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HomeMy WebLinkAboutTRUSS PAPERWORKAli
ui
J
F--4
U.
4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010�
FX: 772-409-1015
www.AlTruss.com
TRUSS ENGINEERING
BUILDER: RENAR
PROJECT: MORNINGSIDE
COUNTY: ST LUCIE n
LOT/BLK/MODEL: LOT-96 / MODEL:CAYMAN 1516131/ EASTON RES 0 �m
JOB#: 72027
.MASTER#: WRMSCM1516B1 L
OPTIONS: COVERED PORCH
i
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
— A-1 ROOF These truss designs rely on lumber values established by others.
i TRUSSES
A FLORIDACORPORATION
RE: Job WRMSCM1516B1 L JOB #72027 A-1 Roof Trusses
4451 St Lucie Blvd
Site Information: Fort Pierce, FL 3asa6
Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE
Lot/Block: Model: CAYMAN 1516
Address: LOT#96 Subdivision:
City: ! County: St Lucie State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: I License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code. FBC2017/TP12014 Design Program: MiTek 20/20 8.1
Wind Code: ASCE 7-10 Wind Speed: 160
Roof Load: 37.0 psf Floor Load: 0.0 psf
This package includes 48 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 61 GI15-31.003,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
A0013082
A01
5/2/18
13
A0013094
A13
5l2/18
25
A0013106
CJ3L
5/2118
2
A0013083
A02
5/2/18
14
A0013095
A14G
5/2/18
26 '
A0013107
CJ3T
5/2/18
3
AO013084
A03
5/2/18
15
AO013096
1301 G
5/2118
27
A0013108
CJ5
5/2118
4
A0013086
A04
5/2/18
16
A0013097
B02
5/2/18
28
A0013109
CJ5A
5/2/18
5
A0013086
A05
5/2/18
17
A0013098
B03
5/2/18
29
A0013110
CJ5AT
5/2/18
6
A0013087
A06
5/2/18
18
A0013099
B04G
5/2/18
30
A0013111
CJ5C
5/2/18
7
A0013088
A07
5/2/18
19
A0013100
B05
512/18
31
A0013112
CJ5T
5/2/18
8
IA0013089
A08
5/2/18
20
A0013101
B06
5/2/18
32
A0013113
CJ6
5l2/18
9
A0013096
A09
5/2/18
21
A0013102
CA
5l2/18
33
A0013114
HJ5L
512/18
10
A0013091
A10
5/2/18
22
A0013103
CJ3
5/2/18
34
A0013115
HJ7
512/18
11
A0013092
All
5/2/18
23
A0013104
MAT
5/2118
35
A0013116
HHA
5/2/18
12
A0013093
Al2
5/2/18
24
A0013105
I CJ3B
512/18
1 36
A0013117
HJ7T
15018
The truss drawind(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided. by AA Roof Trusses,
Ltd. '
Truss Design Engineer's Name: Anthony Tombo III
My license renewal date for the state of Florida is February 28,2019. --... _ _ ... ... .....
NOTE -The seal In these drawings indicate acceptance of professional
engineering responsibility solely for the truss components shown.
The suitability and use of components for any particular building is the responsibility of the
building designer, perANSI/TPI-1 Sec. 2.
The Truss Design Drawing(s)(rDD[s]) referenced have been prepared based on the
construction documents (also referred to at times as 'Structural Engineering Documents)
provided by the Building Designer indicating the nature and character of the work.
The design criteiia therein have been transferred to Anthony Tombo III PE by [Al Roof
Trusses or specific location]. These TDDs (also referred to at times as 'Structural
Engineering Documents) are specialty structural component designs and may be part of the
projects deferreid or phased submittals: As a Truss Design Engineer (i.e., Specialty
Engineer), the seal here and on the TDD represents an acceptance of professionalpntyg T. T
engineering responsibilityfor the design of the single Truss depicted on the TDD only. c�
Building Designer is responsible for and shall coordinate and review the TDDs for
compatibility with their written engineering requirements. Please review all TDDs and all
related notes.
3 B BC•A2 2100,0000 00 4C 12 87 DF .
Page 1 of 2
A#A-1 ROOF
==TRUSSES
A.FLORI DA CORPORATION
RE: Job WRMSCM1516B1 L
No.
Seal #
1
Truss Name
Date
37
A0013118
J51-
5/2/18
38
A0013119
J7
5/2/18
39
A0013120
RT
5/2/18
40
A0013121
T06
5/2/18
41
A0013122
T06A
5/2118
42
A0013123
T06SGE
5/2/18
43
A0013124
VM02
5/2/18
44
A0013125
VM04
5/2/18
45
A0013126
VM08
5/2118
46
A0013127
VM10
5/2/18
47
A0013128
VM12
5/2/18
48
A0013129
VM14
5/2/18
49
STDL01
STD. DETAIL
5/2/18
50
STDL02
STD. DETAIL
5/2/18
51
STDL03
STD. DETAIL
5/2/18
52
STDL04
STD. DETAIL
512/18
53
STDL05
STD. DETAIL
512/18
54 ,
STDL06
STD. DETAIL
5/2118
55
STDL07
STD. DETAIL
5/2/18
56
STDL08
STD. DETAIL
5/2/18
57
STDL09
STD. DETAIL
5/2/18
58
STDL10
STD. DETAIL
5/2/18
59
STDL11
STD. DETAIL
5/2/18
60
STDL12
STD. DETAIL
5/2/18
61 1
STDL13
STD. DETAIL
5/2118
62
STDL14
STD. DETAIL
5/2/18
63
STDL15
STD. DETAIL
5/2/18
64
STDL16
STD. DETAIL
5/2/18
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
These truss designs rely on lumber values established by others.
AI
A
Page 2 of 2
Job
Truss
Truss Type
Qty
Ply
A0013082
WRMSCM1516B1L
A01
Roof Special
1
1
Job Reference (optional)
Al Roof Trusses,yFort Pierce, FL 34946, design@altruss.cwm
LUMBER -
TOP CHORD, 2x4 SP No.2 *Except*
T3: 2x4 SP M 30
BOT CHORD 2x4 SP No.2 `Except`
B2,134: 2x4 SP No.3
WEBS 12x4 SP No.3 *Except*
i W3: 2x4 SP No.2, W6: 2x4 SP M 30
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-4-14 oc
purlins.
BOT CHORD,
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 10-17
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS; (lb/size)
2 = 1490/0-7-10 (min. 0-1-12)
13 = 1490/0-7-10 (min. 0-1-12)
Max Horz
2 =-138(LC 10)
Max Uplift
2 =-344(LC 12)
13 = 397(LC 13)
Max Grav
2 = 1490(LC 1)
13 = 1490(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD;
2-3=-2664/1613, 3-4=-4163/2384,
4-5=-4061/2402, 5-6=-4033/2429,
7-8=-254/171� 6-8=-5646/3081,
8-9=-5890/3226, 9-10=-5842/3215,
10-11=-1997i1361, 11-12=-2105/1349,
12-13=-2688/1625, 6-7=-270/186
BOT CHORD,
2-22=-1253/2308, 19-20=-1674/3602,
9-19=-296/258,16-17=-1288/2336,
15-16=-1288/2336, 13-15=-1288/2336
WEBS
3-22=-1339/815, 20-22=-1464/2709,
Run: 8.120 s Nov 12 2017 Print: B.120 s Nov 12 201 / Mi I ek industries, inc. Wed
ID:Id_0OXyyT61Bi TXoljwHHzefvK—D?xNicSOZO9_c2T?2JDtn
I-015-6-017-4-1.19-1-6 24-4-0 .. 30-10-12 1 38-M 3!
2 15:12:21 2018 Pagel
fkKQ1 C3gcQAT2zKW Ne
US =
7.10 tv� 2x4 11 Dead Load Defl. = 112 in
5x6 7xl0 MT20HS=
2x4 11 7 8
WEBS
3-22=-1339/815, 20-22=-1464/2709,
6-19=-1222/2608, 17-19=-1083/2387,
10-17=-1262/549, 12-17=-619/536,
6-20=-328/499, 3-20=-529/1368,
10-19=-2113/4464
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=5.Opsf, BCDL=4.2psf; h=15ft;
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 8e MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 344 lb uplift at
joint 2 and 397 lb uplift at joint 13.
8) Graphical purlin representation does not depict the
size or the orientation of the purin along the top and/or
bottom chord.
LOAD CASE(S)
Standard
I
irrinrler:rtlurrtelronrxsar)etnmsrsruuirksuu(((wss(aFanDu(mon(anajLirYGeECMEM IerCIHHpdtdrrrarad±IfnlRtdeW±SaISLe<.sDernDrr,iylR4;rfl�lAu7I.horhCi.r.ElnxeQeetkaSrree.Odessahn±der±(rnn±TOD,W1
Mittkmxsnrj.r!es skdit: rdfrrIt,T)Dto ktrdk As corns Desittfrtlnxt7.e, Sptidtr Fltlu±:`piS±tdnnpTOD±epenchnmepmrc dtSrpaMsInd rusEtdrg regndlilarfortoo ltsviditea*Toss d±pd4 it At TDDwh,vtful?Fl r7snHtix±. sg1¢lliry Anthony T. Tombo III, P.E.
rJwdws T.�tsshrrq la�l rt is lierestenkffndae0n±e kegneisr�d`saH r,-eslwlie tsy!Grt Desitte,�uGe sr+htdtu n(,a±1r(WMInAka'dzgndt odlri.ikeqjm:idthlDomdmffeldrsedfieTnss.iodedietkzf s%!ry±,i,Mt ireodkms3 sHft Can3pmc03hd <80083
' Ierw elTDes tx:ri(arr9.A1: pDs trot or WDD to lieerne hddiei(cepaM Sdeq WimdsnWJtHistW1IMrA S((Auerd±nx11to pmri p— Tret h5mikirrg-iftesra on.11S±Lrss Derpn,l±r soap Gp xamdirss6rur Rnr, eess 4451 St. Lucie Blvd.
is-isr h8rtdkpofedsd rgedelernxnDq kl ditrn:ts ixdrei inlnis Rile hilit tis NOT Ptrd'Aag orsitie, 1rTn±sSp4ex btirnrdair trdlg. Nrq aedk;muemdeF.ee1M1P61' Fort Pierce, FL 34946
(opyrigM©201AA-1Roof Trusses -Anlbdny1.TomboIII, P.l. Repodudionoflbisdomment,indnylorm,isptohibitedwithcWThe written permission from A-1Roof Trusses - Anthony LTombis III, P.I.
Job
Truss
Truss Type
Qty
Ply
WRMSCM1516B1L
A02
Hip
1
1
A0013083
Al Rnnf Tnrsseso Pnrt Pi—
Fk veoea
—
Job Reference (optional)
•--•-•• • •••••• •e..- — ,c cv,11-1 un !uuuau—, rn{➢. vvuu May z la: iz:zl Zults rage!
ID:ld OOXyyT61Bi_TXoljwHHzefvK4CVmvyTOKIHrDC2BbOk6JAH6Cfoa9XPC3GAjOUzKWNd
11-11-2 15-8-0 19-1 6 22� 0 29-3-14 38-0-0 94-0
4-7-2 3-8-14 3-5-6 3-2-10 6 11-14 8-8-2 4
6.00 12 5x6 =
2x4 11 6x8 = Dead Load Defl. = 7116 in
2x4 11 a 7 a
w Ta 16 15 — 13
3x6 =
4x6 = 2x4 11 2x4 11 5x8 = 3x6 = 3x6 =
1.5x4 II
ITM
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.99
Vert(LL)
-0.41 17-18
>999
360
TCDL
10.0
Lumber DOL
1.25
BC 0.89
Vert(CT)
-0.81 17-18
>562
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.80
Horz(CT)
0.48 11
n/a
n/a
BCDL
7.0
Code FBC2017/TP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 'Except*
B2,B4: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W3,W7,W6: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 4-9-5 oc bracing.
