HomeMy WebLinkAboutTrussLORIM�RPORA QN.
4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
FX: 772-409-1015
www.A1Truss.t
c
c
J
M
TRUSS ENGINEERING I
BUILDER:
PROJECT:
COUNTY:
LOT/BLK/MODEL:
JOB#:
MASTER#:
OPTIONS:
RENAR
MORNINGSIDE
ST LUCI E
LOTH / MODEL:CAYMAN 1763 / ELEV:62 / GAR R
73914
TRP15X8
ON A-1 ROOF
TRUSSES
A FLORIDA CORPORATION
RE: Job WRMSCMB2L1 5X1 0
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
These truss designs rely on lumber values established by others. ,
JOB #73914
Site Information:
Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE
Lot/Block: Model: CAYMAN 1763
Address: Subdivision:
City: County: St Lucie
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946
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/TPI2014 Design Program: MiTek 20/20 0.0
Wind Code: ASCE 7-10 Wind Speed: 160
Roof Load: 37.0 psf Floor Load: 0.0 psf
This package includes 27 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 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seal #
Truss_ Name
Date
No.
Seal #
Truss Name
Date
No.
Seal # •
Truss Name
Date
1
A0118663
A01
2/29/20
13
A0118674
B03GE
2/29/20
25
A0118686
J2
2129120
2
A0118663
HC6
2/29120
14
A0118675
B04
2129/20
26
A0118687
J5
2/29/20
3
A0118664
A02
2/29120
15
A0118676
C01G
2/29/20
27
A0118688
T01GE
2/29/20
4
A0118665
A03
2/29/20
16
A0118677
CO2
2/29/20
28
STDL01
STD. DETAIL
2/29120
5
A0118666
A04
2/29/20
17
A0118678
CO3
2/29120
29
STDL02
STD. DETAIL
2129120
6
A0118667
A05
2129/20
18
A0118679
C04GE
2/29/20
30
STDL03
STD. DETAIL
2/29/20
7
A0118668
A06
2/29120
19
A0118680
C05
2/29/20
31
STOL04
STD. DETAIL
2/29120
8
A0118669
A07
2129/20
20
A0118681
CA
2/29/20
32
STOL05
STD. DETAIL
2/29/20
9
A0118670
A08
2129120
21
A0118682
CJ3
2129120
33
STDL06
STD. DETAIL
2/29/20
10
A0118671
A09GE
2129120
22
A0118683
D01
2/29/20
34
STDL07
STD. DETAIL
2/29/20
11
A0118672
B01GE
209120
23
A0118694
HJ2
2/29120
35
STDL08
STD. DETAIL
2129/20
12
1 A0118673
I B02
2/29/20
24
A0118685
HJ5
2/29/20
36
STDL09
STD. DETAIL
2129/20
ne russ orawing(s) reterenced nave been prepared by MiTek Industries, Inc. under mydireclsupervislon based on the parameters provided byA-1 Roof Trusses, Ltd.
Truss Design Engineer's Name: Manuel Martinez
My license renewal date for the state of Florida is February 28,2021.
NOTE:The seal on these drawings Ndkate acceptance of professional engineering
responsibility Solely forthetruss components shown.
The sukabirdyand use of components forany partloularbuilding Is the responsibility ofthe building
designer,perANSIRPI.1 Sm2.
TheTmss Design Drewing(s)(iDD[s]) referenced have been prepared based on the wrisWcdon
documents (also referred to attires as'Structural Engineering Documents') provided bythe Building
Designerindicating the nature and charecterof the work.
The design aitedathemin have been transferred to Manuel Martinez PE by [Al RoofTmsses orspecific
location]. TheseTDDs (also referred to attunes as'Smretuml Delegated'
Engineering Documental are speclahystructuml component designs and may be part ofthepmlect's
defem:d orphaned submittals. As aTiuss Design Engineer('Le,Speclalty
Engineer),the seal hen and on theTDD represents an acceptance of pmfessionalenglneering
responsmirdyforthe design of the singleTmss depleted on the TDD only. The Building Designeris
responsible forand shall coordinate and review theTODs for
mmpat!bMtywith theewdtten engineering mqukerrents. Please review all TDDs and afl related notes.
gevJvwe61 : 3l u,/20
MruYlo,�( Fl-n�-w(
Page 1 of 2
�` I-1 c A-N 01.75 6j—
Manuel Digitally signed by
Manuel Martinez
Martlnez 11,a :2020.03.02
r, t„tAarl ' 7-05'00'
cbr a.
die No ty?
A
9? STATE f '
4 OR
�y,UDNA4tiss`
SERIAL
Manuel Martina, RE
4620 PadMew DE
SL Cloud, FL 34771
*A-1 ROOF
=TRUSSES
A FLORIDA CORPORATION
RE: Job WRMSCMB2L1 5X1 0
No.
Seal #
Truss Name
Date
37
STDL10
STD. DETAIL
2129/20
38
STDL11
STD. DETAIL
2/29120
39
STDL12
STD. DETAIL
2/29120
40
STDL13
STD. DETAIL
2/29/20
41
STDL14
STD. DETAIL
2129120
42
1 STDL15
I STD. DETAIL
2129/20
43
1 STDL16
I STD. DETAIL
2/29120
Lumber design values are in accordance with ANSI/fPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
Page 2 of 2
Job
Truss Type
ON
Ply
RENAR MORN INGSIDE
A0118663
WRMSCMB2L15X10
�Truaa
A01
Roof Special
3
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 Mi-rek Industries, Inc. Sat Feb 29 13:58:112020
500 MT20HS=
8 00 12 Dead Load DeO. = 5/161n
17 16 12 "
Us = 4.6= 2x411 3x411 5x12= Us—
7-4-12 11-10-10 15-6-0 19-i-0 27-10-2 3&0-0
7-4-12 1 4-5-13 1 &7-6 133-7$ 8-8-12 1 10-1-14
Plate Offsets (X Y)—
P:0-3-00-3-01 if 1:04-8 0-3-01
I13:0-5-12 0-2-8]
I15:0-54,04-01
LOADING(psf)
SPACING- 2-0-0
Cal.
DEFL.
in (loc)
Wait
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.92
Vert(LL)
0.35 14
>999
360
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.88
Vert(CT)
-0.6611-12
>692
240
MT20HS
1871143
BCLL 0.0
Rep Stress ]nor YES
WB
0.98
Horz(CT)
0.39 9
We
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 222 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30'Except'
TV 2x4 SP No.2
BOTCHORD 2x4 SP No.2 *Except*
B2: 2x4 SP No.3, B6: 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W3,W7: 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 4-2-5 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 Gran,
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=-2649/1636, 3-4=-4228/2523,
4-5=-3578/2091, 5-6=-3485/2116,
6-7=-3262/1858, 7-8=-2382/1533,
8-9=-2675/1726
BOTCHORD
2-17=-127212301, 4-15=-219/387,
14-15=-2008/3893, 13-14=-1104/2894,
6-13=-993/2138, 9-11=-140112363
WEBS
3-17=1335/857, 15-17=-1491/2706,
3-15=63711455, 4-14=-7727720,
11 -1 3=1 42212782, 7-13=141456,
WEBS
3-17=1335/857, 15-17=-1491/2706,
3-15=-637/1455,4-14=-7721720,
11-13=-1422/2782, 7-13=-14/456,
7-11=-999/561,8-11=-381/470,
6-14=-5467700
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) 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 3701b uplift at
joint 2 and 368 lb uplift at joint 9.
LOAD CASE(S)
Standard
Job
Tmss
Truss Type
Oty Plv
WRMSCMB2L15X70
A02
Scissor
3 1
�RENARMORNINGSIDE
A011,8664
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.00m
Run: 8.210a May 182018.Print: 8.210 s May 182018 MTek
6.00 12 Sx6 =
Inc. Sat Feb 2913:58:12 2020
Dead Load per. = 9116 in
1.5x4 II
4x8 % 1.5x4 II 5x8
1.5x4 II
4x8 //
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (too)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.69
Vert(LL)
0.55 12-14
>834
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC
0.83
Vert(CT)
-1.06 12-14
>430
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr
YES
WB
0.92
Hom(CT)
0.64 8
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MS
Weight: 199 Ib
FT = 10%
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except*
Tt: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
purins.
BOTCHORD
Rigid ceiling directly applied or4-7-14 oc bracing.
Except:
4-M 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 =
148210-7-10 (min. 0-1-11)
Max Horz
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. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-466312794, 3-4=-432212542,
4-5=-312811785, 5-6=3128/1785,
6-7=-4334/2566, 7-8=-4646/2812
BOT CHORD
2-14=-2384/4220, 13-14=-182713603,
12-13=-1823/3639, 11-12=-1825/3641,
10-11 =-I 838/3606, 8-10=-2400/4231
WEBS
5-12=1274/2426, 6-12= 850/782,
6-1 O=273/629, 7-10=-3131433,
WEBS
5-12=127412426, 6-12=-850/782,
6-10=-273/629, 7-10=-313/433,
4-12=W/776, 4-14=269/621,
3-14=-312/453
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 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 pat bottom
chord live load nonconcurrent with any other live
loads:
5) • This truss has been designed for a live load of
20.Opsf on the bottom chord In all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 2, 8 considers parallel to grain
value using ANSI/rPl 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 at joint 8.
LOAD CASE(S)
Standard
aeamw.µywawa.w,P�YnuesEe rseneal,,e;Et,Eaw'riJ+,ns-maaGk.6mays CUsrainFm-reurea�r ncPi+vneore+e+r min Y«i�e e.�m.+=,�dwn.,wm«�aer�a�a�m.w.vt<�1Nae..
Q WdeMEwi osimq.x.me��wr Wa anremw.asp: qn, eytpo, mH upwaonrmu��gP 4eem ImMTUnW�YM HaYrvv OwV�Frp��N v.:bwwmE^o+�)4 uJmnrrrTeO imn•.mm..n...
aeiR.v�.aa.w�Fa�+.w�.buauMwaus�da..-n�rlw.^�pcw o.x. �.im»�.t.'m.a � rb..wma•a�mtim. iwur.ai..ofim rry..(.isaa6.�caa.�P6�.oiubao... -.
