HomeMy WebLinkAboutTruss7
4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
FX: 772-409-1015
www.AlTruss.com
TRUSS ENGINEERING I
BUILDER: RENAR
PROJECT. MORNINGSIDE
COUNTY: ST LUCIE
LOT/BLK/MODEL: LOT.86 / MODEL:CAYMAN 1763 / ELEV:B2/ GAR L
JOB#: 78827
MASTER#: WRMSCMB2L15X10 �O
10�
OPTIONS: COVERED LANAI 150 SQ FT (NO VALLEYS)
Lumber design values are in accordance with ANSIrl-PI 1-2007 section 6.3
A-1 ROOF These truss designs rely on lumber values established by others.
TRUSSES
A FLORIDA CORPORATION
RE: Job WRMSCMB2L15X10 A-1 Roof Trusses
JOB #78827 4451 St Lucie Blvd
Site Information: Fort Pierce, FL 34946
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:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2017/TP12014 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 26 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 fit G15-31.003,see ion 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
A0118663
A01
8/29/18
13
A0118675
B04
8129118
25
A0118687
J5
8/29/18
2
A0118664
A02
8/29/18
14
A0118676
C01G
8/29/18
26
A0118688
T01GE
8129118
3
A0118665
A03
8/29118
15
A0118677
CO2
8/29118
27
STDL01
STD. DETAIL
8/29/18
4
A0118666
A04
8/29/18
16
A0118678
CO3
8/29/18
28
STDL02
STD. DETAIL
8/29/18
5
A0118667
A05
8129/18
17
A0118679
C04GE
8/29/18
29
STDL03
STD. DETAIL
8/29/18
6
A0118668
A06
8/29/18
18
A0118680
C05
8/29/18
30
STDL04
STD. DETAIL
8/29/18
7
A0118669
A07
8129118
19
A0118681
CA
8/29/18
31
1STDL05
I STD. DETAIL
8/29/18
8
A0118670
A08
8129118
20
A0118682
CJ3
8129/18
32
STDL06
STD. DETAIL
8/29/18
9
A0118671
A09GE
8129/18
21
A0118683
D01
8129118
33
STOL07
STD. DETAIL
8129/18
10
A0118672
801GE
8/29/18
22
A0118684
HJ2
8/29/18
34
STDL08
STD. DETAIL
8/29/18
11
A0118673
B02
8/29118
23
A0118685
HJ5
8/29/18
35
STDL09
STD. DETAIL
8/29/18
12
1 A0118674
1 B03GE
8/29118
24
A0118686
J2
18/29/18
36
STDL10
STD. DETAIL
8129I18
The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the pare mete is provided byA-1 Roof Trusses,
Ltd.
Truss Design Engineer's Name: Anthony Tombo III
My license renewal date for the state of Florida is February 28,2019.
NOTE -.The seal on these drawings Indicate acceptance of professional
engineering responsibility solely for the truss components shown.
The suitability and use of components for any particular building is the responsibility of the
building designer, perANSIrrPI.1 Sec. 2.
The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the
construction documents (also referred to attimes as 'Structural Engineering Documental
provided by the Building Designer indicating the nature and character of the work.
The design criteria therein have been transferred to Anthony Tombo III PE by [Al Roof
Trusses or specific location]. These TDDs (also referred to at times as 'Structural
Engineering Documental are specialty structural component designs and may be part of the
projects deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty
Engineer), the seal here and on the TDD represents an acceptance of professionalAnthony T.
engineering responslbilityfor the design of the single Truss depicted on the TDD only. The
Building Designer is responsible for and shall coordinate and review the TDDs for
compatibility with their written engineering requirements. Please review all TDDs and all
related notes. 'AI 7 1
)L�IS/
M o vk.t.t ( Aud,[.40Ze✓!
Page 1 of 2
rG We- A"01790.-
Jt5 bf-AL 21 tilluUtruwq/ 1L ti/Ur
'46#A-1 ROOF
0' TRUSSES
A FLORIDA CORPORATION
RE: Job WRMSCMB2L15X10
No.
Seal #
Truss Name
Date
37
STDL11
STD. DETAIL
8/29/18
38
STDL12
STD. DETAIL
8/29/18
39
STDL13
STD. DETAIL
8129/18
40
STDL14
STD. DETAIL
8/29/18
41
STDL15
STD. DETAIL
8/29118
42
i STDL16
I STD. DETAIL
8/29/18
Lumber design values are in accordance with ANSIITPI 1-2007 section 6.3 ;
These truss designs rely on lumber values established by others. '
♦ 1 � 1 - 1 ♦ � • Y � i CI,
Page 2 of 2 ; .-
Sob
Truss
Truss Type
Oty
Ply
RENARMORNINGSIDE
WRM$CMB2L15X10
A01
Roof Special
3
1
A0118663
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@al truss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018MiTek
6.00 12
5x10 MT20HS=
Inc. Thu Aua 30 09:16:12 2018
17 16 3.00[`
3.6 = 4x6 = 2x4 11 3x4 II Sx12 = 3x6
773 I 114170--110 135-76$-0 I 39--7166 1 8-8-2 38-0-0
12 1 10-1-14 1
Dead Load Deb. = 51161n
Plate Offsets(XY)—
17:0-3-0,0-3-01 f11:04-80-3-01
f13:0-6-80-2-81
f15:054,Edgel
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in (loc)
I/dell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.93
Vert(L-)
0.35 14
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.88
Vert(CT)
-0.66 11-12
>690
240
MT20HS
1871143
BCLL 0.0 '
Rep Stress Incr YES
We
0.99
Horz(CT)
0.39 9
rue
n/a
BCDL 10.0
Code FBC2017TFP12014
Matrix -MS
Weight: 222 Ib
FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30'Except'
T1: 2x4 SP No.2
BOT CHORD 2x4 SP No.2 *Except*
B2: 2x4 SP No.3, B6: 2x4 SP M 30
WEBS 2x4 SP No.3'Except'
W3,W7,W9:2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 4-2-6 oc bracing.
WEBS
1 Row at midpt 11-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1482/0-7-10 (min.0-1-12)
9 =
1482/0-7-10 (min. 0-1-12)
Max Horz
2 =
-167(LC 10)
Max Uplift
2 =
-370(LC 12)
9 =
-368(LC 13)
Max Grav
2 =
1482(LC 1)
9 =
1482(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2654/1639, 3-4=-4224/2520,
4-5=-3578/2091, 5-6=3485/2116,
6-7=-3262/1858, 7-8=238211529,
8-9=-2684/1736
BOT CHORD
2-17=127612306, 4-15=-211/377,
14-15=-2007/3890, 13-14=-1104/2894,
6-13=-994/2140, 9-11 =-I 414/2374
WEBS
3-17=1304/841, 15-17=-1485/2692,
3-15�630/1441, 4-14=-7677718,
11-13=1424/2784, 7-13=14/455,
WEBS
3-17=-1304/841,15-17=-1485/2692.
3-15=-630/1441, 4-14=4671718,
11 -1 3=-1 42412784, 7-13=-141455,
7-11=10061570, 8-11=-389/478,
6-14=547ROO
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=S.Opsf; 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
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.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 370 lb uplift at
joint 2 and 368lb uplift at joint 9.
LOAD CASE(S)
Standard
rmtln.riven.,,ruym,o-.m•rarournmafwaRneuunuurmmnoncmoo-[wmrymcrfcram•mm ro-Armsr,ro-m+m.tlbanmm�lmrmpnmypw;dmammrliwmnrtrovmn:nva.,m onm�.n,mexmame.mry
m,Im�wpbstldmrWbbnpmmrti lsrLuksgmrwpa.Lmo-hmpm»OeutlmgnpnPmmsmxvpatlmPmubiqusq,ryupAgtrbms4tltl�r}vrnttUmtlmaimmh�mlfiMpmnamubEgmlvtai
Aalhany T. Tombo ill, P.E.
d,utlmodbOne.& c. 'rd d'W.N kM' 2+,.bMN tlb MW Kwbwhc' wMI. Tb"r dm TOW'W.. dwL'04'ka3W kh "4 b-F !E
280083
bkYgMyxdfavu. dmnmbi mb44 rub PxmsmtpiR d6"Lq SfArbvr+110pptl 4Ehrnm1181meMmfbp"pb mNtl bMWaeL Wm IbMs supe.lms mipfw afwvID
44515t. Idde eNd.
rfv.ml6tlh.mlVrPtlFmmn6lhdlxn�mrtd mlwdvp[gmno@rbldg4rp;ul ifrmatq>stlmM,ib{ Nq'ymetrnvemW bVd.
Fort Merr2,R 34946
(eppiAM®fUlALl lavOmsses AmhvelL7vmEv III,P.l. lepmmaivrvmisEvmmem,ivvr{hm,iepivA3nedvidvmmr xrinev penmsJevhem4l Bvafhmes-AvhvgT.TemEvOL.P.L
Jos
Truss
Truss Type
'
A0118664
WRMSCMB2L15X10
A02
Scissor
�Qty`
3
�PIY
1
�RENARMORNINGSIDE
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, deslgnignaltnrss.eom
Ruma.2lus may ibzunu YOnt:a.ziu s may la Lulu miler Industries, Inc. mu Aug Jeeafl6:lJLul6
6.00 12
5.6 =
5
5x6 G
T
5x6
4
6
1.5x4 w
3 t.Sx4
3 2
7
12
1
a 13
it 1
d
74
0
1 2 3x8 UT20HS�
Us MT20
9
to
3x4� 3.000
U4c 1.5xpI5114 II
1.5z4 II
4z8
1.5z4 II
5x8 a
1.5x4 II
4z8//
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL,
In (loc)
I/deft
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.67
Vert(LL)
0.55 12-14
>826
360
TCDL
7.0
Lumber DOL
1.25
BC 0.84
Vert(CT)
-1.07 12-14
>425
240
BCLL
0.0
Rep Stress Incr
YES
WB 0.93
Horz(CT)
0.65 8
n/a
We
BCDL
10.0
Code FBC2017/rP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T1: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
purins.
BOTCHORD
Rigid ceiling directly applied or4-7-10 oc bracing.
Except:
4-8-0 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 =
1482/0-7-10 (min. 0-1-11)
8 =
1482/0-7-10 (min.0-1-11)
Max Horz
2 =
-166(LC 10)
Max Uplift
2 =
-369(LC 12)
8 =
-369(LC 13)
Max Gran,
2 =
1482(LC 1)
8 =
1482(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
23=4676/2810, 3-4=-4314/2537,
4-5=-3129/1785, 5-6=-3129/1785,
6-7=-4341/2562, 7-8=466012828
BOTCHORD
2-14=-2402/4233, 13-14=-1831/3605,
12-13=-1827/3640, 11-12=-1829/3643,
10-11=-1842/3607,8-10=-2418/4245
WEBS
5-12=-1278/2430, 6-12=-8501786,
6-10=-262/633, 7-10=-319/445,
4-12=-8481781, 4-14=257/625,
WEBS
5-12=-127812430, 6-12=-850/786,
6-10=-262/633, 7-10=-319/445,
4-12=848f781, 4-14=257/625,
3-14=318/465
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=5.Opsf; 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 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 platesunless otherwise
indicated.
4) This truss has been designed for a 10.0 pelf bottom
chord live load nonconcurr int 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) Bearing atjoint(s) 2, 8 considers parallel to grain
value using ANSI/TPI 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 369 lb uplift at
joint 2 and 369 lb uplift atjoint 8.
LOAD CASE(S)
Standard
Dead Load Deb. = 9/16 In
PLATES GRIP
MT20 2441190
MT20HS 187/143
Weight: 198lb FT = 10%
��eomr4kw9mgNrmtrvb'AlrppFa6fOrlFaa}pnaLLNMfA[aSUCGu00x(Ia01aub1apeE11'ba ldF6aplvwmd,Wa+nmtl,fiwln4hagiN47dblmarl.lvOvoLI26MaePenMinm GenNc.NaaJw6ot0AM
Nnacimpmnmmmmlbbmomwa4 WLwr,m N•sro+g6p,+lour.mmonpvmsm wara„amgwlo4a,um§bmmgsarrs4elnaMmeummoW.mvmL bnW+e>,ww.e+wmmv�.wnm1
Anthony T. Twbo 111, P.E.
".9mlmr10 Kalb i10,o Wml%pMtlm WW,Wu,dbfmcYhSg4GgY,gehOMn d""w bngw'd
+g6pa3
bWfgl oiG.
I
4451 St. Lucie 6W.
do. 16tlf1e4amTUW admlhd PevaNrt hlnuboyh uulblCyrcyo,mt,uSpv6ryv�vFkldyu tomnualmiRl.
f-on Pierce.R 34946
(appga®1616kI1b11msses�AmEavpi.lvm0vi8, P.0 lepmdeNbvinbdvmmem,iamrioq.isp,vAaBedioBvnlhevrmnpnmissi•hvm 41800t lnnm•Av18ov17.1vmlom, LL
'Job
Truss
Truss Type
cry
PN
RENAR MORN INGSIDE
WRMSCM132L15X10
A03
Scissor
10
1
A0118665
Job Reference (optional)
A-1 R001 1 russes, tort Pierce, FL 34946, deslgnUaltruss.com
Cr3N8
Run: 8.210s May 182018 Print: 8.210 s May 182018 MiTek
6.00 12 5x6 =
9-10 4 19-0-0 I 28-1-12 3a-0-0 9-10-0 AM 9-1-12 9-10<
Inc. Thu Audi 30 09:16:14 2018
4x8 x
Dead Load DeB. = 91161n
Plate Offsets (X,Y)—
f2:0-1-14,Edde1 f4:0-3-0,0-3-0]
16:0-3-0 0-3-01
18:0-1-14 Edgel
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deb
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.66
Vert(L-)
0.57 12-14
>806
360
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.84
Verl(CT)
-1.10 12-14
>416
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr YES
WB
0.93
Horz(CT)
0.688
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight:1751b
FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except'
Tt: 2x4 SP M 30
SOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 4-7-7 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordancewith Stabilizer Installation uide.
REACTIONS. (lb/size)
2 =
1482/0-7-10 (min. 0-1-11)
8 =
148210-7-10 (min. 0-1-11)
Max Rom
2 =
-166(LC 10)
Max Uplift
2 =
-369(LC 12)
8 =
-369(LC 13)
Max Grav
2 =
1482(LC 1)
8 =
1482(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-4676/2809, 3-4=-431412536,
4-5=-3130/1786, 5-6=-3130/1786,
6-7=-4314/2551, 7-8=4676/2830
BOT CHORD
2-14=-2401/4233,13-14=-1832/3605,
12-13>1827/3641, 11-12=-1832/3641,
10-11=-1837/3605, 8-10=-2423/4233
WEBS
5-12=1279/2431, 6-12=-848f779,
6-10=-254/625, 7-10=-318/464,
4-12=-848/780, 4-14=-256/625,
3-14=318/465
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=S.Opsf; 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 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 nonconcurrentwith 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) Bearing at joint(s) 2, 8 considers parallel to grain
value using ANSI/TPI 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 369 lb uplift at
joint 2 and 369lb uplift at joint 8.