WEBS
1 Row at midpt 8-15, 10-15
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1490/0-7-10 (min.0-1-12)
11 =
1490/0-7-10 (min.0-1-12)
Max Horz
2. _
-139(LC 10)
Max Uplift
2 =
-346(LC 12)
11 =
-346(LC 13)
Max Grav
2 =
1490(LC 1)
11 =
1490(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-2664/1611, 3-4=-4164/2384,
4-5=-4062/2402, 5-6=-4171/2542,
6-7=-4081 /2282, 7-8=-4045/2273,
8-9=-1836/1298, 9-10=-1948/1270,
10-11=-2612/1578
BOT CHORD
2-20=-1251/2307, 5-18=-224/264,
17-18=-1386/3218,14-15=-1218/2250,
13-14=-1218/2250, 11-13=-1218/2250
WEBS
3-20=-1336/811, 18-20=-145712704,
6-18=-727/926, 6-17=-534/1302,
15-17=-1245/2960, 8-15=-2068/800,
10-15=-718/614, 10-13=0/300,
WEBS
3-20=-1336/811, 18-20=-1457/2704,
6-18=-727/926, 6-17=-534/1302,
15-17=-1245/2960, 8-15=-2068/800,
10-15=-718/614,10-13=0/300,
3-18=-534/1371, 8-17=-1527/3565
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=5.Opsf; BCDL=4.2psf, h=15ft;
Cat,. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
andC-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load 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 346 lb uplift at
joint 2 and 346 Ib.uplift at joint 11.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 221 Ib FT = 10%
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(opyrigh102016A-1Roaflrosses-AnihonyLTombo111,p.E. Reproductionsdthisdomment,incoyform,isprobi60edOboesthemriffenpermissionfromA-]Rooffmsses-AnthonyLTombIII,p.E Fort Pierce, FL 34946
Job
Truss
Truss Type
Qly
Ply
A0013084
WRMSCM1516B1L
A03
Hip
1
1
�
Job Reference (optional)
Al Roof Trusses}Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:23 2018 Page 1
4 ID:ld_0OXyyT61Bi TXoljwHHzefvK-AO3871Uf5?PirMdN9kFLrOpJsHRXuxOMlwvHYwzKWNc
20-4-0
1 a o 7 4 0 11-11-2 n e o as-1 s za 1012 - 38-0-0 Ash
1-4- 7-4-0 4-7-2 5-8.14 1-5-6 8-6.12 9-1-4 1
1-2-10
TOP CHORD 2x4 SP 240OF 2.OE *Except`
T3: 2x4 SP No.2
BOT CHORD 2x4 SP No.2 "Except'
B2: 2x4 SP No.3
WEBS 2x4 SP No.3 `Except`
W3: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 4-3-8 oc bracing. Except:
10-0-0 oc bracing: 14-16
WEBS
1 Row at midpt 12-16
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 1497/0-7-10 (min. 0-1-12)
10 = 1498/0-7-10 (min. 0-1-12)
Max Horz
2 =
-156(LC 10)
Max Uplift
2 =
-355(LC 12)
10 =
-354(LC 13)
Max Grav
2 =
1497(LC 1)
10 =
1498(LC 1)
FORCES. (Ib)
Max. CompdMax. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2674/1617, 3-4=-4231/2435,
4-5=-4123/2453, 5-6=-3329/1845,
6-7=-3331/1908, 7-8=-3683/2017,
8-9=-3815/1982,9-10=-2617/1579
BOT CHORD
2-20=-1256/2317, 5-18=-200/367,
17-18=-1915/3877, 16-17=-1158/2990,
10-12=-1217/2256,7-16=-615/1337
WEBS
3-20=-1354/823, 18-20=-1466/2714,
5-17=-891/775, 6-17=-352/566,
6.00 12 5x10 = 5x6 zz� Dead Load Deft. = 5/16 in
WEBS
3-20=-1354/823,18-20=-1466/2714,
5-17=-891/775,6-17=-352/566,
6-16=-324/795, 9-16=-81/1041,
9-12=1088/733, 12-16=-1398/2556,
3-18=-582/1427
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=5.Opsf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
7.Opsf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 355 lb uplift at
joint 2 and 354 lb uplift at joint 10.
LOAD CASE(S)
Standard
W'edvp-Hxseitsapur xris,.N'Ad VC, liffisrsilingrE4 TEWS Btxa.Te!At dadpyornden esd rtN natssxstisLcss Oes!bS Drz+iy lf(9; vi MhlrtYxsI. Tabs D4 Uldnexe M14,sx9. 9de5cher. esld"'n"'TDD,aIy
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Tomb '
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aandxddi9dIto oYflhllydlpwmi.adxs.Tserxs:c.;;,iepaxrlslslcalai�pea:pr,arrn srea�d,r�arrorbu$spAll fthdfiTnl. Fort Pierce, FL 34946
Coppight07016A-1loot irosses-Anihony1.Tomho111,P.E. Reproduaioaofthisdoament,inany Iola, isprohibitedwithout the wriueopermissionfrom A-1ReatTrosses-AnthonyLTomho111,P.E.
Job
Truss
Truss Type
Qty
Ply
WRMSCM1516B1L
A04
ROOF SPECIAL
3
1
A0013085
Job Reference o 'tional
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
12-11-12
en 1 2
oG
Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:24 2018 Page 1
ID:Id 0OXvvT61Bi TXoliwHHzefvK-eadWKeUHsJXZTWCaiRmaOhMV3n'fiwdPFVXafn4M2KWNF
6.00 12 5x6 =
ead
Load Defl. = 9/16 in
1.5x4 11 1.5x4 11
1.5x4 11
5x8
4x8 G
'
1.5x4 11
3x8 I/
30-9-15
9-12-4
I
19-0-0
27-16 2$-1-i2 31r1-6
38-0-0
9-10-4
9-1-12
8-1-6 -0- 2-8-40 7
6
Plate Offsets (X,Y)--
[2:0-1-14,Edge], [4:0-3-0,0-3-01,
[6:0-3-0,0-3-01,
[8:0-4-7,Edgel, [8:0-4-0,0-5-12], [8:0-1-13,1-3-51
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL- in (loc) I/deft L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.71
Vert(LL) 0.55 12-14 >826 360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC
0.84
Vert(CT) -1.04 12-14 >437 240
MT20HS
187/143
BCLL 0.0 *
Rep Stress Incr YES
WB
0.91
Horz(CT) 0.65 8 n/a n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix-MSH
Weight: 200 Ib
FT = 10%
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except*
T1: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W6,W5: 2x4 SP No.2
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 4-6-12 oc bracing.
Except:
4-7-0 oc bracing: 8-10
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1490/0-7-10 (min. 0-1-11)
8 =
1490/0-7-10 (min. 0-1-11)
Max Horz
2 =
166(LC 11)
Max Uplift
2 =
-399(LC 12)
8 =
-399(LC 13)
Max Grav
2 =
1490(LC 1)
8 =
1490(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-4697/2907, 3-4=-4307/2635,
4-5=-3134/1852, 5-6=-3134/1852,
6-7=-4321 /2660, 7-8=-4676/2926
BOT CHORD
2-14=-2490/4232, 13-14=-1906/3619,
12-13=-1902/3644, 11-12=-1905/3647,
10-11 =-1 916/3622, 8-1 0=-2507/4245
WEBS
5-12=-1338/2394, 6-12=-864/801,
6-10=-285/576, 7-10=-352/445,
WEBS
5-12=-1 338/2394, 6-12=-864/801,
6-10=-285/576, 7-10=-352/445,
4-12=-861/796, 4-14=-280/568,
3-14=-356/464
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.20sf; BCDL=4.2psf, h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 psf bottom
chord live load 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) Bearing atjoint(s) 2, 8 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 399 lb uplift at
joint 2 and 399 lb uplift at joint 8.
LOAD CASE(S)
Standard
Werelq-rlene tiuNtIlyorlev lh'A.I 13CE 0USS-3 rsfilal 114RU TEN &(0111TICkS NSlom IlVE11",IMMEMI r. IN. INA/ ftl' Fas-ter 4aH' NI"Be llo Ims 90111 D-Itg(lI41i'd&AA.y1.TkbC;rE. Mum sEeet k4r. me, Deltas 9*.ut dd:i It III lD .)t i
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Anthony T. Tombo III, P.E.
cd BsedH's fats`nreE{eilEite ltsie resgxsTilih AthDnaeike 0waisad*mrinl v,^eb is sN relliitg 0esiglmr,atSetxhAdiu iE(,enS: ndtle 6te�ka'S:ag alt lxdrv41. Tit Bginsd eE lie lDD aid n.Deli Bsed6eTnsc®tlrtigRsd:mg. ssage,hfiilBlitB BelEm gskillie ssa resg<atikd:htf - :80083
Ih ta'trtg8es:g.ae!trdittma:. All an NI'mmkno W lieglsvas®dgeidetieefdsh tNlOq Wpm Seer la arnnfa¢Of IdluW 4 TRWSEEA Nertfeautd'e petal pd.,LIN44"oarasgsmIlfts lr 90ts etblms oaalperboss Ddp 5p—Irr:s4451 St. Lucie Blvd.
ttndaldied lraGVan agreed apvu+BtiGgirdi gouts lc Aeed. lhelnss C+sla FgienrlsdOi Ce dai>la7DlsipN,nl;ess sls+ea Fyileerrori.amy. AD lq 1:14tilva, nem ddhdunN. Fort Pierce, FL 34946
Zi Eopyright02016A-I Roof asses-AndonyT.Tomho111,P.E. ReproduoionDiibis domment,inany form,isplohihitedwithcutthe wrivenpemissionbeat A-IReo(Trusses-AnthonyT.Tomb 111,P.f.
Job
Truss
Truss Type
Qty
Ply
A0013086
WRMSCM15161311-
A05
SCISSORS
4
1
Job Reference (optional)
Al Roof Trusse ,lFort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 16*12:24 2018 Page 1
ID:ld_OOXyyT61Bi TXoliwHHzefvK-eadWKeUHsJXZTWCajRmaObMW9gp6dP9VXafg4MzKWNb
1 4- 6 7-14 12-9-15 19-0-0 25-2-1 31 4 2 38-0-0 9
6-7-14 6-2-1 6-2-1 6 2-1 6-2-1 6 7-14 4-
M1/2
0
4x8
1.5x4 =
LOADING(psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
10.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
7.0
Code FBC2017[TP12014
LUMBER- '
TOP CHORDf 2x4 SP No.2 *Except*
T1- 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP; No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
purlins.
BOT CHORD!
Rigid ceiling directly applied or4-6-15 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS! (lb/size)
2 = 1490/0-7-10 (min.0-1-11)
8 = 1490/0-7-10 (min. 0-1-11)
Max Horz
2 =-166(LC 10)
Max Uplift
2 = 366(LC 12)
8 366(LC 13)
Max Grav
2 = 1490(LC 1)
8 = 1490(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.,
TOP CHORD
2-3=4730/2t 51, 34=429112524,
4-5=-3137/1791, 5-6=-3137/1790,
6-7=-4291 /2539, 7-8=4730/2873
BOT CHORD
2-14=-2445/4265, 13-14=-1837/3626,
12-13=-1833/3651, 11-12=-1838/3651,
10-11=-1842/3626,8-10=-2467/4265
WEBS
5-12=-1300/2406, 6-12=-867/787,
6-10=-233/565, 7-10=-386/496,
4-12=-867/788, 4-14=-235/565,
3-14=-386/498
6.00 F12 5x6 =
5x8
5x8
6
" 12
��/ 6X6 =
14 13 11 10
3x8 MT20HS::- 3x8 MT20HS=
3x4 ; 3.00 12 3x4 Zz
Dead Load Dell. = 9/16 in
1.5x4
7
1 eV
r
1 .p
1 8 IIrs
4x8 zz
38-M
CSI.
