568,
3-14=356/464
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and OC EMerior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
Indicated.
4) This truss has been designed for a 10.0 par bottom
chord live load nonconcurrent with any other live
loads.
5) • This truss has been designed for a live load of
20opsf 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.
6) Bearing at joint(s) 2, 8 considers parallel to grain
value using ANSlrrPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 Ito uplift at
joint(s) except at --lb) 2=399, 8=399.
LOAD CASE(S)
Standard
Job
truss
TrossType
Oty
Ply
RENAR MORNINGSIDE
WRMSCMBI L15X10
A07
Roof Special
4
1
A0119495
Job Reference (optional)
H-1 Kggl I Ns5e5, Fun rlerce, FL Sae4o, ga51gn1Nal WSS.fAm Run: 8.210 s May 18 2018 Pnnl: 8.210 5 May 18 2018 MTek Industries,
6.00 12 7.6 =
17 16 „' exa I,
4x10 =
3x6 = 54 = 24 II 1.5x4 II 3.00 12 3z8
6xe = 1.5x4 It
2019
Dead Load Dar. = 3/8 in
Plate Offsets(XY)—
f4:0-5-00-3-01 f5:0-3-12Edgel 17:0-3-0"-01
f8.0-0-10Edgel
f11'0- -40-3$ f14.0-6-00-4-01
f1T0-3-00-1-121
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (too)
I/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.79
Vert(LL)
0.43 10-11
>999
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC
0.83
Vert(CT)
-0.80 10-11
>568
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr YES
WB
0.86
Horz(CT)
0.46 8
n/a
n/a
BCDL 7.0
Code FBC2017/rP12014
Matdx-MS
Weight: 220 to
FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30 *Except'
T3: 2x4 SP No.2
BOTCHORD 2x4 SP No.2 *Except*
B2,B4: 2x4 SP No.3, B5: 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W6: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 4-6-3 oc bracing. Except:
6-0-0 oc bracing: 14-16
WEBS
1 Row at midpt
4-13, 5-13, 5-11
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, In
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
2 =
1496/0-7-10 (min.0-1-12)
8 =
149310-7-10 (min. 0-1-11)
Max Hom
2 =
-166(LC 10)
Max Uplift
2 =
-396(LC 12)
8 =
-398(LC 13)
Max Grav
2 =
1496(LC 1)
8 =
1493(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-2638/1661, 3-4=-2695/1806,
4-5=-1827/1287, 5-6=3653/2382,
6-7=-3748/2245, 7-8=-4678/2839
BOTCHORD
2-17=-1285/2275,4-14=-339/622,
13-14=1300/2412, 6-11=305/341,
10-11=2420/4208, 8-10=-2418/4206
WEBS
3-17=-496/346, 14-17=-1183/2249,
WEBS
3-17=496/346, 14-17=-118312249.
4-13=1031/816, 5-13=-454171,
7-11=8471769, 11-13=-706/1830,
5-11=1661 /2994
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5)' 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-" wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 8 considers parallel to grain value
using ANSI/rPI 1 angle to grain fomlula. Building
designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 2=396, 8=398.
LOAD CASE(S)
Standard
Job
Truss
Plv
WRMSCMB1L15M
A08
�Tnusslrype �Qty
HIP CAT
1
1
�RENARMORNINGSIDE
A0�� 9496
Jab Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.com Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MiTek Industries, Inc. Sun Sep 8 13:42:00 2019 Page 1
ID:ld OOXyyT61Bi TXot]wHHzefvK-2nxjLYcYRbJUsRCReQfpBn9Wvg5xJK7GIDixL_AVOL
zu-11-10
1+0 fi-1-it H-1-10 18h12 1&11 23-32 30.0.11 38b0 394-0
1+ 6-1m i an-1s sn-z 11-1oa zae r-1
1.06
6.00 FIT 5x8= 7x6=
20 19 ,O nn 11
3x4 — 1.Sx4 II 4x8 a
3x6 = 6x6 = 2x4 3.00 12
6x8= 4x70=
146 1-4a
Dead Load Deb. = 3/81n
Plate Offsets (X,Y)—
r4:0-5-0 0301, 15:0-fi-0,0-2-81
16:0.3-8
0-2-41 [8:0-1-15
0-M] 19:0-0-0 0-1-12I 19:0-3-0 Edoel r10:0.1-14 Edael
113:0.5-12 0.5-01,
(17:0-5-12 04-01
LOADING(pst)
SPACING.
2-0-0
CSI.
DEFL.
in (lac)
Vdefl
L/d7PLA
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.71
Vert(L-)
0.4812-13
>957
360244I190
TCDL 10.0
Lumber DOL
1.25
BC
0.82
Ved(CT)
-0.8812-13
>517
240187/143
BCLL 0.0
Rep Stress lncr
YES
WB
0.84
Horz(CT)
0.48 10
n/a
nla
BCDL 7.0
Code FBC2017/IPI2014
Matrix -MS
481b
FT = 10%
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except'
T4,T5: 2x4 SP M 30
BOTCHORD .2x4 SP No.2 `Except'
B2,B4: 2x4 SP No.3, B5: 2x4 SP M 30
WEBS 2x4 SP No.3'ExcepY
W7: 2x4 SP No.2
OTHERS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or4-7-11 oc bracing.
Except:
10-0-0 oc bracing: 17-19
WEBS
1 Row at midpt
4-16,5-15,6-15,7-12,6-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
149610-7-10 (min. 0-1-12)
10 =
149310-7-10 (min. 0-1-11)
Max Horz
2 =
-159(LC 10)
Max Uplift
2 =
-390(LC 12)
10 =
-393(LC 13)
Max Grav
2 =
1496(LC 1)
10 =
1493(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2.3=-2720/1708, 3-4=2693/1744,
4-5=-1888/1319, 5-6=-158611269,
6-7=3889/2498, 7-8=4665/3091,
8-9=4419712839, 9-10=468912838
BOTCHORD
2-20=135512368, 4-17=-245/546,
BOTCHORD
2-20=-1355/2368,4-17=-245/546,
16-17=1275/2394, 15-16=-655/1605,
7-13=553/625,12-13=-1754/3632,
10-12=-2425/4218
WEBS
3-20=296/250,17-20=-1226/2199,
4-16=9611754, 5-16=321/583,
5-15=-262/115, 6-15=-13451524,
7-12=-857/882, 8-12=390/503,
13-15=862/2150, 6-13=490813531
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ;an vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
Indicated.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
6) • 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-M wade will fit between the
bottom chord and any other members.
7) Bearing at joint(s)10 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=1b) 2=390, 10=393.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Oty
Ply
MORNINGSIDE
WRMSCMB1L15X10
A09
HIP CAT
1
1
�RENAR
A0119497
Job Reference o Oonal
A-1 Hoot Trusses. Yon vieme, FL 34 b, Oesign(agaltruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek
6.00 12 5x8 =
8x8 = 3x4 II
Inc. Sun Sep 8 13:42:012019
1s 18 3x4=
3x8= 6x6= 2x411 1.5x411 3,0012 4x8
6x8 = 7x8 =
0-8.10
t-0.14
Dead Load Defl. = 7/16 In
Plate Offsets (X YI- r4:0-3-015,"1 15:0-6-0 0-2-81
T6:05-0
0-2-01 f8:0-3-0
0-3-01
19:0-1-14 Edael
rl2:0-7-0 0-3-101 114.0-2-0
0-2-01
116:0-5-12 O-0-OI
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.66
Vert(LL)
-0.53 11-12
>861
360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC
0.97
Vert(CT)
-1.01 11-12
>449
240
SCLL 0.0
Rep Stress Incr YES
WB
0.95
Horz(CT)
0.63 9
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 2361b FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T4,T5: 2x4 SP M 30
BOT CHORD 2x4 SP N0.2 'Except'
B2,B4: 2x4 SP No.3, B5:2x4 SP M 30
WEBS 2x4 SP No.3 `Except'
W5,W7: 2x4 SP No.2, W8: 2x4 SP M 30
OTHERS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-7-13 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or4-7-10 oc bracing.
Except:
10-0-0 oc bracing: 16-18
WEBS
1 Row at midpt 5-14
2 Rows at 1/3 pts 6-14
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
2 =
1496/0-7-10 (min.0-1-12)
9 =
149310-7-10 (min.0-1-11)
Max Hom
2 =
-142(LC 10)
Max Uplift
2 =
-377(LC 12)
9 =
-379(LC 13)
Max Grav
2 =
1496(LC 1)
9 =
1493(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=2727/1694, 3-0=268411714,
4-5=-2046/1407,5-6=-1779/1336,
6-7=-3591/2313, 7-8=-3758/2186,
8-9=-4709/2822
BOT CHORD
2-19=134612377, 4-16=-275/539,
BOTCHORO
2-19=134612377, 4-16=-275/539,
15-16=122112359, 15-30=773/1776,
14-30=773/1776, 7-12=-263/390,
11-12=2416/4247, 9-11=2412/4238
WEBS
3-19=-296/255, 16-19=-1249/2202,
4-15=-810/621, 5-15=-336/581,
6-14=3732/1680, 8-12=-872A96,
6-12=-2700/5316.12-14=-1796/4186
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
CaL 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 lost bottom
chord live load nonconcumenl with any other live
loads.
5)' 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 tit between the
bottom chord and any other members, with BCDL =
7.Opsf.
6) Bearing at joint(s) 9 considers parallel to grain value
using ANSI?PI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=1b) 2=377, 9=379.
LOAD CASE(S)
Standard
lW1GSE6C.a9INYA 4ENEMLiFAYSMEPVa1MiSG15TO1dFRy91)YES{�NAiONIEpGdpil^Mv.VeA/tlea�p mW'aaO,WewTST,,.m Mpn G,v'Fp{I00)wtM
QPaysmvpA}mL�N•ASRppF
6yleRyE�4�mrY!'IfJ Ys(bim�w Vnbe6l�n.ba N�vl pp,, 4ylD0.myP'pin wvs.Iwpinue Nv4Yuwp bb�T[gbbvab AF �ivn0.syn Equ®nry Qi6Pw9%EnEegv/, PeyYm yyTW��mefM.m
mgYnnmNpt4��6+Yvgiiriprlem'rybMyy,mp.cggl�rrs bp.W mpclW TfFf,TMNtlpnrvvr/tay beS^9[wmbmn, inmbeij$mngspms,p'uiblympy
JtM BIMby FE 6iP�
lNng XpYseER'IreenNCx]t6�!
mly.urvlm vtlabL/atl,upl
Ms�YnO�W�u.l�mi],9�mew6vtl+9n^4�.nvw WJd0.WChiBGbalYin'V.-aa'mtlIPJ.F.YN4R�"^�dw1W �]mY6W iugMT.iiei^m�tlMbmG�F�®d�mMb,mdbciNYbOsrga^bVY
YS16tL 1e WA.
Mme 4am' +tl G'awbm NMdeasetMb,MR N9u Pm]�aiwgi�m^vdPe Br33+]C✓vFWEtlMa„anaMIB9LO WmLH b)tTsb mCx`menpn,Wfv pWfsu. 'iPLFLahwf 0evp941lta,M
RPie,RR]19F8
,NliW dtn mw6pms5yE�MTNv4�,ubCurt:MYYd�aBiGefsw]HIlaM[19 <a�Fmin}MFPG�Y6NNmiTB F'�+W 09m?9bh9T pw emVe9�
[YdYlzb kmoNv6biE.hTH,:Cm)*�OibfBtitRweTrv�n�-R�PUWcb.dBicGamr.L.TMF.mm,u1Mu0YW YUEb.�y,Nn 4Y?wTrvm 6Y ?ErW�W W!!+.�?!9. R0
'mdM Ra1.Tw�`
OM: 43AiR019
Job
WRMSCMBI L15
Truss
A10
Truss Type
Hip Structural Gable
Oty
1
Ply
1
RENAR MORNINGSIDE
A01„19498
Job Reference o tional
Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Sun Sep 8 13:42:e2 La1Y
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com
6.00 F12 5x6 =
3x4= 5x6=
3x6 = '"' `"' " 5x8 it 3x6 = 3x6 =
3x4 =
LOADING(psf)
SPACING-
2-M
CSL
DEFL.
in (loc)
Udell
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC
0.66
Vert(LL)
0.13 13-28
>768
360
TCDL
10.0
Lumber DOL
1.25
BC
0.86
Vert(CT)
-0.5218-19
>538
240
BCLL
0.0
Rep Stress Incr
YES
WB
0.50
Horz(CT)
0.01 11
nla
We
BCDL
7.0
Code FBC20171TPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2'Except*
B2: 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or4-2-12 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpt 7-18. 8-15
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 14-11-10 except at --length)
2=0-7-10, 16=0-3-8.
(lb) - Max Horz
2=126(LC 10)
Max Uplift
All uplift 100 lb or less at joint(s) 16
except 2=-286(LC 12), 15=-230(LC 9),
13=-218(LC 13). l l=-169(LC 13)
Max Grav
A11 reactions 250 lb or less at joint(s)
16 except 2=928(LC 23), 15=1216(LC 1),
13=449(LC 24), 11=376(LC 24),
11=366(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - Al forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1453/1053, 3-4=1143/939,
4-5=-10661955, 5-6=838/818,
6-7=-720/770, 7-8=421369, 8-9=-40/355,
9-10=-69/334
BOTCHORD
2-22=-746/1232, 5-20=-3041379,
19-20=482/954,19-29=-157/418,
29-30=-157/418, 18-30=-157/418
WEBS
20-22=728/1130, 3-20=-319/323,
5-19=-509/485, 7-19=167/550,
WEBS
20-22=728/1130, 3-20=-3191323,
5-19=509/485, 7-19=1671550,
7-18=-933/518, 15-18=-1126/489.
8-18=-330/106, 10-13=-2921394
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; VuIt=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exledor(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
5) `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, with BCDL =
7.Opsf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s)16 except at --lb) 2=286, 15=230,13=218,
11=169, 11=169.