-o..�..wa...�.�'auvazavwnae.ew,noi�ww.+wmae.leD•m .a.aea. e.�ewnem..a mF*. w�+am. mo orav am.ydPs�mceaMs�ro.iwa uw+waa.mnrauua.naos pray.
AhgimReniPame(swvbr PBme.MeMpLaTW W POP�.aarytlWeiam�6uX^i Cprm�{N6glrNNnrm=SCUM L7]b/TRw459GwRlwenmlA�lrENguWa1. Te-r4mmanc�mrvPMrvm
gEWapw TrvmOn4rr. ben'+v F+ar+rve'lrvvu�nnaM,..: i..rmmwaWwaM. C,rvNa.wwuu� i��egLaw Lwa.¢A 6s�+W ervm�4POTMB�vO>+aeeaTrvs,eraYmE�v*�<mw NNSm.fA.:
.iWY¢tlbwq�id,fibl,rVLt'AyygelOAfBM.PeY T�ve�-pmvdOd,m TYJ.[uwl.l�mybnSAIM�tiWfPSPtlww+wiPnebm�aM PeYTw,a
Job
Truss
Oty
Ply
MORNINGSIDE
WRMSCMB2L75M
AO3
�TruasTyp.
Scissor
10
1
�RENAR
A0118665
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
2
1.5x4
4x8
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek
6.00 12 5x8 =
5x8 G
5x6
6
72
fix8 =
14 13
11 10
3x8 MT20HS--
3x4 c 3.00 12
3x8 MT20115�
30 c
9-11-8 i 19-0-0 I 28-0.8 i 38-0-0
� 9-11-8 9-0-8 9-0-8 9-17-8
Inc. Sat Feb 29 13:58:13 2020
4x8
Dead Load Dan. = 9/16 in
Plate Offsets (X,Y)--
(2:0-1-14,Edee1. (4:0-3-0.0-3-01,
r6:0-3-0,0-3-01.
18:0-1-14,Edeel
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL
in (loc)
I/deft
Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.68
Vert(L-)
0.5612-14
>815
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.83
Vert(CT)
-1.08 12-14
>421
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr YES
WB
0.92
Horz(CT)
O.67 8
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MS
Weight: 1791b
FT = 10%
LUMBER -
TOP CHORD 2x4 SP N0.2'Except'
Tt: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or4-7-11 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 =
1482/0-7-10 (min. 0-1-11)
8 =
148210-7-10 (min. 0-1-11)
Max Horz
2 =
-166(LC 10)
Max UplI t
2 =
-369(LC 12)
8 =
-369(LC 13)
Max Grav
2 =
1482(LC 1)
8 =
1482(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - Al forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-4663/2794, 3-4=-4322/2541,
4-5=-3129/1786, 5-6=3129/1786,
6-7=-4322/2556, 7-8=4663/2813
BOTCHORD
2-14=-2384/4220, 13-14=182713604,
12-13=1823/3639, 11-12=1828/3639,
10-11=183213604, 8-10=2404/4220
WEBS
5-12=-1274/2427, 6-12=-848/774,
6-10=-266/621, 7-10=3121452,
4-12=-8481775, 4-14=268/621,
3-14=312N54
WEBS
5-12=-127412427, 6-12=-8481774,
6-10=-266/621, 7-10=-312/452,
4-12=-848/775,4-14=-268/621,
3-14=-312/454
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 OOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 pat bottom
chord live load nonconcurrent with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 2, 8 considers parallel to grain
value using ANSI/rPI 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 Ito uplift at
joint 2 and 369 lb uplift at joint 8.
LOAD CASE(S)
Standard
QReme ew=w�+ri �r«,1w6r..wsazs rsc.lta'3 eExflw.+mawecaeo M1axs wfiroiaea fvuveM/+exrvorv�ucb=nm eo-wvnyt'�g .ee,..e. r,un a.+w>v.'�wtTnnl+•eA.-
� �MEvmgeml..a+®ane.("amm,..,mrau+n.i,ef�ea, Pq mo aM�4ww�rvea r++x.wq n...erwa+Tooma eGe NrR.m 9+b^i�mwmv h�:6w+em ExemeH wewm efm°
wttyarsealtlwpaMnb fan9�rer6GtlY��bb°ay'G dwMVl.Irurtlp6,]m11arCOmVwMT%YIM i^h °+.�^J�'�.NtlNcenedtint wYadNYvdwginn Lrvnly mYl4tlu°rt Nr,mpS^+�'d�J �Y✓✓y
.o,.e.wO..d...ao�rsw.pmuroa.u.a-o.+§+.,'nwma..sawmcw�°c.meamar.e. marMgiNswP:awroo.w.�vwu,..mwrrva::°wmron=w.. w.e.x .da.wueosw,.wm.mvn�
ewe e�bwawcumm.p,m.w oia wwww•�ea.aai�=d•s+eeee�+erora.,s`muen m�am®..reseov�ea.e q'm.wsa.:w.,.,mbw•,�owex.' Tww.e,n,.. e.�w.� a...mm.a
wwx6nr.n.u.a�.Rw�rea�.w,e Trrvtl w!.:n..crvd...m..�a.aa.emttiw.n.a..<.vpm �...aM.na:d.t�.s.wm.s�nl erc:..ax°r fine woe.'ei� a �cv:�ew�M.n.W�M
<>7di�lbnvme:6iWn"ltt,.Ssp�ylO1L1641 PSGTrver.-PepN.p.,tlG®bvmK[Amglm�ShpgANwlMve p...�almi{gi®.4wc1A1PMTrv¢a`
Job
ON
MORNINGSIDE
WRMSCMB2L15X10
�Truss
A04
�TrussType
Roof Special
4
�PIY
1
�RENAR
A01 M666
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@attmss.com
6.00 12
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek
5z8 =
Inc. Sat Feb 29 13:58:14 2020
17 18 .4 11
4x10= 1.5z411 3x8�
3x6 = 6z6 = 2x4 II 3.00 12
8x8 = 1.5z4 II
MIA11-1-101L]10 19-a0-11-1011382 29A115 38-11
6-11-5 4-2-5 a ]-0-6 1.11-1-1 ] 0 H 6513 831
a3-o oan
Dead Load Deft. = 3181n
Plate Offsets (X,Y)—
I6:0-5-4,Edgel, f9:0-0-10,Edgel,
f12:0-4-4,0-3-81,
f15:0-5-12,0-4-41
LOADING(psf)
SPACING- 2-"
CSI.
DEFL.
in (too)
I/deb
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.78
Vert(LL)
0.44 11-12
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.79
Vert(CT)
-0.8111-12
>560
240
BCLL 0.0
Rep Stress Incr YES
WB
0.85
Horz(CT)
0.45 9
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matdx-MS
Weight: 222 Ib
FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30 `Except`
T3,T1: 2x4 SP No.2
BOT CHORD 2x4 SP N0.2 `Except*
B2,B4: 2x4 SP No.3, 135: 2x4 SP M 30
WEBS 2x4 SP No.3 `Except*
W6: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 4-9-1 0o bracing.
WEBS
1 Row at midpt
5-14. 6-14. 6-12
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation oulde.
REACTIONS.
(lb/size)
2 =
148210-7-10 (min. 0-1-12)
9 =
1482/0-7-10 (min.0-1-11)
Max Hom
2 =
-166(LC 10)
Max Uplift
2 =
-369(LC 12)
9 =
-369(LC 13)
Max Grav
2 =
1482(LC 1)
9 =
1482(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2667/1646, 3-4=2606/1671,
4-5=-2507/1686, 5-6=160311259,
6-7=-36402316, 7-8=-3727/2174,
8-9=-4661/2745
BOTCHORD
2-17=128712320, 5-15=-254/572,
14-15=1200/2319, 7-12=277/349,
11-12=-2335/4205, 9-11=2333/4205
WEBS
3-17=260251, 15-17=-1170/2220,
WEBS
3-17=-260/251, 15-17=-1170/2220,
5-14=-9591160, 6-14=-405/50,
8-12=-851/749, 8-11=01293,
12-14=-669/1826, 6-12=-1608/2989
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. Il; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) 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) 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.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 369 lb uplift at
joint 2 and 369 lb uplift at joint 9.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
my
Ply
MORNINGSIDE
WRMSCMB2L15X10
A05
HIP CAT
1
1
�RENAR
A0118667
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries,. Inc. Sat Feb 29 13:58:16 2020 Page 1
ID:ld OOXyyT6IBi TXoljwHHzefvK-Og_oRJjGobuHyNmi_vONc84OSmRX?tulfgh48HzgGmr
2o-11-to
110 6-11-5 11-1-10 18-012 19-11 2332 %11 38-0. 9d-
n 4 6-11-2 h-IMF 2aa 7-1-9 1 7a-s 1.a
1-0
6.00 12 5x10 = Sx8 II
20 19 `^' .16x6 = 2x4 11 3x4 = 1.5x4 II 3.00 12 4x8
Us 6x8 = 4x10 = L'
1.5x4 II
20-11-193 2
6-11-6 11-1-1011 d,10 18.0.12 1941 21 102 2 30 11 38-0-0
G1 L5 d-25 0 8-5-2 11-1". 0-M 0" 7.1.9 )a-6
Dead Load Dell. = 3/81n
Plate Offsets (X,Y)—
I7:0-2-4,0-2-81, f9:0-1-15,0-0-01.
110:0-34Edgel.
110:0-M.0-1-121
I11:0-1-14 Edge] rl4:0-5-12 0-5-01, I18:0-5-12 0-4-41
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defi
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.63
Vert(LL)
0.47 13-14
>970
360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.84
Vert(CT)
-0.88 13-14
>515
240
BCLL 0.0 a
Rep Stress Incr YES
WB
0.85
Horz(CT)
0.48 11
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matdx-MS
Weight:2471b FT=10%
LUMBER -
TOP CHORD 2x4 SP M 30 •Except-
T3: 2x4 SP No.2
BOT CHORD 2x4 SP No.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
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-8-10 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 4-8-11 oc bracing.