DEFL.
in (loc)
I/deft
L/d
TIC 0.70
Vert(LL)
0.5812-14
>789
360
BC 0.83
Vert(CT)
-1.0812-14
>420
240
WB 0.92
Horz(CT)
0.69 8
n/a
n/a
Matrix -MS
�f+1Yi7Y
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf, BCDL=4.2psf, h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 psf bottom
chord live load 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) Bearing at joint(s) 2, 8 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 366 Its uplift at
joint 2 and 366 lb uplift at joint 8.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 180 Ib FT = 10%
i
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Wtkmcemry:res shill:a sudfoUTDObberdd. kseirao DuiphVoterp!.SlecisUf fitlrr.;.3!S!d It or TDDu1,eodsvmVwd It, pdasslud ecyu[!7eyr!s{eetiktlrtd+lthe l!sliolth s.0iTn<.sf?pmA eetle ADD ufr,nfal?H.ikd!s yrnnupiec.lert.eyahnxs,smeurn Anthony T. Tombo lII, P.E.
'cdeudhsfzssSrul lnitiey lssb resinsbUhdtee0neesleDraise!'+aed reirlke tdSiie40esiler,aCx nmddfu SC tis IS:>,dH!Iatd kg133 teIF.1Teii.leqpW dW=80083
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�d1l.i. ddud lie 6d•ed Opel syee It xdAcs is dl1.1z lxdaef.Tk,T,wDrsWgirs!r is NOT rx laloq DFsilaeyrtTrsss Sgdea yi- dopE Dq. Afl#-adnras—ddueib1111. Fort Pierce, FL 34946
�Copyrisb102PI6A-IRoefTmsses-AnlhonyT.TomboIII, P.I. Reprododionoffbisdommenl,inany torm,isprohibited witheutihewritten permission hear A-IRooMasses-AnlhonyLTomb 111,P.I.
WRMSCM15161211L IA06 IROOF SPECIAL
A0013087
., FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:25 2018 Page 1
ID:Id_OOXyyT61Bi_TXoljwHHzefvK-6nBuY VvddfQ4fnmH9HpxpuVr46tMtmflEONcpzKWNE
1 4 7 6 4 11-10-12 19 0 0 25-0.1 30-5-12 38-0 0 94
7 6 4 4 4 8 7-1-4 6-0-1. 5-5-11 764 t
3x6 =
6.00 12 5x6 =
16
6x6 = 2x4 11
0-12
-9
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in (loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.71
Vert(LL)
0.49 11-13
>924
360
TCDL 10.0
Lumber DOL
1.25
BC 0.98
Vert(CT)
-0.96 11-13
>474
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.89
Horz(CT)
0.57 9
n/a
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix-MSH
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30 `Except•
B1,B3: 2x4 SP No.2, B2: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W3: 2x4 SP No.2
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-4-4 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 4-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
4490/0-7-10 (min. 0-1-12)
9 =
1490/0-7-10 (min. 0-1-11)
Max Horz
2 =
166(LC 11)
Max Uplift
2 =
-400(LC 12)
9 =
-400(LC 13)
Max Grav
2 =
1490(LC 1)
9 =
1490(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-2649/1686, 3-4=-4340/2667,
4-5=-3153/1816, 5-6=-3052/1841,
6-7=-3136/1856, 7-8=-4315/2672,
8-9=-4678/2898
BOT CHORD
2-16=-1316/2291, 4-14=-233/447,
13-14=-2135/3999, 12-13=1897/3634,
11-12=-1901/3609, 9-11=-2479/4215
WEBS
3-16=-1451/920,4-13=-1175/1004,
6-13=-1286/2346, 7-13=-853/776,
WEBS
3-16=1451/920,4-13=-1175/1004,
6-13=-1286/2346,7-13=-853/776,
7-11=-315/579, 8-11=-337/439,
14-16=-1566/2749,3-14=-720/1562
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces $ MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) « This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 9 considers parallel to grain value
using ANSIfTPI 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 400 lb uplift at
joint 2 and 400 lb uplift at joint 9.
LOAD CASE(S)
Standard
Dead Load Deft. = 7/16 in
. 2 9 �
Iy
d
N
f`
4x8 _
PLATES
GRIP
MT20
2441190
MT20HS
187/143
Weight: 193 Ib
FT = 10%
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¢dosodfds Tsnsk+¢fldlfiop It tle«sinadlihdMx O.aer.ne 0rp!is psfy?irdo;tid er ne tdlO,p Oesipnr,mnen,hrtdfu 1pr,n!U,alroe lndl;i':{ssgtNr¢di@Ll. ilt gnsddne lDDpilmM1dd,sed«f Tnfs,ud,6¢lad:ieys'srapr,1,snllennodtmfsgsldik!is!«!pauEd:tfd Y '
' nIM'A3pOFfQRt?PJrr9e1P:!,{IId:RfStlWlien2¶IDNnPrf�ltlS�IrN`JINf!Inepille«pIC6f:-0ftlSddfl99'gmnyK:JrINlfltdEfTfINSEGn!rflueY!E,'FI'f«rtd^f,d¢LTPtIfE5ni'?ttifK6iS�'II!f[RdLYilnNn?T!!ffDftiN,ItnfD«: z80083
P }�iagixer¢i G,«tlMone::f;¢isf 4451 St. Lucie Blvd.
o#u�lu lduHlfaGbw,gr«dof,:uvrmglfdlfm:n las{s!f�7y!Tnss CtAfeF!pi«erL-ICTC.eradap Ofslraer,rtT:nsSps'!m ryi,.wdafs.usog ulr��da:Ixvs n!md�aelwixl. Fort Pierce, F1 34946
(oppTighiC)2016A-ltoetTmssas-AnihonyLTomboll6P.L Oeprodurtionofthis domment,inaoylorm,ispfohihhedwithUlthevrirtenpermissionfrom A-1Roof Tmsses-AnthonyLTomb III, P.E.
Job
Truss
Truss Type
Qty
Ply
A0013088
WRMSCM1516B1L
A07
ROOF SPECIAL
1
1
1
Job Reference (optional)
Al Roof Trusses'!Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:25 2018 Page 1
ID:Id_OOXyyT61Bi TXoljwHHzefvK-6nBuY_VvddfQ4fnmH9HpxpuhV46wMwjflEONcpzKWNa
i
19-9-7
T1 4 p 7-6-4 , 11-10-12 , 18-2-9 19 Or0, 25 0 1 !0L 12 38-0-0 $9-4�
-0 7-6' 4 4 8 6 3 13 (�9 7 5-2-10 5-5-11 7-6� 4
6.00 12 5x6 = 0-9-7
75x6
Dead Load Dell. = 7116 in
^ =
17 16
3x6 = 6x6 = 2x4 11
LOADING(ps)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
TCLL 20.
Plate Grip DOL
1.25
TIC 0.66
Vert(LL)
0.48 12-14
>944
360
TCDL 10.)
Lumber DOL
1.25
BC 0.98
Vert(CT)
-0.95 12-14
>482
240
BCLL 0.)
Rep Stress Incr
YES
WB 0.64
Horz(CT)
0.57 10
n/a
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix-MSH
LUMBER -
TOP CHORD 2x4 SP M 30'Except`
T3: 2x4 SP No.2
WEBS
BOT CHORD 2x4 SP M 30'Except*
3-17=-1453/885, 4-14=-1142/934,
B1,133: 2x4 SP No.2, B2: 2x4 SP No.3
8-14=-829/749, 8-12=-313/580,
WEBS 2x4 SP No.3 `Except*
9-12=343/435, 15-17=-1503/2753,
W3: 2x4 SP No.2
3-15=-667/1553, 6-14=-559/1129,
WEDGE 1
7-14=-673/1241
Right: 2x4 SP No.3
BRACING-
NOTES -
TOP CHORD
1) Unbalanced roof live loads have been considered
Structural wood sheathing directly applied or 2-7-6 oc
for this design.
purlins.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
BOT CHORD
Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf, h=15ft;
Rigid ceiling directly applied or 2-2-0 oc bracing.
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
WEBS I
and C-C Exterior(2) zone; cantilever left and right
1 Row at midpt 4-14
exposed; end vertical left exposed;C-C for members
MiTek recommends that Stabilizers and required
and forces & MWFRS for reactions shown; Lumber
cross bracing be installed during truss erection, in
DOL=1.60 plate grip DOL=1.60
accordance with Stabilizer Installation uide.
3) Provide adequate drainage to prevent water
�
ponding.
REACTIONS. (lb/size)
4) All plates are MT20 plates unless otherwise
2 = 1490/0-7-10 (min. 0-1-12)
indicated.
10 = 1490/0-7-10 (min. 0-1-11)
5) This truss has been designed for a 10.0 psf bbttom
Max Horz
chord live load nonconcurrent with any other live
2 =-160(LC 10)
loads.
Max Uplift
6) This truss has been designed for a live load of
2 =-362(LC 12)
20.Opsf on the bottom chord in all areas where a
10 =-362(LC 13)
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
Max Grav
bottom chord and any other members.
2 = 1490(LC 1)
7) Bearing at joint(s)10 considers parallel to grain
10 = 1490(LC 1)
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
FORCES. (Ib�
surface.
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
8) Provide mechanical connection (by others) of truss
when shown.,
to bearing plate capable of withstanding 362 Ib uplift at
TOP CHORD'
joint 2 and 362 lb uplift at joint 10.
2-3=-2650/1627, 3-4=-4335/2553,
-
4-5=-3163/1747, 5-6=-3074/1774,
7-8=-3134/1775, 8-9=-4314/2568,
LOAD CASE(S)
9-10=-4679/2788, 6-7=-2938/1766'
Standard
BOT CHORDI
2-17=-1261 /2293, 4-15=-234/449,
14-15=2013/3982, 13-14=-1799/3631,
12-13=-1803/3606, 10-12=-2376/4216
WEBS
3-17=-1453/885, 4-14=-1142/934,
4x8
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 198 Ib FT = 10%
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34946
(opplight02016A-I Roof imsses-Anthony 1.Tombolf6P.L Reproduction offbisdocument, inanyloroyisprohibited witheutthe wottenpersnission item A -I Roof Trusses-Anihonyi.Tomb111,P.I.
15161311L IA08 I ROOF SPECIAL
Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s
A0013089
2 15:1
6.00 12 5x6 =
75x6 zz
I 10
3x6 = 6x6 = 2x4 11
4x8
Dead Load Defl. = 7/16 in
M
eo
ob
CV
or
or
i f�`1A
7-6-4
11-10-12 19-0-0
28-1-9
38-0-0
7-6-4
4-4 8 7-1-4
9-1-9
9-10-7
Plate Offsets (X,Y)—
[6:0-3-0 0-2-01 [8:0-3-0 0-3-01
[10.0-1-14 Edge] [14.0-6-0 0-3-0]
[15.0-5-4 0-4-81
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.74
Vert(LL)
0.50 12-14
>908
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.98
Vert(CT)
-0.99 12-14
>460
240
MT20HS
187/143
BCLL 0.0 *
Rep Stress Incr YES
WB 0.64
Horz(CT)
0.59 10
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix-MSH
Weight: 197 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T1: 2x4 SP M 30
BOT CHORD 2x4 SP No.2 *Except*
132: 2x4 SP No.3, B4,B5: 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W3: 2x4 SP No.2
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 2-270 oc bracing.
WEBS
1 Row at midpt 4-14
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
2 =
1490/0-7-10 (min. 0-1-12)
10 =
1490/0-7-10 (min.0-1-11)
Max Horz
2 =
145(LC 11)
Max Uplift
2 =
-350(LC 12)
10 =
-350(LC 13)
Max Grav
2 =
1490(LC 1)
10 =
1490(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2653/1610, 3-4=-4322/2501,
4-5=-3222/1777, 5-6=-3166/1792,
7-8=-3175/1777, 8-9=-4312/2529,
9-10=-4686/2761,6-7=-3642/2062
BOT CHORD
2-17=-1248/2296, 4-15=-255/456,
14-15=1934/3942, 13-14=1744/3612,
12-13=1748/3587, 10-12=-2353/4224
WEBS
3-17=-1459/879,4-14=-1020/798,
WEBS
3-17=-1459/879, 4-14=-1020/798,
8-14=-740/655, 8-12=-334/586,
9-12=-356/455, 15-17=-1492/2762,
3-15=-625/1530, 6-14=-669/1379,
7-14=-734/1444
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=5.Opsf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0`O wide will fit between the
bottom chord and any other members.