LOAD CASE(S)
Standard
Dead Load Deft. = 3116 in
PLATES GRIP
MT20 2441190
Weight:2201b FT=10%
Job
Truss
russType
pry
Ply
WRMSCMB1L15X10A11
Hip
1
1
CENARMORNINGSIDE
A0119499
b Reference (optional)
A-1 Rom I russes, ron vierce, rL 34seb, a agn(maltmss.cam Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek
5x6 =
3x4 = 5.8 =
Inc. Sun Sao 813:42:032019
Dead Load Deb. = 3/16 In
3x6 =
1.5x4 II Us = 3.6 = 6x6 = 30 = 1.5x4 II 3x6 =
3.6 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (Joe)
I/dell
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.63
Vert(LL)
-0.31 13-15
>900
360
MT20
244/190
TCDL 10.0
Lumber DOL
1.25
SC 0.78
Vert(CT)
-0.4913-15
>576
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.68
Horz(CT)
0.02 13
n/a
n/a
BCDL 7.0
Code FBC2017/IPI2014
Matrix -MS
Weight:202lb
FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or4-10-7 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpt 5-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
2 =
78010-7-10 (min. 0-1-8)
13 =
184110-7-10 (min. 0-2-3)
8 =
35810-8-0 (min. 0-1-8)
Max Horz
2 =
-114(LC 10)
Max Uplift
2 =
-232(LC 12)
13 =
-588(LC 9)
8 =
-259(LC 8)
Max Grav
2 =
811(LC 23)
13 =
1841(LC 1)
8 =
417(LC 24)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1212/657, 3-4=-688/389,
4-5=-532/421, 5-6=-328/625,
6-7=-119/495, 7-8=356/570
BOTCHORD
2-16=409/1023, 15-16=-409/1023,
14-15=76/341, 14-23=-76/341,
23-24=76/341, 13-24=-76/341,
12-13=373/462, 11-12=-373/462,
10-11=362/258, 8-10=-362/258
WEBS
3-15=-557/520, 5-15=-405/666,
WEBS
3-15=557/520, 5-15=-405/666,
5-1 3=1 1051797, 6-13=-803/1060,
6-11=669/250, 7-11=-593/932,
7-10=335/255
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch right
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
5) • 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, with BCDL =
7.Opsf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 2=232, 13=588, 8=259.
LOAD CASE(S)
Standard
Q%emmws;fry w.�.w. •a.,amrraw6Esc6Ea�En'ALEEPN.ivaes.,acarofra,scusrourxr�++P�aofi.orvtEo6�*m'a,,, vwe��u^pea+vsn.ewaa„oewa, e:.r,m.aw^a...P �..eM
Y 6inw%ETa�mMmo e,M Won uw Vn4acbt+vtiu.�awvn MTm.w4MR mb plMwW�M„e:L krMTW bis valm.N4Txm arynbarvw,l^p 644aaTI EnG^V^/. P.vtlwrvMTOO,re}aviYm Jwn,Bds�ep PE BtBC,
�ef„n Wentrelwg,eurynµ Jgb¢ispnd Tw.eRsa mvlmwey 1i0.1. Tn �mivaymy pm,ebv wbLd¢YNw.Vpn Y.m kvaye.Wp bn,pM.vCyptlw WMk MwSe EnpveeMpG9, 615
VnPn✓�.wuofePw M9nYfN 6�� MrvmYd on RC�®rv5v'YiC-B W %f.Tf..MW4MdW 3iA YbtlwpMTnvL.�9�^`Q"q: ���+4.NWLLa,wiba,Y �4a^���V M515,4tls&d.
9MmpOswM.wOCePv-b Nu'.e.fMWl, TGCONM�pawn vANWnefdX6J!^i�TA�mfNhHPMYmmIB6CO WL5Ywt%TPI m45&hortlwrv.HNGv^�NP^Y>R^. 'iPhihFna m+twv,T'u+M1w6 RPiam.fLN916
�Wi4.JMT Mk�e%4 M1Y E�ge,bwCTrv,e4quYaRuw. �,urb/EeLwGpy.LONnCgrM upw,gw4mppYptlp¢Ml.valreyTln 6p.,NyEyi�vWTMBW3vq Ono ..w rrvw 6yaM,Ep Mw,yGWq: fL Lqc OBp31[41B
.faWaaErvl Ym.RasM1MMTT 1.'CggqNC�16ATPSITh¢n.-PgrWmlcn4lOietr,mw.1, aYMn 1poMNbppPwlpnv,Muiq.m,41mMA1PMTv.v[¢_
Job
cuss
TmssType
Ory
Ply
MORNINGSIDE
WRMSCM81 L15X10
Al2GE
HIP SUPPORTED GABLE
1
1
�RENAR
A01�9500
Job Reference o tional
2019
A-1 Roof Trusses, Fort Pierce, FL 34M. design@altruss.com Run: 8.210 s
5x6 =
5x6 =
Dead Load Deb. =1116 in
7 8 9 10 11 12 13 14
6.00 12 6
4
3x4 !- 11 / S Era 8 E16 E 6SIB6 pl 8 75
3
? 2
h' ( 76
Y j,� ..A 1
3x6 = 3x4 = 6x8 18 3)6 =
31 30 29 28 27 26 25 24 23 22 21 20 19 3x4 =
3.6 = 3x6 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (lec)
I/deft
Lld
TCLL 20.0
Plate Grip DOL
1.25
TC 0.60
Vert(L-)
0.4716-18
>379
360
TCDL 10.0
Lumber DOL
1.25
BC 0.42
Vert(CT)
0.3616-18
>487
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.53
Horz(CT)
0.01 19
me
me
BCDL 7.0
Code FBC20171TP12014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing,
Except:
10-0-0 oc bracing: 18-19
8-2-7 oc bracing: 16-18.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation ouide.
REACTIONS. All bearings 23-8-0 except (jt=length)
16=0-7-10.
(lb) - Max Horz
2=102(LC 10)
Max Uplift
All uplift 100 lb or less at joint(s) 2,
21, 22, 23, 25, 26. 27, 28, 29, 31
except 19=-313(LC 9), 30=-120(LC 12),
16=-228(LC 9)
Max Grav
All reactions 250 It, or less at joint(s)
2, 21, 22, 23, 25, 26, 27, 28, 29, 30,
31 except 19=691(LC 24), 16=602(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
14-15=-329/536, 15-16=-684I809
BOT CHORD
29-30=-1521384,28-29=-1521384,
27-28=152/384, 26-27=-150/382,
25-26=-150/382,24-25=-150/382,
23-24=-150/382,22-23=-150/382,
21-22=-150/382, 20-21=-150/382,
19-20=-1501382, 16-18=-607/562
WEBS
14-19=-579/839,14-18=-6941424,
WEBS
14-19=-579/839,14-18=-6941424,
15-18=-389/531, 3-30=-1191253
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=13ft;
Cat. It; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch right
exposed;C-C for members and farces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Truss designed for 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
per ANSI/TP11.
4) Provide adequate drainage to prevent water
ponding.
5) All plates are 1.5x4 MT20 unless otherwise
indicated.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
8) • 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.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 2, 21, 22, 23, 25, 26, 27, 28, 29, 31 except
011=1b) 19=313, 30=120, 16=228.
10) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
71�
Weight: 2351b FT = 10%
Job
Truss
Truss Type
my
Ply=RENARINGSIDE
WRMSCMB1L15X10B01G
Half Hip Girder
1
A0119501
onal
.. , r „tla+=o, r,... r,o, , FL nun: o.ziu s May la 2ula Pnntl a.Liu s May is zula Mn ek industries, Ina sun sep a 13:42:06 2019 Page 1
ID:ld_OOXyyT61Bl TXoljwHHzefvK-sxJ7bcgJiR3dbN3b7hIDO2PW75CE)808599FYeyfhWF
-1-4-0 7-0-0 12-M
1-4-0 7-0-0 5-M
Dead Load Defl. = 1/161n
3x4 = srza — 3x6 It
7-0-0
LOADING(psf)
SPACING-
2-0-0
Cat.
DEFL.
in
(loc)
I/deb
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.79
Vert(LL)
0.09
6-9
>999
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC
0.57
Vert(CT)
-0.13
6-9
>999
240
BCLL 0.0 •
Rep Stress lncr
NO
WB
0.42
Horz(CT)
0.01
5
We
n/a
BCDL 7.0
Code FBC2017/iP12014
Matrix -MS
Weight: 57 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-2-2 oc
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 9-1-14 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, m
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 =
1083/0-3-10 (min.0-1-8)
2 =
78610-7-10 (min. 0-1-8)
Max Horz
2 =
166(LC 8)
Max Uplift
5 =
-369(LC 5)
2 =
-267(LC 8)
Max Grav
5 =
1083(LC 1)
2 =
786(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-11211366, 3-10=-9201372,
10-11=-920/372, 4-11=-920/372,
45=-986/417
BOT CHORD
2-6=-382/927
WEBS
4-6=-453/1102
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and dght exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
5)' 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.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100111 uplift at
joint(s) except Qt=1b) 5=369, 2=267.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 239
Ib down and 249 Ib up at 7-0-0, and 118 Ib down and
129 lb up at 9-0-12, and 163111 down and 108111 up at
11-0-12 on top chord, and 311 lb down and 103 Ib up
at 7-M, and 77 lb down at 9-0-12, and 90 It, down at
11-0-12 on bottom chord. The design/selection of
such connection device(s) is the responsibility of
others.
8) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=60, 3-4=-60, 5-7=14
Concentrated Loads (lb)
Vert: 3=-192(F) 6=311(F) 10=-118(F) 11=-163(F)
12=56(F)13=-67(F)
QM1®'nu>gM11'ml['iM•AIRVJF TPL36E6('6JL91`i pENEAN.lEAM6�,]CP0n1aN6RI6ipMEn{9WFl:JACRNOWEEpG2CN}'.6tq Vgf/fieyn pv�. yNsap npmgpbTua pe,p.6cpp nppr-y,gyy
8?'JMEM-^•�eM nWbmonm Ynb[a,weMn ta,NTOU. YI.Y�e w.ar4M mic tem%r esTW Nvib..4�Yxu 0.zT �Gr�h'i PeeW
Jem9dNWPE 6E6'b
P44�'TEWA^). one^lrCO .m.
mSAxa uc.w�'.•,w+'es:+.���a�e�+wm�b.-Etl^mao+myw Tw. spMa Tm TrH T.e���u,Ley bNna.�edo. vala�[ns.nim.4wnmwa,r %'�"a e»aw
O"v, N,O�ytaeMi�]q[tl e�.aga.,'�,., T[a4Ba16GFd Yd16 T%.r�
wbe�ww FpMe�np G91616
cPtl'MdMlou �btl tl iEva^�W��MN:"�d"„wbv NMc'f MwIDRYi
afA 08C�q Pn�.ersb GW ri meaMM MieC lu TNa[wWG=�[d Pe Bvihp ComAd6MM'PRarn,lm la6CJ.Wb>✓-+46YTNabSY.RmnM1nnY 1v IX'^�NGMa/v, lP4x MRe[ ¢Roem�a. en0
A!.ud-.ofMTrvw Dwp.s.6M+M1Y6+Ne®6tl TNv4Ma'N+4mY[��si+[rRM[CM[CaNe'lW�..Vrm
uSt SiWVBM.
RPmm.f1N918
M+V MaEiN[In,pW Tti'6AmT Er9e�kNOTMBu\NGMWnSmirv®sY��.?EnCM,CImYE�Nv9-M
WOd'®]Ivm�mahlvnEr TMf:Cbpy,py05918 A,0.wITny[-q�pe5acpmtlOUYam[{Ma+y lym.i[pob9y]�py,pn �,Y,p:pvin [m WArPMTws¢`
PAa WRYAta
Job
Truss
Truss Type
my
Plv
MORNINGSIDE
WRMSCMB1 L15X1 O
BO2
Half Hip
1
1
�RENAR
A01y9502
Job Reference (optional)
A-1 Ro0t Trusses, Fort Plerce, FL 34946, deslgn@_0a1tiuss.emn Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Sun Sep 8 13A2:06 2019 Page 1
ID:ld_OOXyyT6101 TXoliwHHzefvK-sxJ7bcgJI R3dbN3b7hIDO2Paz58MjA08599FYeyfhWF
1-4-0 9-0-0 12-0-0
1-4-0 9-0-0 3-0-0
91
4x4 =
5x8 = 1.5x4 II
1.5x4 11 4x4 =
Dead Load Deft. = 31161n
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(too)
1/defi
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.54
Vert(LL)
0.25
6-9
>567
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.82
Ve t(CT)
-0.33
6-9
>426
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.31
HOrz(CT)
0.01
2
n/a
n/a
BCDL 7.0
Code FBC2017/rP12014
Matrix -MS
Weight: 601b FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30 *Except'
T2: 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 7-5-2 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
2 =
52710-7-10 (min. 0-1-8)
5 =
43410-3-10 (min. 0-1-8)
Max Horz
2 =
207(LC 12)
Max Uplift
2 =
-137(LC 12)
5 =
-137(LC 12)
Max Grav
2 =
527(LC 1)
5 =
434(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-436/147
BOTCHORD
2-6=-268/291, 5-6=270/298
WEBS
3-6=-48/322, 3-5=-571/519
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat. II; Exp B; EnG., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
5)' 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.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) except at --lb) 2=137, 5=137.
LOAD CASE(S)
Standard
wmv+uuyGy eu•4f coaBr�ssBsrs�ilin'�cc»Bxu towsaeewmmoxswsm¢en{mraej ua+owuma=rtr*.cwA:Ymw .m,..dwamawr�mos�u•+hv(lodJ '"'.
r ��N1�a WtivmY'MOatm.m �.TMW�.:Aa0u,1l1Ra Yw�Mammvc.G WbamfW9.l�Jbh N 1caC q^F^Gti�r9aRaPFHYe^Oe^e). Pa utlmm[TOO, a. .IvelaPm4VPE0tW3
cow.wo.,�'.uama�maw,.•�zm.mM+w-�sHxotla.gBda..nnm T.�sr�ao�.n.Toncn.w.Tw.nwa�,., .nss,e•awaw.•�mmut.e„�uwr *r.aeir.�n=a'�wm�+�b�v...; wwe,w„zeewmeeMewsfsls
a�.w-a.4�..nmm.meaa,.�acw�ac.u�auda w.aTrix..•.�.+wu.Tw«a.�rew.aawmm:waanm4^c:•�se wwaw..am.ewvwn.a».em*.sx+ro. «s sweeare.
afeeswnm B.wmewlevarm Nmme±am,mwT®.aeWwds:smm FWS omrssanememacm.n.r+smebtlammm%asWw�+.Mmaasaw"wntinwaA&*•<vmaraz"rncaeme>Me�.rosdubnua e.wa.Rwsw
uAratlMTw4xAr:6p�rB+m�.4NT,vA4�Mam.4JuimMMe. S3ngbt.Eaw.a N�eM,rmmwAM.MIaM.. wect�if/F®MErvV�brWTaq BNXNO•�WmmTrveoaP�a BGi�xbMA: C➢ pays Y4PYd1B
SeGltlalh,vnptlb(gyatiN: Cqjp�SON1641gwtlirvep-2m,.amwtlam Evwll,¢y,um..pa.iW1.@nCpn..elbnpoib�p,e[W1PMT,v,w4`
Job
toss
rmssIype
my
Ply
WRMSCMB1L15X10
B03
Monopitch
2
1
�RENARMORNINGSIDE
A0119503
Job Reference (optional)
nuu. 0.4 10> mdy 104U io rur, a.uu s may l a 4u la mneF mau5mes, Ina. Jun Jep 01z:4[:uI Zulu
1.5x4 II
4
3x4 = 1.5x4 11 4.4 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
Udell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.46
Vert(LL)
0.06
6-9
>999
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.33
Vert(CT)
-0.07
6-9
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.42
Horz(CT)
0.01
5
n/a
n/a
BCDL 7.0
Code FBC2017/PPI2014
Matrix -MS
Weight: 62 lb FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 8-1-5 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. fib/size)
2 =
527/0-7-10 (min. 0-1-8)
5 =
434/0-3-10 (min. 0-1-8)
Max Horz
2 =
264(LC 12)
Max Uplift
2 =
-117(LC 12)
5 =
-200(LC 12)
Max Grav
2 =
527(LC 1)
5 =
434(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-605/195
BOTCHORD
2-6=-480/483, 5-6=-480/483
WEBS
3-5=-550/547
NOTES-
1) Wind: ASCE 7-10; Vult-160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extenor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
3)' 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-M wide will fit between the
bottom chord and any other members.
4) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at -lb) 2=117, 5=200.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Oty
Plv
A01 �9504
WRMSCMBI L15X10
C01G
Hip Girder
1
1
�RENARMORNINGSIDE
Jab Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altww.com
i
Run: 8.210a May 182018
4x8 =
Inc. Sun Sep 8 13:42:08 2019
3x4 = 1.5x4 11 "'" — 3x4 = 4X6 _
LOADING(psf)
SPACING-
24)-0
CSI.
DEFL.
in
(loc)
Udell
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.79
Vert(LL)
-0.11
6-8
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.93
Vert(CT)
-0.20
6-8
>999
240
BCLL 0.0
Rep Stress Ina
NO
WB 0.23
Horz(CT)
0.07
5
We
n/a
BCDL 7.0
Code FBC2017/rP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP M 30 •Except•
T3: 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-9-3 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 6-5-2 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 =
141210-3-10 (min.0-1-11)
2 =
1467/0-7-10 (min. 0-1-12)
Max Hoe
2 =
80(LC 8)
Max Uplift
5 =
-486(LC 9)
2 =
-523(LC 8)
Max Grav
5 =
1412(LC 1)
2 =
1467(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-2624/932, 3-15=2245/848,
15-16=2245/848, 4-16=-2245/848,
4-5=-2590/894
BOTCHORD
2-8=-802/2271, 8-17=804/2291,
7-17=-804/2291, 7-18=-804/2291,
6-18=-804/2291, 5-6=72412226
WEBS
3-8=-41/600,4-6=0/580
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat. II;. Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent With any other live
loads.
5)' 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.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 It, uplift at
joint(s) except Qt=1b) 5=486. 2=523.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 239
lb down and 249 lb up at 7-0-0, 118 lb down and 129
lb up at 9-0-12, and 118 lb dawn and 129 lb up at
10-3-4, and 278 lb down and 273 lb up at 12-4-0 on
top chord, and 311 lb down and 103 lb up at 7-0-0, 77
lb down at 9-0-12, and 77 lb down at 10-3-4, and 307
lb down and 45 lb up at 12-3-4 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (pif)
Vert 1�3=-00, 3-4=-60, 4-5=-60, 9-12=-14
Concentrated Loads (Ib)
Vert. 3=192(B) 4=-231(B) 8=311(B) 6=307(13)
15=-118(B)16=118(B)17=56(13) 18=56(13)
ad Deff. =118 in
IFt
PLATES GRIP
MT20 244/190
Weight: 81 lb FT=10%
�� Pm.e,mad+rm..a,.x-,s�iw,csastff+tErii,mrE,w Trpus.acamrtaxawsrau:A(sutFfn canmmEocuTrtrma.�.�M�w��.=e,ma.,oawdYxa eey�n«dm m�/..,en
R®%PiN�"!�'r✓amW tl.wl�Lm�!T W�nL, Iau:ImMIOD. mdl �"Y�e dMNay4�MEbWILDbp�eM. luaYrvw0m9�ENti��V La:RF,tt7 Osutlm IR10, .WNadnLID PE8td08
aYnYma+��Y�ugimhp pe',yndP�u6'�IrmbpO! m.tm�AvTW.ln.w. �iw@bmSbSpe[!mCllrun. vnwHr.aY.am nra"m'•pma.w[da.. vmea MpY¢6gbp&Wj C�91615
o,eo4�t••.mx ayenmmxwuN �tl��.+�en�waavVa+4A. u'Gtr+Yt.�aLama. vnYviw.Acw�mmimo .nrtumam.vrmi�o�wnaecp�m. 6sa�amannwes.u.w+orm+M:. as,swse aw.
ofe�8umnv Oopnwrd Cmbvm MP=+.anw4tsMRAWMP�+�vwG�` d�em� 3�'?�VNbmwmlB3�.JM HN MYRsb �td"�rtM1nzMfmq�er�P�m®� IVYt.>,me Be rt+pa`W?M?eM RPImm.R9,9W
NuwMent E+grv:SryLpr e�We.a TnaN�u(uee�,�imYaeseaa, Wrrvaba�Cwd+aa+auwmFR¢niN/e�+:nd.uT,r£a®e�erc�at.�Taw B`�ua�PawEaimv6nds E�anA�W�n?�✓a; 4➢ WN 0693Rms
tia0X9W b..ugv4lmEmtq.a.Gm �c•AteFt am,rtuu,-Avwm+,ronmoe(.bxwyM1Mm.YMmitMibEb+Ms,Y+.'c�s�eemavneVH FafTvvice:
Job
Truss
russrype
Qty
Ply
RENAR MORN INGSIDE
WRMSCM61L15X10
CO2
Hip
1
1
A0119505
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Sun Sep 813:42:09 2019
4' 1--
4x6 = 46 =
Dead Load Deli. = 3/16 in
4%4 = 4x6 = 4x6 =
1.Sx4 II
15x4 II
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
([oc)
I/dell
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.63
Vert(L-)
-0.27
B-14
>857
360
MT20
244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.76
Vert(CT)
-0.45
8-14
>505
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.09
Horz(CT)
0.02
5
n/a
nla
BCDL 7.0
Code FBC2017rrP12014
Matrix -MS
Weight: 76 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30 -Except'
T2: 2x4 SP No.2
BOT CHORD 2x4 SP Nc.2
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-2-9 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 6-11-9 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 =
700/0-3-10 (min. 0-1-8)
2 =
790/0-7-10 (min. 0-1-8)
Max Horz
2 =
95(LC 12)
Max Uplift
5 =
-177(LC 13)
2 =
-215(LC 12)
Max Grav
5 =
700(LC 1)
2 =
790(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-1014/619, 3-4=-811/675,
4-5=1018/621
BOT CHORD
2-8=-393/807, 7-8=393/811,
6-7=393/811, 5-6=393/807
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf,, BCDL=4.2psf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5)' 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.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 Ib uplift at
joint(s) except Qt--lb) 5=177, 2=215.
LOAD CASE(S)
Standard
Job
Tuss
Truss Type
Oty
PN
MORNINGSIDE
WRMSCMB1L15X10
CO3
Common
1
1
�RENAR
A0119506
Job Reference (optional)
Inc. Sun San a 13:4z:lu Lulu
A-i Kee; i russes, tort Fierce, I-L 3994ti, design(QalIn155Aem
tmn:a.zlus maylazulatmnt:a.zmsMayl3
44 =
4
fiCO
3X4 = 5x8 = 4x4 =
Dead Load Defi. = 1/8 in
LOADING(psf)
SPACING-
2-"
CSI.
DEFL.
in
(loc)
I/deb
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.37
Vert(LL)
-0.14
7-13
>999
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.72
Vert(CT)
-0.27
7-13
>851
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.19
Hou(CT)
0.03
6
We
We
BCDL 7.0
Cade FBC2017/7PI2014
Matrix -MS
Weight: 84lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-1-3 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 7-4-1 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
6 =
70010-3-10 (min. 0-1-8)
2 =
79010-7-10 (min. 0-1-8)
Max Horz
2 =
99(LC 12)
Max Uplift
6 =
-181(LC 13)
2 =
-219(LC 12)
Max Grev
6 =
700(LC 1)
2 =
790(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
23=-1 MR99, 3-4=-868/598,
4-5=-865/597, 5-6=1163/785
BOTCHORD
2-7=-632/1024, 6-7=-613/988
WEBS
4-7=-288/493, 5-7=331/365,
3-7=-364/386
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult-160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psF, h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exte6or(2) zone; cantilever left and right
exposed, end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate gdp DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrenl with any other live
loads.
4)' 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.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qrlb) 6=181, 2=219.
LOAD CASE(S)
Standard
Job
puss
Truss Type
Cry
Plv
RENARMORNINGSIDE
WRMSCM91L15X10
CO4
Half Hip
1
1
A0119507
Job Reference (optional)
A-f Roof Trusses. Fort Pierce, FL 34946, design@aItnuss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Sun Sep 8 13:42:10 2019 Page 1
♦,.
-1-4-0, 5-9-0 11.0-0 ID:Id_OOXyyT61Bi_TXo1j 19-0-0OfN(-IiWRzjpdga33_NMEXg9buaAjiU2frgkOm7ShPyfhWB
1-4 S9-4 5-2-12 8-0-0
4x6 =
3x6 =
Dead Load Deft. = 3/16 in
4z4 = 6x8 = 3.6 II
LOADING(psf)
SPACING-
2-M
CSt.
DEFL.
in
(loc)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.94
Ve it I(
-0.27
7-10
>840
360
MT20
244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.84
Vert(CT)
-0.49
7-10
>464
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.88
Horz(CT)
0.02
6
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 99 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied, except end
verticals.
BOT CHORD
Rigid ceiling directly applied or 6-3-15 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
6 =
694/0-3-10 (min. 0-1-8)
2 =
78510-7-10 (min. 0-1-8)
Max Hom
2 =
247(LC 12)
Max Uplift
6 =
-212(LC 9)
2 =
-203(LC 12)
Max Grav
6 =
694(LC 1)
2 =
785(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-1126/644, 3-4=-772/409,
4-5=-624/442, 5-6=652/495
BOTCHORD
2-7=-830/975
WEBS
3-7=-398/438, 5-7=-5171728
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) This truss has been designed for a 10.0 pat bottom
chord live load nonconcurtent with any other live
loads.
5)' 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-M wide will fit between the
bottom chord and any other members, with BCDL =
7.Opsf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 Ito uplift at
joint(s) except Qt=1b) 6=212, 2=203.
LOAD CASE(S)
Standard
Jon
Truss Type
Plv
MORNINGSIDE
WRMSCMB1L75X10CA
�Tnrss
Comer Jack
�QtY
10
1
�RENAR
A01y9508
Job Reference (optional)
m-i reuor i msses, ran rierce, rL Duero, uebignLa ivuss.uom mun: a, m s may io zwo rnnc mziu s may is zuia mu ea mausmes, inc. eun sep a io: .. i
E
3
6.00 12 q
T1 B1 d
Q° 4
2x4 =
LOADING(psf)
SPACING- 2-0-0
Cat.
DEFL.
in
(too)
Udell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.18
Vert(LL)
0.00
7
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.03
Vert(CT)
0.00
7
>999
240
BCLL 0.0
Rep Stress Incr YES
WS 0.00
Horz(CT)
0.00
4
n/a
n/a
BCDL 7.0
Code FBC2017[rP12014
Matrix -MP
Weight: 6 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 0-11-11 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
3 = -5/Mechanical
2 = 18110-M (min. 0-1-8)
4 =-21/Mechanical
Max Horz
2 = 42(LC 12)
Max Uplift
3 = -5(LC 1)
2 = -71(LC 12)
4 = -21(LC 1)
Max Grav
3 = 12(LC 8)
2 = 181(LC 1)
4 = 20(LC 8)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES.
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch left
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonooncurrent with any other live loads.
3)' 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) 3, 2, 4.
LOAD CASE(S)
Standard
Qva.,swomeMi..w.e,.a-�srsenR+7,�xEfu�trfaesaecam�'uxsamsrauraiea+un'rn+w+em�+*mn.. vedNmwM made ewr„voe+su•.6o(twrww..
m®%€N^d•mbeia a.{ 4mmumiu�be eaamwmo m^tAtime m�w3'e aw4•®eav+rzv arwe,a.t,un Dngn FiirM,Ap(45cwryE�). a••dmantiv6 Amwau•aw aEnmas
•ayaae wEbc�=�e•bn+asv�ra �•aa•�"b elasida.nawwra.ia.ea. Ym.w.ma.Th.a.e+.•.°^r�'..mmro�aron...w.emr.a au. �.oB,yhWea..mpso�,dw. ma. vuud[neme.xmeems�
sw,wa.,c.amnmaaea m.aa+uo a.'a�+mumen,uea_w mso.isGmo+ eua.wew v, pwwuawzw.:a.r�+�dw°awp;®:..a,ayNnxq;. a�a�.mtumm�aa.mnseuaa,..e+e�vman; usi si tuae ei.a.
m.erMnua=L+.vw camWa Ne�asemmwrzm.awv�++mevo'eeu+^+ae.e„u+v6veom�.vawmr>�a.wmasscO vadr✓+�MiwewsacriaenroAnraf�:su•enrwu+F� 1fir� u,ertm��•?�a aww.nsesw
i�.tiwaE�Txapep�.BpeRyPp'acMTrruwuis.w.tinwc=t+�•wa.s.esyaewr.nadawu,M.wroM.or+e•emM•emeK.me*ruWesiroT r.a:N+v?••'vEas+�were�msgwwrw/ir!Na,^v�W om: osmrzo�e
.weacarmoam°mum.v'aontisiearsw,amxw..-n+wa*am.ao:.an.,:..,.a:n�e.awnoma.rnmr.ew�o.m �a.aavawi,e,d
1
Jot
Truss
Truss Type
city
Plv
WRMSCMB1L15X10CJ3
Comer Jack
g
1
�RENARMCRNINGSIDE
A0119509
Jab Reference (optional)
n
,mowt. o.c iu s may ro m io rnrn: o.z iu s may io zuio muea muusmes, inc. aun aep a i.raz:1z zula
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.18
Vert(1)
0.01
4-7
>999
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.26
BC 0.12
Vert(CT)
-0.01
4-7
>999
240
BCLL 0.0
Rep Stress Inor YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n1a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 12 lb
FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-11-11 oc
puffins.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
3 =
64/Mechanical
2 =
21210-8-0 (min. 0-1-8)
4 =
23/Mechanical
Max Horz
2 =
82(LC 12)
Max Uplift
3 =
43(LC 12)
2 =
-74(LC 8)
4 =
-29(LC 9)
Max Grav
3 =
64(LC 1)
2 =
212(LC 1)
4 =
43(LC 3)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1)Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch left
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) • 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-M wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 3, 2, 4.