WEBS
1 Row at midpt
5-17, 6-16, 7-16, 8-13, 7-14
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)
11 =
1482/0-7-10 (min. 0-1-11)
Max Horz
2 =
-159(LC 10)
Max Uplift
2 =
-364(LC 12)
11 =
-364(LC 13)
Max Grav
2 =
1482(LC 1)
11 =
1482(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-2667/1637, 3-4=-2602/1657,
4-5=-2503/1673,5-6=-1861/1289,
6-7=-1582/1238,7-8=3869/2423,
B-9=-4650/2998, 9-10=-4502/2745,
10-11=-4674/2744
BOT CHORD
2-20=-1281/2322, 5-18=-272/579,
BOT CHORD
2-20=-1281/2322, 5-18=-272/579,
17-18=-1174/2303, 16-17=-622/1598,
8-14=519/620, 13-14=-168513625,
11-13=-2340/4216
WEBS
3-20=2651257, 18-20=-1185/2224,
5-17=-8971701, 6-17=-322/601,
7-16=1344/510,8-13=-838/891,
9-13=346/505,14-16=-819/2147,
7-14=183813517
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; Ekp B;'Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end ver8cal left exposed;C-C for members
and farces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
5) a This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s)11 considers parallel to grain
value using ANSUTPI 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 364 lb uplift at
joint 2 and 364 lb uplift at joint 11.
LOAD CASE(S)
Standard
QhvMwaWMv,mwm 'L, FOE%.iPL 6E6 i�1..t�o'FlVJ.1FAN6upCWO,Y OH6CU6iOMEP (9VVEfl•IAEKNtlWIECGN NP VuI.Y d°®^p� aM,a.Mn qa irv®Oev.➢^6awlW 4TOPlmtida
i $pa4aPy E,piatrebn a1,W 0abnw V TtlO.yNj P�ba vp� y,np eNYep Wb9alW bb N Tvu Ostp Ey earnp (e a,6pxvry ryMae)Cautlgna Atl
�w+ymr,.raw,w.�bc'..,+^.b+nue�avy.a br�0.p6G no ..m rurlM.m'en:�...,+4.. e.ms�o�wron,W�.iir.awn,..,a.7ama.,fino�.,a�s,,.mr�Am:
'0.'s.Pa0..✓ameu0]apdaME��brydip�v.HMmYdA WPC,Pa BG bs',4i'hO�d+atll%:4. gpwYAw19ONMY�V�dMT�im;id,tipl,uSeq;Jmpe.ryWV`y. a,dpaa,pslWbw"'P�lr
firt 6aay�NCevraa Nem,MNnme IOVMMPrbTawlG'aY•reAN�'MM�*Y�m�b1,M�lBSNG��MTPIM5B6/.wnbrtrvt.GAWrtNY�s:TPo-tb4,u0nrtqueeiNn„M..
'N.4a:YTa Tnmtlnlp�,,6paiY.y Oqi Ytl TNle VanbN',ew.oN„e CTMaQbw]MxLp6v¢:l�-upe,n'nNy M/BpMlnNwf 11,f6poaly E,gh,vwbXOT PO BM6.p0ev;rneainme 6yYwn En,',m6rWgpLLSq; Rp
[pp0Y0f 6vm,M6bemfnTVN:Copjr�ytOi0,6Al PaC Tnvu,-ftapr�,hmtl[ia6m,pn(]�m.Y�a�YAnMn41Y]aIDW 0.aA,m,mna,m MA1 Fm[Tnuvax'-'
Job
Truss Type
PIY
WRMSCMB2L15X10
�Tniiss
A06
_
HIP CAT
�QtY
1
1
�RENARMORNINGSIDE
A0113668
Job Reference (optional)
A-1 Root I MS38S, Fort Pierce, FL 34946, deslgnigialmiss.corn
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Sal Feb 29 13:58:17 2020 Page 1
ID:Id 00XyyT61Bl_TXollwHHzefvK-ulYAeekuZuO7aXLuYcvd9LdBA91ckJdSuKOdgjzgGmq
6.0012 5x1o' 5x811
3zd II
19 18 3x4= — —11
3.6 = 6.6 = 2z4 II 1.5z4 II 3.00 12 4x8 a
8x8= 7z8=
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (loc)
I/defl
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC
0.64
Vert(LL)
-0.53 12-13
>863
360
TCDL
7.0
Lumber DOL
1.25
BC
0.98
Vert(CT)
-1.02 12-13
>445
240
BCLL
0.0 '
Rep Stress Incr
YES
WB
0.94
Horz(CT)
0.63 10
n/a
n/a
BCDL
10.0
Code FBC2017ITP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except*
T4,T5: 2x4 SP M 30
BOT CHORD 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
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-8-8 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 4-8-11 oc bracing.
WEBS
1 Row at midpt 6-15
2 Rows at 1/3 pis 7-15
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)
10 =
1482/0-7-10 (min. 0-1-11)
Max Horz
2 =
-142(1-C 10)
Max Uplift
2 =
-351 (LC 12)
10 =
-351 (LC 13)
Max Gmv
2 =
1482(LC 1)
10 =
1482(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-2671/1622, 3-0=2591/1628,
4-5=2524/1643, 5-6=-2021/1373,
6-7=-1775/1301, 7-8=-3573/2243,
8-9=-3735/2114, 9-10=-4693/2728
BOT CHORD
2-19=-126812326. 5-17=-307/587,
16-17=112712276, 16-30=-739/1769,
BOT CHORD
2-19=-1268/2326, 5-17=-307/587,
16-17=-1127/2276, 16-30=-739/1769,
15-30=-739/1769, 8-13=-230/390,
12-13=2331/4247, 10-12=-2327/4236
WEBS
3-19=261/259, 17-19=-119712208,
5-16=-761/580, 6-16=332/613,
7-15=-3701/1612, 9-13=-8807776,
9-12=01282, 7-13=-2596/5292,
13-15=-1712/4185
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 Exledor(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 =
10.Opsf.
6) 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.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 351 lb uplift at
joint 2 and 351 lb uplift at joint 10.
LOAD CASE(S)
Standard
Dead Load Deb. = 7/16 in
PLATES GRIP
MT20 244/190
Weight:23611b FT=10%
Job
Truss
Truss Type
Qty
Ply
MORNINGSIDE
WRMSCMB2L15X10
AO7
Hip Structural Gable
1
1
�RENAR
A0118669
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.bom
6.00 12
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek
5x6 =
3x4= 5x6=
7 8
Inc. Sat Feb 29 13:58:18 2020 Page 1
Tw46JQsiZAMzZ87TtU b7_ABC9zgGmp
Dead Load Dell. = 1/8 in
3x6 i 4x6 T3 3x4 1
5 3x6 Q
3x4 G 4 9
g 10
3
L7,wa021 1 d
1 20�
23 22Bx" = 30 1931 15 13
3.6 = 44 = 2x4 II 3x8 = 1.Sx4 II 17 1614 L5x4 11
1.5x4 II 5x8 II 3x6 = 3.6 =
3x4 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (loc)
Udell
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC
0.63
Vert(LL)
0.14 13-29
>717
360
TCDL
7.0
Lumber DOL
1.25
BC
0.77
Vert(CT)
-0.19 13-29
>524
240
BCLL
0.0 '
Rep Stress Incr
YES
WB
0.46
Horz(CT)
0.01 11
n/a
n/a
BCDL
10.0
Code FBC2017/TPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP N0.2 `Except'
B2: 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-3-2 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at midpt 7-17, 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((-C 10)
Max Uplift
All uplift 100 lb or less at joint(s)
except 2=-272(LC 12), 15=-346(LC 9).
13=-204(LC 13), 11=-166(LC 13)
Max Gray
All reactions 250 lb or less at joint(s)
except 2=911(LC 23), 15=876(LC 1).
13=454(LC 24), 11=372(LC 24),
16=772(LC 18), 11=363(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1420/1028,3-4=11131928,
4-5=1043/944, 5-6=806/814,
6-7=-096/767, 7-8=-46/372, 8-9=-58/362,
9-10=-64/341
BOTCHORD
2-23=-721/1209, 5-21=-290/421,
20-21=-468/936, 20-30=-158/396,
30-31=-158/396,18-31=-158/396,
17-18=1581396
WEBS
21-23=-701/1119, 3-21=-321/314,
WEBS
21-23=-701/1119, 3-21=-321/314,
5-20=-519/462, 7-20=-161/523,
7-17=-889/515, 15-17=-994/504,
8-17=292/95, 10-13=2501391
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 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 noncencument with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
6) Provide mechanical connecdon (by others) of truss
to bearing plate capable of withstanding 272 lb uplift at
joint 2, 346 lb uplift at joint 15, 204 lb uplift at joint 13,
166 lb uplift at joint 11 and 166 lb uplift at joint 11.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weighl:220lb FT=10%
QYL�ee eum�pwy nriw N•R1NL�'-SRU68E$r$ELL[H'L.6ENWLTEPJB mGU(NOIfIpa56UBTOfA..R PBWER]1fKtlOWLER'cYENI-bm:tivtlyMgn p,.uis vdml Yrvnd�6np�ury llpptMM
L 6.ZunY F/N��,YwmebellaM,m Vnkn aen,e+, e4WmOnTW. aM I.S#n mc,ve�etra HNMue,fbLM IIDbM i6 Ntllrvn H^+PEMn«�i14-6PoeMYErrM�.B�,WmMi➢J n'mbm
Eew ceESP�+++tle�T+�+q�nro+W bhb+TdMnNR sRW men TW aC/uaa 1PH.T,w60.:tlnWamYk+f^f�^n: wdh�tl ®.efsn Tvnl¢N'BN4.VY W,mm+E+YaM
o.,w....aa.a.;.+ e.uxo.,o., e�aae.ace.rar.xdmLxym.�e mr.Txe,a.o..,oLw Tm mamrs.0 mroT.W YCYBq Mby �.a+nnrme..aE..aa.,me.en,van+tlw
ena�+.mo. ma cm..un uw.rm T erm.a.e.mwtl-L*..aa.6wa,ecom+m.6nm u,.n.erm rvw•�mTn r ...m..n�w.m.�+ma.z., m. mie.. e. n.omr.we.w MlaiWa. Be,bw,BweM,VE^Ge�MTrvn1YNN+m.wLn[A,inM`m14➢�6mMeJ�K^"^�Ntr/PrvsSn i 6TMb F2'��wtlOTas Be'IC^Rlr!,✓mw2,mal�n�xWAn NtlnY�N'pxe
mpdLMmMaleoeoemEATPFI.IQ1k,6A.lIXm(he98[f-RtpKupmGPtl CaamimL FenYe+^l1cvNMalvTTwMfeq eMN.PonNWnMF, PaYTwf M
Job
Tuss
Ory
PIY
WRMSCMB2L15X10
A06
�TrussType
Hip
1
1
�RENARMORNINGSJDE
A01118670
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
Run: 8.210 s May
5x6 =
3x4= 5x10
MiTek Industries, Inc. Sat Feb 29 13:58:19 2020
Dead Load Defl. =114In
3.6 =
1.5x4 11 Us = 3x6 = 6x6 = 3x4 = 1.5x4 II Us =
4.6 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (too)
I/defl
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC
0.57
Vart(LL)
-0.31 13-15
>893
360
TCDL
7.0
Lumber DOL
1.25
BC
0.89
Vert(CT)
-0.56 13-15
>502
240
BCLL
0.0
Rep Stress Incr
YES
WB
0.67
Horz(CT)
0.02 13
We
We
BCDL
10.0
Code FBC20177rP12014
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 or4-11-14 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 3-9-12 oc bracing.