7) Bearing at joint(s)10 considers parallel to grain
value using ANSUfPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 350 lb uplift at
joint 2 and 350 lb uplift at joint 10..
LOAD CASE(S)
Standard
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(Dppighl02016A-I Roof Trusses- Anthony T.Tombo1ll,P.h. Reprodudionoffbisduument,indnyf/rm,isprobitthedwitheutthe written permission hem A-1Roolhusses-ADthmiyT.Tom6oIII, P.I. Fort Pierce, FL 34946
Job
Truss
Truss Type
Oty
Ply
i
A001309
1
5�
WRMSCM1516B1L A09 ROOF SPECIAL
K�
Al Roof Trusses,lFort Pierce, FL 34946, design@al truss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:27 2018 Page 1
ID:1d OOXyyT61Bi TXoljwHHzefvK-291fyfX99Ew8Kzw90aJHOE_zlup2gowxDYtUhhzKWNY
r1-4-0 16-0 1 L10-12 14 4-1 I 19-0-0 23-7-15 25-0.1 30-5-12 38-0-0 39 4 (1
1 4 7-6, 4 4$ 2: 5 4-8 0 4-7-15 1 4-2 5-5 11 7-s 4
6.00 FIT 5x6 — 5x10 MTWHS=
2x4 II 1.5x4 II
a 7 8
3x6 =
6x6 = 2x4 11 4x8
Dead Load Dell. =112 in
19-1-12
I 7-"
11-10-12
18-10.4
19 0
28-1-9
38-0.0
7-"
4-0-8
6-11-8
1 - 2
8-11-13
9-10-7
0-1-12
Plate Offsets (X Y) -
[6:0-3-0,0-2-01, [11:0-1-14,Edgel, [16:0-2-4,0-3-01
I
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.92
Vert(LL)
0.59 13-15
>778
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC
0.88
Vert(CT)
-1.15 13-15
>396
,240
MT20HS
187/143
BCLL 0.0 *
Rep Stress Incr YES
WB
0.79
Horz(CT)
0.67 11
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix-MSH
Weight: 192 lb
FT = 10%
LUMBER -
TOP CHORD, 2x4 SP No.2 *Except
T4: 2x4 SP 240OF 2.OE, T& 2x4 SP M 30
BOT CHORD 2x4 SP No.2 *Except*
B2: 2x4 SP No.3, B4,B5: 2x4 SP M 30
WEBS 2x4 SP No.3 *Except
W3: 2x4 SP No.2
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD I
Rigid ceiling directly applied or 4-8-7 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS I (lb/size)
2 = 1490/0-7-10 (min. 0-1-12)
11 = 1490/0-7-10 (min.0-1-11)
Max Horz
2 =-128(LC 10)
Max Uplift I
2 =-336(LC 12)
11 =-336(LC 13)
Max Grav
2 = 1490(LC 1)
11 = 1490(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORDI
2-3=-2656/1593, 3-4=-4159/2359,
4-5=4062/2374,5-6=-4124/2467,
8-9=-4211/2488, 9-10=-4303/2466,
10-11=4720/2760, 6-7=-5095/2776,
7-8=-5095/2776
BOT CHORDI
2-18=-1232/2298,15-16=-1524/3425,
14-15=-1538/3413, 13-14=-1542/3388,
11-13=-2357/I 259
WEBS
3-18=-1398/835, 6-15=-916/2043,
8-15=-904/2064, 8-13=48W717,
10-13=-425/539, 16-18=-1458/2734,
WEBS
3-18=-1398/835, 6-15=-916/2043,
8-15=-904/2064, 8-13=-4871717,
10-13=-425/539, 16-18=-1458/2734,
3-16=-524/1382, 7-15=-283/220,
6-16=-538/701
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=5.Opsf; BCDL=4.2psf, h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Bearing atjoint(s) 11 considers parallel to grain
value using ANSI/fPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 336 lb uplift at
joint 2 and 336 lb uplift at joint 11.
LOAD CASE(S)
Standard
I
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Fort Pierce, FL 34946
(opyright©7016A-1Rod Tmsses- Anthony I.Tanabe til,P.f. Reproduction of this document, in any Was, is prohibited without the writteapermission from URoof Tsesses•AnthonyLTomb 111,P.t.
A1516BIL IA10
6.00 12
3x6 =
Hip
sign@altruss.com
11-10-12 12.4-0
4-7-2 0-5.4
7x10 MT20HS=
2x4 II
4 5
3x4
3
17 16
4x6 = 2x4 11
RE
Qty Ply
1 1
Job Reference o ttonal
Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May
ID:Id_0OXyyT6IBi TXoljwHHzefvK-WMs1A?YnwY2?x7VLyHrWYRWEt!
19-0 0 25-8-0 31-7-1 38-0-0
6 8 0 6-8-0 5-11-2 6 4-15
7x14 MT20HS=
2x4 11
6 7
3x4
8
14 1
7x14 MT20HS= 13 5 0
12
3x8 MT20HS= 3x4 =
11
3.00 12 1.5x4 11
A0013091
215:12:28 2018 Page 1
1187ZHU5RCd2D8zKWN)
9
}
Dead Load Deft. = 11116 in
4x8 =
y v
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
Vert(LL)
in
-0.82
loc
( )
14
I/deft
>303
Ud
PLATES
MT20
GRIP
244/190
TCLL 20.0
Plate Grip DOL 1.25
TC 0.56
Vert(CT)
-1.51
14
>303
240
240
MT20HS
187/143
TCDL 10.0
0.0 '
Lumber DOL 1.25
Rep Stress Incr YES
BC 0.95
WB 0.70
Horz(CT)
0.90
9
n/a ,
n/a
Weight: 205 Ib
FTi = 10%
BCLL
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP M 30'Except'
T2: 2x6 SP 2400F 2.0E
BOT CHORD 2x4 SP M 30'Except*
131,134: 2x4 SP No.2, 132: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W3: 2x4 SP No.2, W5,W7: 2x4 SP M 30
_WEDGE
Right: 2x4 SP N0.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-10-2 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 5-14, 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 = 1490/0-7-10 (min. 0-1-12)
9 1490/0-7-10 (min. 0-1-11)
Max Horz
2 =-112(LC 10)
Max Uplift
2 =-319(LC 12)
g =-319(LC 13)
Max Grav
2 = 1490(LC 1)
g = 1490(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
3-17=-1341/797, 15-17=-1431/2714,
5-14=-2363/4819, 6-14=416/348,
7-14=-2374/4841, 7-12=-134/358,
8-12=-499/547, 3-15=-500/1369
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=5.Opsf; BCDL=4.2psf; h=15ft;
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 8t MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Bearing 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.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 319 lb uplift at
joint 2 and 319 lb uplift at joint 9.
TOP CHORD LOAD CASE(S)
2-3=-2665/1578, 3-4=-4168/2334, Standard
4-5=-3970/2305, 5-6=-8349/4428,
6-7=-8349/4428, 7-8=-4112/2273,
8-9=-4672/2678
BOT CHORD
2-17=-1223/2310, 4-15=-91 /280,
14-15=-1752/3779, 13-14=1729/3758,
12-13=1740/3740, 11-12=-2304/4230,
9-11=-2291/4203
WEBS
3-17=-13411797,15-17=-1431/2714,
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(optiiR6t02016A-1Roofitossts-AnthonyT.TomholltP.1. Reppodocion of this 11DWORRI, in (Iflyfurm, is piabibiled withcui the written permission from A-1 RoofTsosses-AothonyT.Tomholll,P.t.
Anthony T. Tombo III, P.E.
w 80083
4451 St. Lucie Blvd.
Fort Pierce, FL 34946
Job
Truss
Truss Type
Qty
Ply
A0013092
WRMSCM1516B1L
A11
Hip
1
1
Job Reference (optional)
Al Roof TrusseslFort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:28 2018 Page 1
4 ID:ld_OOXyyT61Bi TXoljwHHzefvK-WMs1A?YnwY2?x7VLyHrWYRWEUIBZZL15RCd2D8zKWNX
r1-4, 5 5 4 10� 0 15-11-1 21-6-2 27-8-0 32-6-12 , 38-M a9 4 p
1�-0 5-5-4 4-10-12 5 7-1 5-7-1 6-1-14 4-10-12 5-5-4 1-4-0
Dead Load Dell. = 3/16 in
5x6 = 3x8 = 3x6 = 1.5x4.11
6x6 �
4 T� 5 6 7 TA 8
6.00112
--
1.5x4%
1.5x4
3
1602
4 I
\ 1!V?
\ 9
W' jrz�T1 Yo
10
o
17
16 15 6x8 = 3x4 = 3x6
3x8 = 3x6 = 1,5x4 11 14 13
12
3x6 =
3x6 =
104-0
1511-1 21-4-6 21rQ-2 27-8-0
38-0-0
10-4-0
5 7-1 5 5-5 0- -11 6 1-14
10-4-0
Plate Offsets
X Y 4:0-3-0,0-2-0 , B-0-1-12,0-1-12
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.55
Vert(LL) -0.24 17-20 >999
360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.73
Vert(CT) -0.43 17-20 >595
240
BCLL 0.0
Rep Stress Incr YES
WB 0.43
Horz(CT) 0.02 14 n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 200 Ib FT = 10%
LUMBER -
TOP CHORD
2x4 SP No.2
NOTES-
BOT CHORD
2x4 SP No.2
1) Unbalanced roof live loads have been considered
WEBS
2x4 SP No.3
for this design.
BRACING-
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
TOP CHORD
Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft;
Structural wood
sheathing directly applied or 5-2-4 oc
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
pudins.
and C-C Exterior(2) zone; cantilever left and right
BOT CHORD
exposed ; end vertical left exposed;C-C for members
Rigid ceiling directly
applied or 6-0-0 oc bracing.
and forces 86 MWFRS for reactions shown; Lumber
WEBS I
1 Row at midpt
5 14
DOL=1.60 plate grip DOL=1.60
that Stabilizers and required
3) Provide adequate drainage to prevent water
ponding.
MiTek recommends
cross bracing
be installed during truss erection, in
4) This truss has been designed for a 10.0 psf bottom
accordance
with Stabilizer Installation guide.
chord live load nonconcurrent with anv other live
REACTIONS. All bearings 16-7-10 except at --length)
2=0-7-10.
(lb) - Max Horz
2= -96(LC 10)
Max Uplift
All uplift 1100 lb or less at joint(s)
except 2 189(LC 12), 14=-412(LC 9),
12=-125(LC 13), 10=-128(LC 13)
Max Grav
All reactions 250 lb or less at joint(s)
except 2=763(LC 23), 14=1387(LC 23),
14=1368(LC 1), 12=561(LC 24),
10=364(LC 24), 10=339(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or les§ except
when shown.
TOP CHORD
2-3=-1101/698, 3-4=-752/413,
4-5=-604/486f 5-6=-150/488,
6-7=-150/488,17-8=-150/488, 8-9=-68/320
BOT CHORD
2-17=-463/958, 16-17=-35/296,
15-16=-35/296, 14-15=-35/296,
13-14=-238/371, 12-13=-238/371
WEBS
3-17=-399/420, 5-17=-248/441,
5-14=-1032/609, 7-14=-386/312,
8-14=-363/226, 9-12=405/422
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 189 lb uplift at
joint 2, 412 lb uplift at joint 14, 125 lb uplift at joint 12,
128 lb uplift at joint 10 and 128 lb uplift at joint 10.