LOAD CASE(S)
Standard
Jot,
Truss
Truss Type
cry
WRMSCMB1L15X10CJ3A
Comer Jack
1
�Ply
1
�RENARMORNINGSIDE
A01I 10
Job Reference (optional) I
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
3x4 =
Run: 8.210 s May 182018 Print: 8210 s May 182018 MiTek Industries, Inc. Sun Sep 813:42:13 2019 Pagel
ID:Id_OOXyyT6I81_TXoljwHHzefvK-9HEe3?miN byewRSxvINsCWCbwi3sPlAikM7lkyfhWO
LOADING(psf)
SPACING-
2-0-0
cSL
DEFL.
in
(too)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL)
-0.00
3-6
>999
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.11
Vert(CT)
-0.01
3-6
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.00
Horz(CT)
0.00
1
n/a
n/a
BCDL 7.0
Code FBC20171TP12014
Matrix -MP
Weight: 9 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-7-9 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
136/0-3-8 (min. 0-1-8)
2 =
931Mechanical
3 =
361Mechanical
Max Horz
1 =
52(LC 12)
Max Uplift
2 =
-31(LC 12)
Max Grav
1 =
136(LC 1)
2 =
93(LC 1)
3 =
51(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7.10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13R;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) • 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 2.
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (pill
Vert 1-2= 60, 3A=14
Concentrated Loads (lb)
Vert: 7=-75
Job
cry
Plv
WRMSCMB1L15X10
�Twss
CJ5
�TrussType
Comer Jack
5
dRENARMORNINGSIDE
A0119511
Job Reference optional)
o
I
RM
nuu. o.c ry s relay la a to nmr. o.uu s mey to <ui a wlu ea mousmes, mo. aun oep o u:q<:io <u lu
4-11-11
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/defl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.37
Vert(L-) 0.04
4-7
>999
360
MT20
2441190
TCDL 10.0
Lumber DOL
1.25
BC
0.29
Vert(CT) -0.05
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB
0.00
Horz(CT) -0.00
3
n/a
We
BCDL 7.0
Code FBC2017/rP12014
Matrix -MP
Weight: 18 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-11-11 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordancewith Stabilizer Installation uide.
REACTIONS. (lb/size)
3 =
122/Mechanimi
2 =
278/0-7-10 (min. 0-1-8)
4 =
48/Mechanimi
Max Horz
2 =
123(LC 12)
Max Uplift
3 =
-81(LC 12)
2 =
-73(LC 12)
Max Grav
3 =
122(LC 1)
2 =
278(LC 1)
4 =
77(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat. It; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterlor(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) `This truss has been designed fora 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 3, 2.
LOAD CASE(S)
Standard
QPwunewpFe/mn� •41 TISIBBEOr6E[usxa eExEw,uiu+ls.neamnvlsasiomcaisvren ncvlromrtt-xr.em,,.v.�ei�w.*+m+a,a,�,e avmr�m,a o.+tie (rsol.mw
f OHCYrtI fJ-gryw,bv � VnMVMmvb�}�e'/em, Ae lOO:mp/.Rnq p1aYS Mi4wa].1vgyTW bb fu i p+v+d avp TOO
JrvW BpA?y PE BMA
�®pn6g4®Aq rywabpb-aryEniee✓l. mieevr.6w
°mvi0.ntlly G�mmeaola��vrN��b�aO+'�p0.v9Y1.v M1p'me! YCOmIy, TiU.iM �eNP0.1 bti eFmc vivTifl�!ucWiiv TrwberrBALg �+tiW mM
Wlpl MyY Frybeevp4]IB15
0.vm.AOvr�•�atvamCmimJmlMBWti_9 aw^� 4Ae.1941aTlYi?N ab- TPI t, 11i NJ'+*IdW IOD mrybdrsm0.T,im. TL bd�Ti:�FleILI,MnNtrecW NtlbEsmRamW.
aeBWnGOVAvctlfo�bvbe Nnxea uaW IOO VCb V�mvsmYGmYYvaM0. Nnd W+9vn4 L1MomnaeanvazCO P°d'9�>)TRTGSBLA'mertArtrc�llvE=KnO W�vr� "1PK.MIma�0Yn9��kEe?M
U�,Ie9W0.Tnm 6c�?MYE"Y®vtl iNr4MeRum.YrY,eAeterJcbnp5l�CeM NT.i�fmnmv:m•Mi6PW�6nNn1 h+6.gaW EN�vNOT CM Bm13pG 0�?Ssrtirm,?YP!?EnYM�afvpNmt!9:iU
YSI SI Wtle dM.
RRe,R. FLJ1916
OM: RNp3%B
e�L'a�U1m.uAvti1MFT0.1.'Ggyrgn10iO164 Pm A¢sg�P,p,M.elm W qumru,v�1;'n�myfgm 4pWMq Y.emflM MiM1nppmyee,o141 XNTw[v'
Job
Truss
Truss Type
Dry
Plv
WRMSCMWL15X10CJ5A
Comer Jack
1
1
�RENARMCIRNINGSIDE
A01y9512
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 162018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Sun Sep 813:42:14 2019 Page 1
ID:Id_OOXyyT6IBI_TXo1jwHHzefvWdToOHLmK8v4VYbg7TNv51kk_rJzhbsYKwOSggAyfh V&
3x4 =
4-7-9
4-7-9
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES
GRIP
TCLL 20.0.
Plate Grip DOL
1.25
TC 0.42
Vert(LL)
0.04
3-0
>999
360
MT20
2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.34
Vert(CT)
-0.05
3-6
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.00
Horz(CT)
-0.01
2
n/a
n/a
BCDL 7.0
Code FBC2017tTP12014
Matrix -MP
Weight: 15 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structure[ wood sheathing directly applied or 4-7-9 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stahilizer Installation uide.
REACTIONS. (lb/size)
1 =
202/0-3-8 (min. G-1-8)
2 =
129/Mechanical
3 =
52IMechanical
Max Horz
1 =
93(LC 12)
Max Uplift
1 =
-7(LC 12)
2 =
-78(LC 12)
Max Grav
1 =
202(LC 1)
2 =
129(LC 1)
3 =
79(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult-160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurent with any other live loads.
3) Y 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 2.
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert 1-2=60, 4
Concentrated Loads (lb)
Vert 7=45
ucYielM�++� •A-,�mL6�arssalcA-j.co+aeu i[ws.�Ye6i+emoxc ctisouutsv+'a•��ewarvl�n6u�mam..vwrmw .�Y,eve.olo�e:T„®u.�o-..M (rmr+vew
! fi�%eyM<maw,v Y�l6�?Yw V�Yzemrw.9Y��•wibo. mY�L�Y obrmw. asimmurde a. �txn Oa4^�YYYPPc6wtl�b rPP'�!.»...true! ^weaghn.' AmEeM�m6�aae69
WOml��maNy.oWOMYa,gnvey,vpe4{ybN{paanap�vgYTn+d,pc4G MnTOY w�3v TfY./.ThaMy^!,mr.gM.q beS�rpmiCiBon auLGYyadisab� Na70uY(MON�v16vLSR/tlpy.' W1Ne NpiSg BglreeXry C491615
dA. � • uICW.6aq,Y,.h�Y'�YYaYyRg0�i9G,trib4tip pYTPI .>@'�Ymtlu TD�WeryHNu9satl�i w;v¢Lbq Miam6: �.bWa6aswdtic#951MaUe,e+p+�oM1 NSt 51 Wl'eaM.
BUYnpaogmam mm!oa ame.km 'Nhe.awa•=a�waw6+��ase eaenramva*rsmM'hb�A6�4wYiwaMTn.w®cz.e.erwmxexsbe^Ytlowmk' m�.aef�wanmaa+*<!w nP�mm.rt9,sw
tl,M4NOq T,w Oegrq:6WsA FnyvYNTrve4m(xRpR..t�aiu92mf�Os6mi6➢�CwMtl9�+Y JFm i,�O.NMNO�Ce^^?l�6TIY 6f�'aDYEMMRt 01WTMB��eN �PN�RVTNa 6YY�?E<•J^•�Glwl iGA WI[: 09�AI8
ie'OYY'i�f Ym9A®4(evlaiRA.Cty+gtleSt8A9 P>Y Trvun-Aep,WaabnYRnbvvy.�Ay.jlam.Yy5Fi4bO.�5PwtEaw.euiM�(mtl0.tpwf T,mm`
Job
Truss
Truss Type
Oty
RENAR MORN INGSIDE
WRMSCMB1L15X10
D01
HIP GIRDER
1
�Ply
1
A0119513
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a
11
3x4 =
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Sun Sep 813:42:15 2019
3.4 =
9
N
4
b
LOADING(psf)
SPACING-
2-0-6
CSI.
DEFL.
in
(too)
I/defl
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.77
Vert(LL)
0.11
7-8
>999
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.48
Vert(CT)
-0.10
7-8
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.14
Horz(CT)
0.03
5
n/a
n/a
BCDL 7.0
Code FBC2017/rP12014
Matrix -MS
Weight: 65 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
2-M oc pudin (3-7-11 max.)
(Switched from sheeted: Spacing > 2-0-0).
BOTCHORD
Rigid ceiling directly applied or 5-8-12 oc bracing.
REACTIONS. (lb/size)
2 =
967/0-M (min. 0-1-8)
5 =
967/0-8-0 (min. 0-1-8)
Max Hom
2 =
53(LC 26)
Max Uplift
2 =
-618(LC 5)
5 =
-618(LC 4)
Max Grav
2 =
967(LC 1)
5 =
967(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. -AII forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1 611/1140. 3-15=-1404/1063,
15-16=-1404/1063, 4-16=140411063,
45=1612/1141
BOT CHORD
2-8=-992/1388, 8-17=1007/1404,
17-18=-1007/1404, 7-18=1007/1404,
5-7=-959/1389
WEBS
3-8=-264/355,4-7=-263/355
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; porch left and right
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
5) • 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-M wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 1001b uplift at
joint(s) except at --lb) 2=618, 5=618.
7) Graphical pudin representation does not depict the
size or the orientation of the pudin along the top and/or
bottom chord.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s)113
lb down and 150 lb up at 5-0-0, 661b down and 92 lb
up at 7-0-0, and 66 lb down and 92 lb up at 8-0-0,
and 113 lb down and 150 Ito up at 10-0-0 on top chord
, and 157 Ib down and 204 lb up at 5-0-0, 43lb down
and 65 to up at 7-0-0, and 43 Ib dawn and 65 lb up at
8-0-0, and 157lb down and 204 lb up at 9-11-4 on
bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-61, 3-4=-61, 4-6=-61, 9-12=14
Concentrated Loads (lb)
Vert: 3=-65(F) 4=-65(F) 8=157(F) 7=-157(F)
15=62(F)16=52(F) 17=-34(F)18=34(F)
Job
truss
Truss Type
Dry
Plv
A01 y9514
WRMSCM81 L15X10
HJ5
Diagonal Hip Girder
2
�RENARMORNINGSIDE
1
Job Reference optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Sun Sep 813.42:16 2019
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(too)
Well
Lld
TCLL 20.0
Plate Grip DOL
1.25
TC 0.27
Vert(LL)
-0.02
7-10
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.25
Vert(CT)
0.02
7-10
>999
240
BCLL 0.0 '
Rep Stress Ina
NO
WB 0.08
Haz(CT)
0.00
5
n/a
n/a
BCDL 7.0
Code FBC2017rrP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
82/Mechanical
2 =
310/0-10-15 (min. 0-1-8)
5 =
1431Mechanical
Max Horz
2 =
141(LC 4)
Max Uplift
4 =
-55(LC 4)
2 =
-182(LC 4)
5 =
-114(LC 5)
Max Grav
4 =
90(LC 19)
2 =
310(LC 1)
5 =
143(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-11=305/140, 3-11=3111158
BOTCHORD
2-13=193/271, 7-13=1931271,
7-14=193/271, 6-14=193/271
WEBS
3-6=-300/214
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; 13CDL=4.2psf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; porch left exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
3)' 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 4 except at --lb) 2=182. 5=114.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated lcad(s) 77
lb down and 90 lb up at 10-9, 77 lb down and 90 lb
up at 1-4-9, and 36 lb down and 41 lb up at 4-2-8,
and 36 lb down and 41 lb up at 4-2-8 on top chord,
and 51 lb down and 40 lb up at 1-4-9, 51 lb down and
40 lb up at 1-4-9, and 10 lb down and 40 lb up at
4-2-8, and 10 lb down and 40 lb up at 4-2-8 on bottom
chord. The design/selection of such connection
device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert 14=60, 5-8=-14
Concentrated Loads (lb)
Vert: 11=57(F=29, B=29) 13=46(F=23, B=23)
14=9(F=4, B=4)
3x4 =
PLATES GRIP
MT20 2441190
Weight: 31 lb FT =10%
�.«�meM1Nm..m.ra, agaF mfmsEss�lm�r�mFnu TSAe+smaamrt,or+aNSTaeca�urrx�ua+o'ntievcvaff�+>mv� e+m. .ew mT�u+�o.wn Om)w� @ai%Ego«?ww..u.ntJ4�m,nWm��wwrrwbiYo Y<Tiw mm�me4WWeeu®aavhTw avim haTxa PwY^'�Wam�F4swWbErPM.wuu +w[Too v�. .wetepml�vE amoa
m Pn9r�ba�w+3^✓^9woW+b�Hlvwtii�:,dW�+9YSrvwa.o-'cl,amb.tromp..�iGW.lMtlmb'K�^m�^cbW^G�m6Yvm.wOWlsWwaW ^I �5 w+w�Ya�. Vnek Hwee 69�«�MfA 916�5
o..r ua ia>Qi?agwfatrma,=T+ac�tl 'Actvenaa.w4e.ae4ada�«Wme.v^a lvFtb:+qm.'amwmby�e.nnnwmu.Tka+m�gMn6z.+«w.Mmsmw�mYat,mee.m.,.+pmamiW, usfsweeew.
m�a.awm,yoabw..ecaa�. enmr.aa«ma« Tw vamp e�ev=Y++maw.e•aa,.a��rsmeo-mm��.ay.,mswwe«nmwman seen..Ra.,�ma.v�a�sY' Tv.rea�.ue R>e�as*.aa�a xv�.rtvae
NhTrva�.6Wwa9EN«a�M4i,ya.Mmur+fu!e.➢n'u{mnwia�bfi,rt h4l EaMa,eyeaC,mniiwAiNglrO�+«vNn111�4'smTY E^Nov®,INT en 9Ab9 �Prbmr Tw, sM?G9*seelMMk✓, ABM Oae: a4ffi9Ta
GaolYl'uMNnaan MG,M1SEhT➢L1. COCyp]C3016M{0.ti1 Trvu,-PFrNaKnMRa' O>enrl Amrylvm.\Pmi0w4iMeCP�atila�pvmmimFlAaRTma¢:
Job
Truss
Truss Type
Oty
Ply
MORNINGSIDE
WRMSCMB1L15X10
HR
Diagonal Hip Girder
2
1
�RENAR
A0119515
Job Reference (optional)
A-1 Root l cusses, Von Pierce, FL 34946, designIcDaltruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Sun Sep 8 13:42:17 2019
In-0d nnY—TAn11 TYn1iu.HHvn6.K_99TOvMnGRnGPAPia\/SeN\Af.,ICDW,rRNamdt..1KK6
3
3x4 = 1.5x4 11 3.4 =-
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.59
Vert(LL)
-0.05
6-7
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.53
Vert(CT)
-0.10
6-7
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.40
Horz(CT)
0.01
5
nla
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP N0.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 9-5-1 oc bracing.