WEBS
1 Row at midpt 5-13
MiTek recommends that Stabilizers and required
cross bracing be Installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
765/0-7-10 (min. 0-1-8)
13 =
1857/0-7-10 (min. 0-2-3)
8 =
340/0-8-0 (min. 0-1-8)
Max Horz
2 =
-114(LC 10)
Max Uplift
2 =
-216(LC 12)
13 =
-551(LC 9)
8 =
-251(LC 8)
Max Grav
2 =
798(LC 23)
13 =
1857(LC 1)
8 =
400(LC 24)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-12091642, 3-4=-683/358,
4-5=-532/400, 5-6=-338/636,
6-7=-1331511, 7-8=-350/592
BOT CHORD
2-16=-404/1046, 15-16=-404/1046,
14-15=-100/358, 14-23=-100/358,
23-24=100/358, 13-24=-1001358,
12.13=388/464, 11-12=-388/464,
10-11=392/278, 8-10=-392/278
WEBS
3-15=-568/524, 5-15=-3991701,
WEBS
3-15=-568/524, 5-15=-399ROI,
5-13=-10767783, 6-13=-793/1081,
6-11=-664/248, 7-11=-612/943,
7-10=312/291
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; 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 216 lb uplift at
joint 2, 551 lb uplift at joint 13 and 251 lb uplift at joint
8.
LOAD CASE(S)
Standard
PLATES
MT20
Ig
GRIP
244/190
Weight:2031b FT=10%
Job
Truss
Truss Type
Oty
Ply
MORNINGSIDE
WRMSCM62L15X10
A09GE
HIP SUPPORTED GABLE
1
1
�RENAR
A0118671
Job Reference (optional)
AA Roof Trusses, Fort Pierce, FL 34946, design@albuss.cem
5x6 =
Run: 8.210 s May 18 2018 Print: 8.210 s
18 2018 MiTek Industnes, Inc. Sat Feb 29 13:58:20 2020
5x6 =
31 30 29 28 27 26 25 24 23 22 21 20 19 3x4 =
Us= Us=
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (loc)
I/deft
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
WB
0.54
Horz(CT)
0.01 19
nla
n/a
BCDL
10.0
Code FBC2017/TPI2014
MatrixSH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOT CHORD
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 quide.
REACTIONS. All bearings 23-8-0 except at --length)
16=0-7-10.
(Ib) - Max Horz
2=-102(LC 10)
Max Uplift
All uplift 100lb or less atjoint(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 2501b 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 (Ib) or less except
when shown.
TOPCHORD
14.15=-335/528, 15-16=-661/799
BOTCHORD
29-30=-150/382,28-29=-150/382,
27-28=-1501382, 26-27=-149/380,
25-26=1491380, 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.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and GC Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch right
expose d;GC for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Truss designed forvdnd 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 24)-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 Qt=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
PLATES
MT20
Dead Load Defl. =118 In
GRIP
244/190
Weight: 235 Ib FT=10%
Job
Truss
Truss Type
MORNINGSIDE
WRMSCMB2L15X10
B01GE
�QtY �PIY
COMMON SUPPORTED GAB 1
1
�RENAR
A011$672
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@aibuss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 Mrrek Industries, Inc. Sat Feb 29 13:58!21 2020
9
4x4 =
3x4= " — — I- 3x4=
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
LJd
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Veri(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
WB 0.05
Horz(CT)
0.00
8
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-S
Wind(LL)
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 -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 124-0.
(Ib) - Max Horz
2= -62(LC 10)
Max Uplift
All uplift 10016 or less at joints) 2,
8,13,14,11,10
Max Grav
All reactions 250 lb or less at joint(s)
2, 8, 12, 13, 14, 11, 10
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=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) 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
ANSIRPI 1.
4) All plates are 1.5x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 24)-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
joint(s) 2, 8, 13, 14, 11, 10.
LOAD CASE(S)
Standard
CT
PLATES GRIP
MT20 2441190
Weight: 561b FT=10%
Job
Truss.
Truss Type
Fly
RENARMORNINGSIDE
WRMSCMB2L15X10
B02
COMMON
�Qty
3
1
A0118673
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@aluuss.com Run: 8.210 s May 18 2018 Print: 8.210 s
4x4 =
3x4 = 1=4 11 3x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/dell
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC
0.41
Vert(LL)
0.05
6-12
>999
360
TCDL
7.0
Lumber DOL
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
n/a
We
BCDL
10.0
Code FBC2017/TP12014
Mafix-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
purlins.
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)
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. (lb)
Max. CompdMax. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-6321420, 3-4=-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; Vuit=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) 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 Ib uplift at
joint(s) except at --lb) 2=144, 4=144.
LOAD CASE(S)
Standard
13:58:22 2020
R
PLATES GRIP
MT20 244/190
Weight: 48 lb FT=10%
Job
Truss
Truss Type
Oty
A011$674
WRMSCMB2L15X10
B03GE
GABLE
1
�Ply
1
�RENARMORNINGSIDE
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 a May 18
1.5x4 II
4
3x4 = 1.5x4 II 6x6 =
Sat Feb 2913:58:23 2020 Page 1
A01 PctESayT89bKGGtyuNzgGmk
LOADING (psi)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deb
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.46
Vert(LL)
0.06
6-13
>999
360
MT20
2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.38
Vert(CT)
-0.09
6-13
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.40
Horz(CT)
0.01
5
We
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 69 lb
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 6-0-0 oc
purlins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 8-2-13 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with,' Installafion guide.
REACTIONS. (lb/size)
5 =
434/0-3-8 (min. 0-1-8)
2 =
51810-7-10 (min. 0-1-8)
Max Horz
2 =
264(LC 12)
Max Uplift
5 =
-191(LC 12)
2 =
-107(LC 12)
Max Grant
5 =
434(LC 1)
2 =
518(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-590/177
BOTCHORD
2-6=461/475, 5-6=-461/475
WEBS
3-6=0/275, 3-5=-548/532
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
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 nonconcurrent with any other live
loads.
5) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 Ib uplift at
joint(s) except Qt=lb) 5=191, 2=107.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Dty
Ply
MORNINGSIDE
AMSCMB2L15X10
B04
MONOPITCH
2
1
�RENAR
A0118675
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@attmss.com
Run: 8.210 s May 18 2018 Pdnt: 8.210 s May 18 2018 MiTek
1.5.4 II
4
30 = 1.5x4 11 4x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deb
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.46
Vert(LL)
0.06
6-9
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.38
Vert(CT)
-0.09
6-9
>999
240
BCLL 0.0
Rep Stress ]nor
YES
WB 0.41
Horz(CT)
0.01
5
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
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
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 8-2-13 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
2 =
518/0-7-10 (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 Grant
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=-590/177
BOTCHORD
2-6=-460/474, 5-6= 460/474
WEBS
3-6=0/275, 3-5=-548/532
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 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" 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 100lb uplift at
joint(s) except at —lb) 2=107, 5=191.
LOAD CASE(S)
Standard
Inc. Sat Feb 29 13:58:23 2020
PLATES GRIP
MT20 244/190
Weight: 62 lb FT=10%
QPba tl,umgM1FjmW wrMIP�TWI$6E6}'6E[16g1, GEH RPy IEPlA6'ugCW6,110N6 C'J6TDIAFP ryryYVERryaMHpW{EpGN£ePlmµ Yerry Deign �l��m/,ealneeTmpejwf Muy�6mi IIOQ)W
1 £}Y+%Ebiw,dnaM el,wl4dm.W VnbnmpMe�pvC P mNPWTewnmmo, rlw.aNtlM MTW bFI H T aWobglvxl.p 446CcueYE�Bw^)Wwlm nYTW,R^eml.m°rt`
=vptr.saN.V.mu.lnmu�m`-0JbbB66ug„c( .asi,,,. a.pc+eemwTmnnl w.,Tq ii6. uev�.�^dtT+luu*vw.emm, vAuy.a,u.mwn„n b.ga,mg.wmm.a,uymw.
.o.....ww.w..e„vaaa.m wamtiggeq,.. wmammwwca.,6Glotimaame,.mTn.ti(i:.row+wwmo.wm d T'
ma. %gfw6�+P+•bw am wewmwanwlw Mwnra+sserc�^+au. a, "'^"m'/"e Pm�M:•Iv.w. ,eda,.ndb�navwe.w�we.ID'IM
Om4MMTxw WV9.6pmCY£Nvmwti!V..MaM.meR. 1./opim'vv. 66w0 M/♦1•^d��R V�V 4�bN 165W VmXmd>iTNMS�:/�eeMrtme0A0.^/a f'�+/. TM.MMawrt;oab,4f uM'.