LOAD CASE(S)
Standard
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' #etaifdu C?u rd,vthsha.51la;#suiMnda•.TCCatPot neasad .ixnd�k}ro.'.G. (PzamscMpiYtascm C 'sadlridierdRE(Aae?FdaevPt!(r. ?xt?vi dateR4ld!dn!stie?Y6 95�1i1.-'}imddNnt(5tr6nIGF6: lf,lleffpf3e h aeF[adTnssidsalafrer,reltss 80083
r ru d n n r i�.rm '• d t' n• s 4451 St. Lucie Blvd.
tI ieddwdkvdu5aPlapeedepai:n_sgkdaCpaiitzimlt[d.tleTmilh}fpvEegv}?IsSCiI'seltiiliry[kfy.te};TrssiSpsieaTteiY?ed[rkaiifvFLupihlis=.dlandauskfutdivTPGI. Fort Pierce, FL 34946
(upytig6102016A-1RoofItusses Aethonyl.lom6adll,P.E Rtpmdu0ioaolthisdodument.inanpinim,ispiahilsittdw•ithoutthev}iBtenpeimissionfrontAIRoofhusses AniAonpT.Tomhoill,P.E
Truss
WRMSCM1516B1L Al2 . Roof Special I1 1 A0013093
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run. 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:29 2018 Page
ID:ld_OOXyyT61Bi_TXol jwHHzefvK=YQPNLYPhrArZH4XW?Ml6f3OWhplkFEgsMbmazKWb
1 4 5-9 4 8-8-0 11-0 0 13 4-0 15-3-0 21-8-3 29-4-0 38-0-0 9
1- 65-9 4 2-10-12 2V 0 2.4-1, 1-11-0 6-5-4 7-7-12 8-8-0 1
7x10 i 3x6 =
1.Sx4 II
4 5x6 - 3x6 =
6.00 12 3 T 4 5 6
3x8 =
8 95x6 Zz
Dead Load Defl. = 3/16 in
7
3
RI
R2
3x6 =
5.5
17 16 15
1.5x4 11 3x6 =
3x8 =
14 13 12
3x6 I I 3x6 =
3x4
u
3x6 =
38-0-0
10Ii I
co
v
LOADING(psf)
SPACING-
2-0-0
CS'.
DEFL.
in (loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0,
Plate Grip DI
1.25
TC 0.60
Vert(LL)
0.44 12-23
>448
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.75
Vert(CT)
0.35 12-23
>565
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.67
Horz(CT)
0.02 14
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 187 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T1: 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-1-5 cc
purlins.
BOT CHORD
Rigid ceiling directly applied or 5-5-2 cc bracing.
WEBS
1 Row at midpt 8-12
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
811/0-7-10 (min. 0-1-8)
14 =
1582/0-7-10 (min. 0-1-14)
10 =
587/0-7-10 (min. 0-1-8)
Max Horz
2 =
-101(LC 10)
Max Uplift
2 =
-220(LC 12)
14 =
-570(LC 9)
10 =
-323(LC 8)
Max Grav
2 =
811(LC 1)
14 =
1582(LC 1)
10 =
605(LC 24)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1090/661, 3-5=-524/504,
5-6=-588/508, 6-7=-588/508,
7-8=-588/508, 8-9=-453/883,
9-10=-621/852
BOT CHORD
2-17=-370/886, 16-17=-370/879,
15-16=-370/879, 14-15=-305/329,
13-14=-305/329, 12-13=-305/329,
10-12=-562/461
WEBS -
6-15=-357/289, 8-15=-591/1081,
WEBS
6-15=-357/289, 8-15=-591/1 081,
8-14=-1490/1215, 8-12=-1017/837,
9-12=-259/144, 3-17=-1/298,
3-15=-373/246
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=5.Opsf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) .
and C-C Exterior(2) zone; cantilever left and right
exposed; porch right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) 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 220 lb uplift at
joint 2, 570 lb uplift at joint 14 and 323 lb uplift at joint
10.
7) Graphical purlin representation does not depict the
size or the orientation of the purlin along the top and/or
bottom chord.
LOAD CASE(S)
Standard
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eAsse dUniih@as!glmenpim,led ¢yrxdnee>, srtlelimr Anthony. Tombo IIr1 P.E.
!e�s T'sss`e: eeyAulfieg is l4e«spesiblihdha On:clteUraiseM"a ak egea e: Ite lnllieg g«e,ONlinddrse Ill. ndctei 91.75,puldlie IDD 64 nytesed6i T hdnss.WW[,1 W14 sRmge, inhlleeee «dAneog shd aq k=«,ry:es:�:lTyei� y .To083
tB Cef'e)Jnn. eerl G..:rdac All eshs strwiRelUUezdin p wrOssfiriddo.s,10-Wink¢paed Sderyya'vntllp;6(Sf yeNiskJ6y PM SIU wthOad!wp-1p;lrae. TPil dt5rc;9:rcsyns:4-, fies cadD7in C3alnse Deugctt,l:r3s 8e: ugixerwl hex Mmh,^.e�«,ee sc -
.1"i«d idifo{eS ed egesd anvUtmhag ly dlpMiss imc'aeA. Tlegnss Ces Tayanris lCT Gx Calag gesteu¢r,mTmsSps!to isgaeerdmySeUS:g. AU rqua:Qlerras was dedlsTPPI. 4451 St. Lucie Blvd.
(opyaight i0 2016 A -I fnaf frosses-Anihony T. Tomho III, P.I. teprodudion of this demment, in any form, is prohihiled withnm the wriffen permission hom A-1 Radhesses -Anthony L Tomho 111, P.E. Fort Pierce, FL 34946
Job
Truss
Truss Type
Oty
Ply
I
A0013094
WRMSCM1516B1L
A13
Roof Special
1
1
Job Reference (optional)
Al moor I russes,ron rierce, rc sgavo, oesigntda l(russ.wrn
v. .
r1 4 Q 5 5 2 8�-7 9r0,0 13-
1 4- 5-5-2 2-11-6 -7-9 4-(
Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:30 2018 Page 1
ID:ld_OOXyyT61Bi TXoljwHHzefvK-Tk_nbhZ2S9liBRfk3it_escZe5uy1E?OvW6810zKWNV
15-4-0 , 19-4 8 21-8-3 26-5-4 31 4 0 , 38-0-0 39.4-0
2 4-0 40-8 2-3 12 4-9-0 410-12 6 8-0 1
5x6 =
6x6 =
6.00 12 2x4 11 5 6 7 5x10 2x4 11 5x6 =
3x4 4 8 9 3x4 =
3
132
m 2
eI 1
o r19
23 22 2130 31 = i8 16 15 14
3x4 17
4x4 = 2x4 11 4x6 = 3x6 = 3x4 =
3x6 = 6
Sx8 = x6 =
54-0 19- 8 1 %8-3 31-4-0
11-9 4-0-8 2-3-12 9-7-12
LOADING(pso SPACING- 2-0-0 CSI. DEFL. in. (loc) I/defl Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.30 14-16 >650 360
TCDL 10.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.33 19-20 >799 240
BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.06 12 n/a n/a
BCDL 7.0 Code FBC2017/TP12014 Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD
2x4 SP No.2
BOT CHORD
WEBS
2x4 SP No.3
2-23=-599/1189, 20-30=-430/1020,
BRACING-
30-31=-430/1020, 19-31=-430/1020,
TOP CHORD
,
18-19=-603/1279, 15-16=-598/493,
Structural wood
sheathing directly applied or 4-8-0 oc
14-15=-598/493, 12-14=-895/693,
purlins.
16-18=-991/601, 9-18=-386/327
BOT CHORD
WEBS
Rigid ceiling directly
applied or 5-6-5 oc bracing. Except:
7-19=-373/507, 5-20=-277/662,
5-6-0 oc bracing:
16-18
10-16=-764/718, 10-14=-376/316,
10-0-0 oc bracing:
20-22
8-19=-273/397, 8-18=-1447l719,
WEBS
1 Row at midpt 8-18
3-23=-284/185,20-23=-542/1196
MiTek recorrimends that Stabilizers and required
NOTES -
cross bracing be installed during truss erection, in
1) Unbalanced roof live loads have been considered
accordance with Stabilizer Installation guide.
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
REACTIONS (lb/size)
Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft;
2 = 1 873/0-7-10 (min. 0-1-8)
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
16 = 1491/0-7-10 (min. 0-1-12)
and C-C Exterior(2) zone; cantilever left and right
12 = 659/0-7-10 (min. 0-1-8)
exposed; porch right exposed;C-C for members and
Max Horz
forces & MWFRS for reactions shown; Lumber,
2 =
85(LC 10)
DOL=1.60 plate grip DOL=1.60
Max Uplift
3) Provide adequate drainage to prevent water
2 =-217(LC 12)
ponding.
16 =-516(LC 9)
4) This truss has been designed for a 10.0 psf bottom
12 =-312(LC 8)
chord live load nonconcurrent with any other live
Max Grav
loads.
2 = 873(LC 1)
5)' This truss has been designed for a live load of
16 = 1491(LC 1)
20.Opsf on the bottom chord in all areas where a
12 = 659(LC 1)
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
FORCES. (Ib�
7.Opsf.
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
6) Provide mechanical connection (by others) of truss
when shown. �
to bearing plate capable of withstanding 217 lb uplift at
TOP CHORD'
joint 2, 516 lb uplift at joint 16 and,312 lb uplift at joint
2-3=-1390/862, 3-4=-1375/899,, -
12.
4-5=-1400/930, 5-6=-914/709,
6-7=-1020/773, 7-8=-1459/1056,
8-9=-187/289i 9-10=-160/293,
LOAD CASE(S)
10-1 1=-694/1160,11-12=-858/1187
Standard
BOT CHORD]
2-23=-599/1189, 20-30=-430/1020,
30-31=430/1020, 19-31=-430/1020,
18-19=-603/1279, 15-16=-598/493,
14-15=-598/493, 12-14=-895/693,
Dead Load Defl. =1/8 in
co
0
v
12Ic? T
m
0
3x6 =
PLATES GRIP
MT20 244/190
Weight: 192 Ib FT = 10%
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4!Tek.", p!eh' timiAirIU TDDto kasui As truss Desga bpi:m(i.e.spe:id,r ham.les!doocry TDD repremts n vmFinad he prdxvisselegaeriaprq.,11ilpi!lit dei:padsessnelass dgald se de TDDaalp,Wes TE'41. The hop mnapiaes. bdapmt,n»s. saodu7 Anthony T. Tornbo III, P.E.
eJ'-!eds rmsfvgrdl6q It Her re'lutiHlshdNa.",It, a.a/sredid rpedwlk Whig llarce!,mlkraoildIts it(,ds'L(nd de 6rils:fxtsda dKI. Th qN sai if lit IN nod n.tidd me if be inss,Wines A,�sy.sK:gg IWOM,od Ha,eil Mi k Fa wFsk.!h d -80083
' a.NleTp3!S":Uddr r... A].;.1,sel.1is9eTDDWIs, pod..'.1pi-.111!pD6q(!sham$a(eryF .M.(e(11;Idi d4TMistSI(Aiomfe arli,peen!FI.LRial06as1!astimiiisnesse7dnad@!lmsDeliRer.lt"sDe!:ptJpi'L• 1rvess6dtelM.'lm,adeIs 4451 St. Lucie Blvd.
isn.ise ddiedit. Wad egad op..Nxfeq erdl lapis l!p:.`sei ThIms DaslpTgiawr isV54da(dap Deslpam,.rTms Spdee Eai 4,eor klliq. 61 rq:dadtems on in detded 11TB I. Fort Pierce, FL 34946
(op),right©2016A-I Roof Trusses- AnlhanyT.Tomho111,P.E. Reprodudionoflhisdommenl,inonylorm,isprohih0edwithcutthe writieopermission from A -I Roof Tresses -AnlhonyT.TomboIII, P.E.