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
159/Mechanical
2 =
44210-10-7 (min. 0-1-8)
5 =
274/Mechanical
Max Horz
2 =
182(LC 4)
Max Uplift
4 =
-107(LC 4)
2 =
-226(LC 4)
5 =
-98(LC 8)
Max Grav
4 =
159(LC 1)
2 =
442(LC 1)
5 =
274(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-11=-734/291, 11-12=-684/308,
3-12=-683298
BOTCHORD
2-14=-377/679, 14-15=-377/679,
7-15=-377/679, 7-16=377/679,
6-16=-377/679
WEBS
3-6=-717/398
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psh BCDL=4.2psf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcumenl with any other live
loads.
3)' 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-M wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of Imes
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 5 except at --lb) 4=107, 2=226.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 77
lb down and 90 lb up at 1-4-9, 77 lb down and 90 lb
up at 1-0-9, 36 lb down and 41 lb up at 4-2-8, 36 lb
dawn and 41 Ib up at 4-2-8, and 66 lb down and 88 to
up at 7-0-7, and 66 lb down and 88 lb up at 7-0-7 on
top chord, and 12 lb down and 40 lb up at 1-4-9, 12 lb
down and 40 lb up at 1-4-9, 8 lb down and 40 lb up at
4-2-8, 8 lb down and 40 It, up at 4-2-8, and 30 lb down
at 7-0-7, and 30 lb down at 7-0-7 on bottom chord.
The design/selection of such connection devioe(s) is
the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=60, 5-8=-14
Concentrated Loads (lb)
Vert: 11=57(F=29, B=29) 13=74(F=-37, B=-37)
14=46(F=23, B=23) 15=9(F=-4, B=4)16=-56(F=-28
, B=28)
PLATES GRIP
MT20 244/190
Weight: 43 lb FT=10%
Qw a,mmeny,.... rA.Txos T,v46>�s rfirival,cenwa. r6nmsma eammm+sa6Twea urEalua+5meowee+ra v.nre�p.m.r:,ma me.ee.mmT,m Pagno.wvt�lwa. no
1 �...ryErp.:muom®iemi.....u,...m.»b.s�mrni roo. wynq...ei.norwwmaYmr®ome.T®sa.en .r.veo�Ewb®Mnn.,z.=+mera..+�r. n...m or,.iTroorm.+.�m..o .iweanw�6nw
mWum,Isp�b,.mYmg�vipmlu¢#ybOlEay�dPwugl�Lur Crp'cyJmOSTW yy.,vb Tp.LlMdc6nr+wFd�q kalgmbTwv.rbNLf Wrs NYr 4.m 1mg6.m.ga6a rrp'wp5ptl4Y. WIWp XeuSe Hp4KKNp C631615
(Ma. O.r�.a@nmbrVm 6W$Q.Mgiv Avrmnbtlb WR4W®CtoltidM1'!<miNT%.Ai.µpwtl m,NT6G.Ns.YNtlrsaMiiw;^6sL9b^'d!^8�.4�T bWcbi�ib�9 W91.Ysr.ST+iiMY: YSt 91,ue &M.
.ban 6WM�b^nomeu2rrsv NMeivalw i®Wls ve<ta.MG.�'+1^S®Mua6uumbLem. EffiNTrnMmwn@GOPb'aat 4)TAN6BCR rtrrraieM lv GeMb4Wmz: lY��Em*rrU:"iA OM �ffi2019tl Oullnban,TrwaOrlpye.6pemM1y ErgbevYtl Trye4nrvrnt. Wse snort, axM1nab(44emnm.fmJ,uFm6, wknp bf aAyWairv✓rnt M6yaMEm�nr+OTan fi.Ti�p OnpMmTrvn 6
�[mAYW bnmNn4bbfmT 1. o-v,.�10516 10.x4Tryvr-flepaYeFmmavGvertMw/1mr5bpAEbatl6,oW anrM�pnmv6nMA1 P¢ITivcw.
Job
truss
Truss Type
Oty
Ply
RENAR MORNINGSIDE
A01
WRMSCMB1L5X10 1
HJ7A
Diagonal Hip Girder
1
1
s9516
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.mm
Run: 8.210 s May 182018 Pnnt: 8.210 s May 18 2018 MTek Industries, Inc. Sun Sep 813:42:182u1a
'p Dead Load DeB. = 1181n
o �
n r'r
3%4= 1.=4 It
3-5-14
642
'
LOADING(psf)
SPACING-
2-U
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.92
Vert(LL)
-0.09
6-7
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.79
Vert(CT)
-0.20
6-7
>588
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.77
Horz(CT)
0.01
5
n/a
n/a
BCDL 7.0
Code FBC2017[rP12014
Matrix -MS
Weight: 44lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-2-4 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
1981Mechanicei
2 =
496/0-10-7 (min. 0-1-8)
5 =
271/Mechanical
Max Horz
2 =
182(LC 4)
Max Uplift
4 =
-128(LC 4)
2 =
-172(LC 4)
5 =
40(LC 8)
Max Grav
4 =
198(LC 1)
2 =
496(LC 1)
5 =
274(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-11=-1023/216, 11-12=1005/229,
3-12=983/240
BOTCHORD
2-15=318/976, 7-15=-318/976,
7-16=31 8/976,16-17=-318/976,
6-17=318/976
WEBS
3-6=-997/325
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
3) • 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 1001b uplift at
joint(s) 5 except at --lb) 4=1 28,2=172.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated..load(s) 77
lb down and 901b up at 14-9, 771b down and 90 lb
up at 14-9, 51 lb down and 45 lb up at 4-2-8. 36 Ito
down. and 41 lb up at 4-2-8, and 69lb down and 89 lb
up at 7-0-7, and 66 to down and 88lb up at 7-0-7 on
top chord, and 12 lb down and 40 lb up at 14-9, 12lb
down and 40 lb up at 14-9, 171b down at 4-2-8, 8 Ib
down and 40 lb up at 4-2-8, and 32lb down at 7-0-7,
and 30 Ib down at 7-0-7 on bottom chord. The
design/selection of such connection devices) is the
responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (pll)
Vert: 14=-60, 5-8=-14
Concentrated Loads (Ib)
Vert: 11=57(F=29, B=29) 12=4513=-21(B)
14=-81(F=-37, B=44)15=46(F=23, B=23)
16=21(F=4, B=-17)17=-60(F=-28, B=-32)
Job
Truss
Truss Type
city
ply
RENAR MORNINGSIDE
WRMSCMB1L15X10
J5 IJack-Open
4
1
A0119517
Job Reference (optional)
A-i Roci I ru... ror0 ric ce, rL .weno, eesignImaiauss.com Ken: 821U a May 18 2018 Pnnt: 8.210 s May 18 2018 MTek Industries, Inc. Sun Sep 8 13:42:19 2019 Page 1
ID:ld OOXyyT61Bi_TXoljwHHzefvK-_RbvK2gTzRineMZSGxUGSnSpOKfDG7n34gpRWOyfhW2
-1-4-0 5-0-0
' 1-4-0 I 5-0-0
i
3x4 =
LOADING(psf)
SPACING-
2-0-0
CSL
DEFL. in
floc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.50
Vert(LL) 0.11
4-7
>554
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.45
Vert(CT) 0.09
4-7
>637
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00
3
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 18 lb FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-0-0 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
122IMechanical
2 =
27810-M (min. 0-1-8)
4 =
48/Mechanical
Max Hom
2 =
123(LC 12)
Max Uplift
3 =
-81(LC 12)
2 =
-102(LC 9)
4 =
-51(LC 9)
Max Grav
3 =
122(LC 1)
2 =
278(LC 1)
4 =
77(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed; porch left
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
3) • 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 chard and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 3, 4 except (jt=lb) 2=102.
LOAD CASE(S)
Standard
QrY^t•TwViHmuVmN•MRWFTgD96E51.6E[1Fqf„GEH[pp�1EpN6m<CCJOrt416CJSlOYEPy�rvER�pCI(IiDNtEDGIf3yi•(mp VM/�gp pvmre�enW myl Lwn Cep.O�Wp1TOQIenCM
6Prt+MEnn®tiwm�M":TmwUnbecOrNaaemmmaYDo:mb AC+Mswrecti Wln'WC^e+]bNIW IeMrafn N�irvm 4sY�EW�bg6.w6i�^%E^Y Terx
�1. anaRTOD �sJA+�x�:
mgmaMma+�a>•art9iwfi0n.pnGtryHOV Gny�dOmmgm Srssp'sa meTmo-NuvTRLiI+ bMrymN�6am.muyMyNmaba -
.Iaret90'mLIDPE8tP49
'Mwz Muw 6pMninp G61610
�vwphn4 �B,m.yrtw,mPa.mr➢dEv.
-a.,e�en �umi.:�awmlme. MD�wmn mmuawm4W�e4,��w .a mn.A cmaammo wwew.awipv'=�r+��v�ma�n:�4. .sen rvcmvwobn.m�me➢I
#ms BAtl+aCe+V�a sd Cwu P-0m!��tl WM TBD a'I Pe Tttlm�etlGm4ameMM uMnB CamvmlS(sHnbnEmIB6W PUYdrtf O/TPImC ®cAmertlmwifarG^�!P�m+m TwShMamertf♦oabSl+eW
ust stwtle Bn4
0.Pmm.RJ19M
Uulbfal Txq DngaY.6ptl.R➢E.gryermq Tvm4mrvYMCyWY�upiryyLeO,N ByBCm�ntlegwQ4lvin wMObf<0/mM?!w4Tb✓E<WyfiGes1.9 KOi.M 0c1&p.DlnT�wTrvu 6yFeA Enpew,Mpy Gi?vq ff
OM: OSDi'Y010
faMaGmtbr�m o®bYMmTP ];Cay�:ry�16i0160.1 FMiyma�-Pmea`mLp��pgfGiviyn[mmylvm'y pgnpiW Npylp+�.'gaipamv�u,d0.1 PttfTrv.�'�
Job
Tuss
cry
RENAR MORN INGSIDE
A0119518
WRMSCM81L15X10J7
�Tnuss`rype
Jack -Open
6
�PIY
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Sun Sep 813:42:19 2019 Page 1
ID:Id_OOXyyT61Bi_TXoljwHHzefvK-_RbvK2gTzRineMZSGwUGSnSjIKcDG7n34gpRW OyfhW2
-1-4-0 7-M
' 14-0 f- u
3
3x4 =
7-0-O
I
Dead Load De0. =118 in
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip IDOL
1.25
TC 0.86
Vert(LL) 0.17
4-7
>478
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.64
Vert(CT) -0.20
4-7
>413
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.01
3
n/a
n/a
BCDL 7.0
Code FBC2017frP12014
Matrix -MP
Weight: 24 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SIP No.2
SOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
3 =
178/Mechanical
2 =
349/0-7-10 (min. 0-1-8)
4 =
70/Mechanical
Max Hoe
2 =
164(LC 12)
Max Uplift
3 =
-118(LC 12)
2 =
-85(LC 12)
Max Grav
3 =
178(LC 1)
2 =
349(LC 1)
4 =
111(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
3)' 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 2 except at -lb) 3=118.
LOAD CASE(S)
Standard
Joh
Truss
Truss Type
pry
Plv
RENAR MORN INGSIDE
WRMSCMB1L15X1OVA
Jack -Open
1
1
A0119519
.lob Reference (options[)
Y w-1 Roof Trusses, ran rierce, FL as 6, cesign(ga
3x4 =
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Sun Sep 8 13:42:20 2019
7-0-0
Dead Load Dell. = 3/16 in
LOADING(psf)
SPACING-
2-M
Cat.
DEFL,
in
(loc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.59
Vert(LL)
0.16
4-7
>527
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.65
Vert(CT)
-0.25
4-7
>333
1
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.00
Hom(CT)
0.01
2
n/a
n/a
BCDL 7.0
Code FBC2017/rP12014
Matrix -MP
Weight: 24 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
3 =
217/Mechanical
2 =
424/0-7-10 (min. 0-1-8)
4 =
80/Mechanical
Max Horz
2 =
164(LC 12)
Max Uplift
3 =
-98(LC 12)
2 =
-40(LC 12)
Max Grav
3 =
217(LC 1)
2 =
424(LC 1)
4 =
121(LC 3)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult-160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat. 11; Ecp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3)' 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 3, 2.
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-8=-50, 3-9=-60, 4-5=14
Concentrated Loads (Ib)
Vert: 8=45
Trapezoidal Loads (plf)
Vert: 8=-105-to-9=-60
Job
Truss
Truss Type
cry
WRMSCMB1L15X10
T01GE
Common Structural Gable
1
�Ply
1
�RENARMORNINGSIDE
A0119520
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.cam
Run: 8.210a May 182018 Print 8.210 s May 182018
4x4 =
,,,, rn 4
3.10 = 3x10 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
Vdefi
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.22
V It(LL)
0.09
9-10
>886
360
TCDL 10.0
Lumber DOL
1.25
BC 0.38
Vert(CT)
0.08
9-10
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.10
Horz(CT)
-0.00
9
n/a
We
BCDL 7.0
Code FBC2017rrP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W3: 2x6 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-" oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
10 =
44010-3-8 (min. 0-1-8)
9 =
440/0-3-8 (min. 0-1-8)
Max Horz
10 =
143(LC 11)
Max Uplift
10 =
-203(LC 8)
9 =
'-203(LC 9)
Max Grav
10 =
440(LC 1)
9 =
440(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat II; Exp B; Encl., GCpl=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed; porch left
and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Truss designed for wind loads In the plane of the
buss only. For studs exposed to wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as per
4) All plates are 1.5x4 MT20 unless otherwise
indicated.