S^b WiuFwlay Rl Wpfbebmw,.i]1�6pemT/Erw,v}NGTw 6uffi9Dn4 mTrvp6ypen rnpbpmRg pvl6y: A8
&tllmtMmmmC,M1eJnTP41.6pyigNOi01641 PaITwe.-RaprMabnpppg�y,y{6, my6m,,'spmprlgnl,MwKgeipen NA1 PcV.Tnvm`
Jot
Truss
Truss Type
Ory
Ply
MORNINGSIDE
WRMSCMB2L15X10
C01G
GABLE
1
1
�RENAR
A01IB676
Job Reference (optional)
A-1 Root Trusses, Fort Pierce, FL 34946, designQa alauss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Sat Feb 2913:58:25 2020
44 =
10
Dead Load Defl. = 1/8 in
5x6 =
2014
1-6.14 1 9.5
9-&0
17- 2
19+0
1-s141T. 31
]-Z2
I
7J-2
2-0-14
039
Plate Offsets (X,Y)—
121:0-3-0,Edcel
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in (loc) Vdefl
Od
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.46
Vert(LL)
-0.16 19-21 >999
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
SC
0.99
Vert(CT)
-0.32 19-21 >702
240
BCLL 0.0 '
Rep Stress Incr NO
WB
0.18
Horz(CT)
0.03 19 n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-S
Weight: 108lb
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 6-2-3 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
JOINTS
1 Brace at Jt(s): 11, 9, 7, 13, 15
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
2 =
777/0-5-0 (min. 0-1-8)
19 =
777/0-8-0 (min. 0-1-8)
Max Horz
2 =
-90(LC 32)
Max Uplift
2 =
-160(LC 8)
19 =
-160(LC 9)
Max Grav
2 =
777(LC 1)
19 =
777(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (ID) or less except
when shown.
TOPCHORD
2-3=-1159/267. 3-4=-797/118,
4-6=-771/129, 6-8=-747/148,
8-10=-742/175,10-12=-742/177,
12-14=-7471149,14-16=-771/130,
16-18=7971119, 18-19=-11591264.
3-5=-3471178, 5-7=-348/178,
7-9=-3481178, 9-11=-348/178,
11-13=348/178, 13-15=-348/178,
15-17=-348/178,17-18=-346/176
BOTCHORD
2-22=-213/1015, 22-23=-213/1015,
23-24=21311015, 24-25=213/1015,
21-25=21311015, 21-26=213/1015,
BOTCHORD
2-22=-213/1015, 22-23=-213/1015,
23-24=-213/1015, 24-25=-213/1015,
21-25=-213/1015, 21-26=-213/1015,
26-27=-213/1015, 27-28=-213/1015,
28-29=213/1015, 19-29=213/1015
WEBS
10-11=42/475, 11-21=01425
NOTES-
1) Unbalanced root 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/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 pat bottom
chord live load noncencurent 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) except Qt=1b) 2=160. 19=160.
10) Graphical pudin representation does not depict the
size or the orientation of the pudin along the top and/or
bottom chord.
11) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 160
lb down and 73 lb up at 2-1-14, and 160 lb down and
73 Ib up at 17-2-3 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, 17 lb down and 1 lb
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 15-3-4. and 77
lb down and 35 lb up at 17-3-4 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
12) 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 (pit)
Vert: 1-3=-54, 3-10=54, 10-18=-54, 18-20=54,
2-19=20
Concentrated Loads (lb)
Vert: 21=1(B) 22=3(B) 23=1(B) 24=1(B) 25=1(B)
26=1(B) 27=1(B) 28=1(B)29=3(8)
Job
Truss
Truss Type
Qty
Plv
AMSCM1321-15X10
CO2
COMMON
2
1
�RENARMORNINGSIDE
A0118677
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 Industries, Inc. Sat Feb 29 13:5826 2020
4x4 =
Dead Lead Deff. = 3/16 in
Iv
0
3x4 9 5x8 = 3x4 C
9-8-0 { 19-0-0
9-8-0 9-8-0
Plate Offsets (X,Y)—
I2:0-2-10,0-1-81.f6:0-2-10,0-1-81.
f8:0-4-0,0-3-01
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
In
(loc)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.44
Vert(L-)
-0.14
8-14
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.85
Vert(CT)
-0.30
8-14
>776
240
BCLL 0.0
Rep Stress Incr YES
NB
0.21
Horz(CT)
0.03
6
n/a
n/a
BCDL 10.0
Code FBC20171TP12014
Matrix -MS
Weight: 87lb
FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-0-4 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 7-9-8 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 =
79110-7-10 (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. (Ib)
Max. Comp./Max. Ten. - All farces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-11751775, 3-4=-896/585,
4-5=896/585, 5-6=-1175/775
BOT CHORD
2-8=-546/1027, 6-8=-557/1027
WEBS
4-8=-288/561, 5-8=-337/379,
3-8=-337/379
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 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) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
4) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 Ib uplift at
joint(s) except Qt=lb) 2=205, 6=205.
LOAD CASE(S)
Standard
Job
Truss Type
City
Ply
WRMSCMB2L15X10
�Truss
CO3
COMMON
1
1
�RENARMORNINGSIDE
A01143678
Job Reference (optional)
A-1 Root Trusses, Fort Plerce, FL 34946, desigrigaltruss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek
414 =
Inc. Sat Feb 29 13:58:26 2020
Dead Load per. = 3/16 in
8a
4x4 = 5x8 = 4x4 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.45
Val
-0.14
7-13
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC
0.83
Vert(CT)
-0.31
7-13
>743
240
BCLL 0.0
Rep Stress Incr
YES
WB
0.20
Horz(CT)
0.02
6
n/a
We
BCDL 10.0
Code FBC2017/TPI2014
Matrix
-MS
Weight: 84 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 5-0-8 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 7-5-15 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection,in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
6 =
700/0-3-8 (min. 0-1-8)
2 =
78110-7-10 (min. 0-1-8)
Max Hom
2 =
99(LC 12)
Max Uplift
6 =
-165(LC 13)
2 =
-204(LC 12)
Max Grav
6 =
700(LC 1)
2 =
781(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-11501770, 3-4=870/580,
45=-867/578, 5-6=1135/757
BOT CHORD
2-7=-603/1005, 6-7=-585/968
WEBS
4-7=-281/534, 5-7=-303/358,
3-7=-338/379
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) This truss has been designed for a 10.0 psf bottom
chord live load noncencurrent with any other live
loads.
4) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 6=165. 2=204.
LOAD CASE(S)
Standard
Job
Tuss
Truss Type
Ply
RENARMORNINGSIDE
AO118679
WRMSCMB2L15X10
C04GE
GABLE
�Qty
1
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, deslgn@altmss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 Mil
6.00 12 5.6 =
6 7
11
12
3x4 = 3x6 II
3x4 G 3x8 =
19d-0
84413 1fi-&12 18-i11r2 2fi-'!5.11.8
-8 8513 9015 0.
6-0-14
Inc. Sat Feb 2913:58:28 2020
Dead Load Deft. =1/8 in
Plate Offsets (X Y)—
12:0-2-10 0-1-81 [5:0-2-00-0-121 [6:0-1-12
0-0-141 17:0-0-0,0-1-151
T8:Edne 0-1-121
r11:0-2-12 0-3-01 [16:0-1-10 0-0-121 [20:0-1-10 0-0-12]
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in
(loc)
I/dell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.56
Vert(LL)
0.08
9-10
>940
360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.86
Vert(CT)
-0.31 12-14
>717
240
BCLL 0.0 "
Rep Stress Incr YES
WB 0.53
Horz(CT)
0.01
12
We
n/a
BCDL 10.0
Code FBC2017/TP12014
Matdx-MS
Weight: 188lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP N0.2 *Except*
B3: 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-1-3 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
1 Row at micipt 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 Ql=length)
2=0-7-10, 12=0-2-12.
(Ib) - Max Horz
2= 322(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s)
except 2=166(11LC 12), 12=-389(LC 12).
9=-149(LC 8), 10=-280(LC 9)
Max Grav
All reactions 250 lb or less at joint(s)
except 2=740(LC 1), 12=748(LC 19),
9=258(LC 24), 10=687(LC 3)
FORCES. (Ib)
Max. Comp./Max. Ten. -All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1092/596, 3-4=-765/336,
4-5=-601/351, 5-6=87/318, 7-8=-145/290
BOTCHORD
2-14=-843/961, 11-12=613/427,
6-11=-459/394
WEBS
3-14=-420/513, 5-14=0/385,
11-14=-504/576, 5-11=-709/615,
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. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ;.end vertical left exposed; porch right
exposed;C-C for members and forces 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/1-PI 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 psf bottom
chord live load nonconcument 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, with BCDL =
10.Opsf.
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 166 Ib uplift at
joint 2, 3891b uplift at joint 12, 1491b uplift at joint 9
and 280 lb uplift at joint 10.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Oty
Ply
MORNINGSIDE
WRMSCMB2L15X10
C05
ROOF SPECIAL
1
1
CENAR
A0119680
b Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1tnlss.com
"1
9
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek
6.00 12 5.6 =
5 6
5x8 — 2x4 11
44 = 19+0
Inc. Sat Feb 2913:58:28 2020
Dead Load Defl. = 3116 in
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.55
Vert(LL)
0.09 8-9
>908
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.87
Vert(CT)
-0.35 12-15
>645
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.96
Horz(CT)
0.01 11
n/a
n/a
BCDL 10.0
CodeFBC2017/rP12014
Matrix -MS
Weight:1521b FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2'Excopt'
B3: 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-3-9 oc
pur ins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 0-3-8 except Qt=length)
2=0-7-10, 11=0-2-12.
(lb) - Max Horz
2= 322(LC 12)
Max Uplift
All uplift 100 lb or less atjoint(s)
except 2=-169(LC 12), 11=-352(LC 12),
8=140(1-C 8). 9=296(LC 9)
Max Grav
All reactions 250 lb or less at joint(s)
8 except 2=728(LC 1), 11=672(LC 19).
9=727(LC 3)
FORCES. (Ib)
Max. Comp./Max. Ten. -All forces 260 (Ib) or less except
when shown.