LOAD CASE(S)
Standard
smrrmn,e.�rymn.m•I.naomraa[InnrsmualnwAmemcarmtoM�olunemn:ammr inhmml.,.vn,.nnaMn.mn�monnr.,wlln!dmdm.rLl�4rt.m�nensn.,n.. mn,n..rt,manmmcn7
YndmnnxrmndWmanlbbW94MNLL IvvuaoNPhimnN.Y�mA166' nm Wngl4BrtPvuNmngdmampdvul,tln;'snlnyn,pllalbminptlm�OjvlmtNpWlwmNpnh..InP.L lbinpnnoymei YGqulnw„vYllhl
Anthony T. Tombo ill, P.E.
mdvodmstmtk,,Wqumropl,61amoemnmirv4NtivyJnblan4W�.om®admYCbCW6N1hWRMenA ML n, gmddbW alo,mJoedmrm�am'Y34am9,.lMmL.ihrllY9bhnW0"id
A!*
t80083
mrndgrapdmmar NurmonmbiW rlmrmasmlpJotd9aMlqf prefGry16n144nd1aVpI11d911n,.,�lhimNA>a 1MGlnmegendlxotlAmadmlmvPymM,knPO'PnsllnslvYda.lne
44515L Lucia Blvd.
M4nIduJAtv4mmapdryn Yamlhal.pMd,d Mlnssmoydgnnrur0tdkdgksmn.rtimifpa6nMdurt4AA4. N�gxlMmnimnldWeR.l.
Fort Pierce, FL 34946
fopphhl®1U1Rkl loeflrvaoo- Amhoopl. iomhAlltR.E Repmdoei000hhisdommem,uumfom,ispml3dodnilbem Wr nrmoapemissioohombl Rualhnso-Amhoorl.iemholll, rJ.
Job
Truss
Truss Type
city
Ply
`
WRMSCMB2L15X10A04
Roof Special
q
1
�RENARMORNINGSIDE
A0118666
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.cem
Run: 8.210 s May 18
7x6 =
6.00 12
17 16 „ un n
4x10 — 1.5x4 II 3x8 r
3.6 = 5x6 = 2x4 II 3.00 72
8x8 = 1.5x4 II
30
201
Dead Load Deb. = 318 In
LOADING(pso
SPACING- 2-0-0
CS1.
DEFL.
in (too)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.96
Vert(L-)
0.44 10-11
>999
360
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.85
Vert(CT)
-0.82 10-11
>559
240
MT20HS
187/143
BCLL 0.0 •
Rep Stress Incr YES
WE 0.87
Hoa(CT)
0.46 8
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight:2201b
FT=10%
LUMBER -
TOP CHORD 2x4 SP N0.2'Except'
T1,T4: 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 *Except'
W6: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 4-9-3 oc bracing. Except:
10-0-0 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. (lb/size)
2 =
1491/0-7-10 (min. 0-1-12)
8 =
148510-7-10 (min.0-1-11)
Max Horz
2 =
-166(LC 10)
Max Uplift
2 =
-365(LC 12)
8 =
-367(LC 13)
Max Grav
2 =
1491(LC 1)
8 =
1485(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-2635/1604, 3-4=-2700/1747,
4-5=-1822/1250, 5-6=3652/2302,
6-7=-3743/2165, 7-8=467712738
BOTCHORD
2-17=-1233/2283,4-14=-313/657,1
13-14=1251/2421, 6-11=276/340,
10-11=-2329/4220, 8-1O=2326/4219
WEBS
3-17=4671341, 14-17=-1125/2283,
WEBS
3-17=-467/341, 14-17=-1125/2283,
4-13=-10331798, 5-13=-413/69,
7-11=850/751, 7-10=0/293,
11 -1 3=-665/1840, 5-11=-159512992
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=5.Opsf; h=131t;
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 nonconcumant 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) Bearing atjoint(s) 8 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verity capacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 365lb uplift at
joint 2 and 367 lb uplift at joint 8.
LOAD CASE(S)
Standard
', fvmrR,ulvnySlmYvmY1r00iaffi6t¢Ilaj6n'iLLNWffOWA[G�iNljinfl110[4laialrmm tu64vp p,a&ndidmttbtlfl,r,�kfphag6W]dm41vr1.Ix4GitLW,a+4n4iora munCenm99tlm0,lyd,a}
NunaLfYftbObntlYm104bYmrl.4rLgRaphu9pLL.f 4f�Y mv@vglWnruYunmpvCmp@nY¢YnraagngvW'iptrmhplmftj,Inu LgMam W¢j.tlailn.mlyfcnyva HiiRTv;pSitr
Anthony T. Tombo ID, P.E.
vd.dOa im,l 1*6, hmmivuluj mpn2mOmifHrRdylvhM¢gBurym.vmMmimgmC.elfebJia'fgW,tlOFL%,,aWY6 Moto, rutla,@41mt� ki6q>mfpmwicatlYugA@hmrtpbllr@
180083
m gxslmwcarabm.amvrmmumnO d h,.a1p4@vv@b Ova, UvoWkhrylaM1mmlxmr4LomM Donn mMu Hv ry,tlpLue AnhOvflenymGtlop,H Y db➢urhvpe,imfpn¢4p¢volimf4mlNnu,skf
I
Qdsl $L Lucie Blvd.
kMulm,Jii,6mm,TdNnoaR6phtlIpM�ImInL lMlnukvyfgWUlrlNmrk#vibVu,nin,tSrAa6ih,n@cy4�9y IL9mftlbmvenitlMellH. -
Fort Pierce, FL 34946
bppilM®7016}}ItwitnnesAmlogLlcmLelO,PL lepudvmvn(Ilndvmmem,bmph�irproi3dedxd4emnr rmieupmmissim6vm}I IeALnufAmEonpi.iomly N,PL
;lob
Truss
Truss Type
Oty
Ply
MORNINGSIDE
WRMSCMB2L15M
A05
HIP CAT
1
118667
�RENAR
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.corn Run: 8.210 s May 18 2018 Pint: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 09:16:15 2018 Page 1
ID:ld_OOXyyT61Bi_TXo1jwHHzefvK- PWfpx7NOSV07Uml?kwOK1slOumbNJpNpTZyijFU
20-it-10
1-d-0 &i-11 11-1-10 18-0 12 1911 23s2 30d-119-0-
'ia-� a-1-1i a-11-1s a-n-2 11.1oa� 2a 1 i-1.9 -7-s 1.-
1-0
6.00 F12 5x10 % 5x8 11
20 19 "' . 11
3x4 =
3z6 = 6.6 = 3x4 II 4x10 = 1.5z4 II 3.00 12 USx
8x8 =
Dead Load Dan. = 3181n
LOADING(psf)
SPACING-
24)-0
CSI.
DEFL,
in (loc)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Gip DOL
1.25
TC 0.70
Vert(LL)
0.48 12-13
>957
360
MT20
2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.85
Vert(CT)
-0.90 12-13
>507
240
MT20HS
1871143
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.84
Horz(CT)
0.48 10
We
n1a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 246 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except'
T4,T5: 2x4 SP M 30
BOTCHORD 2x4 SP N0.2 *Except*
B2,B4: 2x4 SP No.3, B5: 2x4 SP M 30
WEBS 2x4 SP No.3 'Except'
W7: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 241-8 oc
puffins.
BOTCHORD
Rigid ceiling directly applied or4-8-13 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 =
1491/0-7-10 (min. 0-1-12)
10 =
148510-7-10 (min.0A-11)
Max Horz
2 =
-159(LC 10)
Max Uplift
2 =
-359(LC 12)
10 =
-362(LC 13)
Max Grav
2 =
1491(LC 1)
10 =
1485(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2721/1649, 3-4=2695/1686,
4-5=-1883/1280, 5-6=-1590/1234,
6-7=-3886/2415, 7-8=4665/2990,
8-9=-4517/2737, 9-10=-4689/2737
BOTCHORD
2-20=1302/2377, 4-17=-225/587,
16-17=-1222/2400, 15-16=-619/1610,
BOTCHORD
2-20=-1302/2377, 4-17=-225/587,
16-17=-1222/2400, 15-16=-Mg/1610,
7-13=-518/621, 12-13=-1677/3641,
10-12=-2333/4230
WEBS
3-20=-266/250, 17-20=-117512215,
4-16=961/733, 5-16=300/626,
5-15=2711106, 6-15=-1340/496,
7-12=-839/889, 8-12=-345/505,
13-15=814/2158, 6-13=-183213531
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=5.OpsF, 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 gipDOL=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 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 wide 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 Wihstandi ng 359 lb uplift at
joint 2 and 362 Ib uplift at joint 10.
LOAD CASE(S)
Standard
mvw(.A,mmny!hml.m'HISf In40ff01�p m3419li1t�H111CGIa10!(iPlajl(n4lLLPPlf11'mn 6slPWPpwbnd Mdrsmm,imsMgAmyOCP,dblAgl.krlo5lLlbma 9:dEMm. 9,Imdrmp, 0ldsomi40, j
///,��\ mieovm,pYbdnbeidmtrllAbn,diL4eGV Bsyhpuspyl�ub�eF+s',O,uJngN9npnehunvplvdbpd,nbelgMaV,nymN�IrybWlnptlmsej,ImslrymNwbiWa�.mluinl.lYhpmsa{n,m,YYgm]estuim®J
Anthony T. Tombo lit, P.E.
dmdlaim,bgbmgbtrmpuWmdb bwcb O.m'seb¢d4lrmNYvlOuP.wboNOdbO.bCdC,"kkx,%hWMLinWpsddh R4 dmhYwrdWra,"l9
r80083
\\ trq�lxgmq®u Nrb verb MdtrY msnp mtlmp gmmpYgYee®MpbtldMpdaavnl mh�tlplva M0as4,sg atl sWMsdb mf uys.i npaymwtm lm tr4ws
t515t. Lucie Blvd.
l/■
nm.mltlodlntmwq�d,red.,eghmrm+,mdvL mlvnb��.n,nlormldxvPw,yw..lm,snmuPumdmrPvan madvdu...UwlnlnL
�
Fat tierce, FL 34946
(vppiphl®701AA�1 Awitnsset-Amhvvyi.ivmAolltP.E. tepndeaivevllhisdvmum,ivvvPiwryispmhihnelwiihvwMenittee pelmiaivvbvmkl tvdtmuv-AmAvvyi.lve>Cv IO,Pl
Job
Truss
Truss Type
ON
Ply
RENARMORNINGSIDE a'
WRMSCME2L15X10
A06
HIP CAT
1
1
AO118668
Job Reference (optional)
A-1 Roof Trusses, Fart Pierce, FL 34946, design@altruss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek
-a14
6.00 12 5x10 = 5x8 II
_ 3x4 II
Inc. Thu Auo 30 09:16:16 2018
19 18 3x4 = -- ~�
axe = 6x6 = 3x4 11 1.5x4 It 3 00 12 48 a
8x8 = 7,,,,xy0883=
fi"ir- t2
1 a1-1 1 s1-1 1a10 I-02 1 2a11 1140 ? a3y3znd11
4 -s I 3778-s0
0-8-10
11 14
Dead Load Den. = 7116 in
Plate Offsets (X,Y)—
[4:0-3-0,0-3-01 [6:0-2-0 0-2-8]
[9:0-1-14 Edgel
[12:0-7-00-3-101
f14:0-1-12 0-2-0]f16:0-5-12 0-4-41
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.64
Vert(L-)
-0.53 11-12
>861
360
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.98
Vert(CT)
-1.03 11-12
>443
240
BCLL 0.0 '
Rep Stress Incr YES
WS
0.95
Horz(CT)
0.63 9
We
n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -MS
Weight: 234 Ib
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.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 *Except*
W5,W7: 2x4 SP No.2, W8: 2x4 SP M 30
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-8-6 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 4-8-13 oc bracing.
Except:
10-0-0 oc bracing: 16-18
WEBS
1 Row at midpl 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. (lb/size)
2 =
1491/0-7-10 (min.0-1-12)
9 =
148510-7-10 (min.0-1-11)
Max Horz
2 =
-142(LC 10)
Max Uplift
2 =
-346(LC 12)
9 =
-349(LC 13)
Max Grav
2 =
1491(LC 1)
9 =
1485(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - Al forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-272811635, 34=-2684/1656,
4-5=-2044/1363, 5-6=1783/1297,
6-7=-3589/2235, 7-8=-3752/2106,
8-9=470M721
BOTCHORD
2-19=1293/2385, 4-16=-256/571,
15-16=-1169/2366,15-30=-733/1782,
BOTCHORD
2-19=-1293/2385, 4-16=-256/571,
15-16=-1169/2366, 15-30=-733/1782,
14-30=-73311782, 7-12=-231/391,
11-12=-2324/4260, 9-11=2320/4250
WEBS
3-19=263/256,16-19=-1200/2207,
4-15=-812/603, 5-15=316/617,
6-14=371611603, 8-12=-879/776,
8-11=0/281, 6-12=-2586/5315,
12-14=-1702/4204
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=5.Opsf; 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
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, with BCDL =
10.Opsf.
6) Bearing at joint(s) 9 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to hearing plate capable of withstanding 34611b uplift at
joint 2 and 349 lb uplift at joint 9.
LOAD CASE(S)
Standard
cmml.rbmgmgprmY.m•uroorn�nryunlmeumonlmmmgnuna11mn1Pmcglnuuerma mry4vmwmmnemhmmnamnm[4bn4mglm;dM1lna,tPmmmrtun®&v4!mm. 4m[m.wmhdneenl.np
mi,tp¢YrpftdY6mtlkminb4,tlil,rlm[bgapeepr,([�4ps)duimgR1rrpvehvvyaaimpdnYdgl¢Ylnymi[ymMlnpdm�wJr4mt9'4�tlabID9 a}tlaRi RNgnvyem;hCgm]rvSmveq
Anthony T. Tombo 111, P.E.
vdadbbM[mgmbDihmmp>aJerEbPne.mNm'[ehtrdgJemlW>BAv}m.mmrtGVtlmO,mCWmbJbYyo4Hp4L re Qyn(dmIDldgmgm6LimcWSlGd'gmryLmb9Eirdkr!elY$Ybnyadlgi
580083
'
M1Pdeq Mqm W roam,. NaYsmMYmlarYM1irvhmclONJmYCl4hgngGv}u61NryISn0nIP301dIbOdpinollWRnlx®tlNryMptx n41Yfie1bmpSMtlSnnlMerlmimldopv,im[Mrhppfr¢¢nmlimilmdOvara'm[
4451St. lade Blvd.
kminlAYmliehhvry,tlepbrg414dlphv,bNrtt 8dnum,g4rn,blPibmlmlPngon,ninss3phv4(mndmr4aµ OlglmgAkmmatldr,IbIOI.
�
FO494
R Piero, 34945
G ,M®IDIIA�I Iool[msvrs-]mtae tlondolry Pl to mlg4ioroll6isdomm
PYiI / P m,inmrlor4isP[blTAldrieomel roveepemudoehgm Rl &d[mu[-A®mrLlomlb N,lL
Job
Truss
Truss Type
my
Ply
WRMSCMB2L15X10
A07
Hip Structural Gable
1
1
�RENARIVIORNINGSIDE
A0118669
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 MITek
6.00 12 5x6 =
3x4 =
5.6 =
2018
Dead Load Deff. =1141n
4. 7 8
3x6 G 3x4
6 3x6 O
3x4 4 4 9
6 10
3
i
1 2 0 — 117vj jo
8x8 = 19 29 30 �2
22 21 3x6 = 17 15 13
3x6 = 4x4 = 2x4 11 166 14 1.Sx4 11
5.8 it 3x6= 3.6=
3x4 =
LOADING(psf)
SPACING-
2-M
Cat.
DEFL.
in (loc)
I/defi
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.61
Vert(LL)
0.13 13-28
>768
360
TCDL
7.0
Lumber DOL
1.25
BC 0.98
Vert(CT)
-0.60 18-19
>467
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.47
Horz(CT)
0.01 11
n/a
n/a
BCDL
10.0
Code FBC20171TP12014
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 -
TOP CHORD
Structural wood sheathing directly applied or4-3-6 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 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 (jt=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)
except 2=-268(LC 12), 15=-205(LC 9),
13=-207(LC 13). 11=-163(LC 13)
Max Gmv
All reactions 250 Ib or less atjoint(s)
16 except 2=920(LC 23), 15=1213(LC 1),
13=455(LC 24), 11=365(LC 24).