5) Gable studs spaced at 2-M oc.
6) This truss has been designed for a 10.0 pat bottom
chord live 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-&0 tall by 2-011 wide will fit between the
bottom chord and any other members.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 10=203, 9-203.
LOAD CASE(S)
Standard
813:42:21 2U18
PLATES GRIP
MT20 244/190
Weight: 90 lb FT=10%
Qw�+�wr±r,...+.a�.•u xax Tw�asrs tz6ugr}eEr+Fnu trAs..acbmrzv+swsrwe6a-re�s�iacrnoveeoruvmm�,...wnti n+wp��+an..a..aewvmT�o.�u.+birmr..aw
sahE.v��reanio M"emma....�sumn.e.mv rtnlW.o-x{Ar;.�. m..ea ma+a.aaavi.Twwa.ab,H.T,mwap,r�m�..�Ri�..swNnR^s^+�1v. e..t e,v,rTw dmreanim PEazam
rrw.wn..a.a.�w�hv�w.�vne�.a:.maiw.-avT�<•e*+4�a..Tm .,a.Twam.e.a 'm.•x«.. e.sm=d,.+re.,. .w.sus.aw.av�. n.6 b.,remaa=a..�,�?�vmw , vmox,wveame.�aus,s,s
cow.aso.w}wnamagmpo-e.Y,.Y+64^9ti.Akna++�M1a wRe.en iBC.bdtiacw v+eme R,f-�..walvwmbaiOvYrWe+.ame.Tlwi�v^Y���^9 ��4.uJm'4 f.,aeraeXwwaaro,vp�BM.. u5�6,Yne BM.
mA �md Gatre"wNM¢s'a1NYiwT�WPe Pae3T.sYi�^d®:Pa BaCTd�nM.u'MV�cmueani6�9 F�+MthTPmJaBV:m.•a.nwa}mW+'a9�.. lR-xMFMll.ertgwhl.nmp RM,W 0.Y4B
unv.aCa�NrNY6Ati`�.mNTNYYwMaaun,Yd..�e.MY.6NF16Y Ln'I�.aK�ev uCmin'.�✓STAM..1.edn1iM6wu yGgi,earWTMOa�,ganq,xrtTrvw6y/;rt..Syxeramry4�.p. fp Wu: 04�1M8
.SW�"rb YrzwvbhmnTAtLLiT�.ti➢OfCwiAea�imn-A M�m�Mpa`Oxwri n`ay4m.4ya�V+G.+yw Ra.+abiVvui.wHMP /Trxsc
Job
Truss
Truss Type Dry
Piy
MORNINGSIDE
WRMSCMB1L15X10T02
Common 1
1
�RENAR
A0119521
Job Reference (optional)
Y.inuv�IIu-,rUI. r,=,w, r�.ira.a, uevyu�,amuu.w... nun: onus may10Luio rnnc: o.nua
In.ld nnyvvTslRi T
bx4 =
6.00 12 4
ia Linn mu eK mousmes, inc. aun oep o la:4c.Le 4u ia
li
1.5x4 II 3x10 = 1.5x4 II
3.10 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(lac)
I/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.22
Vert(LL) 0.09
9-10
>887
360
MT20
2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.38
Vert(CT) 0.08
9-10
>999
240
BCLL 0.0
Rep Stress Incr
YES
WS 0.10
Horz(CT) -0.00
9
n/a
n/a
BCDL 7.0
Code FBC2017/rP12014
Matrix -MS
Weight: 75 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W3: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
10 =
440/03-8 (min. 0-1-8)
9 =
440/0-3-8 (min. 0-1-8)
Max Horz
10 =
143(LC 11)
Max Uplift
10 =
-203(LC 8)
9 =
-203(LC 9)
Max Grav
10 =
440(LC 1)
9 =
440(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extericr(2) zone; cantilever left and right
exposed ; end vertical left and right exposed; porch left
and right exposed;C-C for members and forces &
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 with any other live loads.
4) •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.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb)10=203, 9=203.
LOAD CASE(S)
Standard
QPYaN¢e.�Wjmla�Bu'A.iROJF iW156E6C6EnFR'A GfxErsKifw]SmBrAxailJiS W6RlNFA�Buv�PLini .EDG14"Hrfmv.Va,M�V^prwbaatl rtM nebanOU T- 0.rP� Uo.B m1u4
&QiWEFInwe,z6na�e1r1 Pi1w m.IPwemw�0.k<bmMNB.M/�Pnmmvaw DNnwtl[vealvMloObbwb,L�l,m�y„E^C'�+an,J4N6DaDe^YEmaw^I. PevYm�MTDB,ATa+n.m JVMBOw�RPE(1GW
�.[(tiupN,aMlw.y.m6ymp+Atyb�a Ci,.yi✓0.a"rgYTs b{�SCmblW yy..aWVT{0.1TwMq:,,sv.yvu bvinpmdErs.aWGdeY Mlwdgv ln.0 bgj@Ytvpe MaryuCtrt/d9+. Wlo�elbuae EryNesvq G]I6.5
0.,m. Va QnvM16lwiBA�aF6�a^+imaAn.l.L�-vatldW RCpa®=. balWbOmY �d iOl.l11�YGq�dJW RAv4mMAd m.dMTnv:�^,1dNBDd?9.aM44YaWa!mvdbu'9 a4AStlsrtW��Y:. MS151lutiv BlA.
VnaLOi eq Ceifbstl GMW PimeiM NnM iBDAEW Pva>xamtl4aM'vYdLY BVYnjGdgemt6gNY F+��✓DmR6W Wda. NON D)TRm96BCAmen4n�r'fla6eT.d YM6maa iMbFwaAertaWetYGa mq RRmd,R9aN6
WWY'dM. Trvn C!+tl�D.6DVY6➢E,9wMTNn4mNaa.we.mbYm,ruv6&wYM6ConMCBiaMv4mair11m8MY 0�?aa 4w0.v1TFe 6PaWbENMaergTMBNfrN B!+`aa!vTNs 6Y9en EGa,m,mRQWP'¢: /d pde: D4E92Jf0
CapW4tl Ynv Nia4feW nTHa.GWyr�Y050184aumT„,wa-Rmiaazm.dmam[wv,.lAm�Yr>�.�aRc]:GYt�I,WMVManC®¢[smalAlpWTv.w.:
Job
truss
Truss Type
City�Ply
WRMSCMB1L15X10TO3
Common
1
1
�RENARMORNINGSIDE
A01,119522
Job Reference (optional)
7 -i moor russes, ron tierce, rL ,wsap, pesgn�aa iwss.com
mum o.n u s May 10 ZV 10 rnnr. a.zTg s May 1 V zU10 Mn eK
4x4 =
6.00 F12 4
1.5x411 3x10= 1.5x411
300 =
1-010
0.14, 74 2
7-9,1462fi 10G8
U-17 6-7.8 0. 121d-8 1 id-0
LOADING(psf)
SPACING-
2-M
CSI.
DEFL. in
(loc)
I/deft
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC
0.40
Vert(LL) 0.09
9-10
>917
360
TCDL
10.0
Lumber DOL
1.25
SC
0.39
Vert(CT) 0.07
9-10
>999
240
BCLL
0.0
Rep Stress Incr
YES
WB
0.10
Horz(CT) -0.00
9
n/a
We
BCDL
7.0
Code FBC2017frP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W3: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
puriins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, m
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
10 =
432/0-3-8 (min. 0-1-8)
9 =
441/0-3-8 (min. 0-1-8)
Max Horz
10 =
-149(LC 10)
Max Uplift
10 =
-203(LC 8)
9 =
-204(LC 9)
Max Grev
10 =
432(LC 1)
9 =
441(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-11=-1221267
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psF h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed; porch left
and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate
gnp DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load noncencurrent with any other live loads.
4) • 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.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb).10=203, 9=204.
LOAD CASE(S)
Standard
12?
inc. oun Jep tlld'AC.LL Luro
PLATES GRIP
MT20 2441190
Weight: 75 lb FT=10%
v.�m.,WM�w..w�M aosTaiwsesr-snLveTitra-tw. TEa+s+�e�imiwus cUsttwca{em'wlaca,wnEoc�trm"., war�^mn�+a+a.m,mmaerw. o.+a�T+��vnm).mu.
�^e fEn�m..,o awdedp.. w auww.rm m.Too,mYM+w�^+�a�wwu„aarmwrmka.em.a.t,m m�nsm�Avn�ec.><iEna�/e..w :vn too ie�q.eimm. .umaueumaEcaos
uE.vr+•gym+«:nw.�ee.ba.b�3r o:anyon%'w.rewx,�.ar�ea•m. Too..,a.,lPwan.e.ofm+a.�..b.a.vopeo,. auemr.a, .euer�q.we�'re +.+.Wanbam.. Mnw xmmrneine�necns�ss
.o.�ru.a..''°.:unrbasae,am.ewd�q.o.•4r<,ae.a.�aaawm¢+v,eGa�amea¢em.Wml.x,ix:'wa.-+a,urwWir,.uwawnm;ae,s.¢',��s �mmn.,+,am5u,am m.onbweaw.upv..a�ro: us, since a+e.
mmeBama4ovb�,nancw,.ro. u,mnt'a.,maeaTm mam.m�++wavrea^Tsalneam.,a�^a.�!�mH,^��^^F., Buuom'Leh'rP,.mssc)..e,.r.nwafa�.eu*s✓e T,+raar+,e+uw¢aoaetl+ETi..ne avwu.R3,s,a
4niwaMT,�w CwV,�-.6➢.IDM1y EgYROGTNYYmI Tm,.NY.iaTwb.b4Te6ytCgJnGgM,uryi��O.rypTMM:�'h.=M�rE,gYea�TMB�'SgM!F�BTru�. bpl�.:ST.w,gg6ASp, ip pyQ �rypiB
[aei�ilrrv,pobli.e Ma4l:hgpll G1018MPs1Lu¢n=A4nW' YnyPb6zv7'.tbm•)1a,m.4pgidW�mufC4.'�n9�loe,e(K�PW Tmpce
Job
Truss
Truss Type
ory
Ply
RENAR MORNINGSIDE
WRMSCMB1L15X10T04
Common
1
1
A0119523
Job Reference (optional)
n I num uuaco�, . u.I rm�w, rw rrrru, ucelynl,c
mun;O.Glus May iozuiarnm:u.Llu
4x4 =
6.00 12 4
luzuiumijeKlncusmes,mc. 3unoep OlJ:4z:zjz le
1.5x411 3x10= 1.5x411
3x10=
1-7
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/deb
L/d
PLATES GRIP
TCLL 20.0
Plate Gdp DOL
1.25
TC 0.22
Vert(LL) 0.09
9-10
>887
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.38
Vert(CT) 0.08
9-10
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.10
Horz(CT) -0.00
9
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 75 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3'ExwpY
W3: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid wiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
10 =
44010-3-8 (min. 0-1-8)
9 =
440/0-3-8 (min. 0-1-8)
Max Horz
10 =
143(LC 11)
Max Uplift
10 =
-203(LC 8)
9 =
-203(LC 9)
Max Grav
10 =
440(LC 1)
9 =
440(LC 1)
FORCES. fib)
Max. Comp./Max. Ten. -All forces 250 (lb) or less except
when shown.
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left and right exposed; porch left
and right exposed;C-C for members and forces &
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 nonwncurrent with any other live loads.
4)' 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.
5) Provide mechanical wnnection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 10=203, 9=203.
LOAD CASE(S)
Standard
FLaTwogMyme� LIRWFlRV66Ei r'6FllEYF BEHFIUL 161NSmNG@ID1fIbISW6RWER(gWFR111tRiOWIEWIIEIVI'lwm VMfi. b�npprrten�eebmp
Q wtl pal Tn®DrwT OmvFprl�WM. 6iaNMEgMgwppnnq aFrlLefvn+aw ldM(OmNa,
A�p.e Rb
JaMBoslep
}m'wTA{io0.wM neYp plege W(pupLbpn RlDbbvNC NaYrm Lew Yp.'evrc WE ��nnww��
myWn M.M polar igraprWtl/bOvfery�NlMrrgbirvw ApcY]MLaTPo yyuelrTpilMM,ynm+^Pl+^im%'9rwfAmr.mWRiL)ma.saWm.T$!6tig Pw.�neMgelpr'
TWKV :ry ), pe mYm ,y
PE6M83
VANBXwia 6pYyeMp W91615
0.ury rullvvtllBm mepeWW.om9�.AmrvNEa WR40alB4btl bv0.N Wrfl t.11�gmaJbslW maa�YYtlwMM'Rim."slE^91ur6!N.�4 Nb+[mBrrWiWM+eap+aSM/
Y619LWlRM.
. elup6llm OMran.W Cme•Y/a NmtisamtpWTw/M1'Iiv paRas Wy.�rsmeaPeBclSn)G'mR>�r6aery mpmumn 183COwmaMf elTPma�A'e,vnmren lv�ne'Y9bGv,[�.'ivtatsmnw�vpm64crn.
tlu14JMirvw Cp4m.Epe�ty E�gwmMTruu MmMeGabrr.'anlpwoPm'AOebw]NBCaEeazl�pw.mmiaraw Er.�!.rrYMOTPee oe_rT�wiw 81}'a Eee*RM±Of�N; M..
RRvn.R&91B
MvO M^l^MrYTwBTuh NR
•ciWatlinumvOr(MmTRr.'Cyrivf.10af661 Pm,Trvem-RrpmMmgma Travm�a;aaryAmryluMLM1Mv1Op�tlMVm�c rmalM fi¢QTrvua'
D80.'OBNY301B
Job
Tuss
Truss Type
Oty
Py
RENARMORNINGSIDE
WRMSCMB1L15X10T05
Common
1
1
A0119524
Job Reference (optional)
rr... msse5, ran MerGa, IL .wn4o, uesignLa IaU5 .A m I lUn: D.LIa s May lD Lida rnm: a.Zlu s May lu Lulu Ml l eK
6.00 12 4x4 =
7
3x10 = 1.5x4 11
Inc. bun SeD a 1:1:4Z:z4 Zulu
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(foe)
Vdefi
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.23
Vert(LL)
0.16
7-8
>493
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.54
Vert(CT)
0.14
7-8
>582
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.10
Horz(CT)
0.00
7
n/a
n/a
BCDL 7.0
Code FBC2017rrP12014
Matrix -MP
Weight: 60 lb FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W4: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pur ins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
8 =
205/0-3-8 (min. 0-1-8)
7 =
48010-3-8 (min. 0-1-8)
Max Hom
8 =
-118(LC 8)
Max Uplift
8 =
-94(LC 9)
7 =
-190(LC 9)
Max Grav
8 =
205(LC 1)
7 =
480(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-75/252
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat. It; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical right exposed; parch right
exposed;C-C for members and forces & 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 with any other live loads.