TOPCHORD
2-3=-1033/570, 3-4=-7161348,
4-5=-61/301, 5-6=-174/388, 6-7=-235/347,
7-8=-255/337
BOTCHORD
2-12=-809/904, 10-11=-600/388,
5-10=559/456, 9-10=362/359
WEBS
3-12=410/496, 4-12=01370,
10-12=-496/541, 4-10=-700/608,
5-8=-4321351
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; VuR=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; porch right
exposed;C-C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent 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 joint(s)11.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 169 lb uplift at
joint 2, 352 lb uplift at joint 11, 140 lb uplift at joint 8
and 296 lb uplift at joint 9.
LOAD CASE(S)
Standard
Job
Tmss
Truss Type
Dry
PlY
RENARMORNINGSIDE
A0118681
WRMSCMB2L15X10CA
Comer Jack
8
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altnrss.mm
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 Mil
LOADING(psf)
SPACING-
2-M
CS].
DEFL.
in
(loc)
I/de8
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC
0.18
Vert(LL)
0.00
7
>999
360
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 FBC2017rrPI2014
Matrix -MP
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 during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
-3/Mechanical
2 =
16610-7-10 (min. 0-1-8)
4 =
-161Mechanical
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=4.2psf; 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; porch left
exposed;C-C for members and forces 8 MWFRS for
reactors 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 tit 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 3 lb uplift at
joint 3, 70 lb uplift at joint 2 and 161b uplift at joint 4.
LOAD CASE(S)
Standard
Inc. Sat Feb 2913:58:29 2020
PLATES GRIP
MT20 244/190
Weight: 6lb FT=10%
Job
Truss
Truss Type
Oty Ply
A01186821
WRMSCMB21-15X10CA
Comer Jack
4 1
�RENARMORNINGSIDE
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 Mrrek Industries, Inc. Sat Feb 2913:68:30 2020 Page i
ID; Id_0OXyyT61 BI_TXo ljwHHzefvK-ONg4N5u2VufHeXrOpregB5g W_PPBHPbMtr4pdTzgGmd
-1<-0 2-11-11
2-11-11
LOADING(psf)
SPACING-
2-M
CSI.
DEFL. in
(loc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grp DOL
1.25
TC 0.18
Vert(LL) 0.01
4-7
>999
360
MT20 244/190
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
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 12 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-11-11 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, m
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
60/Mechanical
2 =
20110-8-0 (min. 0-1-8)
4 =
30/Mechanical
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 (Ib) or less except
when shown.
NOTES-
1) Wnd: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=131t;
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 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for buss to truss connections.
5) Provide mechanical connection (by others) of truss
to beadng plate capable of withstanding 43 lb uplift at
joint 3, 72 lb uplift at joint 2 and 27lb uplift at joint 4.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Oty
Plv
WRMSCMB2L15X10
D01
HIP GIRDER
1
1
�RENARIVIORNINGSIDE
A0118683
Job Reference (optional)I
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 182018 MlTek Industries, Inc. Sat Feb 29 13:58:312020
R
1.0x4 II :1x4 =
3.4 =
LOADING(psi)
SPACING-
2-0-6
CSI.
DEFL.
in
(loc)
I/deg
L/d
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
rue
n/a
BCDL
10.0
Code FBC2017/TPI2014
Matdx-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 purins (3-8-11 max.)
(Switched from sheeted: Spacing > 2-0-0).
BOTCHORD
Rigid ceiling directly applied or5-10-9 oc bracing.
REACTIONS. (lb/size)
2 =
985/0-8-0 (min.
0-1-8)
5 =
985/0-8-0 (min.
0-1-8)
Max Horz
2 =
53(LC 26)
Max Uplift
2 =
-592(LC
5)
5 =
-592(LC
4)
Max Grev
2 =
985(LC
1)
5 =
985(LC
1)
FORCES. (lb)
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
BOTCHORD
2-8=-947/1444, 8-17=961/1463,
17-18=-961/1463, 7-18=-961/1463,
5-7=-914J1444
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; TCDL=4.2psf; 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 ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 592-lb uplift at
joint 2 and 592lb uplift atjoint 5.
7) Graphical puriin representation does not depict the
size or the orientation of the pudin along the top and/or
bottom chord.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 108
Ib down and 144 lb up at 5-0-0, 58 lb down and 86 lb
up at 7-0-0, and 58 Ib down and 86 Ito up at 8-0-0,
and 108 lb down and 144lb up at 10-0-0 on top chord
, and 188 lb down and 202 lb up at 5-0-0, 47 lb down
and 68 Ito up at 7-0-0, and 47lb 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 (pit)
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)
314 =
PLATES GRIP
MT20 244/190
Weight: 65 lb FT=10%
Q M.®aem,oNr^.r. `+., aoaF musaFST6�=�'ft1,cENEFw TEFtls.wc0irortronfiel)filwnea rgUYER^Mcq+oivltvfimEiar (o,m.YP+M'h+�ny , 6,.xenoa wTruvo.a'A�rrew»artvq.nalN�
Y ft✓mME^➢mr.M nwaxaelei,m.uu ll erdw MTO6 w,b A'p,s �q.mama Yq uaGbMTW WMVi�. >ieTrvn P+'T4nM^enm➢0 MEM°e^/MeW wraM100,rw. wM„+a^`.
.asa�a. aw.➢.a. cwa��v.,...sy �au.�unda, 'eus�an..me.l��a.aae➢o, m.lvv iwr.rrv.a.�m: ,,w,aws.vm�a�,,. wmm r .®axsY r anyeWx^➢ew,.•mn+m�Wvrw
ero
oa.,Ma..d.m�ua:e.Ynr ME�Tvd+4ti't+W. ae.ao.p.iec.,,dfi,xq .a cft cva'+xu.mo.a.q a,.,.anwrm.n„➢a.,v n.•r�'.n .m�.atie a.e.oe. ...➢e,..eary,,
�s.empv..me,a,e� semwwm.,a,.lvo.ae..r•�.wc.6.�e.examm➢vn,ivm6eer ma,m.ud,reswv.a�...+nTVl.wse6RwRaF,..aaek�e�+++ mr-..arM.. a.,..�*ru....�e
NPeT R+9m.6P'.+➢Y6m�me rvm.u.,aw....a,o�vvAA4m40➢.Lw4a6NmY➢aMmn'wOMEr}6MM1.rt61Ta EParyEywbM01M6uW9Deip,xQTrva 6YMnE?P�..•of bNM. f➢i
<yNa6ml b,m a.®6fvMhThi.'C rgpCOLM6Ar PrATm�.-R.p,�MtlPnaa-,mvycsY}m,.w{MdW YI.mM.rrM1n4wn�hiYntl0.l PzfTrvna:
Job
toss
Truss Type
Oty Plv
MORNINGSIDE
WRMSCMB2L15X10
HJ2
DIAGONAL HIP GIRDER
2 1
�RENAR
A01143684
Job Reference o Clonal
A-1 !tool i msses, ton tierce, I-L :waae, oesign(gamss.com Run: 0.210 s May 18 2018 Pnnt: 8.210 s May 18 2018 MiTek Industries, Inc. Sat Feb 29 13158:32 2020
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in
(loc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.25
Vert(LL)
0.01
4-7
>999
360
MT20 2441190
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 FBC2017RPI2014
Matdx-MP
Weight: 12 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
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 =
24210-10-7 (min. 0-1-8)
4 =
18/Mechanical
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. - Al 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);
cantilever left and tight 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/fPI 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 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 by2-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 2 lb uplift at
joint 3, 127 lb uplift at joint 2 and 15lb uplift at joint 4.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 75
Ib down and i9 It, up at 1-0-9, and 75 lb down and 59
It, up at 14-9 on top chord, and 24 lb down and 34 lb
up at 14-9, and 24 lb 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
y i I
Job
Truss
Truss Type
QV
Ply
RENARMORNINGSIDE
V RMSCM62L15X10
HJ5
Diagonal Hip Girder
2
1
A0118685
Job Referenceo tional
A-i Roof Trusses, Fort fierce, rL ;waaa, eesign(maitruss.com Run: 8.210 s May 18 2u18 Pnnb 8.210 s May 182018 MiTek Industries, Inc. Sat Feb 29 13:58:33 2020 Page 1
ID: Id_OQXyyT61Bi_TXoljwHHzetvK-QyW D77wxopl sV7ZzUzBNojIODcONUIgoZplTEnzgGma
1-10-10 3-10-13 7-0-2
1-10-10 3-10-13 Nil
R
3x4 =
3-10-13
7-0-2'
3.10-13
3-1-5
Plate Offsets (X Y)-
I2:0-0-1 0-0-3)
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(foe)
I/de0 Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.25
Vert(L-)
-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 Incr
NO
WB
0.10
Horz(CT)
0.00
5
n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix
-MP
Weight: 31 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.
BOTCHORD
Rigid calling directly applied or 10-0-0 be bracing.
MiTek recommends that Stabilizers and required
cross bracing be Installed during truss erection, in
accordance with Stabilizer Installation ouida.