11=355(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-1447/1023, 3-4=-1135/916,
4-5=-10651932, 5-6=-8451799,
6-7=-730(752, 7-8=43/372, 8-9=-52/358,
9-10=-60/337
BOTCHORD
2-22=719/1235, 5-20=-296/374,
19-20=-462/952,19-29=-149/412,
29-30=-149/412,18-30=149/412
WEBS
20-22=-707/1118, 3-20=-324/315,
5-19=-486/479, 7-19=-150/578,
WEBS
20-22=707/1118, 3-20=-324/315,
5-19=-486/479, 7-1 9=-1 50/578,
7-18=-9191501, 15-18=-11091468,
8-18=301/105,10-13=-255/396
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=S.Opsf; h=1311;
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
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 =
I O.Opsf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 268 Ib uplift at
joint 2, 205 lb uplift at joint 15, 207 lb uplift at joint 13,
163 lb uplift at joint 11 and 163lb uplift at joint 11.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 2201b FT = 10%
aaem? nmK,hmru.b'blumnaua(SRa'7.kwumnilDNortumtw�oc(pP.a'74ugn[o6ra1'kv.r,d4neppwm�d,edw,m®uummapemny0elmm4Am�tlwsftrl.leememnleme.u. d:nrrmimeaemaPa cq
md®mr�wN,mmmmxk finmsrtyr G+.Y�7m�lmmagsm��memeamPd,�rvynw�aY6t9P+mwnuesar�emrtnq,.mmL mmgo mya.�,mLmr
Anthwy T. Tombo III, D.E.
m,u6leMsmnmXlOmnq Airimmn,rmmlebuiMge4ermktl9d,%'Rm..muetltlmM.mClrmbLbINa7uirdn4L hppMtlmlOAdgbtl��tlmMtmt4jla^gme,�,l2lladk�ppxl4mrtpmmdq+
'80083
m4Atm1m�7�dGmtln. 4vwvufMmmiMdmpwmdpWRndmteag4gmxSdtlrbLmapnqr04,dh1Ndml v,iMmlSlmvlpi0ca➢Vl6lanmrtyui4Ym�dbAmtlmNUEn�.4me0mpfytwdGex Yeba.n,sY�v
44516L Lurie Blvd.
no.e.mnp.m.+ydyoxvarryapo-,e,mL mumrm4mrepmxmmrdmlmamm..umtymhrxeanufq u,yumdwv,oafidsmt
�
Fa[ Neva, R 34946
(oppipAtm7d7h A -I lod7mses-16bmr1.Icmbom,P.L lepmdvnivadlbidvmmed,umphenispivhbdedvi8av116ev,imepeimitimmtrem411vdlmsasAvtbavpLlvmde0l,lE
Job
Truss
Truss Type
aty
Plv
WRMSCMB2L15M
A08
Hip
1
1
�RENARMORNINGSIDE A0118670
Job Reference(optiona0
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com
Run: 8.210 s May 18
5x6 =
3x4= 6x61
Dead Load Deft. = 1/41n
' 1a
3xfi =
1.5x4 If 3.8 = 3x6 = 6x6 = 3M = 1.5x4 II 3x6 =
3xfi =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (Joe)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.58
Vert(L-)
-0.31 13-15
>900
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.90
Vert(CT)
-0.56 13-15
>502
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.65
Horz(CT)
0.02 13
n/a
n/a
BCDL 10.0
Code FBC2017rTP12014
Matrix -MS
Weight: 202 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 or4-11-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 3-1-0 oc bracing.
WEBS
1 Row at midiet 5-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. fib/size)
2 =
770/0-7-10 (min. 0-1-8)
13 =
184510-7-10 (min. 0-2-3)
8 =
348/0-8-0 (min. 0-1-8)
Max Horz
2 =
-114(LC 10)
Max Uplift
2 =
-217(LC 12)
13 =
-547(LC 9)
8 =
-254(LC 8)
Max Gmv
2 =
801(LC 23)
13 =
1845(LC 1)
8 =
407(LC 24)
FORCES. (lb)
Max. Comp./Max. Ten. - All farces 250 (lb) or less except
when shown. TOP CHORD
2-3=-1201/635,34=683/377,
4-5=-536/410, 5-6=-316/619,
6-7=-109/492, 7-8=346/567
BOT CHORD
2-16=-38911020,15-16=J89/1020,
14-15=-88/338, 14-23=-88/338,
23-24=-88/338, 13-24=-88/338,
12-13=377/453, 11-12=.377/453,
10-11=-360/257, 8-10=-360/257
WEBS
3-15=-550/509, 5-15=385/689,
WEBS
3-15=-550/509, 5-15=-385/689,
5-13=-1072r780, 6-13=-771/1049,
6-11=6641250, 7-11=-596/918,
7-10=.323/295
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=5.Opsf; h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed, and 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
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, with BCDL=
10.Opsf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 217 lb uplift at
joint 2, 547111 uplift at joint 13 and 2541b uplift at joint
8.
LOAD CASE(S)
Standard
rbd W6naaFlR60r
IdIIW rtWnve Mow 6tleede.m,ad:emIDO.Kr
FOS"%h.mY.TN%kmn(YIIa16RifllaWA(46tiIICl641m1&W
m4aovrx*bstremtrrmbtrdd. e.usk:Wup.,pv.yv�evlapm�vm,doermsnmmtibmsmomre::mewssq,bre<emltrmsbpem:q:mssgaanmm }..amL me.ppmn.pmbegvmrumap
,IPwmmmetl�n.0ulmeEer+ IWdIh S.PT=
pndlonY T. Tmn51bo 111, P.E.
/ \ mebeb'b lmsmm/mwdbm:uluMORomOne.mO.utseRnEdYmvmmlmiOwiP..m,waemm.mrtmmbWlaYpoemoFi.mPmedmmomin.muex6mlmx.mWm�^im9ebrbnpnmh¢gd9tfm.wab0e
Y860a3
mwwryonq,��sa.we.emrummommrmmrmpAlue¢mnu�feyvewpewebrymra�ow4mmfwvemumampmYpix. misweenry®ermnmmeeset+umWupe.lnuompaPeomrnuxmMµ.M
44e WCIe 4Yd.
:1m'uledllefmvAgxlgob.my7e�l.�mMrt minvkyfgev4l�imtlYgbagm,aNllSluatgtleelmfl�ml mgilmlMrtR6LmY1M.
U
Fat Pierce, R 34946
fappilti®1RIRbl lvaldnues�Anllvvy7.Ivwllt P.l. mpnduaivv vt0isdvovmem,ivvgblm,isplahtihdxilAomMevrimepe:missivehambl Reotknsev Av4vnrLlamEv III, Pi.
gob
Truss
Truss Type
ON
Ply
WRMSQMB2L15X10
A09GE
HIP SUPPORTED GABLE
1
1
�RENARMORNINGSIDE
A0118671
Job Reference o tonal
A-1 hoot 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. Thu Aug 30 09:16:18 2018
5x6 =
5x6 =
31 30 29 28 27 26 25 24 23 22 21 20 19 3x4 =
316 = 3x6 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deb
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC
0.59
Vert(LL)
0.47 16-18
>379
360
TCDL
7.0
Lumber DOL
1.25
BC
0.48
Vert(CT)
-0.36 16-18
>492
240
BCLL
0.0 '
Rep Stress Incr
YES
WS
0.54
Horz(CT)
0.01 19
n/a
n/a
BCDL
10.0
Code FBC20171TPI2014
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
pur ins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing,
Except:
10-0-0 oc bracing: 18-19
8-3-13 oc bracing: 16-18.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 23-M except Qt=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 except
19=-300(LC 9), 30=-116(LC 12).
16=-217(LC 9)
Max Grav
All reactions 250 Ib or less at joint(s)
2, 21, 22, 23, 25, 26, 27, 28, 29, 30,
31 except 19=681(LC 24), 16=593(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
14-15=-335/528, 15-16=-6611799
BOTCHORD
29-30=-150/382, 28-29=-150/382,
27-28=-150P382, 26-27=-149/380,
25-26=-149/380, 24-25=149/380,
23-24=149/380, 22-23=-149/380,
21-22=-149/380,20-21=149/380,
19-20=149/380, 16-18=-597/551
WEBS
14-19=-594/823,14-18=-677/471,
WEBS
14-19=-594/823,14-18=-677/471,
15-18=-363/528, 3-30=-116/252
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=5.Opsh 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; porch right
exposed;C-C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Tmss 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/TPI 1.
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.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 2, 21, 22, 23, 25, 26, 27, 28, 29 except (jl=lb)
19=300, 30=116, 16=217.
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
Dead Load Dan. =1181n
71g
PLATES GRIP
MT20 244/190
Weight:2351b FT=10%
'rmmr.r�rzrmr.ph�r..Y•I.Irealrwmfsnm1Fnwllonrmammncma.fmmllaunEuum•h.lm;mgpan,m,w,rn.rum,unmrmmo.+.anolda�mll.n�.m,rt.rmnrswlnd.mr. enssrm,tl,rawmrin,arr
&1B�mrkm4®mrsdtrmlddmkrdt Lvirmmr4ml�P>.4mdh�.^Smresglarm�orsWurlmenu+®Ic49rtanote!mbkcvtlmmn4otUva.trlWwbmtnKmmVnmf-eakmlmo.m6m1
Anthony T. Tombo 111, P.E.
mrutltlu5mmnrtlW 6mrelmmn,mNmScmedgmmYtalrM;a.tlYmD/Y¢Cm IXrdmNrMmlmhdlgL p,prmatlmlHdgGYnaYYlmtatgiv^q,mq.emYaedkeq OdYmmmciyi
86083
'
minaigmYpml4muAr.UenWWeYlnmbpammdptr'mrelbttlGgtugw30u}:maaAglMSrmlhlndulerresammpatlryCm. ml6Mrmrr;rmmuihnml tmnabnnr M:q v.lmrMmirymmlmrnmma.e.mur
4451 St Lucie Blvd.
rmwbwhruaegmym:maghdr.mtua,a OimtYr}4pmhplmi,otyb¢a,mMrdMvFrjetldRl wq agYvdmnnaMnr:lM1t
�
Fort Plwac,R. 34946
(apgip9A71Idk1 yaoflmmo Y@nyl.lomdo0,Pi teprodvnina@hdommed;unplmm,kpmdAUed xi@aa1@andlnpehmminhvmkl toatrntm Y@cryl.lom@o UI,l1
Job
Truss
Truss Type
City
Pry
- '
WRMSCMB2L15X10
B01GE
COMMON SUPPORTED GAB
1
1
�RENARMORNINGSIDE
A0118672
Job Reference (optional)
A-1 ROOT I msses, Fort Pierce, FL 34946, desig0(rDaltruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Thu Aug 30 09:16:19 2018
4x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL)
-0.01
9
n/r
90
TCDL
7.0
Lumber DOL
1.25
BC 0.07
Vert(CT)
-0.01
9
n/r
80
BCLL
0.0 '
Rep Stress Incr
YES
WS 0.05
Hom(CT)
0.00
8
n/a
n/a
BCDL
10.0
Code FBC2017frP12014
Matrix-S
Wind(L-)
0.01
9
n/r
120
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purins.
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. All bearings 12-4-0.
(lb) - Max Horz
2=-62(LC 10)
Max Uplift
All uplift 100 lb or less at joints) 2,
8.13,14,11,10
Max Gmv
All reactions 2501b or less at joint(s)
2, 8, 12, 13, 14, 11, 10
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) 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=5.Opsf; 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
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/TPI 1.
4) Al plates are 1.5x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
8)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joints) 2, 8, 13, 14, 11, 10.
LOAD CASE(S)
Standard
a
3x4=
PLATES GRIP
MT20 244/190
Weight: 56 lb FT = 10%
'vmq.PmOoipb�meb'lA1GaR446{SOLRt�aLLla�6{laoogBml➢d InG011peLCI'Ya roArkryp¢mrtle,l YmaY4Yubrd.gOrWtlYlbyLimYLtirvmmnpmenx MeiCenutl,ladlm,W
EL1a>am�Y4➢YntltrYlAlsImM.YeL,nEer�Fgau(u,'�gPl drtlagllOm,�avp,vedbPeb®Iymey,epasr+-jbb09ptlYD;hlm,lgiYmYIDd.,s6fiLRq¢ou
lnMgmv,el4M
(any T. Tombo III, P.E.
dwdenlm trgtnt&gbYnqmOJapdYO.en,YpnmYne, udgmrtbtddq Bmga.•fi,,madY9(,Y0(tlYYmIMWgnbMMl.Wr{rmtlddPuctleeddemddrmhbdbpdnAy MP.YORdetlbmerA®YYnAm6dffd
'80083
bYNyB,updYfiv4. anw Wm�YllJddFmmdYEtx,idYFdlgfm�anf4rytlud>.8�pelotl f.Wd4(lnMemNYemdpbv Rl tlenY,gaNY4,tlbeudYlmf YOTa,lm,po�fgamWiratlniuYn,�m
44515L WtiC eIW.
o gabm4hdmm YW,LIY1meWp6p,nbnlYld5girnpcalrmlnmt46ddgYYq lO,gYbdbmmaltdYAl
Y
FOR PIace,R 34946
PM020 1,01
(oppigdtblpl6k1 te4Uane-/mdeopr.Iemda N,RL
ab
Truss
Truss Type
ON
PN
A0118673
WRMWMB2L15X1O
B02
COMMON
3
1
�RENARMORNINGSIDE
Job Reference (optional)
A-1 Roof Trusses, Fort Plerce, FL 34946, design@a1 Wss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Thu Aug 30 09:16:20 2018
4x4 =
CT
3" = - l.Ox4 11 3x4 =
6-2-6
6-2-0
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(too)
I/defl
Vd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.41
Vert(LL)
0.05
6-12
>999
360
MT20
2441190
TCDL 7.0
Lumber OOL
1.25
BC 0.40
Vert(CT)
-0.08
6-9
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.11
Horz(CT)
0.01
4
We
We
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 48 It,
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.
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)
2 =
532/0-7-10 (min. 0-1-8)
4 =
532/0-7-10 (min. 0-1-8)
Max Horz
2 =
-62(LC 10)
Max Uplift
2 =
-144(LC 12)
4 =
-144(LC 13)
Max Grav
2 =
532(LC 1)
4 =
532(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. -All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-632I420, 34=-632/420
BOTCHORD
2-6=-201/508, 4-6=-201/508
WEBS
3-6=-15/282
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=S.Opsf; 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 OOL=1.60
3) This truss has been designed for a 10.0 pat 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) except Qt=lb) 2=144, 4=144.
LOAD CASE(S)
Standard
ucr.rmsn. wnrsq' taoumehln:�unnwfrPra'lunmm:rtmm. YhYwv=emdrdw.mu.,YssY.aA�aYli�Aw,ar>.m,�.amvar,. rwsm.mmu.mma.cr
//ah.wwb
_�\ Noavmrhbtld,WYbwpmYrtL lieRnl¢go
Anthony T. Tomb5111, P.E.
tlentl4b lmvkgWlYrlsYrzgwWlm!dYOm,,b Ondew'med ySUY141Ypb�Irm,•4smhvtlb6Cbt:blE�4d TaY.ynYNmL lYpytNd Yl4pd Ol NH,n4binrzM,h91o®6M1RMtW0.A91udheroifloAhbmr+WelA
80083
8Lude
■U\ hriYgbgadfern.NnbbM.brt9dhpebmlpHYm�tlL Wlvrrgve Nry.63.me'�ttllrrrleW%11ldfWmNrmlYpaMplseml6b�b�rymigmnNMo041rn�ALpa,LraprphpnplinutlmEnsv,.ln�
4}515[. Wd26Nd.