Job
Truss
Truss Type
Qty
Ply
WRMSCM15161311-
A14G
ROOF SPECIAL GIRDER
1
1
A0013095
Job Reference (optional)
A! floor Trusses, Fort Pierce, FL 34946, eeslgn@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.1,20 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:31 2018 Page 1
ID:Id_OOXyyT6lBi_TXoljwHHzefvK-xxY9o1 agDTQZoaEwdPODA48hEWBKmY1 XBArigSzKWNU
�1 4-Q 4 11& 7-0-0 8V 15-0-0 17-4 0 21-8-3 27-54 33-4-0 38-0-0 39 4 Q
1 4 lY 4 11 6 2-0-10 1 4 7 6-7-9 2 4 0 4-4-3
4 3 5_;
0 5-10-12 4 8 0 1-4-0
6x8 =
3x6 = 7x6 = 1.5x4 II 7x14 MT20HSI I 4x10 =
3x6 =
6x8 = 4x6 =
2x4 II
194-8 , 21-8-3
Dead Load Defl. = 5/16 in
1.5x4 II 3x6
0
cAA
3 �cb
I d
0
LOADING (psf)
SPACING-
2-M
CSI.
DEFL.
. in (loc)
I/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.78
Vert(LL)
0.27 20-21
>975
360
MT20
244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.85
Vert(CT)
-0.56 20-21
>469
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr
NO
WB 0.97
Horz(CT)
0.07 10
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 202 Ib
FT = 10%
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except*
T2: 2x6 SP 2400F 2.0E
BOT CHORD 2x4 SP No.2 *Except*
B2: 2x4 SP 2400F 2.0E
WEBS 2x4 SP No.3 `Except"
W4: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-10-11 cc
purlins.
BOT CHORD
Rigid ceiling directly applied or 5-7-7 cc bracing.
WEBS
1 Row at midpt 6-17
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1546/0-7-10 (min. 0-1-13)
15 =
2851/0-7-10 (min.0-3-6)
10 =
798/0-7-10 (min. 0-1-8)
Max Horz
2 =
-68(LC 6)
Max Uplift
2 =
-519(LC 8).
15 =
-1337(LC 5)
10 =
-534(LC 4)
Max Grav
2 =
1546(LC 1)
15 =
2851(LC 1)
10 =
801(LC 20)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2865/968, 3-4=-3293/1170,
4-31=-2662/949, 31-32=-2662/949,
32-33=-2662/949, 5-33=-2662/949,
5-6=-2924/1014, 6-7=-482/1277,
7-34=-901 /907, 34-35=-901 /907,
8-35=-901 /907, 8-36=-901 /907,
36-37=-901/907, 9-37=-901/907,
9-1 0=-1 279/987
BOT CHORD
2-24=-839/2504, 21-38=-1013/3027,
BOT CHORD
2-24=-839/2504, 21-38=-1013/3027,
38-39=-1013/3027, 39-40=-1013/3027,
20-40=-1013/3026,18-20=-766/2447,
17-18=-845/2572, 15-16=-549/189,
15-41=-1018/400, 41-42=1018/400,
14-42=1018/400,14-43=-843/1109,
13-43=-843/1109, 13-44=-843/1109,
12-44=-843/1109, 10-12=-832/1098,
15-17=-2702/1200, 7-17=-1223/749,
16-18=-269/132
WEBS -
21-23=-45/369, 4-21=-180/915,
4-20=431 /172, 6-20=-180/338,
6-17=-4006/1400, 7-14=-1342/2061,
8-14=-518/313, 9-14=-270/59,
9-12=-197/303, 3-24=-710/277,
21-24=-838/2502, 3-21=-353/691,
5-20=-68f737, 16-17=-133/476
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=5.Opsf, BCDL=4.2psf,- h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; porch right exposed;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 519 lb uplift at
joint 2, 1337 lb uplift at joint 15 and 534 lb uplift at joint
10.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 239
lb down and 243 lb up at 7-0-0, 106 lb down and .112
lb up at 9-0-12, 106 lb down and 112 lb up at 11-11-1,
106 lb down and 112 lb up at 12-11-5, 177 lb down
and 190 lb up at 15-0-0, 93 lb down and 83 lb up at
23-4-13, 93 lb down and 83 lb up at 25-3-4, 93 lb
down and 83 lb up at 27-3-4, 93 lb down and 83 lb up
at 29-3-4, and 93 lb down and 83 lb up at 31-3-4, and
215 lb down and 187 lb up at 33-4-0 on top chord,
and 311 lb down and 64 lb up at 7-1-12, 84 lb down
and 20 lb up at 9-0-12, 84 lb down and 20 lb up at
11-0-1, 84 lb down and 20 lb up at 12-11-5, 410 lb
down and 153 lb up at 14-11-4, 38 lb down and 61 lb
up at 234-13, 38 lb down and 61 lb up at 25-3-4, 38
lb down and•61 lb up at 27-34, 38 lb down and 61 lb
up at 29-3-4, and 38 lb down and 61 lb up at 31-34,
and 110 lb down and 141 lb up at 33-3-4 on bottom
chord. The design/selection of such connection
device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-611, 4-5=-60, 5-6=-60, 6-9=-60, 9-11=-60,
22-25=-14, 18-21=-14, 16-19=-14, 15-16=-14,
15-28=-14
Concentrated Loads (lb)
Vert: 4=-192(B) 5=-130(B) 9=-119(B) 23=-311(B)
20=410(B) 8=-53(B) 14=-31 (B) 12=-66(B)
31 =-1 06(B) 32=-1 06(B) 33=-1 06(B) 34=-53(B)
35=-53(B) 36=-53(B) 37=-53(B)38=-73(B)
39=73(13) 40=-73(B) 41=-31(B) 42=-31(B)
43=31(B) 44=-31(B)
Pe�dry 1letse tlmeiNy mlesr IAe'AT IDDr I1D'aS8(S[[lll-A 6trNAt ff1NS 8 t1Ar1U[AS (DSIONS Elg]'; AIXACG' i>•,YEIO' fax. Ys7dr dingo pm this ®rlN4.4n aNsLms Dt* D-iy(IR sd De Istimil. im{a Dl, H. Mum SINItshre mt. Udess aheniu ddd aaheTDD,.a
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eadose dhis inss8!Any leldia1 is tltrespu!llnp dtte amr,thOnnss���twigvf utie rpliiry DmIlar, nytmhd R( it ,4t lrtydfit hWalh adre ed s. Tit Rpmsi d lk TDD asdn!Wee dbe iros,106m WA'.;s%.Mf, iuhlldin ad lmM Aslih hs rcttssJkuytf - a80083
A!'('o'p"y?ighI
TPH a5asIN gwkfto.14flm rlsTins Disga,Lms Dmpb1hRrsmiinss IR0,1ra,axss 4451 St. Lucie Blvd.
TktTnssDadarapiieer is 101b aA.; Dmiym, (nss sishass N, dny5aOing. n( fdadhrmaembf.adhTltl. Fort Pierce, FL 34946
02016A-ItooiTmsses-AnfbonyT.TDmhoIII,P.I. teptodudionolfbisdorumenf,inasylorm,isprohihifedwfthcuffhewrittmpermissianfiomA-lgoofTrasses-AnlhonyT.TomhDIII, P.t.
Job
Truss
Truss Type
Qty
Ply
A0013096
WRMSCMI'516B1L
B01G
Hip Girder
1
1
Job Reference (optional)
Al Roof Trussesf Fort Pierce, FL 34946, design@aitruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:32 2018 Page 1
ID:ld_OOXyyT61Bi TXoljwHHzefvK-P76YONblzmYQQkp6B7vSjHhsZvWJVBuhMgbFMvzKWNT
7-0-0 12 4 0 18-11-12
1� 0 7-0-0 54-0 6-7-12
4x8 =
3x4 = 1.5x4 II 4x4 = 3x4 = 4x6 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
TCLL 20 0
Plate Grip DOL
1.25
TIC0.80
Vert(LL)
-0.11
6-8
>999
360
TCDL 10.10
Lumber DOL
1.25
BC 0.93
Vert(CT)
-0.20
6-8
>999
240
BCLL 0 0 '
Rep Stress Incr
NO
WB 0.23
Horz(CT)
0.07
5
n/a
n/a
BCDL 710
Code FBC2017/fP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP M 30 `Except`
T3: 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-9-1 oc
purlins.
BOT CHORD
Rigid ceiling J.irectly applied or 6-9-11 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
REACTIONS! (lb/size)
5 =
1389/0-3-6 (min.0-1-10)
2 =
1454/0-7-10 (min.0-1-11)
Max Horz 1
2 =
80(LC 8)
Max Uplift
5 =
-446(LC 9)
2 =
-471(LC 8)
Max Grav
5 =
1389(LC 1)
2 =
1454(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown
TOP CHORD,
2-3=-2594/837, 3-15=-2196f780,
15-16=-2196/780, 4-16=-2196/780,
4-5=-2535/819
BOT CHORD
2-8=-715/2244, 8-17=-715/2264,
17-18=-715/2264, 7-18=-715/2264,
6-7=-715/2264, 5-6=-656/2177
WEBS
3-8=-0/601, 416=-0/578
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=5.Opsf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) This truss has been designed for a live load of
20.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 446 Ito uplift at
joint 5 and 471 lb uplift at joint 2.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 239
lb down and 243 Ito up at 7-0-0, 118 lb down and 125
Ito up at 9-0-12, and 118 lb down and 125 Ito up at
10-3-4, and 239 lb down and 243 lb up at 12-4-0 on
top chord, and 311 Ito down and 64 lb up at 7-0-0, 77
Ito down at 9-0-12, and 77 Ito down at 10-3-4, and 311
Ito down and 64 lb up at 12-3-4 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 3-4=-60, 4-5=-60, 9-12=-14
Concentrated Loads (lb)
Vert: 3=-192(B)4=-192(B)8=-311(B)6=-311(B)
15=-118(B)16=-118(B)17=-56(B) 18=-56(B)
Load Defl. = 1116 in
0
M
5R
PLATES GRIP
MT20 244/190
Weight: 81 Ito . FT = 10%
I r
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1011idtwnin,plr'essld;4osdWfim TDD to eeedA. lie Inshallf.grxu(I.e,S}esioaq 6Wet'«de edn..pIDDrepresedsnrrupa¢dlDe pdasstndeysetitg r:ynshlDrybr It. tos:latrhes.p,lnsstipddethe TDDnip,eduIPI. 7Gets'pamvopim,bdsabndlnxs,..aol,lry Anthony T. Tornbo llI, P.E.
rd nse 01his TonsS:r ny WE,! Is It ... Sjoillila.dttia.".INa-is'initdqui n to, lAhl Desilier, iat (Will it lot It ill [K"tIt, bed Utti;"di tsd KI. no ypnm tl toe too .4... field ne dheTons. i ,6,1 h-Es wrle,(ed ilho old iro("?ADIt,yi engai ldTd ,Y $QQ83
' tdlrtaDes;x:ellQaaM3:.7JI..xsidmtsthlDDeillap�ias®dlnidn:still:hilEy(errpa¢dSdtryhis-,etdn,'iCl,.peNnEtQeplAnd1Tgntnly:aedhtleten!pa;dmelFrltetnt4:nsprs:S9restslEta:sditLnsDedpx,Lt�sDnPF.PncdTonsM,vlt:,:tr,nx:t 4451St.LucieBlvd.
tUM. difitd Spa hd:ed oiled opt b witiy Ildl join lwhti Reinss Dtdp Eylon, Is IDTIh IatalDnlper, Orns SpsRa Eybeer doThdlLy. !JI tgb�udkres news deEtd laliTl.
Coplrigh1m2016A-Iloaf hasses-AnthanyLTambo111,P.I. Reproduction ofthisdommenbinany form, isprohibhedwithout The wrinenpermission from A-INaaiTmsses-AothanyLTomho111,P.E. Fort Pierce, FL 34946
A0013097
WRMSCM1516B1L IB02 Hip I' I l
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@aitruss-com Run: 8.120 s Nov 12 2017 Print- 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed
ID:ld_0OXyyT61Bi TXoljwHHzefvK-tJfwDjbwk4gH2uOIIgQ
104-0
18-11-12
1 4-0 9-M g 8-7-12
1.5z4 11p
4x6 =
4x6 =
3 4_ 5
6.00 F12
01 2
5x6 =
4x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TIC 0.65
Vert(LL)
-0.25
7-13
>929
360
TCDL 10.0
Lumber DOL
1.25
BC 0.82
Vert(CT)
-0.43
7-13
>525
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.14
Horz(CT)
0.02
6
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP M 30 *Except`
T2: 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-3-4 oc
purfins.