REACTIONS. (lb/size)
4 =
66/Mechanical
2 =
379/0-10-15 (min. 0-1-8)
5 =
181/Mechanical
Max Hom
2 =
141(LC 4)
Max Uplift
4 =
-55(LC 22)
2 =
-152(LC 4)
5 =
-102(LC 5)
Max Gmv
4 =
74(LC 19)
2 =
379(LC 1)
5 =
181(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-11=384/100, 3-11=-358/128
BOTCHORD
2-13=-162/337, 7-13=-162/337,
7-14=162/337, 6A,1=162/337
WEBS
3-6=-37a/181
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);
cantilever left and right exposed ; end vertical left
exposed; porch left exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 55 lb uplift at
joint 4, 152 lb uplift at joint 2 and 102 Ib uplift at joint 5.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 77
Ito down and 61 lb up at 1-4-9, 77 lb down and 61 lb
up at 1-4-9, and 32 lb down and 41 lb up at 4-2-8.
and 32lb 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 14lb down and 40 lb up at
4-2-8. and 14 It, down and 40 lb up at 4-2-8 on bottom
chord. The design/selection of such connection
device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (pin
Vert: 14=54, 5-8=-20
Concentrated Loads (Ib)
Vert: 14=-9(F=4, B=4)
Qrwe. wFn�. mxor�:tw Bsy-seu�s; rmtwu.Is eworroxscJnanen urBx}.iwmrv,tOctlBn Wmr .b .ea �.m.em. iwsoeeti•ntl w
r 4e.'eM M. mr�re:ue,. u .,cm a hcBu�b Rem mcn e�e�eser:� wapmTookpe .ua }u:Tw.9w. a em*obgswo+_m Bnv.�..tl P^•••�m ^trour�l,.r,em.. ,
ar-w,Tvimv!✓p9ban �6Y VPen�W a�dIM Lg4T/und,ic40 IMTOO 4yvice lPF}.t[ny. �me.m4 Yoa{.y WnCNom ubabVY��^edixvi bMyBUNnBIe w�uMgor0.,.
maw,."e.. o..e. eiu.>Oaaoa w+aad�enan Q4B+�eGbmmaam Pfr.Awwdtlwive r*.e mu.fee+.'w�w>�e.rma..ew,Coe.�ee:.ewwn.u..u,seaary
Blkryry BnVe>mbcW�Yb,fA,emewl NAmOT�eNYVPe�'aesCV�^�^eedervB NmOCeoA�en.SeleM6�Mn,CmIBBC9WMrsMMT%M9BC.�ceRMerwlAiw.l9Wvrte T%f:'ufinesM2aM�.weaM�
�Y+fuatlaw Tnu Wgra.E}w(e-NB+9*d Ytl TMb 4evRaaTeef. emYarffi+e+W6M%aLo.LeCy MtlYWNVIDe4tYnuM.iMEieavIYEMAbNOTMBMSMB!4e Tvx,ByIDmiEyngalgd2fy, r'A
.oWld'a1Mn.weBlamnTRl. Ccpjpr30i➢}6 }gNT,ueae-ainMxbntl Bn Bmm�N,beyAm apcM1A4C YPgR6¢vIM arNti}FMTwaa
Job
Truss
Truss Type
Dty
Ply
MORNINGSIDE
WRMSCMBMSX10
J2
JACK -OPEN STRUCTURAL
9
1
�RENAR
A0119686
Job Reference (optional)'
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1tmss.com
Run: 8.210a May 182018 Print: 8.210 s May 182018 MTek
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
Well
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC
0.18
Vert(LL)
-0.00
7
>999
360
TCDL
7.0
Lumber DOL
1.25
BC
0.04
Vert(CT)
-0.00
7
>999
240
BCLL
0.0 '
Rep Stress Incr
YES
WB
0.00
Horz(CT)
0.00
3
n/a
me
BCDL
10.0
Code FBC2017/rP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-" oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
17610-7-10 (min. 0-1-8)
4 =
14/Mechaniral
3 =
33/Mechanical
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. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=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) 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?PI 1.
3) Gable studs spaced at 2-" oc.
4) This truss has been designed for a 10.0 pad 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 601b uplift at
joint 2 and 24 lb uplift at joint 3.
LOAD CASE(S)
Standard
Inc. Sat Feb 2913:58:34 2020 Page i
1892gjcLxgC_OnHDDayoT21 mEzgGmZ
PLATES GRIP
MT20 2441190
Weight: 9lb FT=10%
Job
Truss
Dry
Plv
AMSCMB2L15X10
J5
�Truss`fylpe
Jack -Open
4
1
�RENARIVIORNINGSIDE
A0118687
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@at Wss.com Run: 8.210 s May 18 2018 Pnnb 8.210 s May 18 2018 MITek
3x4 =
5.0.0
LOADING(psf)
SPACING-
2-M
Cat.
DEFL.
in .(loc)
Udell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.49
Vert(LL)
0.11 ' 4-7
>554
360
MT20 244/190
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
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
MaMx-MP
'Weight: 18 lb FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-0-0 oc
punins.
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 =
26910.841 (min. 0-1-8)
4 =
59/Mechanical
Max Hom
2 =
123(LC 12)
Max Uplift
3 =
-81(1-C 12)
2 =
-98(LC 9)
4 =
-48(LC 9)
Max Grav
3 =
113(LC 1)
2 =
269(LC 1)
4 =
88(LC 3)
FORCES. (to)
Max. Camp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7.10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and G-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 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 2-0-0wide 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 lb uplift at
joint 3, 98lb uplift at joint 2 and 48 lb uplift at joint 4.
LOAD CASE(S)
Standard
U a
Jon
Truss Type
Dry
Plv
WRMSCMB2L15X10
�Tnuss
T01GE
Common Structural Gable
1
1
�RENARMCIRNINGSIDE
A0118688
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@aibuss.com
Run: 8.210 s May 182018 Pdnb
40 =
6.00 12 2
3x,
ld
Feb
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.27
Vert(L-)
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
Na
n/a
BCDL 10.0
Code FBC2017[TP12014
Matdx-MP
Weight: 50 It, 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
pudins, except and verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
9 =
212/0-3-8 (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. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
1-2=-155/311, 2-3=-170/324,
1-9=-185/340
BOTCHORD
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. 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 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.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 94 lb uplift at
joint 9 and 141 It, uplift at joint 7.
LOAD CASE(S)
Standard
JUNE 20, 2019 I TYPICAL HIP / KING JACK CONNECTION I STDTL01
CORNERSET GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 175 mph, ASCE
7-10, Exp. B, C up to 60' Mean Roof Height
and Exposure D up to 30' Mean Roof Height.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-009-1010
Attach End Jack's
w/ (4) 16d Toe Nails @ TIC
& (3) 16d Toe Nails @ BC
0
P-
Attach King Jack w/ (3) 16d Toe
,Nails @ TIC & BC
3ch Corner Jack's
(2) 16d Toe Nails
), TIC & BC (Typ)
Attach Corner Jack's
w/ (2) 16d Toe Nails @ TIC &
BC (Typ)
FEBRUARY 17, 2017
ALTERNATE GABLE END BRACING DETAIL
STDTL03
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
V-3'MAX.
DIAG. BRACE
AT 1/3 POINTS
IF NEEDED
IT I5 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 B
r 24' D.C.
2X6 DIAGONAL BRACE SPACED 48'
O.C. ATTACHED TO VERTICAL WITH
C4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - 10d COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - 16d NAILS (MINI.
/ 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 END. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
V(5) - 10d COMMON WIRE NAILS.
END WALL
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAIL SCHEDULE.
METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG
SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL
NAILING SCHEDULE:
- FOR WINO SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131'
X 3') NAILS SPACED E' O.C.
- FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 021 OS), 150
MPH CASCE 7-1D) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
(131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM).
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI
BRACING METHODS SHOWN ON PAGE 1 ARE VALID
AND ARE TO BE FASTENED TO THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED /
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE
TRUSS
UKAL
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.
i
C .4
12/23/19 PIGGY -BACK TRUSS STDTLO4.1
PIGGY -BACK DETAIL (TYPICAL)
180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG.
LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00.
OR...
160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG.
LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L = 5.0 P.S.F. (MIN.), KZT= 1.00.
IMPORTANT NOTE:
TOP CHORDS OF TRUSSES SUPPORTING PIGGY -BACK CAP TRUSSES MUST BE ADEQUATELY
BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL
PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY
RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS.
MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C.
DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA,
STEEPLE, CHIMNEY OR DRAG STRUT LOADS.
"REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY -BACK AND BASE
TRUSS SPECIFICATIONS.*"
PIGGY -BACK TRUSS. (REFER
TO ACTUAL TRUSS DESIGN
DRAWINGS FOR ADDITIONAL
INFORMATION.)
OPTION NO. 1 - TEE-LOK
3" x 8" TEE-LOK MULTI -USE CONNECTION PLATES SPACED
AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO
PIGGY -BACK TRUSS AT 4'-0" O.C. STAGGERED FROM
EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH
6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE
MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8"
TEE-LOK MULTI -USE CONNECTION PLATE (MINIMUM OF 2
PLATES).
OPTION NO.2 - APA RATED GUSSET:
8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS
EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d
COMMON (0.113" x 2") NAILS PER GUSSET: 4 (EACH) AT
CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP
CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C.
FRONT TO BACK FACES. MINIMUM TWO (2 EA.).
CONNECTIONS AT EACH TRUSS.
OPTION NO. 3 - 2X4 VERTICAL WOOD SCAB:
2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE.
ATTACH AT 8'-0" O.C. w/6 (EACH) 1 Od BOX NAILS (0.12&'
x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND
3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE
STAGGERED 4'-0" O.C. FRONT TO BACK FACES.
MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS.
OPTION # 1: TEE-LOK MULTI -USE
CONNECTION PLATE.
OPTION #2: APA RATED GUSSET.
OPTION #3: 2X4 VERT. SCAB.
ATTACH EACH PURLIN TO TOP
CHORD OF BASE TRUSS. PURLIN
& CONNECTIONS BY OTHERS.
BASE TRUSS. (REFER TO TRUSS
DESIGN DRAWINGS FOR
ADDITIONAL INFORMATION.)
PURLINS SPACED ACCORDING
TO MAX. SPACING OF TOP
CHORD OF BASE TRUSS.
SPACING IS NOT TO EXCEED 24"
O.C. & PURLINS TO BE LOCATED
AT JOINT OF EACH BASE TRUSS.
" IMPORTANT NOTE •"
THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES
SPACED AT 24" O.C. OR LESS.
JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05
A-1 ROOF TRUSSES
4461 ST. LUCIE BLVD.
FORT PIERCE, FL 3494
772-409-1010
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
GENERAL SPECIFICATIONS:
1. NAIL SIZE =3'X 0.131'=10d
2. WOOD SCREW= 4.5SDS25412 SIMPSON 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 W.
5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
6. NAILING DONE PER NDS-01.
7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
i
'
I�
BASE TRUSSES
4
ii
4
i
�i
VALLEY
TRUSS
�
(TYPICAL)
P 12 VALLEY TRUSS
-.I (TYPICAL)
SEE DETAIL'A'
BELOW (TYP.)
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6' O.C.
ATTACH 2X4 CONTINUOUS #2
SVP TO THE ROOF W/ TWO
SIMPSON SOS25412 (1/4- X 4.5-)
OR EQUIVALENT WOOD SCREWS
INTO EACH BASE TRUSS.