M,Au1JatllnOEVOTdFmhwrWh�POS M,v1�%Invfea}rgmplaYlfdryivpe,.ImsSICeLnm@arWq NgHv.lbmmmlddhml'
FOR Pierce, R. 34946
6py6jM0201h AMIledL....e-AehhvyLTo bl1I,P.[. lepmdv0ivvoilhisdommem,ivvoyfoim.ispiohihde0ri%culth rnnevp...... ovhomA4Ovdirnus. Art6vyLTomho Ol,P.I.
Job
Truss
Truss Type
Oty
Ply
RENARMORNINGSIDE
A0118674
WRMSCMB2L15X10
B03GE
GABLE
1
1
Job Reference (optional) +
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com
LOADING(psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC20171TPI2014
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 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 8-2-7 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 =
434/0-3-8 (min. 0-1-8)
2 =
518/0-7-10 (min. 0-1-8)
Max Horz
2 =
264(LC 12)
Max Uplift
5 =
-191(LC 12)
2 =
-107(LC 12)
Max Grav
5 =
434(LC 1)
2 =
518(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-599/184
BOTCHORD
2-6= 470/484, 5-6=470/484
WEBS
3-6=0/274, 3-5=-551/535
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; 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
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTeX Industries, Inc. Thu Aug 30 09:16:20 2018
1.5x4 II
4
CSI.
DEFL.
in
(loc)
I/deb
L/d
PLATES
GRIP
TC 0.46
Vert(-L)
0.06
6-13
>999
360
MT20
244/190
BC 0.37
Vert(CT)
-0.08
6-13
>999
240
WB 0.41
Horz(CT)
0.01
5
n/a
We
Matrix -MS
Weight: 70 lb
FT = 10%
2) Truss designed forwind 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/TPI 1.
3) Gable studs spaced at 2-0-0 oc.
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 t001b uplift at
joint(s) except (It=lb) 5=191, 2=107.
LOAD CASE(S)
Standard
rvtlq�mxEmgYlmYem'41111iMtR(➢IIIC}6[1al(NYfd(pGIIC6[619r(eN'14W"rinaal'hm im} Wplememdidmnatirl,mktWFugIIWId66A.rl1A,Ct2Wnm4.nknme. blv ma.moatlmmIDi,mry
Wtm
Anthmy T. Tomb0111, P.E.
dmdu lmtm&'dm YmkrMM' WMI. fi dm 111 drnfuUnrimlmGYtlm9bN4iWrN.mn9mnmlNi4m0bmnWwAbd
3800d3
mGYmpin¢dnmeon. ml.*rWw Y 10 dml�dp ..'0%4V4 Uo S'"Mn Ill NM4In W On reNv,mlY PUNpdon VLl6mvs4nyemdleNi dmkdU1.1uyx,Lm4GLPepraWlmsPWmv,eNr
445H St. ILcle Blvd.
Gumuld dNel�mgd.pY.�mghml�YroL,uhvy[gauWlmleYgWq.,.lm�fpa6�w[m1dE41dgndbommlda YRN..
�
Fort Pierce, FL 34946
bppigb®7p16A�I looflmsses-AnldalHi.iomh1111,H.E. teprodoaineofldisdlmmem,ieearfolpispmdTnedrildem%ernmepemusilehamAJHeoihme✓AotM1oerClomlolil,RE.
lob
Truss
Truss Type
Ory
WRMSCMB21-15X10
B04
MONOPITCH
2
�PIY
1
�RENARMORNINGSIDE
A0118675
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@ellruss.00m Run: 8.210 s May
1.5x4 II
4
3x4 = 1.5x4 11 44 =
LOADING(psf)
SPACING-
2.0-0
CSI.
DEFL.
in
(loc)
I/dell
Ud
TCLL 20.0
Plate Grip OOL
1.25
TC 0.46
Vert(L-)
0.06
6-9
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.37
Vert(CT)
-0.08
6-9
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB OA2
Horz(CT)
0.01
5
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
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
puriins, except end ver8cals.
BOT CHORD
Rigid ceiling directly applied or 8-2-7 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 =
51810-7-10 (min. 0-1-8)
5 =
434/0-3-8 (min. 0-1-8)
Max Horz
2 =
264(LC 12)
Max Uplift
2 =
-107(LC 12)
5 =
-191(LC 12)
Max Grav
2 =
518(LC 1)
5 =
434(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-599/184
BOTCHORD
2 6=-470/484, 5-6=-470/484
WEBS
3-6=0/274, 3-5=-551/535
NOTES-
1) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; 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 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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Gt=lb) 2=107, 5=191.
LOAD CASE(S)
Standard
Industries, Ina. Thu Aug 30 09:16:202018
PLATES GRIP
MT20 244/190
Weight: 62 lb FT = 10%
mvp.Rmmmltlrmm+m'41Cpf nmsl'�a1'adore+smtt4arcRtmall'mlalmw.a;urrmn fuel 6+IP rLnmrt9mnnMtm�lugiGeeg9[�mmlGglltl�nr21&m4aibnne. bmspa.deacJnmlC4aj
eneamimprniw.uaewe,mtaoep,nen.tm�onyv mmeq..,yempupi.mu+nornenlmenm.opmapmlmnnamequ apn,lmnmpmmmpamsgemn egmxmmmon4.wnmt menpnmpvm,wmlmanuyuwun
Anthony T. Tombo ill, P.E.
mwemtnutralaYUlnmmwhbn+mma,m+Me+Seedy9vmWmylu .vmWp+mmAbm mmU4meyn4m10.L mgxntlemlammfeYem+m�Me.AAfAmgma+smucnm6nq�mumnvmuare
.'80O83
mmmvprv,or
44515t. Lude BNd.
OmMmldvdPrelmtmpedgmm�mr4tllrmn Ymrm lYtnuh'vnfgau�uellmmMy&;q,n,utnu3puEg5�umot�+19 aml�m+mn�uemldxAelnl.
Fort Pleme,R. 34946
///////.�■•��\\\\\
� Oppi1M®7111bl lvvtbvssesAellvvP7.iomhvlO,PL Iepmdomvv dais lvmmem,ie vglmm,ispwb3eedd0vmne vrivevpemussiovhambl lvvRnnnAmdvnyi.ivmlo9i,17.
{�
Job
truss
rmssrype
Dry
Ply
A0118676
C01G
GABLE
1
11.
CNARMORNINGSIDERMSCMB2L15X10
Reference (optional) *I
A-1 Roof Trusses, Fort Pierre, FL 34946. design@altmss.com
Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 09:16:21 2018
4x4 =
46 =
Dead Load Dell. =118 In
I I8
2014
1-S14 1 5
9A9
17. 2
19dA
1-Sid 7
72 2
7-7-2
2-a1a
039
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (loc) I/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.40
Vert(LL)
-0.16 12-15 >999
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.99
Vert(CT)
-0.32 12-15 >701
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.86
Horz(CT)
0.03 12 n/a
n/a
BCDL 10.0
Code FBC20171TP12014
Matrix-S
Weight: 108 Ib
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-3-6 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
JOINTS
1 Brace at Ala): 16, 17, 18, 20, 21
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
77710-8-0 (min. 0-1-8)
12 =
777/0-8-0 (min. 0-1-8)
Max Horz
2 =
90(LC 7)
Max Uplift
2 =
-160(LC 8)
12 =
-160(LC 9)
Max Grav
2 =
777(LC 1)
12 =
777(1-C 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-11501257, 3-4=-813/133,
4-5=-773/130, 5-6=750/150,
6-7=-741/176, 7-8=-741/177,
8-9=-7501151, 9-10=-773/131,
10-11=-813/134, 11-12=41501255
BOT CHORD
2-23=20211003, 23-24=-202/1003,
24-25=202/1003, 25-26=202/1003,
15-26=-20211003, 14-15=202/1003,
14-27=-202/1003, 27-28=-202/1003,
28-29=20211003, 29-30=-202/1003,
12-30=-202/1003
WEBS
7-16=-33/467, 3-19=336/165,
WEBS
7-16=-33/467, 3-19=-336/165,
18-19=336/165,17-18=-336/165,
16-17=330/161, 16-20=-329/158,
20-21=-336/165, 21-22=-336/165,
11-22=334/163, 15-16=01425
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=5.Opsf; 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) 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/rPI 1.
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 psf bottom
chord live load noncencurrent with any other live
loads.
7) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Ot=1b) 2=160, 12=160.
9) Hanger(s) or other connection devices) shall be
provided sufficient to support concentrated load(s) 160
lb down and 73 lb up at 2-041, and 160 lb down and
73 lb up at 17-3-4 on top chord, and 77 lb down and
35 lb up at 2-0-0, 17 lb down and 1 lb up at 4-0-12,
17 lb down and 1 lb up at 6-0-12. 17lb down and 1 It,
up at 8-0-12, 17 lb down and 1 lb up at 9-8-0, 17 lb
down and 1 lb up at 11-3-4. 17 lb down and 1 lb up at
13-3-4, and 17 lb down and 1 lb up at 1534, and 77
lb down and 35 lb up at 17-3-4 on bottom chord. The
designlselection of such connection device(s) is the
responsibility of others.
10) 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: 1-7=-54, 7-13=-54, 2-12=-20
Concentrated Loads (lb)
Vert: 15=1(B) 23=3(B) 24=1(B) 25=1(B) 26=1(B)
27=1(B) 28=1(B) 29=1(B) 30=3(B)
..,ypmm,gtlrmv.Y9.umrn�a(aua}nwumwrmwlmmm¢anw(wloryuuomwerYr. vmrytr,qra,otlmdbw.mna.r.yb.glrt4gdbLtnmtuatirtrtm„e.,sMaa.m eam[m.a,asa,eYmo,tq
mi¢mua,NnsJIDl,wlYbIDl6Nr,W,A,1im,luphµwp•.jumerbpw;.YuiuurNOnPUMo.rtpmtlbptl[Wdgs,aslu4m'19nIYYluVtlb,gVNuiyMp0,ID4o¢.NSUL rbbYpm,vymem,Ylgb'un;„ml�
Anthony T. Tamb0111, P.E.
dddmlmlYgYlYrkY,upaOatlbN.abO�mtob9tlq]ab Yiy4nya,ubtmvtlb&.YCmib Y.Lluxyubs104LMgP,NibWrdmYOutdbrmttlrLrC{gaytC�YndYY1J8Ytr,[gmm9Lry1
S80083
bLiYv11s1n vtl0enb S�ulvMmhblWMbPmY561pJ,IoestlO,N:IBq(<vinnlW,pbhvamOLwlp4,dxEhlnvnxAWIh'm[bmpmilMlmlbAnEdLnl Gtlryr,ImtOnp Eq.. m[tlmN,wu,®M[
4451. 5L Lude Blvd.
11nY1doMhlexmryWguYutllghdllotrt Ndnt bl„udup[gbmhlOtb YMalingm,ulnuSPbr6rl,etl®(Yllg a polmlbmmmldal IN.
Fort Pielce,R 34946
(o N®
Ae2oori.lomEolO, ri ppiB 7UIGA1 radlnmel-Amlbrl.tomEe141.L repmdemorollhis7omwe,iveghim,ilpoh3deErAhoNbeninerpemitsioehegb181dhesul
oh
Truss
my
Ply
RENAR MORN INGSIDE
WRMSCMB2L15X10
�Trusslrype
CO2
COMMON
2
1
A0118677
Job Reference (optional)
A-1 Root I msses, tort Pierce, FL 34946, deslgnicoaltruss.corn
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek
4x4 =
Inc- Thu Auq 30 09:16:22 2018
4x4 = 5.8 = 4x4 =
LOADING(psf)
SPACING-
2-"
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.44
Vert(LL)
-0.14
8-14
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.85
Vert(CT)
-0.30
B-14
>782
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.21
Horz(CT)
0.03
6
We
We
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directy applied or 5-0-8 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 7-9-1 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 =
791/0-7-10 (min. 0-1-8)
6 =
791/0-7-10 (min. 0-1-8)
Max Horz
2 =
-90(LC 10)
Max Uplift
2 =
-205(LC 12)
6 =
-205(LC 13)
Max Grav
2 =
791(LC 1)
6 =
791(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1182/782,3-4=897/583,
4-5=-897/583, 5-6=-11821782
BOT CHORD
2-8=-555/1035, 6-8=566/1035
WEBS
4-8=-275/557, 5-8=-342/383,
3-8=-342/383
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=5.Opsf; h=13ft;
CaL 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) 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 Ito uplift at
joint(s) except (jt=lb) 2=205, 6=205.
LOAD CASE(S)
Standard
Dead Load DeB. = 1/8 In
PLATES GRIP
MT20 2441190
Weight: 87 lb FT=10%
0.'NqaxOm,pHrmYrbYJ NCimifO(Yll�u'tur9uwnemruni[mumpYRnfltuucrlO6urrmnarydnronnm,dwdnum,tm,fnwmnwPB'1dalEuii.lm,utlidu®,nuiacere mLL„fRa.u,ewe.ama.y
gRelm,ml'asillMevlaanOnY,Q{I,eM,lugof,ye(w�mt(f, aulugl4>nRu6,nev/er0ap&vldq'uve{nymtlEa(tra6,Ptla,ejeNng4mm0, W,u}, tluOn.aMprn aHrmCnx,.vmi6�
Anthony T. Tombo 111, P.E.
dnedkv MfaenlsVq LLOempm@,Itl•tlh0,uta0am',ehPd4L�a1tlWIWCv.eamEda Olb LdalrmhHaiMedffl{1N4AMdaiNdmretl,ndalmitg39WLL'LSV9e6Netlmdhn4m9MhnWJL7tl
288083
a lSYgpngndfev,m.lAexr•aontlalCJvial �m,mNJm, eta MbgnremmX,ry Yaems@M1(IplNbl%Rldmlv,,,himEbpmnlpAm ml4M,t,nEmitlme,dbvndaLn,Anpv,im,tr,q Frpertdfmzrm4®,5eb,
44515t. Lucie Blvd.
tudulde4Ale�eRd9eemvmrtrmlemtatlnL fetouhy(9'+-*,LLl�ihaLgkcp,vine,spvlyLedmtMBBy Ngil�buenm Lhtlmml.
�
Fort Pierce, R. 34946
(epitipM®7016 At 1vvlinsses�Amlvvyi.ivmhv0l, P.L Aepmdvdivevieisdvnmem,ivaryfmm,isp�ahihdedxdhvdlhevnGevpegimivv6vm A�I AeALvsses�Avmvvrl.IvmLvlll, P.[.
Truss
Truss T e
m�PIY
ty O678
RENAR MORNINGSIDEAO118Job
WRMSCMB2L15X10
CO3
COMMON
1
1
JA
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com
Run: 8.210 s May 18 2018 Pint: 8.210 s May 18 2018 MITek Industries, Inc. l
bx4 =
414 = Sx8 = 4x4 =
LOADING (psi)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
gdefl
L/d
TCLL 20.0
Plate Gip DOL
1.25
TC 0.45
Vert(LL)
-0.14
7-13
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.82
Vert(CT)
-0.30
7-13
>749
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.20
Horz(CT)
0.03
6
ri
n/a
BCDL 10.0
Code FBC2017frP12014
Matrix -MS
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 5-0-13 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 7-5-8 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation nuide.