4) • 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.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joints) 8 except at --lb) 7=190.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Oty
PIY
WRMSCMB1L15X1OT06
Common
1
1
�RENARMORNINGSIDE
AO119525
Job Reference (optional)
—I.e-,ua , lay 104m,o
4x4 =
6.00 12
2
1.5x4
ivSMay maib Mn eK
11
3x10 = 1.5x4 II
inc. bun aep b u:4z:zb zuia
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.23
Vert(L-)
0.16
6-7
>490
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.53
Vert(CT)
0.14
6-7
>579
240
BCLL 0.0 '
Rep Stress Incr
YES
WE 0.07
Horz(CT)
-0.00
6
n/a
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix -MP
Weight: 58 lb FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3'Except'
W4: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide
REACTIONS. (lb/size)
7 =
235/0-3-8 (min. 0-1-8)
6 =
35710-3-8 (min. 0-1-8)
Max Horz
7 =
103(LC 11)
Max Uplift
7 =
-100(LC 9)
6 =
-148(LC 9)
Max Grav
7 =
235(LC 1)
6 =
357(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-120/302
WEBS
3-6=-204/305
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical right exposed; porch right
exposed;C-C for members and forces & 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 nonconcument with any other live loads.
4)' 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.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 7 except at --lb) 6=148.
LOAD CASE(S)
Standard
QYe�Nu.aMYmen IROCFYRLG6E6(2UFR'}GENEP�L 1FMd6ap CONNf0Aid41Y6rWER{{ggVYFA]x�.'YmWtE6GY-1P•Imna Vv+haa�pua+s4nutl�CneR?1MTwppn6nvmG{r Yg1M
0 alanM VlyNufiney. lAMmNrnOneAEmW1OO.wbA}revxaWwplbv NGYvoG ImMTCObbvbO YeTw9(b?.4n EnpeglW Oti6PKsvY R^Bme).Mraan gIOD�v�sc
Juv�BbmHp PE6aN6
!(�v
.Gre�PaOn✓naamiJPmu ayv.igrupu0Yyb6wavgndp�wg4 tiuw apcp! 4wlppo�vtlyr0&L 1Gsbe5awumrym.rb,6rg oudF.m uSNyyemu�mYvi bmrr B.bpb � mymM�
ymlmmevkYgpY(pnw.I.0.eautlaYa PfyMOq� pyWp
MW4Nu,Y EpYwg0p C191016
malP1....MgVw+iaYPi aDP�k®Ybmwym WT(w;1d6na ls6pp.Nuga.mle9Y.u�N4viy NJ .eyy.®iMy
m➢e 64JM�9nmmtlCmm Aa Kleaane w4n6xion.uanv:�.MG�AMPa PUMN UwPanm�6m,t/>amWrn R6gwmam 6YTRaN 6&'a:'.enMera.fle W^^mam'xk: m.:amn T "ae;we
{65t 51LCB6M,
FtPmm.ftswa
WBMaSTa Tva DwFjv.6V �rEN+e=MlNYUMaCovt.4Juf'¢IswYJM 6x.Cc+traGNM_uYmF�SNMiNkf Bm✓nS iFa 6P�'E�+F�?eFLrrtw6�YW MUN! irvw6Yk'�bgM�mFF»F✓9: FA
oea: osmrzoia
:.w.+r=.eo-�.n«aa.eatx�.'ww+w<oam6a,R<mrn�...-Rm�ammo,sa�>.r::sra.,isnweaa.mene..vew�P.n�o.aan.rawi.m� ..
Job
Truss
Truss Type
Ory
Piv=RENARNGSIDEWRMSCMB1L15X10VM03
Valley
1
A011�9526
nal
A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Sun Sep 813A2:25 2019 Page 1
ID:ld_OOXyyT61Bi TXot)wHHzefvK-pbyAb5vEYHTxMHOFcAbgh2hwTlphggGxScGlilyfh\+j
2x4 i
1.5x4 II
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.14
Ve an
n1a -
n1a
999
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
SC 0.06
Vert(CT)
n1a -
n1a
999
BCLL 0.0
Rep Stress Incr
YES
WS 0.00
Horz(CT)
0.00
We
n1a
BCDL 7.0
Code FBC2017/iP12014
Matrix-P
Weight: 11 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 LOAD CASE(S)
BRACING- Standard
TOPCHORD
Structural wood sheathing direc8y applied or 3-4-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
1 =
95/3-3-8 (min. 0-1-8)
3 =
95/3-3-8 (min. 0-1-8)
Max Horz
1 =
52(LC 12)
Max Uplift
1 =
-17(LC 12)
3 =
-44(LC 12)
Max Grav
1 =
95(LC 1)
3 =
95(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) . 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.
5) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 3.
Job
Truss
Truss Type
VMO5
Valley
���RENARMORNINGSIDEWIfMSCMB1L15X1O
AO119527
Reference (optional)
N
A-i nod. Truisses, Fort Pierce, FL ,warn, aesignta3anruss.com Hun: 8.21u s May 18 2018 Print: 8210 s May 18 2018 MTek Industries, Inc. Sun Sep 8 13:42:26 2019 Page 1
ID:ld_OOXyyT610i TXoliwHHzefvK-HnWYORwsJbb0_RbRAu6vEGEOk96VPHW5hGOJEUyfhVx
1.5x4 II
2
2.4 i 3
1.5x4 II
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in (loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.49
Vart(LL)
We -
n/a
999
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.22
Vert(CT)
We -
We
999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Hom(CT)
0.00
n/a
We
BCDL 7.0
Code FBC2017rrP12014
Matrix-P
Weight: 19 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 LOAD CASE(S)
BRACING- Standard
TOP CHORD
Structural wood sheathing directly applied or 5-4-0 oc
puriins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
169/5-3-8 (min. 0-1-8)
3 =
16915-3-8 (min. 0-1-8)
Max Horz
1 =
93(LC 12)
Max Uplift
1 =
-31(LC 12)
3 =
-78(LC 12)
Max Grav,
1 =
169(LC 1)
3 =
169(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and CC Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)' 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-M wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
Joint(s)1, 3.
qpy TALLVE6 r6Et{{£A'1.cEr.Eau iEAf]etl CRllfNtl-wsraee-mfNN'Emscv+cxl£flue+rwal'vYybnynb�nbn adry],smw]n Trvq 0.?u.-.ia n�6l.e..
Qw.®.•mawb�b..,..s.•cl
6�NV E.v+.n�wi.nww.��mwq^aow.>..inmmb»roo. w+r xta. �c,..eea.s. wem.w awT� e. wd: Ner.i,noe:+soEnv'..n.c Wao�bew+M. e.,wan.rvmo,.ms�b.,
.L>ne�eo�nW eEwmu
ve'T:Itl MpWbW CngitlMnyle T,w�>p[plgEa l09 Y.,ebriptl.iRa S,apa�ampvw.bWgtmt#nyvuYtrYry W,stlPi Twfafnwrx9Y6pb,Yngn,�eMM
Onw.0.0nult c'luie]iW N6u4'MUnV�.hb�mtlatd[a[.4]�IBG.MmH.^Y mf �11PFf.1MRP�tlMSiDsdM4MwdMTrvR�iN b�+>°^G.�aR�. r�iLLvr Wdbu9�laYYM,tr+iuevNl
y]1pb lb,s eye„pryy G]16i5
YS1SW."v BlY4
-n aw Yl'Nm4Tpafan Crown. ,wv wtmawTDC VOe,rv=aw�aw L'�tirdn M�n6✓�ba�Mrret�, t6S�w�+�NTRee E9tn.�nh,mbw�m✓�: teat am.�,un�vayar�,0
RFu�tt.R3a9,6
Ol4atlbni,m0..ry+'n.6'vYy E�Nbsa4Tnv6h.Lb�rmJsa c9w�dM�1hr�Ln]cf �PMY.m�.n^uOE'1N�Fw`wi TlnE�tr Erm�olXR tl Tw 6imaE'N^'�vl�^YeueNkN
'cNtly]Iem��nn4YiGMipN.CryWOIDib ����.
Uffi: mVL:Of9
A.f l4JTicfet-Fayuacndpn�mnnEnvp. b,rynnTpROpw[vtpq mpp, v,dilRwM i,usY
Job
Tuss
Truss Type
ON
PN
WRMSCMB1L15X1O
VM07
Valley
1
1
�RENARMORNINGSIDE
A011t9528
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, deslgn(tDaltmss.com Run: 8.210 a May 18 2018 Print: 8.210 a May 18 2018 MITek Industries, Inc. Sun Sep 8 13:42:27 2019 Page 1
ID:Id_OOXyyT6IBi_TXoljwHHzefvK-Iz4x7nwU4ujfcbAdkbeBnTnAfYNgBkmEwMsnwylhV'v
2x4 4 3
LOADING(psf)
SPACING- 2-0-0
Cat.
DEFL.
in (too)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.54
Vert(LL)
n/a -
n/a
999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.48
Vert(CT)
Na -
n/a
999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00
n1a
n/a
BCDL 7.0
Code FBC2017/rP12014
Matrix-P
Weight: 27 lb FT = 10%
LUMBER -
TOP CHORD 2z4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 7-4-0 oc
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
24317-3-8 (min. 0-1-8)
3 =
243(7-3-8 (min. 0-1-8)
Max Horz
1 =
134(LC 12)
Max Uplift
1 =
-45(LC 12)
3 =
-112(LC 12)
Max Grav
1 =
243(LC 1)
3 =
243(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
23=197/310
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
4) • 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-M wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s)1 except Qt=lb) 3=112.
LOAD CASE(S)
Standard
VAaMiNfiCxfia3TWflil6YfE!ry)fdV10W1ED'C£N1•lon.\'m/'.api pm��bn �tl M,Wtm Pa T,mO,fTC/rr>nmY W ti
QfY�4oap4yni�nM•MRpilP116X6('6E14£Rj.GE12ML.TFA[S
6wbV E6yb�.wbmm� YwelMbnw Unba c9avra aALrn N�TLD.atlrAbinwirsclmddea MJ4uaMM9a lmb4eW..ti�Trvn M:pE,qiw•fprw.5.'�dYERbnw},M�eimm'I'ifU,4�bm
J.vre.I=EZ6]dW
uvuWnniOW pdeub.Y�¢van59weRWge51s%aM4^dn�MgkThma,evf�tmeivlLOaH. MiNV41•w Crro,«u.¢4ne.MY�3mv.emUwuNlWwimRA4 T,unrteMB�&4abme�a„�YdEn
NTm Wuw EN�9Cn 91815
Onmc VVOmY�MnnmbpeNwESBtlf'9aW'�.Y,Mm[eddM0.KMPA.by ba&ppvp`MNFI.T4RN++I,dtlnlOD w1a46itlm WNT,m.byL9�nGR.WTn>J,b,ndh®9Ju94A,�aµcal V
4WmY1nGa✓i+nMGv.ISY NaRaWOIn MTDCNcr.TRmN9�"d'pY0.0.acN4eN kM�lB6�W'��N,TNntl4%PNNwrtMbR^�dWws iF1�4a�O�nryvuMa®M
YSi n. 611u
RRUM.i1 J,9\8
eaiei"4 FrT,un Mf.Ai.(VwLM1E^P*n43.T�w 5lnnn�++ :,s.4aw�wnreYsm N�C,nw*NreNvmn: y9\TNP4�LntlrKi46RaTVE�p✓oxoi to NSyV.G`,+a�eirs6nMCrv�nNnn4W�!�
Dm: W�:V�o
-rsmmvmmn:.®aesrmn.Tna:cmwwaxle+.1 QedTwu-awwwa. dw�e:m\ n.>ra,,:me':esua.mmla...en, w.mmndal aw
JUNE 20, 2019 I TYPICAL HIP / KING JACK CONNECTION I STDTL01
CORNERSET GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 175 mph, ASCE
7-10, Exp. B, C up to 60' Mean Roof Height
and Exposure D up to 30' Mean Roof Height.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
Attach End Jack's
w/ (4) 16d Toe Nails @ TC
& (3) 16d Toe Nails @ BC
Attach King Jack w/ (3) 16d Toe
,Nails @ TC & BC
0
r`
ttach Corner Jack's
4 (2) 16d Toe Nails
@ TC & BC (Typ)
Attach Corner Jack's
w/ (2) 16d Toe Nails @ TC &
BC (Typ)
yaw eo�mp �czeos
wrw Hoop csa��+e uai sus
usi swa. aw.
n wem, riwwe
om: asuvm�e
FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772169-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
V-3'MAX.
DIAL. BRACE
AT 1/3 POINTS
IF NEEDED
IT IS THE RESPONSIBILITY OF THE BLDG.
DESIGNER OR THE PROJECT ENGINEER/ARCHITECT
TO DESIGN THE CEILING DIAPHRAGM AND ITS
ATTACHMENT TO THE TRUSSES TO RESIST ALL
OUT OF PLANE LOADS THAT MAY RESULT FROM
THE BRACING OF THE GABLE ENDS.
HORIZONTAL BRACE
(SEE SECTION A -A)
TRUSSSES R
24' D.C.
2X6 DIAGONAL BRACE SPACED 48'
D.C. ATTACHED TO VERTICAL WITH
(4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - 10d COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - 16d NAILS (MIN.).
PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
\ BRACE AND THE TWO TRUSSES ON
\EITHER SIDE AS NOTED. TOENAIL
\ BLOCKING TO TRUSSES WITH (2) -
\ SOd NAILS AT EACH END. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d COMMON WIRE NAILS.
END WALL
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAIL SCHEDULE.
METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG
SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL
NAILING SCHEDULE:
- FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 159 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131'
X 3') NAILS SPACED 6' O.C.
- FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF IDd
(131'X3') NAILS SPACED 6' D.C. (2X4 STUDS MINIMUM).