BOT CHORD
Rigid ceiling directly applied or 7-2-2 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size),
6 =
699/0-3-6 (min.0-1-8)
2 =
789/0-7-10 (min.0-1-8)
Max Harz
2 =
95(LC 12)
Max Uplift
6 =
-161(LC 13)
2 =
-197(LC 12)
Max Grav
6 =
699(LC 1)
2 =
789(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-1012/603, 3-4=-806/658,
4-5=-806/658, 5-6=-1017/605
BOT CHORD
2-7=-377/806, 6-7=-377/806
WEBS
4-7=-6/372
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=5.Opsf; BCDL=4.2psf; h=15ft;
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 8e MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) ` This truss has been designed for a live load of .
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 161 lb uplift at
joint 6 and 197 lb uplift at joint 2.
LOAD CASE(S)
Standard
4x6 =
Page 1
Dead Load Deft. = 3/16 in
c?
0
4
to
PLATES GRIP
MT20 244/190
Weight: 69 lb FT = 10%
tituley tleeseNmrydrmhxth'A{IDO`O:IS53I'iEtlEl'j6[UillLIENd[UFrAIICSS(US7DNj ttrtil')d(kMCikiEuuMENI'txm. ieiFp dedgs pntaetFn e:d rcil odes wsfislrtss )n fnDnrigilfv;�ers AetlugT,ieuloDi,l.E.lduese Simik4Fe nt. Udendle'ise InWeatleIDO,say
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eolut 0this Tnsfte of ln!Ing!s norespoesitilft dth OretN 0-ise,fe ind rpcd 011161141 Desilem,nth must di:"Kil zRE 7elthTen! ld'tri nit .1 Mi. rygmaidtle lDD esin!adl eeldlie Tne5.r1'I+dy E6M:MD.SntepF, ie:h!ItDle nl heals4dle!Ie n:VAW.t+d 180083
thF.tl'Le3Desi�a:eN(Kona:.A!!ra"esnsMafteTDDniIDeFF�:nstalgrilelnssdtl:GilNq(tupaMSdsryhisrn9iec{6fSF}FrMish36Jf71eadSSfAmrdereaselhsTenn!�iEmtslF�la aslzrng�si'viaieseassm!:ndl:TrnsDrslp,er,TrnsDespaFngiazeron!(nssYutdenrn:azss 4451 'St. Lucie Blvd.
e3eMnldied 1pDfid:ed egred ageenvdaghdl pem;es lese6el. IheTnss DefaEDpueer lc MDT ak la!eay On:gan,nTmsSFden E�ienra or 9+i1,4y. All (opduedWei ddeel nllil. Fort Pierce, FL 34946
(opyrigbtCQ2016A-Iidatfsisses-Anlhanyf.TDmbo111,li BeprodadiarDfs6isdoeumentinanytorm,ispiobibindeilheattheeri0eoparmissianhoreA-18ao1Trasses-AnthonyLfombollf,P.I.
Job
Truss
Truss Type
Qty
Ply
A0013098
WRMSCM1516B1L
B03
Common
2
1
1
Job Reference (optional)
Al Roof Trusses,`Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:33 2018 Page 1
j ID:ld_OOXyyT61Bi TXoljwHHzefvK-tJfwDjbwk4gH2u011gQhFVE82JurEefgbTKpvLzKWNS
1 4-0 , 5-2-9 9-8-0 14-1-7 18-11-12
1-4-0 5 2-9 4-5-7 4 5-7 4-10-5
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-1-3 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 7-5-13 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation auide.
REACTIONS: (lb/size)
6 = 699/0-3-6 (min.0-1-8)
2 = 789/0-7-10 (min.0-1-8)
Max Horz
2 = 100(LC 12)
Max Uplift
6 =-165(LC 13)
2 =-201(LC 12)
Max Grav
6 = i 699(LC 1)
2 = I 789(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1175/774,3-4=-866/582,
4-5=-863/5801 5-6=-1159/759
BOT CHORD
2-7=-609/1022, 6-7=-589/983
WEBS 1
4-7=-278/491,1 5-7=-328/355,
3-7=-364/378
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=5.Opsf; BCDL=4.2psf; h=15ft;
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
4x4 =
Dead Load Defl. = 1/8 in
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
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will t between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 165 lb uplift at
joint 6 and 201 lb uplift at joint 2.
LOAD CASE(S)
Standard
t,mill-PlersetlueepHpsnievrh'dIUO(II9SSrS('iElla'1,6IW;Idt MINSBC%WAMOaS (DSIDk{{"tlTa'j llCNDO;„plFli firm.ie;Apledp pm,mdtrs ed nsdrN!salds lass Des;a haviyilr; 1lte2Napl.Ismes Pr,r.E tdueae Sle•.tSsarena. O,less ifiv.k, odd,atleIDa,wlp
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' del'U'l0""?ul(M.aeol.Ll"s sitwt z fit no rd lie platlas.1P64.m.1thh,lkq(,".,a Sdery ldam9ln� pol'sw 1p In W SlfA enrders"Iispenal polmeM IMmIlki.q.aWtovol W.!%tli!ns Deopmlms -kip Wv,ls^.nsr, k," 4451 St. Lucie Blvd.
etntilu ddied 1pa6fiea,ped,p,ahvdup lr dl p,azsiad,ei lieTnss Eesra Eapueetis ADlrx is dapPr'paer,erTn!s Sps:w6pulerdop4m18sp. nitaay—dteosmosdel dNIM. Fort Pierce, FL 34946
(opllipbt02016A-1looltrusses-AnihooyT.TomhoIll, P.E. Reproduction of ibis dommen6inany loin, isprohihiledwitheutthewrineilpermission from A-lfloolhosses-AathonyLTomhoIll, P.L
Job
Truss
Truss Type
Qty
Ply
WRMSCM1516611-
B04G
Half Hip Girder
1
1'
A0013099b
L
Reference o tional
.., moue s ruaoca, rut s riurue, rIL 3,+w4o, ueslgnLa ITruss.com Run: 8.120 s Nov i2 201 / Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:34 2018 Page 1
ID:ld_OOXyyT61Bi TXoljwHHzefvK-LVDIQ3cYVOo8f2zVlYxwoimDY4GKzz2zq74MRnzKWNR
1 4-0 7-0-0 11-11-12
1 4 0 7-0-0 4-11-12
3x4 = 1.5x4 II 4x4 =
7-0-0 11-11-12
7-0-0 4-11-12
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.71
Vert(LL)
0.09
6-9
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.58
Vert(CT)
-0.13
6-9
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.76
Horz(CT)
0.02
5
n/a
n/a
BCDL 7.0
Code FBC2017rrP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-1-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 9-5-12 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 =
802/0-7-10 (min. 0-1-8)
5 =
1059/0-3-6 (min. 0-1-8)
Max Harz
2 =
166(LC 8)
Max Uplift
2 =
-247(LC 8)
5 =
-361(LC 5)
Max Grav
2 =
802(LC 1)
5 =
1059(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2.3=-1157/340, 4-5=-294/181
BOT CHORD
2-6=-357/959, 6-12=-357/980,
12-13=-357/980, 5-13=-357/980
WEBS
3-6=-1/626, 3-5=-1170/429
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=5.Opsf, BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of
20.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 247 Ib uplift at
joint 2 and 361 lb uplift at joint 5.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 260
Ib down and 260 lb up at 7-0-0, and 118 Ib.down and
125 lb up at 9-0-12, and 120 lb down and 124 lb up at
10-10-12 on top chord, and 338 lb down and 66 lb up
at 7-M, and 77 lb down at 9-0-12, and 78 lb down at
10-10-12 on bottom chord. The design/selection of
such connection device(s) is the responsibility of
others.
8) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 3-4=-60, 5-7=14
Concentrated Loads (lb)
Vert: 6=-338(F) 3=213(F) 10=-118(F) 11=-120(F)
12=56(F)13=-57(F)
Dead Load Defl. = 1/16 in
PLATES GRIP
MT20 244/190
Weight: 57 lb FT = 10%
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MTekaemn!iiYrh!ialitndis, b DDla xrdle. Is a line Gesip hilaurji.e,T,tAdtt hpusr;,fEe seal neg7DOrep.sets ee aisrsrtslit. !elsuUedeg-'alq re,1WH ler Me lxlpc(Ik IVA Tress ierin!I esIke TDDoe¢, ea1nRN. Ti. MIN, !mpum, bef""ttnxs, smcnisr Anthony T�. Tombo III, P.E.
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eltndse Mod Ile (Cd:Nopredrrsetrdeq lT dl pr,ss imehd. ThTnssCulp hienr is NOT tirairi IM.1an, rrTnu SfV..ea Egmrear sxitiq. NtgiMu.4termsm.1taeella111.1. Fort Pierce, FL 34946
(opyrigh102016A.IRoolTsusses-AnlhooyT.Tomholll,p.l. ReprodUdianehhisdoamenl;iuxoylum,isprohihAedwitheNthe wrisseopermissionNot A -I Raul Trusses -AothonyT.Tomb 111,KE,
Job
WRMSCM1516B1 L
Truss
B05
Truss Type
Half Hip
Qty
1
Ply
1
_ A0013100
Job Reference (optional)
Al Roof Trusses; ort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:34 2018 Page 1
ID:Id_0OXyyT61Bi TXoljwHHzefvK-LVDIQ3cYVOo8f2zVlYxwoimG8iDlz4Bzg74MRnzKWNR
-14-0 9-0-0 11-11-12
14-0 9-0-0 2-11-12
I
5x8 % 1.5x4 11
3 4
4x4 = 1.5x4 11 6x6 =
Dead Load Defl. = 3/16 in
1
9-0-0
2-11-12
Plate Offsets (X Y)—
[3.0-3-8 0-2-4)
LOADING(psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/deft L/d
PLATES GRIP
TCLL 20.10
Plate Grip DOL
1.25
TC 0.54
Vert(LL)
0.25
6-9
>566 360
MT20 2441190
TCDL 10.
Lumber DOL
1.25
BC 0.81
Vert(CT)
-0.33
6-9
>425 240
BCLL 0.0
Rep Stress Incr
YES
WB 0.30
Horz(CT)
0.01
2
n/a n/a
BCDL 7 0
Code FBC2017/TP12014
Matrix -MS
Weight: 60 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30 *Except`
T2: 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 7-7-14 oc bracing.
MiTek recornmends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
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 125 lb uplift at
joint 2 and 128 lb uplift at joint 5.
LOAD CASE(S)
Standard
2 = 527/0-7-10 (min. 0-1-8)
5 = 433/0-3-6 (min.0-1-8)
Max Horz
2 = 207(LC 12)
Max Uplift
2 = 125(LC 12)
5 =-128(LC 12)
Max Grav
2 = 527(LC 1)
5 = 433(LC 1)
I
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except 1
when shown.
TOP CHORD;
2-3=-434/142
BOTCHORIJ
D
2-6=-261/2901, 5-6=-263/296
WEBS
3-6=-47/323, 3-5=-572/508 j
NOTES-
1) Unbalanced roof live loads have been considered for
this design. I
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
I
Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft;
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 8f MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adlequate drainage to prevent water ponding.
%e�dry peentturgue reet"ISS'N IDCE ImSSES('SIIIIII 03H IfeN&(011ITICDS Omits I— y0f dedpfpnrndns ealrecJndesn Ws7'ns Dfs!P5r rq(Tr enik Iek.yI.ILatrDl,ri. rdtleau tleelt4T'P Fre. D0lerl deNVlil dnd..fl,UD,nlp
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Anthony T. Tombo 111, P.E.