REACTIONS. (Disize)
6 =
700/0-3-8 (min. 0-1-8)
2 =
781/0-7-10 (min.0-1-8)
Max Horz
2 m
99(LC 12)
Max Uplift
6 =
-165(LC 13)
2 =
-204(LC 12)
Max Grav
6 =
700(LC 1)
2 =
781(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (D) or less except
when shown.
TOPCHORD
2-3=-1157f777, 34=-872/578,
4-5=-868/576, 5-6=11401763
BOTCHORD
2-7=-612/1013, 6-7=-592/975
WEBS
4-7=-268/530, 5-7=-307/362,
3-7=-343/383
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; VuIY-160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; 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 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent 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 Ito uplift at
joint(s) except at --lb) 6=165, 2=204.
LOAD CASE(S)
Standard
PLATES
MT20
2018
Dead Load Deft. = 31161n
6�
R
GRIP
2441190
Weight: 84 lb FT=10%
reylmo-mpl,mwm•unorrcma(mlaAp[iulellsAm¢+oracmmlryrrluarmwrl•m.. r.ryaaPpm.md,rim,.eulm,wyemppcgmlmlr,.rtlmaltw.mnwhs.m. msm.�omaealca..y
aldmmMlN, ldidMrhlmbIDOYMNd li�im,OuPhd.mil,lp,an(h{ev.I,mudwgNGrtp,mlrom RmpN„etlry�gn4�mYmtleingntlh,ejeNutryimlwCeRq®h.1vl%I. ra Y.4pm,n{n,a,himlmOk,y„mM1
Anthony T. Twbo 111, P.E. .E.mmdd
imsb Rld0hb M,'dbbvd"V%kxq mm,d0.m dbrmc h9metr�W"*ah ur.'9ld
t80083bbdWb
htlhl hw'Mm�&mwpdm W1abs.rgmwoo6ffiditwsmDpwwlmU'Mw,fM
bysl St. Lucie Blvd.
yppglyq yp,1prypnm+.
fort Pierce, R.34946
6 pnihiC MIA hdfivou-Amdov Liomh I1U.Lhp.hivrd6ildobnem,ivv Iv
l Y 1 ry ,m,ispmhidihd Ndvmeemillevpelmhdvvhvmbl lvdhmus-AmdvvpLlvm1vl11,lE
Job
Tnlss
Truss Type
Ory
Ply
WRMS.OMB2L15M
C04GE
GABLE
1
1
�RENARMORNINGSIDE
A0118679
Job Reference (optional)
A-i Rw, , rubses, Fort rier , FL aveao, oesigntmallruss.cam nun: mziu s May la Lulu Pnnn u.21u
6.00 F12
5x6 =
6 7
12
3x4 i 3.4 = 3x6 II
Us = 19-0 0
9E-13 16-912 141�2 2S11A
9d13 9415 0- - 6J-8
".14
Inc. Thu Aug3009:16:232018
Dead Load Dail. = 1/8 In
Plate Offsets (X,Y)-
f2:0-2-10,0-1-81 f5:0-2-0 0-0-121 16:0-1-12 0-0-141 P:0-0-0
0-1-151 18:Edoe 0-1-121
r11.0-2-12 0-3-01 f16:0-1-10 0-0-121 r20:0-1-10 0-0-121
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in
(loc)
I/deft
Lid
PLATES
GRIP
TCLL 20.0
Plate Gdp DOL 1.25
TC 0.58
Vert(LL)
0.08
9-10
>940
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.85
Vert(CT)
-0.32
12-14
>715
240
BCLL 0.0
Rep Stress Incr YES
WB 0.53
Horz(CT)
0.02
12
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 188 Ib
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2 *Except*
B3: 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-0-8 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpt 11-14
MITek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 0-3-8 except (jt=length)
2=0-7-10, 12=0-2-12.
(lb) - Max Horz
2= 322(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s)
except 2=-167(LC 12), 12=-390(LC 12).
9=-149(LC 8). 10=279(LC 9)
Max Grav
All reactions 2501b or less at joint(s)
except 2=740(LC 1), 12=749(LC 19),
9=258(LC 24), 10=686(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-1103/608, 3-4=-765/332,
4-5=-598/347, 5-6=87/317, 7-8=-145/290
BOTCHORD
2-14=-857/973,11-12=-614/427,
6-11=-457/391
WEBS
3-14=-430/524, 5-14=0/383,
11-14=-506/577, 5-11=-711/617,
8-11=-288/364
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=5.Opsf; 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 right
exposed;C-C for members and forces 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 ANSlrFPI 1.
4) All plates are 1.5x4 MT20 unless otherwise
indicated.
5) Gable studs spaced at 2-0-0 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 3-6-0 tall by 2-" wide will fit between the
bottom chord and any other members, with BCDL =
10.0psf.
8) Provide mechanical connection (by others) of truss
to bearing plate at joint(s) 12.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 167 Ill uplift at
joint 2, 390 lb uplift at joint 12,149 lb uplift at joint 9
and 279 lb uplift at joint 10.
LOAD CASE(S)
Standard
@emrrbximrerhme.m-lamolwsa¢fwalmuuwurcurgnonomoul-waluaov..ucrrlmm.lYhh!rowmm,!mayor!.n,umw�nmr.glm;mbo@.rll�!4rtm�m,u�nY�r!. wwrm.moatl.mme..ry
m41avW1YxrdCla rulYbmeYNi lrrM!h!¢r4aepr,Sµatl GveMm WagmOnpo.!aynaOmpE!!!m@v{senrnynvl®r4minA0mfgleln!!IygduMlPo,Jr.obAl.lbt+!wnmpsYYgm]rx4naeNl�
Anthony T. Tombo Ill, P.E.
dru4@etmvbxl lahzphbrtipmblatlb0.r@.4 pmYr+bYdy]e4NYor0ugm.YbnFNJ41C.liL.ImYaIW(go4ef RLMq,mtlb NBdm6YedblmstLSgkd�IDy uy,,Y!hOEnvlMarY9NbiuraJ'tgtl
f80983
'
mWExp Engmd0ann.IfeNioms4lWNbpmoetdptllanpb PigylwpermlQq lfnNnlIISQp11NtlIrRId3111mr,himEb peNptlm.11F161erLmrmGMe!cl Ortm E4Ln!Aupe,imrM{+4ynrtmltrcutlsLwo,eM!
4451 St. LLde Blvd.
rlmu(6tllpra@m eP4anY^@9haMmYNet mrinuduyfquulv1914MYq&!ga,vN!!Sr@atgLetelkl� Illgtlulbumer9AY1M.
Fort Pierce, FL 34946
ppil 101EA1 taolimsses�Amhoopl.lomEe Ill; V.E tepwdoaiordmis lomnem,umyleia.ispwOiEAedvi%eNknrinmpe!muGoehomA-I pvdlnsso-/MovrLtomEoll4pl
Job
Truss
Truss Type
Dry
Plv
RENARMORNINGSIDE
A0118680
WRMSCM62L15M
C05
ROOF SPECIAL
1
1
1.
Job Reference (optional) 4
A-1 Roof Trusses, Fort Pierce, FL 34946. design@altruss.com
T
91
4x4 =
Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MiTek
Sx8 =
6.00 12 5x6 =
5 6
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (loc)
VdeB
L/d
TCLL 20.0
Plate Grip DOL
1.25
TICL)
0.55
Vert(L9
0.0 8-9
>909
360
TCDL 7.0
Lumber DOL
1.25
BC 0.87
Vert(CT)
-0.35 12-15
>653
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.96
Horz(CT)
0.01 11
n/a
n/a
BCDL 10.0
Code FBC20171TP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 *Except*
B3: 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-3-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directy applied or 6-0-0 0o bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 0-3-8 except (jt=length)
2=0-7-10, 11=0-2-12.
(lb) - Max Horz
2= 322(LC 12)
Max Uplift
Al uplift 100 lb or less atjoint(s)
except 2=-168(LC 12), 11=-354(LC 12),
8=139(LC 8). 9=-296(LC 9)
Max Grav
All reactions 250 lb or less at joint(s)
8 except 2=728(LC 1). 11=674(LC 19),
9=727(LC 3)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1042/580, 34=-715/342,
4-5=-63/304, 5-6=-174/388, 6-7=-236/347,
7-8=-255/337
BOTCHORD
2-12=-822/914, 10-11=-601/390,
5-10=-560/457, 9-1O>36M61
WEBS
3-12=-419/506, 4-12=0/368,
10-12=-496/540, 4-10=-703/612, _
5-8=-436/355
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=5.Opsf; 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; 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 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 at jeint(s)11.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 168 lb uplift at
joint 2, 354 lb uplift at joint 11, 139 Ib uplift at joint 8
and 296 lb uplift at joint 9.
LOAD CASE(S)
Standard
Inc. Thu Auq 30 09:16:23 2018
Dead Load Deb. = 3/161n
PLATES GRIP
MT20 244/190
Weight:1521b FT=10%
[evp.Aaevq'll,nnh'411104nIIe(9nRVM1Yi9➢{I(PWMn(n19Y9iYJl0CgWFl11'hu laetYypmm,d,tlrNe[utrmkvpinf{11h'i,dbb]al1L+bRI11A,m&EYnni 06u,le,oAYblobL"1,¢j
YllelummlYb1JL14,mINbTaOYh,rtJ.bAlm,4ophparDe.lrym%hgm6l,eeual„u114DnirtmmmmryimpNlrinnaeleQtumpnymlNlpbPokspYMlN, e1nf11:yAeleeNiMmD.eNilFl. idhpnumpnre,b@mymOneµnEolOp
Anthony T. TonIbo 111, P.E.
dadeYlrmbml Wlb bb mlmbOgEb Onab Ond,e d drub bVgdf+iGm,abmdtlbACPoYdbhtl Mnd WML%q ,ddPopp d,w. deeW,04'W4q ,h4ltlb W""h ft y aald
t 80083
bbeep lm4 dhvnm. AllmM mmltlenl0odhryml¢fmllknonnmbtlagaxperosmq h ManIdI OM dun mM=db gmlpmvs W Wmseempwba,
4451 St. Lucie Blvd.
OCA1uNatlNefCtlerdgmh�6ghmlYmIM,461mvhup[µmhNlhbYyLgv.mbuSleah{PoetlmlYtly aggaMlenmmlielhllVL
Fort Pierce; R. 34946
(oRiiphl®PDIIAd Idol Gesses Amhahri.iomhollAP.E. lepmdodin oldie dommem,io uyhrm is pmllfaid whomlhe vmlm pelmi nfiom A haRnnes-htoayl. hmho III, PJ.
ob
Truss Type
Dty
Ply
MORNINGSIDE
WRMWMB2L15X10
�Truss
CA
Comer Jack
g
1
�RENAR
A0118681
Job Reference (optional)
A-1 Hool Trusses. Fort Pierce, FL 34946, design@aiuuss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 30 09:16:24 2018
Plate Offsets (X,Y)—
12:0-4-4,0-0-01
LOADING(psf)
SPACING-
2-0-0
Cat.
DEFL.
in
(loc)
I/defl
Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL)
0.00
7
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.03
Vert(CT)
0.00
7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.00
4
n/a
n/a
BCDL 10.0
Code FBC20171rP12014
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-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be Installed dudng truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
.3/Mechanical
2 =
16610-7-10 (min. 0-1-8)
4 =
-16/Mechanical
Max Horz
2 =
42(LC 12)
Max Uplift
3 =
-3(LC 1)
2 =
-70(LC 12)
4 =
-16(LC 1)
Max Grav
3 =
12(LC 8)
2 =
166(LC 1)
4 =
20(LC 8)
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=4.2psh BCDL=5.Opsf; 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 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 nonconcurrenl 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 alb uplift at
joint 3, 70 lb uplift at joint 2 and 16lb uplift atjoint 4.
LOAD CASE(S)
Standard
sopn.mma,nunnh.m•larmrnatoruwrymnuwurmmmomrunaprynalnulxue:ual•w.lx7eryowm�mmmnn.nnm,o,Upumrtlmu;mmumrlmn4rtmm.,un�.en. oammm.a,manmmawr
W1elmNnbvY�p,albblYlpp,di ltrL,uptpp}gpa.fiemAf arm/ymv9.q1A9npomtcnpadmpbutlegaaM1poyWOrtrmMpihf.�tnngM.blWc}.WemLRh[pmv.�gx,Ydq Wae4aatl�Py
Anthony TTomIlo 711, P.E.
mnemlYlm,pmlmlmYLLmmlmdJutlmdw.mOrufiNs9d'Term{.Wglnipv.ad�eim8lml;vdMYmH'19nbnl0.L1b4AnJim67olm&tlmtlmWsml911ffi4m,16Y�LifaeihulilAh6nRnU�d
V80083
Y mYgMpndfn>tm lrmevmmmmtwmmSTmvmplmvnmpeegfrep,au,ryldnam;mppM1mEpmmfwmmumlp pmup�m mlmmomyvatrnmav[eeumnupv.imtlnquyanmtmrvm4ae,.p.
44515t. Lude 1314
e'demul9vtlSr.4sbgM,ppnnghtlrmpm�dnl 1pL,ssq%Fquv6lplMlsYgbgv,uLnvSrua[gfenlvlb30; NWe&9pmmmtmlpinl.
�
Fod Pierre, R. 34946
(v tip®7dldkl levlimaes�Amhm Livmhvlll,P.L Ir vduaivvvhhitdvmmem,ivev Im s mhTded Nhap%t erinn emisGvvLam A -I lvolUntetAmhvv i.ivmhvl Pi
Pi B P N Y 4i p p 7 �
Job
Truss
Truss Type
Dty
Ply
RENAR MORN INGSIDE
WRMSCMB2L15X1OCJ3
Comer Jack
4
1
A0118682
a
Job Referenm (optional) 4
A-1 Roof Trusses, Fort Pierce, FL 34946, design@attmss.com Run: 8.210 s May 18
LOADING(psf)
SPACING-
2-M
CSI.