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI
BRACING METHODS SHOWN ON PAGE I ARE VALID
AND ARE TO BE FASTENED TO THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED /
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE I
TRUSS
URAL
TRUSS
STUD
AN ADEDUATE DIAPHRAGM DR OTHER METHOD OF BRACING
MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF
THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.
THE BRACING SHOWN IN THIS DETAIL IS FOR
VERTICAL/STUDS ONLY.
STANDARD PIGGYBACK TRUSS
JULY 17, 2017 I I STDTL04
THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS:
ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE
CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN
DRAWING FOR UPLIFTS.
NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409AD10
PIGGYBACK TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL PIGGYBACK TRUSS INFORMATION.
SPACE PURLINS ACCORDING TO THE MAXIMUM
SPACING ON THE TOP CHORD OF THE BASE TRUSS
(SPACING NOT TO EXCEED 24. D.C.) A PURLIN
TO BE LOCATED AT EACH BASE TRUSS JOINT.
ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8'
TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48'O.C. PLATES
SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C.
STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH
FOUR (4) 6d (1.5' X 0.099') NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM
UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X 8' TEE -LOCK MULTI -USE
CONNECTION PLATE. (MINIMUM OF 2 PLATES)
ATTACH EACH PURLIN TO THE TOP CHORD OF
THE BASE TRUSS.
(PURLINS AND CONNECTION BY OTHERS)
BASE TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL BASE TRUSS INFORMATION.
Jvni BMb PE 6P56i
WT4eMWfe E,.bev'vnp W 3I615
u51 S4vM BM.
R M4.0.]19.5
oaa: oamsrzme
JULY 17, 2017 TRUSSED VALLEY SET DETAIL - SHEATHED STDTL05
1i GENERAL SPECIFICATIONS:
�� 1. NAIL SIZE=3"X0.131°=10d
2. WOOD SCREW = 4.5° WS45 USP OR EQUIVALENT.
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
� 4. INSTALL VALLEY TRUSSES (24° O.C. MAXIMUM)AND
�i SECURE TO BASE TRUSSES AS PER DETAIL"A.
5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
�I _ INDIVIDUAL DESIGN DRAWINGS.
A-1 ROOF TRUSSES 6. NAILING DONE PER NOS -01. -
4451 ST. LUCIE BLVD. 7. VALLEY STUD SPACING NOT TO EXCEED 48° O.C.
FORT PIERCE, FL 34946 GABLE END, COMMON
TRUSS, OR GIRDER
772<09-1010 TRUSS
VALLEYTRUSS IV II I I I II BASET II SSES
(TYPICAL) 11
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6'O.C.
ATTACH 2X4 CONTINUOUS #2
SYP TO THE ROOF W/ TWO USP
WS45 (1/4° X 4.5-) WOOD SCREWS
INTO EACH BASE TRUSS.
nM _
.E END, COMMON
3S, OR GIRDER TRUSS
TRUSS CRITERIA:
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF -HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3112 MAXIMUM 6112
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24° O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
While XweB En01�e�q C� 91815
ust s weewq
R Pau. R91Bi8
Pme: Rt4YM19
FrEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL I STDTL06
GENERAL SPECIFICATIONS:
1. NAIL SIZE=3'X0.131'=10d
C
2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL
'A'.
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURUN SPACING EQUIVALENT
A-1 ROOF TRUSSES
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
4461 ST. LUCIE BLED. GABLE END, COMMON
6. MAILING DONE PER NOS - 01.
FORT PIERCE, FL 34946� TRUSS,.OR GIRDER
7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C:
772-409-1010 TRUSS
VALLEY PRCUASS y II I I II II II BASE TRUSSES IT 11
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6' O.C.
DETAIL A
(NO SHEATHING) N.T.S.
GABLE END, COMMON
TRUSS, OR GIRDER
P 12
r VALLEVTRUSS TRUSS
(TYPICAL)
SEE DETAIL'A'
BELOW (TYP.)
WIND DESIGN PER ASCE 7-98. ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT=30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6M2
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
ATTACH 2X4 CONTINUOUS N2 MAX TOP CHORD TOTAL LOAD = 50 PSF
SYP TO THE ROOF W/TWO USP MAX SPACING= 24' O.C.(BASE AND VALLEY)
WS3 (1/4' X 3-) WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
INTO EACH BASE TRUSS.
NMbMnWl Egl,eeTp W ]161]
N510 WJa B\!.
R F\ma.rt31910
OIDe. OSS&M1B
DULY 17, 2017 " (HIGH WIND VELOCITY) r,1L. STDTL07
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ATTAI
WIND DESIGN PER ASCE 7-98, ASCE 7-
WIND DESIGN PER ASCE 7.10: 170 MPI
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:
MAX TOP CHORD TOTAL LOAD =50 PS
MAX SPACING = 24' O.C. (BASE AND W
SUPPORTING TRUSSES DIRECTLY UNDCR vnLLC1 inw.... wi o
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'- 10' ON AFFECTED
TOP CHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPFS SPECIES LUMBER
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
NON -BEVELED MAXIMUM 6/12 PITCH
BOTTOM CHORD
NON -BEVELED
BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS W12(MAXIMUM
12112 PITCH)
. BB Fee
NlWe MJee6 'm lCA 31115
U51 A Wk BM
RPYnm.FL J,sM
OM: PNBR018
FEBRUARY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
STANDARD GABLE END DETAIL
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/IOd NAILS, 6' O.C.
V ER'
STU(
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
STDTL08
VERTICAL
2X6 SP OR SPF
STUDV2�X4
#2 DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED 6' O.C.
(2) lOd NAILS
INTO 2X62X6
SP OR
SPF #2
2X4 SP DR
SPF 02L
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
W/(4) - IDd NAILS
DIAGONAL BRACE 4' - 0' D.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
12 PROVIDE 2X4 BLOCKING BETWEEN
Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED.
TOENAIL BLOCKING TO TRUSSES
* WITH (2) - IDd NAILS AT EACH ENO.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
(4) Bd NAILS MINIMUM,
**
B 3X4= PLYWOOD SHEATHING TO
2X4 STD SPF BLOCK
V
* DIAGONAL BRACING ** L - BRACING REFER
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
NOTE:
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
/
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO
12' MAX.
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
,
-
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
-
SYSTEM.
4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
BETTER WITH ONE ROW OF IDd NAILS SPACED 6' O.C.
S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
/
AT 4'-0'OL.
S. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
WITH 16d NAILS SPACED G' O.C. HORIZONTAL BRACE TO BE LOCATED AT
THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A)
-
7. GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240.
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. pIAG.
BRACE
9. 00 NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3
POINTS
TRUSSES. IF
NEEDED
10. SOd AND 16d NAILS ARE 0131'X3.0' AND 0131'X35' COMMON WIRE NAILS
RESPECTIVELY.
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 05-0I-12
BY SPIB/ALSC.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE
(2) OIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4 SP 931 STUD
12.O.C.
3.8-10
5.6-11
6&11
11-1-13
2X4 SP#31STUD
i6'O.C.
3.3.10
4-9-12
6-6-11
9-10-15
2X4 SP#31STUD
24'O.C.
2.8-6
3.11-3
5442
8-1-2
2X4 SP #2
12'O.C.
3-10-15
5-6-11
6.6.11
11-8-14
2X4 SP #2
167O.C.
3.6-11
4-9-12
6-6-11
lw
2X4 SP%2
24, O.C.
3-14
3-11-3
6.2-9
9-3-13
DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH 10d NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
ROOF
SHEATHING
NAILS lOd
TRUSSES @ 24' O.C.
2X6 DIAGONAL BRACE
SPACED 48' D.C. ATTACHED
TO VERTICAL WITH (4) -
16d NAILS, AND ATTACHED
TO BLOCKING WITH (5) -
10d NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
ENO WALL
HEIGHT =30 FEET
F'7lI#A7l.1[#dl
INCREASE: 1.60
FEBRUARY 17, 2017 I WITH 2X BRACE ONLY
STDTL09
- II BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER SOX OF WES LENGTH.
THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO
— CONTINUOUS -LATERAL -BRACED -WEBS.—_
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2XB
10d
6' O.C.
NOTE NAIL ALONG ENDRE LENGTH OF T-BRACE / ]-BRACE (ON
TWO-PLY TRUSSES NAIL TO BOTH PLIES)
BRACE
SIZE FOR ONE -PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T-BRACE
2X4 I -BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2XB
2%8 T-BRACE
2X8 I -BRACE
BRACE
SIZE FOR TWO-PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2%4 T-BRACE
2X4 I -BRACE
2X6
2X6 T-BRACE
2%6 I -BRACE
2%8
2X8 T-BRACE
2%6 I -BRACE
T-BRACE / I -BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS
WEB
NAILS
I -BRACE
NAILS
WEB
T-BRACE
SECTION DETAILS,......
NMb IbuN ErpNaMp CA 31815
�A5161lufe Bhtl,
ft PWU R91818
Omc 09A32419
FEBRUARY 17, 2017
LATERAL BRACING RECOMMENDATIONS I STDTL10
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET
ALONG A FLOOR TRUSS.
AdW�' NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
�I TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
A-1 ROOF TRUSSES DF THE METHODS ILLUSTRATED BELOW.
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34M NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
772409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM ENO TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
INSERT WOOD SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (DO NOT
USE METAL FRAMING -1 \�EB
TACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
ANCHOR TO ATTACH WITH ' - IDd SCAB WITH (3) - IDd
TO TOP CHORD ILS (01311' X 3') \NAILS (0131' % 3'). ATTACH TO VERTICAL
WEB WITH (3) - 10d
NAILS (0131' X 3')
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
USE METAL FRAMING -1 ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) - IDd
TO BOTTOM CHORD NAILS (0131' X 3')
ATTACH 2%4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - IDd NAILS (0131'
X 3') IN EACH CHORD
ATTACH TO VERTICAL
SCAB WITH (3) - 10d
NAILS (0131' X 3')
TRUSS 2%6 4' - 0' WALL
STRONGBACK r
(TYPICAL SPLICE)� (BY OTHERS)
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0.216' DIA.)
INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (00 NOT
USE DRYWALL TYPE SCREWS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH (12) - IDd NAILS (0131' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
iDd NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
BLOCKING
(BY OTHERS)
FEBRUARY 17, 2017
LATERAL TOE -NAIL DETAIL I STDTLfl
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER ENO AS
-SHOWN . - - --- - -
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
DIA
SP
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
o.135
93.5
85.6
74.2
72.6
63.4
S
.162
108.8
99.6
B6.4
84.5
- 73.8
ri
.128
74.2
67.9
58.9
57.6
50.3
c�
p
.131
75.9
69.5
60.3
59.0
51.1
N
.148
81.4
74.5
64.6
63.2
52.5
ri
VALUES SHOWN ARE CAPACITY PER TOE -NAIL
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 115:
3 (NAILS) X 84-9 (LB/NAIL) X 115 (OOL) = 291-9 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30' TO 60'
45,00'
ANGLE MAY
VARY FROM
30' TO 60'
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
SIDE VIEW
(2X4) 3 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.00'
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30' TO 60'
45.000
Y
iFEBRUARY17,2017 I UPLIFT TOE -NAIL DETAIL I STDR12
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772400-1010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
TOE -NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA.
SP
OF
HF
SPF
SPF-S
LD
.131
59
46
32
30
20
0
J
.135
60
4B
33
3D
20
U7
M
.162
72
5B
39
37
25
J
2
CD
.128
54
42
28
27
19
F-
Z
Z
OJ
.131
55
43
29
28
19
W
.148
62
48
34
31
21
J
i10
J
N
Q
M
Z
.120
51
39
27
26
17
U
Z
.128
49
38
26
25
17
O
.131
51
39
27
26
17
.148
57
44
31
28
20
M
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30• WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER ENO AS SHOWN.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION.
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES TOP PLATE
FOR WINO DOL OF 133:
3 (NAILS) X 37 (LB/NAIL) X 133 (DOL FOR WINO) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO
FOR WINO DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WINO) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LES (177 LES) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
USE (3) TOE -NAILS ON 2X4 BEARING WALL
USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR S',
lE
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
IL
NAIL
NAIL
SIDE VIEW
J tBU PEB
K)cb XN» EryYpTbp
END VIEW aR�,
oa.: m2arzais
FEBRUARY 5, 2016
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-469-1010
-1.0X4
TYP 2x2 NAILER ATTACHMENT I STDTL13
2x2 NAILER ATTACHMENT
GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
7-10, 29'-0" Mean Height, Exp. B, C or D.
J MBPsiRPE6t003
K1Ca f bYSB EpMeMp CA 916t 5
Y519 WiB BhQ
April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4
FO EXTERIOR FLAT GIRDER TRUSS
A-1 ROOF TRUSSES
4451 ST..LUCIE BLVD.
FORT PIERCE, FL 34945
772-409-1010
(4) 12d
TRUSS 2411 O.C.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
12
VARIES
(4) 12d
MAX 3011(2'-61')
2x6 #2 SP (Both Faces)
2411 O.C.
SIMPSON H5
I
WTm Mus PFipvwruy C/.9fB19
Y51 St4eY&M.
0. Fiun.RJ19.9
pae: W.pBW19
FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15 r
DAMAGED OR MISSING CHORD SPLICE PLATES
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
• IOd NAILS
+ 10d NAILS
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK *
X
(INCHES)
MAXIMUM FORCE (LBS) 15% LOAD DURATION
SP
OF
SPF
HF
2X4
ZX
—2XV—
— 2X6—
- 2X4 --
— 2X6 -
- -2X4
2X6
2X4
- 2X6 -
20
30
24'
1706
2559
1561
2342
1320
198D
1352
2028
26
39
30'
2194
3291
20D7
3011
1697
2546
1738
2608
32
48
36'
2681
4022
2454
3681
2074
3111
2125
3187
38
57
42'
3169
4754
2900
4350
2451
3677
2511
3767
44
66
48'
3657
5485
3346
5019
2829
4243
2898
4347
• DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH IOd NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 31.
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE.
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C
m
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO
THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT
AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE).
00 NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR
3. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
S. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
0 FEBRUARY17,2017 1 SCAB APPLIED OVERHANGS I STDTL16
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TRUSS CRITERIA:
LOADING: 40-10-D-10
DURATION FACTOR: 115
SPACING: 24' OZ.
TOP CHORD: 2X4 OR 2X6
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION
NOTES:
1. ATTACH 2X_SCAB (MINIMUM #2 GRADE SPF, HF, SP, DF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' DIA. X 3') SPACED 6' O.C.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS DR SPLICES.
2X SC
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL 1S NOT TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24'
D.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PSF.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.
REFER TD INDIVIDUAL TRUSS DESIGN
FOR PLATE SIZES AND LUMBER GRADES