DETAIL A
TRUSS CRITERIA:
GABLE END, COMMON
TRUSS, OR GIRDER TRUSS
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3112 MAXIMUM 6112
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24' O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
EEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL I STDTL06
A-1 RODF TRUSSES
4461 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
f 772409-1010
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
GENERAL SPECIFICATIONS:
1. NAIL SIZE =3'X0.131'=10d
2. WOOD SCREW = 3' SDS25300 SIMPSON 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.
S. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
6. NAILING DONE PER NOS -01.
7. VALLEY STUD SPACING NOT TO EXCEED 4W O.C.
1
1 I�
11
II
11
III--
I
II 11
II
11
1
Ij I
I I
11
11
I
I
I 1
I
II
1
1
1
I I
II
II
I
II�1
II
II II
11
I
II
VALLEY TRUSS
II
li
BASE TRUSSES
(TYPICAL)
_
VAn
SECURE
W/C
DETAIL A
(NO SHEATHING) N.T.S.
I "
SEE DETAIL'A'
BELOW (TYP.)
ATTACH 2X4 CONTINUOUS #2
SYP TO THE ROOF W/TWO
SIMPSON SDS25300 (1/4-X 3-)
OR EQUIVALENT WOOD
SCREWS INTO EACH BASE
TRUSS.
EY TRUSS
(TYPICAL)
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3112 MAXIMUM 6112
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24' O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
JULY 17, 2017 I 1 I\�1JJL_V VrLLII 1 JL I UL IAIL
(HIGH WIND VELOCITYI
STDTL07•
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE. FL 34946
772-4D9-1010
ATTAI
WIND DESIGN PER ASCE 7-98. ASCE 7-
WIND DESIGN PER ASCE 7-10: 170 MPI
MAX MEAN ROOF HEIGHT= 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:
MAX TOP CHORD TOTAL LOAD = 50 PS
MAX SPACING = 24' O.C. (BASE AND W
SUPPORTING TRUSSES DIRECTLY UNL�,..,.���,
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'-10' ON AFFECTED
TOP CHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPFS SPECIES LUMBER.
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
CLIP MAY BE APPLIED
1HTO THIS FACE UP TO A
NON -BEVELED MAXIMUM 6/12 PITCH NON -BEVELED
BOTTOM CHORD BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6/12 (MAXIMUM
12/12 PITCH)
oe
4
FEBRUARY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD,
FORT PIERCE, FL 34946
772409-1010
STANDARD GABLE END DETAIL
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/IOd NAILS, 6' O.C.
VERI
STUD
SECTION B-8
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
STDTL08
VERTICAL
2X6 SP OR SPF
STUDVBRACE
42 DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED 6' D.C.
(2) 10d NAILS
INTO 2X62X6
SP OR
SPF #2
2%4 SP OR
SPF 02L
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
W/(4) - IDd NAILS
DIAGONAL BRACE 4' - 0' OZ. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
11 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) Ed NAILS MINIMUM,
3X4= PLYWOOD SHEATHING TO
2X4 STO SPF BLOCK
*
DIAGONAL BRACING ** L - BRACING REFER V
DO
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
/
2.
GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM
CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENDMINIMUM
TRUSS AND WALL TO
12' MAX.
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3.
BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
-_1
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
5.
BETTER WITH ONE ROW OF lOd NAILS SPACED 6' O.C.
DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
/
AT 4'-0'O.C.
S.
CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT
THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
STUDS WITH (3) IDd NAILS THROUGH 2X4 (REFER TO SECTION A -A)
7.
GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240.
B.
THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG.
BRACE
9.
00 NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE A7 1/3
POINTS
TRUSSES. IF
PEENED
10.
IDd AND 16d NAILS ARE 0131'X3.0' AND 0131'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
WITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE
(2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4SP#3ISTUD
12'O.C.
38-10
54r11
66.11
11-1-13
2X4 SP#3/STUD
16'O.C.
3.3-10
4-9.12
6-6-11
9-10.15
2X4SP431STUD
24'O.C.
2468
3.11-3
54-12
B-1-2
2X4SP42
12'O.C.
3-10-15
541-11
6-6-11
11-8-14
2X4SP#2
16'O.C.
3-6-11
4-9-12
6{r11
10-H
2X4 SP#2
24'O.C.
3-14
3.11-3
6.2-9
9-3-13
DIAGONAL BRACES OVER G' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED '
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRAC
BE 2X4 SPF #2 OR SP #2
ROOF
SHEATHING
NAILS IDd
'TRUSSES @ 24' D.C.
'2X6 DIAGONAL BRACE
SPACED 48' OZ. ATTACHED
TO VERTICAL WITH (4) -
16d NAILS, AND ATTACHED
TO BLOCKING WITH (5) -
SOd NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
END WALL
STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
CONNECRON OF BRACING IS BASED ON MINFRB.
FEBRUARY 17, 2017
WITH 2X BRACE ONLY
STDTL09 '
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE. FL 34946
772-409-1010
NOTES:
T-BRACING / I -BRACING TO BE USED VHEN 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 ENTIRE 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 1-BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2X8
2X8 T-BRACE
2X8 [-BRACE
BRACE
SIZE FOR TWO-PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T-BRACE
2X4 I -BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2XB
2X8 T-BRACE
2X8 ]-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
s
FEBRUARY 17, 2017
LATERAL BRACING RECOMMENDATIONS I STDTL10
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
ALONG A FLOOR TRUSS.
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
OF THE METHODS ILLUSTRATED BELOW.
NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM ENO TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
USE METAL FRAMING
ANCHOR TO ATTACH
TO TOP CHORD
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
USE METAL FRAMING
ANCHOR TO ATTACH
TO BOTTOM CHORD
INSERT W000 SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (DO NOT
\NA
TACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
85(0131WITH 37% 3 )0d NAILS,(0131'ITH 3% 3').0
d ATTACH TO VERTICAL
WEB WITH (3) - 10d
NAILS (0131' X 3')
ATTACH TO VERTICAL
WEB WITH (3) - 10d
NAILS (0131' X 3')
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS. ATTACH TO CHORD
FASTEN TO TOP ANO WITH (2) #12 X 3'
BOTTOM CHORD WITH WOOD SCREWS
(2) - SOd NAILS (0131' (0.216. OIAJ
X 3') IN EACH CHORD
ATTACH TO VERTICAL
SCAB WITH (3) - 10d
NAILS (0131' X 3')
/INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (DO NOT
USE DRYWALL TYPE SCREWS)
TRUSS 2X6 r 4' - 0' WALL
STRONGBACK (TYPICAL SPLICE) I (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' % 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - D' AND FASTEN WITH (12) -
10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
BLOCKING
(BY OTHERS)
7 ' A
FEBRUARY17,2017 I LATERAL TOE -NAIL DETAIL I STDTL11 -
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 450 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
SHDWN).
�'. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
A-i ROOFTRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
4451 ST. LUCIE BLVD. SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
FORT PIERCE, FL 349"
7724MI010
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
OIA
SP
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
zo
.135
93.5
85.6
74.2
726
63.4
J
i0
.162
108.8
99.6
86.4
84.5
73.8
ri
.128
74.2
67.9
58.9
57.6
50.3
Sz
J
.131
75.9
69.5
60.3
59.0
51.1
N
.148
81.4
74.5
64.6
63.2
52.5
ci
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 845 (LB/NAIL) X 115 (OOL) = 2915 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30' TO 69•
45.000
ANGLE MAY
VARY FROM
30' TO 60'
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
SIDE VIEW
C2X4) 3 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.00°
SIDE VIEW
(2X3) 2 NAILS
ANGLE MAY
VARY FROM
31r TO 60•
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.000
4. -
FEBRUARY 17, 2017
UPLIFT TOE -NAIL DETAIL
STDTL12
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
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)
OIA.
SP
OF
HF
SPF
SPF-S
LD
.131
59
46
32
30
20
z
J
.135
60
48
33
30
20
Ln
!7
.162
72
58
39
37
25
J
2
0
.128
54
42
28
27
19
z0
z
.131
55
43
29
28
19
UJ
.148
62
48
34
31
21
J
L0
J
CN
Q
M
z
.120
51
39
27
26
17
C7
z
.128
49
38
26
25
17
0
.131
51
39
27
26
17
.148
57
44
31
28
20
M
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER ENO AS SHOWN.
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION.
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES TOP PLATE
FOR WINO DOL OF 133:
3 (NAILS) X 37 (LB/NAIL) X 133 (DOL FOR WINO) = 14B LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO VINO
FOR WINO DOL OF 1.60.
3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WINO) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
+++ USE (3) TOE -NAILS ON 2X4 BEARING VALL
+++ USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR SI
IE
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
IL
NAIL
NAIL
SIDE VIEW
END VIEW
FEBRUARY 5, 2016
TYP 2x2 NAILER ATTACHMENT
STDTL13
A-1 ROOF TRUSSES
4451 ST. LUCIE BLM
FORT PIERCE, FL 34946
772409-1010
I.0X4
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.
A
April 11, 2016
TYPICAL ALTERNATE BRACING DETAIL
FO EXTERIOR FLAT GIRDER TRUSS
STDTL14
A-1 ROOF TRUSSES
4451 ST. LUCIEBLVD.
FORT PIERCE, FL 34948
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
FEBRUARY 17 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15 -
DAMAGED OR MISSING CHORD SPLICE PLATES
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD,
FORT PIERCE, FL 34946
772a09-1010
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK
X
(INCHES)
MAXIMUM FORCE (LBS) 15% LOAD DURATION
SP
OF
SPF
HF
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2XG
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
2B98
4347
• DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH IOd NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE.
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C
G �2
F REAK
• 10d NAILS NEAR SIOE
+10d NAILS FAR SIDE
rV
X' MIN
6' MIN
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO
THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT
AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE).
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL I5 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 END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WO00.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
S. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
A
FEBRUARY17,2017 SCAB APPLIED OVERHANGS STDTL16
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34M
772.408-1010
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTOR: 115
SPACING: 24' D.C.
TOP CHORD: 2X4 OR 2XG
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION
NOTES:
1. ATTACH 2% 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 G' 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,
D.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PSF.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.
REFER TO INDIVIDUAL TRUSS DESIGN
FOR PLATE SIZES AND LUMBER GRADES