DEFL. in
(loc)
War
L/d
TCLL 20.0
Plate Gdp DOL
1.25
TC 0.18
Vert(LL) 0.01
4-7
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.12
Vert(CT) -0.01
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00
3
n/a
We
BCDL 10.0
Code FBC2017/rP12014
Matrix -MP
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
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. (lb/size)
3 =
60/Mechanical
2 =
20110-8-0 (min. 0-1-8)
4 =
30110echanical
Max Horz
2 =
82(LC 12)
Max Uplift
3 =
-43(LC 12)
2 =
-72(LC 8)
4 =
-27(LC 9)
Max Grav
3 =
60(LC 1)
2 =
201(LC 1)
4 =
49(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=S.OpsF, 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; porch 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 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 % ide 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 43 lb uplift at
joint 3, 72 lb uplift at joint 2 and 271b uplift at joint 4.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight 12 lb FT = 10%
yvel�fw4mgfyq..n'HUCfmffi(f018A GfittNMtfOQl�Rmim1j61a11fatT0aarhe 6hb¢IaWmdiWdrtetirlmu hpYMrP[Pd61Ggilah4lFh1em9eVnn ltler@amv�mmipl,¢}
WleYvomn=nilIDbrslkMIDOUNMIIsolmr4ayelgrsapr.yvnlybpvrm WngRBnlrvm�nmlmvd4pdn�ntly upnymulRMb NingmGm�mfYlwlgMhlnbiWWr-dnml. lYlagemnelmm,YCepmtlen,wml0q
Anthony T. T01nbo 111, P.E.
da,d4YlWrbq WrgbmeWp,hlmlhp.ra.trO.mY.Smtrdy9mhliltlpope,mbrnNdd N.trKNSebJial[qu4dml IDggMY614Bda,B,YndLLvetbfigtr.@�ug4vml/nallnaq�iAhbny ttyi
480083
'
b 4nyglnyW dfanm. Nnu Wen.eaIDBW MIm"�v�mlPYdvndtleMWlt�mnnlGry4lueenOlft)l,ploMEhlnmlOaveNxmEtlyndpdm RHfGv[bnyreAAntntl6on(Wimr Anpa,imtOnp4psn�fm[MmW,n,ekn
4451 St. Lucie Blvd.
eleeemldatllnamnr#edp.mrgholprnmMhims 6.PFq>melvleleayrnyn.nuruflnaa(wlgM06q mgymrmonmlCalemL
Fort Pierce, FL 34946
feppilhl®7111A4Ivelheuu Ae16ve71.lemLe III, P.E lepwdvNvvvl0udvmmem,iv vryivrgieprvliEiled miWvvtar rdnevpenvuilvvhvm A4 Bvv(innerJd,ryi.ivvdnlll,rE
Job
Truss Type
Ory
PIY
RENARMORNINGSIDE
WRMS,CMB2L15X101
Pss
HIP GIRDER
1
1
A0118683
Job Reference (optional)
A-1 Roof Trusses, Fart Pierce, FL 34946, design@altmss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Thu Aug 30 09:16:25 2018 Page 1
ID:Id_OOXyyT61Bi_TXo1)wHHzefvK-JK7RvMFel WmbJHIbPuL81 r09uoPESkscMoLMyijFK
-1-1-0 5-0-0 10-0-0 15-0-0 16�4-0
1 4-0 5-0-0 TV? 5-0-0 1-0-0
3.4 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/deb
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.72
Vert(LL)
0.11
7-8
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.52
Vert(CT)
-0.10
7-8
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.16
Horz(CT)
0.03
5
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
2-0-0 oc pudins (3-8-11 max.)
(Switched from sheeted: Spacing > 2-0-0).
BOTCHORD
Rigid ceiling directly applied or 5-10-9 oc bracing.
REACTIONS. (lb/size)
2 =
985/0-8-0 (min. 0-1-8)
5 =
98510-8-0 (min. 0-1-8)
Max Hom
2 =
53(LC 26)
Max Uplift
2 =
-592(LC 5)
5 =
-592(LC 4)
Max Grav
2 =
985(LC 1)
5 =
985(LC 1)
FORCES. Ile)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1667/1089, 3-15=-1464/1016,
15-16=-1464/1016,4-16=-1464/1016,
4-5=-1668/1090
BOT CHORD
2-8=-947/1444, 8-17=-961/1463,
17-18=-961/1463, 7-18=-961/1463,
5-7=-914/1444
WEBS
3-8=241/420, 4-7=240/420
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10: Vult=160mph (3-second gust)
Vasd=124mph; TCDLm4.2psf; BCDL=5.Opsf; 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 pending.
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 592 lb uplift at
joint 2 and 592 lb uplift at joint 5.
7) Graphical pudin representation does not depict the
size or the orientation of the puriin along the top and/or
bottom chord.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s)108
lb down and 144 lb up at 5-0-0, 581b down and 86 lb
up at 7-0-0, and58 lb down and 86 It, up at 8-0-0,
and 108 Ile down and 144 It, up at 10-0-0 on top chord
, and 188 lb down and 202 lb up at 5-0-0, 47 Ile down
and 68lb up at 7-0-0, and 47 lb down and 68 lb up at
8-0-0, and 188 lb down and 202 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=-55, 3-4=-55, 4-6=-55, 9-12=-20
Concentrated Loads (lb)
Vert: 3=-60(F)4=-60(F)8=-188(F) 7=-188(F)
15=-58(F) 16=-58(F) 17=-39(F) 18=-39(F)
3z4 =
PLATES GRIP
MT20 244/190
Weight: 65 lb FT=10%
fmml.mam4mr4,mnh'414'a11Il16 fslua-Ilirsummuo¢mrA11mn1 jG1t17tW:T.eprF11'b¢ Iery4CplvuYmd,dNna�lmilmpAMyIIW,dh41all4mfrALliMsur9enK.venr. hlvbwn W oe,imi .a}
tlll,tmab{btY6b Wbd109a4Nitl.Gm MgEgleep..yc69F4pxflt, utlng140npn®,owWu/Mld<auiY'wsbAnymbYorYM4syitlMtwyelnalgWUWlWnp dmlhlRM4fmawFanbWgm�„;puiL}
Anthony T. Tombo 111, P.E.
nd,ntlYuim,t,@10,Xh,upmAndN P.w.bpmn Ae.NMiVSwnelnlNgM,C^..hmnnd(vbf.L[dM1,ldlaMv3n4¢tlNi.1N4TnIW9, RNOI W.d&Tmtmbugkf4m1,. Wcm.d" ddGmnymw' d
580083
6cutgingadfmm.NvummvbrtadmA,mm+mpJasaa,r.Ypuganwgema{mr,palmpmdvumrm�Ypmnpsc tiumvsengmsuu,m4meaunvnvWr.lrmonp4yaamll„arm'me,wm
4451 St. Lude Blvd.
8mHm4fmWlrrlmtnlrydpmYMWIhJIIOHsb,tlrz(p,lnubryFquvYApldligVkipw,uNaS]rtvigYw Wm1M08ry NgSin,lbe„nmldwNYMI.
Fort Pierre, FL 34046
fappilAl®1Bdbl Wvllmssos Amhovpi,lvmhvlryp.L lepmdomovvhhisdv,omem,iovgly,m,ispmEih'nedwi%vmlhr ninevpemissivehom Ml RmiLnso JOMhrgT.hrholll,PJ.
Job
Truss
TmssType
Dry
Ply
WRMSCMB2L15X10
HJ2
DIAGONAL HIP GIRDER
2
1
�RENARIVIORNNGSIDE
A0118684
Job Reference (optional) 4
A-1 Roof Trusses, Fort Pierce, FL 34946, design@attmss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Lid
TOLL 20.0
Plate Grip DOL
1.25
TC
0.25
Vert(L-)
0.01
4-7
>999
360
TCDL 7.0
Lumber DOL
1.25
BC
0.14
Vert(CT)
-0.01
4-7
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB
0.00
Horz(CT)
0.00
2
n/a
n/a
BCDL 10.0
Code FBC2017frP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-9-3 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 uide.
REACTIONS. (lb/size)
3 =
45/Mechanical
2 =
242/0-10-7 (min. 0-1-8)
4 =
181Mechanical
Max Horz
2 =
80(LC 4)
Max Uplift
3 =
-2(LC 9)
2 =
-127(LC 4)
4 =
-15(LC 19)
Max Grav
3 =
47(LC 24)
2 =
242(LC 1)
4 =
63(LC 22)
FORCES. (lb)
Max. Comp./Max. Ten. - All tomes 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDLm5.Opsf; 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) 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/TPI 1.
3) Gable studs spaced at 240-0 oc.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurent 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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 2 lb uplift at
joint 3, 127 lb uplift at joint 2 and 15 lb uplift at joint 4.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 75
Ito down and 59lb up at 14-9, and 75 Ito down and 59
lb up at 14-9 on top chord, and 24 lb down and 34 lb
up at 1-4-9, and 2416 down and 34 lb up at 1-4-9 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=-54,4-5=-20
PLATES GRIP
MT20 244/190
Weight: 12 lb FT=10%
cm'�f�fw�.Cv,7tlimv+6,'1Ir00faBn(ffilfl�6ai14mYf6N49111416(161W1(149a'IuapflfB4NXPkm Sadiby,f�m�ImNmlWrs.tl,1m,WTpu+Wlmld�,l�l.lale0{ri41um8mMeece blm@e+lutliltlnmAr, M
mrt arb,�mwmmmum,u aru,nw�f p,.0+.buRM�mw.nmm�mm.�p+mmrm..mey.agnvmmraammmm,ei,rm,M�.mfw Y.mwi maavm,+fas`+wmmm..afmr
Anthony T. Tombo Dl, G.E.
tlnem@mim,m QmYvyuwmyNYlyempmn.mowl,r+fvudgaamrwap0uyr.�m,rtammm.e,unembmke ,uhcaml arprnnlmmiWdmLemm�atm,.ovl,�rkdrymgemWum�h,epilivamnynadlfm
* 0083
'
mmxgroy,e.arm.a.m.m,er�mmodmymasmpumsmmuwyr..r,mm,pro.m. ffatmpmmuu+ar,m,mfbGmmra�mam,nm�awnmsu,mnumkep.fmr4n�ug.,n�tm,cmo-..µ.a,
4451 SLLude 614
¢oa.Immh.uamw�asyo�+mWhmr�rswm,m mm�muxrynoolosmuaofpnpm..mnsroorfmo[.fxaay fuapa�eumnwmnm�.
tort Pierce, iL 34946
(orripM®7016AIIoolLoue!-Ilvlbnvpi. iomhm N,P.E.lepmdaaiomofmirdommem,inurtmim,ispmh3iledxinma%erntempe,missimhombl r�Alnuer knurr.rmmbmm,rt
'Job
Truss
my
Ply
WRMSCMB2L15M
�TrussType
HJ5
Diagonal Hip Girder
2
1
�RENARMORNINGSIDE
A0118685
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.00m Run: 8.210 s May 18 2018 Print: 8.210 s May 182018 MTek Industries, Inc. Thu Aug 30 09:16:26 2018 Page 1
ID:ld_OOXyyT61Bi TXo1jwHHzefvK-nXhg7iGHoquSxRKn_gSahFNJNIDXzwx7rOXuuOyijFJ
-1-10-10 3-9-9 7-0-27-10.70 I 3-9-9 3-2-9 '
I
3 0.9
3-9-9
U4=
7-0-2
3-2-9
Plate Offsets (X,Y) -
(2:0-0-1,0-0-31
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Udefi Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.25
Vert(LL)
-0.02
7-10
>999 360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC
0.21
Vert(CT)
-0.02
7-10
>999 240
BCLL 0.0
Rep Stress Ina
NO
WB
0.10
Horz(CT)
0.00
5
Na n1a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MP
Weight 31 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.
BOT CHORD
Rigid ceiling directly applied or 10-M 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 =
70/Mechanical
2 =
37910-10-15 (min. 0-1-8)
5 =
17a/Mechanical
Max Hom
2 =
141(LC 4)
Max Uplift
4 =
-57(LC 4)
2 =
-152(LC 4)
5 =
-100(LC 5)
Max Grav
4 =
77(LC 19)
2 =
379(LC 1)
5 =
178(LC 1)
FORCES. (lb)
Max. CompJMax. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-11=392/103, 3-11=366/131
BOT CHORD
2-13=165/346,7-13=-165/346,
7-14=165/346, 6-14=165/346
WEBS
3-6=-383/183
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp S; 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 fora 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 57 lb uplift at
joint 4,152 to uplift at joint 2 and 100 lb uplift at joint 5.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) T7
Ib down and 61 lb up at 1-0-9, 77 lb down and 61 It,
up at 1-4-9, and 32 lb down and 41 lb up at 4-2-8.
and 32 lb down and 41 lb up at 4-2-8 on top chord,
and 63 lb down and 35lb up at 1-4-9, 63 lb down and
35 lb up at 1-4-9, and 14 lb down and 40 lb up at
4-2-8, and 14 lb down and 40 lb up at 4-2-8 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 (plf)
Vert: 1-4=-54, 5-8=-20
Concentrated Loads (lb)
Vert: 14=-9(F=-4, B=-4)
I.mrro-bmvphmnbyimarnmot�uTaruunaeem¢moumnoo-eom jlmoam:umY.7 havon�mdasn,.m7mmboYewlmaabu>,ItnSummadet b.bna„bsv.bm.at
i
mGYmaplmmmbevitrbiemYM.1,e4m,YsyhPwpLybm'16ped�.bnlmvplmnpmmtvm'vdbplN�mraYrmgmJ�YbemQdbnjtbmtg91mbD6r.ebiml lY(!q,mvgaldgotl:atcM4r
An T. Tombo III, P.E.
dntM WebgYYghbmp,Yk;ib@w.b0emertOtlylrbbYeiOuga..baead68CN%mlEehmhYgo6etl841. ibQprt�db19o1en68eadh Go�Y4YghfZmge.tlYned YcgYlbbnycligd
r80083
htaYnrnlndfmv. Nalsm W.biWdhrrcMt¢1pLlwdeeNtl6y resprtmL4ryh4emery91µ�0Ytle,Vlolflflen,WmEhlmml wih5rt!•erymNmes.11mdbLnfYye,LnYupfµmellimrarrA4ek¢
I
44515L Lude Blvd.
tledulbdlleeavervdgse.mgheRven4d Wlnuqupepn,4WldbMydngm,mlmdryev6ywdmrkay agr3adbnnml�1m181.
Fort Pierce, FL 34946
Gppyb0101141bI7nssrs-Avdvvpl.lvmdam,fL hpmlvmvvoleisdommem,mvoYlvrSisprtfIDihdiildemlhe.ncevpe�sevvhamA-14dlmsn-1®wy7.7evbm,Fi
Jab
Truss
Truss Type
Dry
RENARMORNINGSIDE - "
A0118686
WRMSCMB2L15X10J2
JACK -OPEN STRUCTURAL
9
�Plif
1
Ix
_ —
Job Reference IootionaO 4
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING-
2-M
Plate Grip DOL
1.25
Lumber DOL
1.25
Rep Stress Incr
YES
Code FBC2017/1"PI2014
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-0-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
Mi7ek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
176/0-7-10 (min. 0-1-8)
4 =
14/Mechanical
3 =
33/Mechaniral
Max Horz
2 =
63(LC 12)
Max Uplift
2 =
-60(LC 12)
3 =
-24(LC 12)
Max Grav
2 =
176(LC 1)
4 =
31(LC 3)
3 =
33(LC 1)
FORCES. (lb)
Max. CompJMax. 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=5.Opsf; h=134;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end verttnl left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) 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/TPI 1.
3) Gable studs spaced at 2-0-0 oc.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonwricurrent with any other live loads.
CSI.
DEFL.
in
(loc)
I/defl
Ud
TC 0.18
Vert(LL)
-0.00
7
>999
360
BC 0.04
Vert(CT)
-0.00
7
>999
240
WB 0.00
Horz(CT)
0.00
3
We
n/a
Matrix -MP
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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 60 lb uplift at
joint 2 and 24 lb uplift at joint 3.
LOAD CASE(S)
Standard
3u U91521 2ul B
PLATES GRIP
MT20 2441190
Weight: 9lb FT=10%
rnarta�P`h,m..m'urareamtlmM�umaamcnuremrauNMlmm+iworl.mrm%�urxmam+rm..m.mumlrovnvlm+rmP�rttmneia.msmmm. eama.mmamamer
®LIma1MillhrmmmmomYnli sutrsmmfq.mp+.fper41nz1mmmn>nmmm<m.mpmampemmePtgnyevsryo-mmgamuyrmstnmenm }.mun o,epevpmlegmvm.uaap
Anthony T. Tombo lll, P.E.
rmrb MiYmrmY%umrt,fmu40;ammm.m0.om'trdapdmpmamlaxy PdiP=,mmmvmamll,mGrmlmrfaxaPn4m UL IDpyMamlpprg6pmabimcrE{h.!KLLry,..mr6m<ya9hmnya0l%a
¢ae083
'
mwylmsartiay.mmm.v.mtwmmpmsmpanaxo-uqugamferynw. m:.pmagmmnuammamp,nyeu ua.sari.eeeumwamummpr.rrmlegagvmr„mYmue,.tm
4451 St. Lucie Blvd.
em+wwmN+6amrerrtm.mm�hdl vmaar ml.uhu,+fga,6rmmNvganpm,vmuSra+6pn8gb:y aor�ndeemmL+r.ml
�
Fort Pierce,R. 34946
fvreltl®1GI4411vvlinssm lsanpl.Ivehv N,Pi lepndvaimoltlitloomem,ivvrylmgispsdOaNmiihema+vrimvpenasGnhamkl Pmllmus/mEv+pLToAam,Il
i
ob
Truss
Truss Type
Oty
Ply
WRMSCMB2L15M
J5
Jack -Open
4
1
�RENARMORNINGSIDE A0118687
Job Reference (optional)
A-1 Root Trusses, Fort Plerce, FL 34946, deslgn@aitruss.com Run: 8.210 s May 18 2016 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 09:16:27 2018 Page 1
ID:Id 0OXyyT61131 TXoljwHHzetvK-FjFCK1HvZe0JZbv_YNzpDSwOGW6iOk84gHSOsyijFl
-1-4-0 5-a
I
3.4 =
5-M
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 0.49
Vert(LL)
0.11
4-7
>564
360
MT20
2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.44
Vert(CT)
0.09
4-7
>650
240
BCLL 0.0 •
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
We
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
Weight: 18 Ito
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
purins.
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 =
113/Mechanical
2 =
26910-8-0 (min. 0-1-8)
4 =
59/Mechanical
Max Horz
2 =
123(LC 12)
Max Uplift
3 =
-81(LC 12)
2 =
-98(LC 9)
4 =
-48(LC 9)
Max Grav
3 =
113(LC 1)
2 =
269(LC 1)
4 =
88(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=5.Opsf; 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 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 81 Ib uplift at
joint 3, 98 lb uplift at joint 2 and 48 lb uplift at joint 4.
LOAD CASE(S)
Standard
y„ti,.rwre.,,lrry,ne.mwrmrmm(wa-i¢¢+mnnuvm:nmrscenorf¢lo'lvuvcrwearm: rxhtraw•,vwnm,mom.ml�u,pn.mylP�dmon.r>•tvm,a;rtw�,,,andm,m. wrm�am.o,mnealoc y
//_�� Nhmxml!lsambnammrrObp,ad islLVlnipfiPrePa.#mErOP.mlmW mgmnpnmsmrm,mam PanWrgswgnym9�Rrtrblmpabnj,InmigMnLlf-0mb.obP.1. Rt4pmnvpm.Yarymea5 W31
Anthony T. Tmbo 111, D.E.
/�\ dma0'ulm,6v WIlxagmmrtiry,Wtlrampne.mO.mYmt EtlganmrlYar PnPa•rum W2amBCNrdm6mlHYgmeWmLmmaWamNBd,nlmYn,60rim�WLlmrmis0+9t109tln.ltluel�lYYmnW�1d
t80083
PaNPa�lmkFutrtyrndlN,aiiMabLntMnpn,LmWyfyceallmSMmWMrt,eMi
451 Lade Blvd.
Utrkbry8ngndfarum.l0mltinnlbE9Wml�mmsvlplJvmtlY,pYbgegmWMuveYmOM,plGJtlhlWollNlmMuenlfe
,reuw sryvw,aq,dmvl.aghewmmmmt nlmmusqurssorwduyomy..mu.mfp.eynamrxey w�a.,aenr,mra.alnu.
�
Fort Pierce, R 34946
rtPer
0ppivW®1616 A�I Ivvlirtssys-Avldvvpl.lvmEv III,PL lepudvmvv vdaisdvumevt,ivm{ImµispnlileedrillvN%vrnttevpnmissivv4vm A�I lvvlbnus-Aoldvvpr.Tvmlvll,Pt
Job
Tuss
Truss Type
Oty
Ply
RENARMORNINGSIDE
A011 8688
WRMSCMB2L15X10
TO1GE
Common Structural Gable
1
1
$1 1
o 4
Job Reference llonal
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
6.00 12
3x
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 Mr-ek Industries, Inc. Thu
4x4 =
I6
LOADING(psf)
SPACING-
2-0-0
CS1.
DEFL
in
(too)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.27
Vert(LL)
0.01
8-9
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.16
Vert(CT)
-0.01
8-9
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.09
Horz(CT)
0.00
7
n/a
n/a
BCDL 10.0
Code FBC2017/LPI2014
Matrix -MP
Weight: 501b FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3'Except•
W5: 2x6 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
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, in
accordance with Stabilizer Installation ouide.
REACTIONS. (Ib/size)
9 =
21210-3-8 (min. 0-1-8)
7 =
451/0-3-8 (min. 0-1-8)
Max Horz
9 =
-93(LC 10)
Max Uplift
9 =
-94(LC 8)
7 =
-141(LC 8)
Max Grav
9 =
212(LC 1)
7 =
451(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. -Ail forces 250 (Ib) or less except
when shown.
TOP CHORD
1-2=-1551311, 2-3=-170/324,
1-9=-1851340
BOT CHORD
7-8=-119/279
WEBS
3-8=-378/243,3-7=327/494,
4-7=-134/313
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=5.Opsf; 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 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/rPI 1.
4) Gable studs spaced at 2-0-0 oc.
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
20.0psf 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.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 94 Ito uplift at
joint 9 and 141 lb uplift at joint 7.
LOAD CASE(S)
Standard
n„.m•uroornmaflnl�AmnllnlmemwmmmnsaRnnlemoauervwrl.m e.hevawmvmmr,reran.mnm,m,Pem4AIr+,,ammnnl.r,.a,Rura,a,.m,nom,mrnnmxnmmo..h-
-
Iffol ,ion"k
Anthony ]II, P.E.
nWNciv.L.Ao
W.dWkmmu Wl0i0uAm.OmnmaamrLImIXa.IMholtiV,.hWTnl.MTiN0mTOO tlmGtln„Iftho,bhfi,AO.MW etnmil.lmb.psMu"
180083
mwaymn„aomv. ammmwmmanmwaa,mryA,nemmmrnymsrllamnlm;rommehmmuun.,m�Asr�pa nuu.,rnye.uxnrmw.a:mu.:mvn..lm,a,Qmpndrm,rraw�.tr.
4451 St. Lucie Blvd,
,m.wuaminmabraemrw..vWhnwm,ream.mu,ndunW.nAmlmrumrn,4*..un,sN•Wm.amrxem awmrv.t.o...t7m.mt
�
Fort Piem,R 34946
fvppird107A1AA41vv17msses-Avnve/7.1vm4e III,P.E. lepmdvoivvvinisdvmmem,ivvvylerq.itprvl3tleawi6vmlAevriner pelmittivnhvmA-I AeoiLems�AmAvnri.7aMoN,u.
,I • JANUARY 17, 2017
TYPICAL HIP / KING JACK CONNECTION I S11DTL01
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVO.
FORT PIERCE, FL 34946
772-409-1010
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.
Attach End Jack's
w/ (4) 16d Toe Nails @ TC
& (3) 16d Toe Nails @ BC
Attach King Jack w/ (3) 16d Toe
,Nails @ TC & 24" Strap w/ (6)
10d x 1.5" ea. end @ BC
I
ttach Corner Jack's
4 (2) 16d Toe Nails
@ TC & BC (Typ)
Attach Corner Jack's
w/ (2) 16d Toe Nails @ TC &
BC (Typ)
'\ a+ao"aa,mamrmrmimau.�p�tm a,.prge.�..yegap7,m�a rl��a®u . ndmam�,re pope>mat,r`yamuµumrew nsi*d pa dapov�augo�witry...I AW" T. Twbo ttl, P.6
z
mm6mMtogaKgcr b.M�am�e..daediwmndgmummm0d�pm.urmmdm�.rammrait, ,; taamddmimmgmti ueduvaaM1mti ,mpmm.megalar„w�m�}+ 80083
mldCgr4ual W.a uufsmuamRmmaaertimdar�ddlzlgGvpmltr4m®r9Wt4hmhAmmimrdemold�m4ci® Airfmm�R,mcwmem�arla<�ee�pa,u.a tgmawumYmmn,[ia 4451 St. WrJe Bkd
demtridh,tYal9mW r�hBwm.sAw GL.ehm aeK1d1.4v aa4a�Mn4?mlgm�t Rm?m�emm tdatzAl. - W4 Pi6m, FL 34946:
FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
tnd09-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
1'-3'MAX.
OIAG. 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 0
r 24' D.C.
2X6 DIAGONAL BRACE SPACED 48'
DZ. ATTACHED TO VERTICAL WITH
(4) - I6d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - lOd 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
V/ (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) -
\ 10d NAILS AT EACH ENO. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d COMMON WIRE NAILS.
:(:U1Z111K
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 WINO SPEEDS 12D MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE
7-10) OR LESS, MAIL ALL MEMBERS WITH ONE ROW OF 10d (131'
X 39 NAILS SPACED E' OZ.
- FOR WINO SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150
MPH (ASCE 7-1N NAIL ALL MEMBERS WITH TWO ROWS OF 10d
(131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM).
STRUCTURAL
GABLE TRUS(
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE L ALI
BRACING METHODS SHOWN ON PAGE 1 ARE VALID
AND ARE TO BE FASTENED TO THE SCABS DR
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
\S ARE NOT ADDRESSED HERE. /
STANDARD GABLE
TRUSS
:TI In
AN ADEQUATE DIAPHRAGM OR 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/STUOS ONLY.
l : J.ULY 17, 2017 I STAND(A'RD PIG GNBrAF K4 IRUSS STDTL04
rrTln
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.
AA ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
PIGGYBACK TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL PIGGYBACK TRUSS INFORMATION.
/N I - - I
SPACE PURLINS ACCORDING TO THE MAXIMUM
SPACING ON THE TOP CHORD OF THE BASE TRUSS
(SPACING NOT TO EXCEED 24. O.CJ 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.
(PURLNS AND CONNECTION BY OTHERS)
BASE TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL BASE TRUSS INFORMATION.
ADffmy T:,Tomho I0; P.E.
s 80083.
4451'StLucie BNd
Fmt Pierce; f; 34946
JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 . ,
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
VALLEYTRUSS
(TYPICAL)
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6' O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
DETAIL A
P 12
SEE DETAIL'A'
BELOW (TYP.)
GENERAL SPECIFICATIONS:
1. NAIL SIZE = 3' X 0.131' = 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
SECURE TO BASE TRUSSES AS PER DETAIL'A'.
5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
6. MAILING DONE PER NOS - 01.
7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
BASE TRUSSES
VALLEYTRUSS
(TYPICAL)
GABLE END, COMMON
TRUSS, 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
ATTACH 2X4 CONTINUOUS 42 MAX SPACING =24- D.C.(BASE AND VALLEY)
SYP TO THE ROOF W/ TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
W945 (1/4' X4.5') WOOD SCREWS
INTO EACH BASE TRUSS.
kffl" T: Tw& Ttl, C:E.
SM83
4451 SL,UrieBivd.
Fdd PLeW R. 34946,
I w
FEBIRUARY 5, 2018 I TRUSSED VALLEY SET DETAIL I STDTL06
GENERAL SPECIFICATIONS:
1. NAIL SIZE=3'X 0.131'=10d
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 PURLIN SPACING EQUIVALENT
A-1 ROOF TRUSSES TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
4451 ST. LUCIE BLVD. 6. NAILING DONE PER NOS -07.
[FORT PT. LUC E BLVD fi GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
77ERCE FL TRUSS, OR GIRDER
TRUSS
SECURE
W/C
VALLEYTRUSS y I II II II IIASET II SSES
(TYPICAL) II
DETAIL A
(NO SHEATHING) N.T.S.
GABLE END, COMMON
TRUSS, OR GIRDER
P r2 VALLEY TRUSS 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 6/12
CATERGORY It BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
ATTACH 2X4 CONTINUOUS it2
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-X3-)WOOD SCREWS
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
INTO EACH BASE TRUSS.
kd"T. Tombo 111,.P.E.
9 80933
44SIR lime Blvd.
FMI:Fleke,'R. 34946
JULY 17, 2017 "`v.»w V PILL_L— F vL_ F uL_ 1 r%lt— STDTL07 , x
(HIGH WIND VELOCITY)
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
ATTA(
WIND DESIGN PER ASCE 7-98. ASCE 7-I
WIND DESIGN PER ASCE 7-10: 170 MPF
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE: 1
MAX TOP CHORD TOTAL LOAD =50 PSF
MAX SPACING = 24' O.C. (BASE AND VA
SUPPORTING TRUSSES DIRECTLY LIN
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.
NON -BEVELED
BOTTOM CHORD
FOR BEVELED BOTTOM
CHORD, CUP MAY BE APPLIED -
TO EITHER FACE.
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
MAXIMUM 6112 PITCH NON -BEVELED
BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6112 (MAXIMUM
12112 PITCH)
000
N1 rm�mrR�minm'NL'AtWi41i�L7iFFWLiBi(01.�81GiYi�FifNi:99gt'lin fe$is¢Wn9++MrtlabiY�ben PxPm�Ri�dbh'alf tdv6!l l4mMMnvyYmAa.h�eriWc¢
sddmsltintarwrmroaYk ! r104hbp(grtt(u,fµXTigaujmduaiCBripianenq�+lemvAshow�9bvd4bfrmba/dlahuire+qed•rtaa}.da%iaAipOiry+.ytdvayal'v64.10- AftgT 'Tombo FB, P.C.
d,aemirmrRl=I9amnquAdgtmmn,mC rram®t pe btagmgr,bmactldmltm��rre6dlgvha%I:mOfMtmC3ac,rY�vemLetWgbtl_q brtplm§Maabcyrdbb��pmdi'1jt II80063
mYr,F�admnA Yoha;m�mtL9drpo4ndFmiendmmmgmpaf4egr, .,tmtl�a$%d>ontRmltj®tltln. vu megcau.aeaamb nmgw,tmmg5qrdtmt2aam an 44515E Lucie Blvd.
da�ledhr4eEadrwbnhdiofr!wCdtiSwkk�atnmkYq.!nye =4at50s5e/mMl'm tlwOLdbmneFdeF=4:l
• r�.sun m�cumr......rw�.Yw.w �r�r...+.�:..ire.�..:s.�w:.sair.,u..a...b.....�.savur:.�k.�.l.rrir:o lr. Fat Pieice;R 34946'
s ` Iw
STANDARD GABLE END DETAIL
STDTL08
A-1 ROOF TRUSSES
4467 ST. LUCIE BLVD,
FORT PIERCE, FL 34946
772-409-1010
TYPICAL 2X4 L-BRACE
MAILED TO 2X4 VERTICALS
W/lOd NAILS, 6' O.C,
VER7
STUD
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
VERTICALVEX4
2X6 SP OR SPF
STUD#2
DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED 6' D.C.
(2) 10d NAILS
INTO 2X62X6
SP OR
SPF #2
2X4 SP OR
SPF #2L
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
W/(4) - 10d NAILS
DIAGONAL BRACE 4' - 0' O.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) - 10d NAILS AT EACH ENO.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
**
(4) Bd NAILS MINIMUM,
R 3X4= PLYWOOD SHEATHING TO
2X4 STO SPF BLOCK
*
V
DIAGONAL BRACING ** L - BRACING REFER
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
NOTE:
1.
MINIMUM GRADE OF 02 MATERIAL IN THE TOP AND BOTTOM CHORDS.
/
2.
CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO 12' MAX.
BE PROVIDE13 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 VITH ONE ROW OF 10d NAILS SPACED 6' O.C.
5.
DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT 4'-0'OL.
6.
CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
WITH 16d NAILS SPACED S' O.C. HORIZONTAL BRACE TO BE LOCATED AT
THE MIOSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
STUDS VITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A)
7.
GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. DIAG. BRACE
S.
THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. AT L3 POINTS
9.
00 NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE
IF NEEDED
TRUSSES.
10.
IDd AND 16d NAILS ARE 0131'X3.0' AND D.131'X35' COMMON WIRE NAILS
RESPECTIVELY.
11.
SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIB/ALSC.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
VITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE
(2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4 SP#31 STUD
12'0.C.
3-8-10
5-6-11
6.6-11
11-1-13
2X4 SP#31 STUD
i670.C.
3-3-10
4-9.12
6b-1t
9-10-15
2X4SPn31STUD
2470.C.
2-8-6
3-11-3
5-4-12
84-2
2X4SP42
12'0.C.
310-15
5-6-11
6.8-11
114W4
2X4 SP»2
16'0.C.
3-6-11
4-9.12
6-&li
lw
2X4 SP M2
24'0.C.
3-14
311-3
G2-9
&313
'- DIAGONAL BRACES OVER 6' - 3' REDUIRE 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
SOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
ROOF
SHEATHING
(2) - IOd
NAILS
TRUSSES A 24' OZ.
2X6 DIAGONAL BRACE
SPACED 413' O.C. ATTACHED
TO VERTICAL WITH (4) -
lEd NAILS, AND ATTACHED
TO BLOCKING VITH (5) -
IOd NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
ENO WALL
=30 FEET
STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
FEBRUARY 17, 2017
WITH 2X BRACE ONLY
y
STDTL09
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409A010
NOTES:
T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 90% OF WEB LENGTH.
THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO
CONTINUOUS LATERAL BRACED WEBS.
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2X8
10d
6' O.C.
NOTE: NAIL ALONG ENORE LENGTH OF T-BRACE / I -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 1-BRACE
2XB
2X8 T-BRACE
2X8 I -BRACE
BRACE
SIZE FOR TWO-PLY
TRUSS
SPECIFIED CONTINUOUS ROWS
LATERAL BRACING
OF
WEB SIZE
1
2
2X3 OR 20
2X4 T-BRACE
2X4 ]-BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2XB
2XB T-BRACE
2X8 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
. FEBRUARY17,2017 I LATERAL BRACING RECOMMENDATIONS I STDTL1O
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2X6 'STRONGBACK' IS RECOMMENOEO, LOCATED EVERY B TO 10 FEET
ALONG A FLOOR TRUSS.
G.—
NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
A.IROOFTRUSSES OF THE METHODS ILLUSTRATED BELOW.
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946 NOTE 2: STRONG13ACK BRACING ALSO SATISFIES THE LATERAL BRACING REOUIREMENTS FOR THE
772409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM ENO TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, ANO PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
INSERT WO00 SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
C EDGE OF STRONGBACK (00 NOT
L FRAMING
ANCUSE HOO ATOPR T13 ATTACH
CHORD 1 NAILS (0 31 WITH �XATTACH TO R3) dL \NAILBS ( 131' XR3').Dd USE DRYWALLNATTACH AILS (0TO VERTICAL
11 \ WEB WITH (3) - 10d
BLOCKING BEHIND THE VERTICAL
WEB I5 RECOMMENDED WHILE
NAILING THE STRONGBACK
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS. ATTACH TO CHORD
FASTEN TO TOP AND WITH (2) #12 X 3'
BOTTOM CHORD WITH WOOD SCREWS
(2) - 10d NAILS (0131' (0216' OIA1
X 3') IN EACH CHORD
Is' vol
OO
/1 �� 11 �c
USE METAL FRAMING J
ANCHOR TO ATTACH
TO BOTTOM CHORD
/ATTACH TO VERTICAL
WEB WITH (3) - 10d
NAILS (0131' X 3')
ATTACH TO VERTICAL
SCAB WITH (3) - 10d
NAILS (013V X 3')
/INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (00 NOT
USE DRYWALL TYPE SCREWS)
TRUSS 2X6 4' - 0' WALL
STRONGBACK r
(TYPICAL SPLICE) � (BY OTHERS)
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) - 10d NAILS (0131' X 3')
EQUALLY SPACED.
ALTERNATE METHOO OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH 412) -
lOd 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 1 LATERAL TOE -NAIL DETAIL I STDTL11 r.
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 END 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 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
J
.162
108.8
99.6
86.4
84.5
73.8
.i
.128
74.2
67.9
58.9
57.6
50.3,
z
0
.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 35') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 115:
3 (NAILS) X B45 (LB/NAIL) X 115 (DOL) = 2915 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
45.000
SIDE VIEW
(2X3) 2 NAILS
ANGLE MAY
VARY FROM
30' TO 60'
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.000
L I A'
UPLIFT TOE -NAIL DETAIL I STDTLI2
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
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
LO
.131
59
46
32
30
20
z
J
.135
60
48
33
30
20
U7
.162
72
58
39
37
25
J
2
.128
54
42
28
27
19
Z
Z
O
.131
55
43
29
28
19
W
.148
62
48
34
31
21
J
U)
J
N
Q
M
Z
.120
51
39
27
26
17
z
.128
49
38
26
25
17
O
.131
51
39
27
26
17
O
57
44
31
28
20
IM
FH
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 WIND) = 14B LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO
FOR WIND DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 1.60 IDOL FOR WINO) = 177 LS MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LEIS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
oeo USE (3) TOE -NAILS ON 2X4 BEARING WALL
as* USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR S:
IE
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
IL
NAIL
NAIL
SIDE VIEW
END VIEW
FEBRUARY 5, 2016 I TYP 2x2 NAILER ATTACHMENT STDTL13
M
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
1.0A14
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.
April 11, 2016 I TYPICAL ALTERNATE BRACING DETAIL STDTL14
FO EXTERIOR FLAT GIRDER TRUSS
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
(4) 12d
TRUSS 2411 O.C.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
12
VARIES
(4) 12d
MAX 3011 (21-611)
2x6 #2 SP (Both Faces)
2411 O.C.
SIMPSON H5
bry.Ila YgMmn b'Y1VOd/[i10�al�llme.(mSSrbfRlt/[I�.L"gIN(RY. bhhW l.qb Nm�.i�mb�bxYW Y9'�R'.dbY9iW 411 Y.mts b..a Wua.wiiimY®�.F
tL®pb Y9Y.ybY1P.YYY 4. bu iy[.pwls. h..Yy4pe)Y WaRIm'4.±Ymma/m/ /b a.tlgagn�w.19/b 1glb 0yrlwpmmYisr.tl.PIL YAgmWYtbbl mYL1
Yd[hp�Y T. Tm1 Hi, P.E.
'/.u1bNVYwllly.Yn�IYOgYLb'tiby�.Y WgYYp. boldlbCYKm1YbIF8goimiRlbp.m/YplJgWrlYb6m4Y.Itly Op.WWmlbnl-0ibY I
�083
b� ba-tl(w.Ym.m�mq.YWYY,:.9aitlIWYiObYWi(^iYW Wmtn AmPl4PtlbPtlYa N'uabplPM.AIYalbv4.>Y�mINI/66YYWm.4vlrt}i4.gg1Y6�
61$1 $i. 111(1G 01Yd.
mdb.Ymgrr/mwbaw+eYwa lbbv YYlyohN' mYagtwp� unn,umW�/wYbo mge4emo Wawa
Fat pl.%FL M"6
f<yPyt1011llll[Wlnsai�ANw11.l.doAL11 4Podcmevdniidwvmw. vY1G�h0�vB3141w1w�R.nm.eperoniw4amHlmlfma.�bUu1L4cM01.1t
FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15
DAMAGED OR MISSING CHORD SPLICE PLATES ro
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
7724[19-1010
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK *
X
(INCHES)
MAXIMUM FORCE (LBS) 15% LOAD DURATION
SP
DF
SPF
HF
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
20
30
24'
1706
2559
1561
2342
1320
_1980
1352
2028
26
39
30'
2194
3291
2007
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 IDd NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2XS) SPACED 4' O.C. AS SHOWN (131' DIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' D.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO 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
YltL \
� � X
i BREAK
. l�yeY
•10d NAILS NEAR SIDE
+10d NAILS FAR SIDE
TRUSS CONFIGURATIDN
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
-wilCI
THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO
THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK DR HEEL JOINT
AND A MINIMUM OF G' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE).
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
L 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 DF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
5. 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.
A
SCAB APPLIED OVERHANGS I STDTL16
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
7I2-409.1010
TRUSS CRITERIA:
LOADING: 40-ID-D-I0
DURATION FACTOR: LIS
SPACING: 24' O.C.
TOP CHORD: 2X4 OR 2XS
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, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (.14B' DIA. X 3') SPACED S' O.C.
2. THE ENO 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 OR SPLICES.
2X SC
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS 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'
O.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.
. . . . . ....... ............. .. ....... . . .. .......... — — -------- -- ..............
Truss Load Alert Box NOI ALLTRUSS TO WALL ANU/Uk -ikuiS1 U
61 ----- 1 Truss I.D.
15,011 LEDGER CONNECTIONS BY BUILDER
23t OR
= 0 E
Gravity (> 5,000#) Uplift I(> - 1,000#)l (UNLESS NOTED OTHERWISE)
Horizontal I(> 350#) 4
NOTE: ALL CEILING DROPS BELOW BEAM ARE 9
qlp &A
A V.4 ai 'A aA ah ��A
BY BUILDER (UNLESS NOTED OTHERWISE)
U J:1......... ........ ... . --- ---- ------- ---- - --- ---
ij,
-, - I I * NOTE: THIS TRUSS PLACEMENT DIAGRAM IS TO SHOW
ix// 17, /, I
3 _1 z zz///
"Ea
TRUSS I.D. AND TRUSS LOCATION ONLY.
cii
Cjj[
THE BUILDING DESIGNER IS RESPONSIBLE FOR THE E
C'�Vjf
H
STRUCTURAL STABILITY OF THE ENTIRE STRUCTURE.
REFER TO THE INDIVIDUAL TRUSS ENGINEERING DRAWINGS
CJ3 T
FOR GRAVITY AND UPLIFT LOADS.
iCJ3
L. . . .... . ........ .. - - -----
EA
FOR BRACING & ERECTION DETAILS REFER
If HATCH LEGEND ------
TO BCSI-03 All ENGINEER OF RECORD
61
C:�
SLOPE CLG
A09GE
l2
�71
F a -
8'- 8" C1g. Hgt. rZ . - _," .
--- -------- ---------
_k� � 111 1
A081 REPRESENTS THE LEFT SIDE OF
00 13 EACH TRUSS DRAWING
tE
1 8'- 0" A.F.F.
Z� I AOT 2
H T
�23'( 3/8"_ JUS24 THD46
JUS26 �,'J !MSH422
112'- 11" A.F.F.
A06
&4 'C',� THD26 1 MUS26
Z,
------- 00
THD28
LO
— -- ------- ---- �D
- - - -UTT,
-2
��E THD26
3/12 4
CEILING 8' FLAT CLG
J(,,THD21 /'N
1. - V\
SLOPE-' //Z -_ 1�__ - - - - , __ I -_ - - --- - - . E - = = E
L =�8-2 1 /
I , � IN
111/4 f
A04
JUS46 X e
A04 Er
A
BB�,� HANGER BY BUILDER (IBBB)l BEAM BY BUILDER
L
NOTE: UPLIFT CONNECTIONS FOR ALL COMMON
A4
. ...... ......
TRUSSES BEARING ON ANOTHER TRUSS TO BE LSTA12
TI, z Z
T STRAP (BY OTHERS) UNLESS NOTED OTHERWISE
RAT4 DOWN_A�- EDED—
A04 (EXCLUDES VALLEY AND PIGGYBACK TRUSSES)
C)
I _
%
LOADING ROOF FLOOR I WIND LOAD
_7\1 A03 i
LIVE LOAD 20 ASCE 7-10
E
DEAD LOAD 7 160 MPH EXP B
ZZ 8
C) I �
LIVE LOAD 10* CATEGORY If I= gi, �2 4 ZE
gp 76
0
Cal r-
DEAD LOAD 10 ENCLOSED .2 E
E Zi 5�
-- --- - TOTAL LOAD 37 FBC - 2017 Z
A03:
R 1.25 TPI - 2014
DURATION FACTO
BY,
�REVI DATE REMARKS
3 Ili CEILIN' A03'
08
SLOPE------ 1 -29-2018 RH UPDATED CODE
Kj
Ad3l 2 08-29-2018 RH EXTENDED LANAI 2' '2
-r= 2
Ad
Zi
77 '-E 4
A03 lit)
1 Lnr)
of
A03
1:2 E
I CNI
6; R= a
It is understood that above
==g -6
A03� conditions have been revi
APPROVED
ewed
& are acceptable for the
101111/811
TZ VE"ZZ"11, Z73
x APPROVED AS NOTED
fabrication at trusses, Z9
7 :2
elevations, pitches, overhangs, =AD
A02:
REVISE AND RESUBMIT
ceiling
2 -. 3: It S
MT. fascias,
elevations/p itches, bearing
REJECTED
conditions & all detail pertaining
A0Z
�to this truss placement plan. No a
back charges will be accepted
q, I=
A02
approval from an A-1 Roof
=. %
/8' 1 7113/411 Trusses representative. =8
r=
RE ED BY
gl
PLAN DATE ARCH: STRUCT:
A01
8' FLAT CLG 8' FLAT CLG
SL CUSTOMER RENAR
----- -- If
A01
FA
JOB NAME CAYMAN 1763 B2 GARAGE R
A01
=01
122-1/2" ACg��
�TJ
C05 FA
OPTION(S) COVERED LANAI 15X10
CN4 B04
12
!Do T"4 100
FLAT
�C04 E B COMMNTY
MORNINGSIDE
LOT
0
CNj i
R
!:CO3
2P
:::KNEEWALLS BY ------ Zl :C) ',_ �ly,�,v,
Oki
COUNTY STLUCIE Z �E ia
E
...........
BLDR, 79
:: �_ �,-, — -_, , - r - - - - f
_7'
E 6, ?1Z :E 0
B02' �79 8
CO2 TOT,@ 121 1111 BLDG SINGLE BLDG
C:> !C)
TYPE # 4!
C-4 FAMILY
4
CO2
�7/ I Bby
00 E
N,
JOB# 78827 MASTER WRMSCM82L15XIO
jE -V; e
B
C01G
62�
-.a
DRAWN SCALE
-29-2018
AS
/�Ix '7 7 7 cji DATE 08
�271, 7Tf
o
7T/ 8 Ill I RH
Z� Z I Z' .0 _AqII DI honyTT,
4Z, ""',
_X.:
h., T�RRI HEL,im,,
CN, C, y oft,
LOVORI � I I t :2 !L,' 1 —0
LIC. L-Ft
Cj T
UF
RE
-3
J
J
40
Q
A-1 RUQF W Z2 E I.
72
61411 121,411 ........ F 366
E
I LI E �TRUSSErs -.e
62
.. ....... ...... . .....
381 0"
'VALLEY LINE' 0 A FLORIDA CORPORATION
SE IAL
SHEET ING AREA UNDER VALLEY TRUSSES AND Ph 772-409-1010 1 Fax 772-409-1015
3P K A2 7-100 00001DO 4C 12I97WTE MATERIAL NOT INCLUDED
09 .2
SLOE TO VERIFY CAILCUMN IONS http.,Ilwww.aItruss.com