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80083
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QQSt St. Lucie Blvd.
Yke�isef�rdipoUL:W spred epauvrtfifplydlpatxs lefdrei 1ktTress+sargi
Fort Pierce,
(oPtrigh107016A-Iloaf Losses- Anthony 1.TomhoIII, P.E. Peprodutlionofthisdommarl,inaoyformlis ptohibhedwithout the wridenpermission froonA-I RoofTrosses-AnthonyLTombIII,P
Job
Truss
Truss Type
Qty
Ply
WRMSCM1516B1L
B06
Monopitch
2
1
A0013101
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:35 2018 Page 1
ID:ld_OOXyyT6l Bi_TXol jwHHzefvK-pingePdAGhw7HCYhsFT9KwJSdgQiVa72hpvzEzKWNQ
,-14-0, 6-3-14 11-11-12
1_4-0 6-3-14 5-7-14
1.5x4 II
4
3x4 = 1.5x4 II 4x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.45
Vert(LL)
0.06
6-9
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.33
Vert(CT)
-0.07
6-9
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.42
Horz(CT)
0.01
5
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 8-2-7 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
2 =
527/0-7-10 (min.0-1-8)
5 =
433/0-3-6 (min.0-1-8)
Max Horz
2 =
264(LC 12)
Max Uplift
2 =
-105(LC 12)
5 =
-191(LC 12)
Max Grav
2 =
527(LC 1)
5 =
433(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-605/187
BOT CHORD
2-6=-471/483, 5-6=-471/483
WEBS
3-5=-549/535
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load 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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 105 lb uplift at
joint 2 and 191 lb uplift at joint 5.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 62 lb FT = 10%
re:dg �FlnselreryHr,nirrhe'Ad IOCFI11SS15(SfLIEI'16(AEIiCI(IP58(ONGRICSS(!IS70Nj 3NH'jl(CtlLG^57SNE�tn¢.re-ift deslp pnenners o�l,edoates as t7s7nss Des!a:Dre+iagjRi rti lEe dnluYl.lmleCl r.F.ldneae5lnl kS;a est. Ude!!olF.enln ApeimNeT00,em'p
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H ne fills Trssshr in ldniog is tie stilemi'lardtee Me" it, Oraest,4sa:ind Ito rlie ldidieg 0nigwr, 00z owed too 9,tall: ad its firelWo leMKi. Tie gpnald tit TDO.1 at field no AheTnss.mJ'dJ breq,ontle, luhlldire ad hnbg$hit4 foo rgosu J:gof t80083
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elsnlse lsfitsdlpo(ed:td aged igeeu+vrifieplg ell prRn lwdrel heiass hsl�Eegiearlsd0l Ce ldNsgCss:pvr,rTa!s STfix aghnrdmpSsilSy. lllsglkiasdterns enas defnel lalltl' Fort Pierce, FL 34946
Copyright 02016A-I Real Trusses- Anthony LTombo111,P.E. Reproduction althisdocument, inaaytorm,ispm6ibiledwithctdthewri0enpermission honsA-IRoolTmsses-AnthonyT.Tomho111,P.E.
Job
Truss
Truss Type
Qty .
Ply
A0013102
WRMSCM1�516B1L
CA
Corner Jack
12
1
Job Reference (optional) I
Al KOOT 1,rUSSes,t,orT vierce, t-u mu4o, aeslgnLa-i truss.w
m Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 j15:12:35 2018 Page 1
ID:ld_OOXyyT61Bi TXo1jwHHzefvK-pingePdAGhw?HCYhsFT9KwJi614ibB72npvzEzKWNQ
-1-4-0 0-11-11
1-4-0 0-11-11
i
i
0
c
c
so
19
c
2x4 =
J
I
0-11-11 ,
0-11-11
Plate Offsets (X Y)— [2:0-440-0-4)
i
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20A Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 7 >999 360 MT20 244/190
TCDL 10A Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 7 >999 240
BCLL OA Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a
BCDL 71 0 Code FBC2017/TP12014 Matrix -MP Weight: 6 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2 5) Provide mechanical connection (by others) of truss
BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 5 lb uplift at
BRACING- joint 3, 66 lb uplift at oint2 and 21 lb uplift at joint 4.
TOP CHORD p p
Structural wood sheathing directly applied or 0-11-11 oc
LOAD CASE(S)
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing. Standard
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in i
accordance With Stabilizer Installation guide.
REACTIONS! (lb/size)
3 =
-5/Mechanical
2 =
181/0-7-10 (min.0-1-8)
4 =
-21/Mechanical
Max Horz
2 =
42(LC 12)
Max Uplift
3 =
-5(LC 1)
2 =
-66(LC 12)
4 =
-21(LC 1)
Max Grav
3 =
12(LC 8)
2 =
181(LC 1)
4 =
19(LC 8)
I
FORCES. (Ib�
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASC 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft;
Cat. II; Exp 13• Encl., GCpi=0.18; MWFRS (envelope)
and C-C Ext0or(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3)' This truss has been designed for a live load of
20:Opsf on the bottom chord in all areas where a
rectangle 3-6 j0 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.
Weuy rleelrticnyNr rerir-atge'p-I IDOF niSSrS('Sftlrl'I, fd69rl TrI41S8[9R.d11LtiS[7117M{"ClY9'Ii;i(!t£ic idlEM'rxa. ivi�iRsyR rolmdrnr/RAnbrswSSsT:e3; Desm3'.ia1(T(n;:ui0,hiwr1.T.A'OT F.ldnexr ileriSRaens. udmdWIise cdri latle iDD,�j
WT0m.n!I:sts Mllhmth,fa TOD la hmhf. Is tiros:DWI,Fyiawi(e,SpBdIr FRdwupt!! ad n nyTDDnpsatsamy%w dte yrsistad lgamttll rzSymkilly*6' i6iind, tEe l� 0ms L'pM wk,iOD Od(. iJ al'A. int dr ll]SSIIINIR0.�. 11.11:6CitI0R;., NitR11D;r i
C',.G031dGi3 T.—fray 1, th Ria!tifto NO.", tt 0_6"f wde' 1�th rulla6 D.p!, a Nadrddt! IIL6!;1( oath trd b1f. sde¢d IR. 1. A, ml dth 100 W yfiW m 0,Tnss.mdluy lad;' s+:e e, luftlift Rd k AAi+ 0z resin Y:!,d Anthony T. Tombo IIi, P.E.
� J 1 1 � 1 y y: � 1 � T h �
4451 Swt.80083
RR1:R!e3D Df5Ca`P@(14'Id0!.G:StSfdtAlttSTDD lift ll�Ia3 tDljed la illt!Gfldly(6retaalSdey ldem!nn(tLRf lRdwhitT TA tad Sla a!!dv rdra tennRl�lac.. 7rrl ERr�;�!R11Pm.A�11r5[t�i'A'i!SdtrTnss Deslyeer, Lsss7es�ssrrwl GRs; gaarlR:t:ei; w'ns Lneie Blvd.
etwdu defied Fro �o9rwt eyed a»e ie vd q lydIlwim la',Ad Wass OUT, ryimis NUT N hTag Devo w, uT.�as Syt!a spear t®ta:ildiy rDsq Ls':!d.e!as crew ddmd mTPFI.
Fort Pierce, FL 34946
Coplrighf02016A-Ilout fmsses-AnthonyLTomhoIII, P.E. Reproductilon ofthis iomment, in anyfictor, is pohibited without the written permission from A-) Rooffresses -Anthony T. Tomb fit, P.E. ,
Job
Truss
Truss Type
Qty
Ply
WRMSCM1516B1 L
CJ3
Comer Jack
7
1
A0013103
Job Reference o tional
0 „��� �„ �r�r � rtaYu, unseyn�wa nruss.wrn Run: 8. izu s Nov iz zu1 i ennt: ts.12u s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:36 2018 Page 1
ID:Id_0OXyyT61 Bi_TXoljwHHzefvK-HuL2rkeol?2svM6tQz_Ot7sil W4CR2RGHRZTVgzKWNP
-1-4-0 2-11-11
1 % 2-11-11 )t
2x4 =
t
2-11-11
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL) -0.00
4-7
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.08
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 7.0
Code FBC2017/TP12014
Matrix -MP
Weight: 12 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or 2-11-11 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
64/Mechanical
2 =
212/0-7-10 (min.0-1-8)
4 =
23/Mechanical
Max Horz
2 =
82(LC 12)
Max Uplift
3 =
-41(LC 12)
2 =
-58(LC 12)
Max Grav
3 =
64(LC 1)
2 =
212(LC 1)
4 =
43(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf, BCDL=4.2psf; h=15ft;
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 8e MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0'psf bottom
chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load'of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 41 lb uplift at joint
3 and 58 lb uplift at joint 2.
C'nuq rk!seHutyHpr!riteRe'd 1100E fIu516iSELtFA'T 6ffi'J1r tErfI18E2Fr7TIL61 (J1T9M1'dYEPf 40WH MElf him Ttrdp deep 1—tens ul reddess!ln,7!.i.3ororrty JIM''dNlok.rl InkeX, rE rdermt SIHItAzne. Was ah-ise ithit Ne7DD,ca!y
dhpeiane9rtr!Gas skmida ondhrdelNltehemH. Asehns omya Etpner(.e,Ssnhflp 6dete r5!s!m et nplooMmoos monaerxttdIke pdessfad eRserhgrspnulilnpa; Ike dnxnelu streltws d!pned'ith no tep,milerw1.The hslp—pitR<.Irct:re7wtimes, smdiny Anthony T: Tombo iIT ?.E.
ee-0ese dots Nssh•eq tMiq is 11, respniHlihdhs0»n,tke Orttisvcox!?da;edr: Ike Who gnileer,te11.uemdf.lK,ot,s!erd Ike I'd lz'dsgredt tad Mi.The tp-41 Ike thgminpheld st duke Tnss.u;it6g kadik�sn!ryF, itshlltAmerd Hmzf skvlih�re•pa kilnrd µ 80083 ,
' IhRt:irtg9esipe enQa:rda•.All ntsst.aal' thtonreiIRrran¢n®dpildo!set/thilialWpem leerylxrn!np{t(SfpaHishd3pTPlead1h(Antrd.!.Jrripnrelpanr_Trelkins'lensprsk:,ineseu'ot:nd3ehnshsiper,UtssoestpispueresdTmzUauh.^.ner,ceess 44515�. ttlCie Blvd.
elmise tefeedlpa{re ad tple!d onennrtiar 1pol tert:ts ltedrei lhelren CtsrpEsp teens 9Cr:krn:ds39nlpan,uT•t!s 1p'lu iyit!er t'oyhilLar. Alicq hla>4fe;os!rzmadaee laRu. Fort 1 St. L ci Blvd.
Copyright 02016A-T Roof Trusses- Anthony 1.TomhaIII, P.E. P,eproductionofthis document, inany form, isprohilihedwithout the written permissionhour A -I Roof Trusses-AnthonyL Tomlin III, P.E.
Job
Truss
Truss Type
Qty
Ply
A0013104
WRMSCM15101
L
CJ3AT
Jack -Open
1
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@aitmss.com Run: 8,120 s Nov 12 2017 Print: 8,120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 j15:12:37 2018 Page 1
ID:ld_OOXyyT61Bi TXoljwHHzefvK-14vR34eRoJAjWVh4_gVdQLOsAwPZAVhQW51026zKWNO
2-7-10 2-11-11
2-7-10 0-4-1
2x4 =
LOADING (psf)
TCLL 20 0
0 0
TCDL 10.10
BCLL 0 0 *
BCDL 7.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CSI.
TC 0.24
BC 0.16
WB 0.00
Matrix -MP
DEFL. in
Vert(LL) 0.05
Vert(CT) -0.08
Horz(CT) -0.00
(loc)
3
3
2
I/deft
>727
>449
n/a
Ud
360
240 ,
n/a
PLATES GRIP
MT20 244/190
Weight: 9 lb FT = 10%
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2
BRACING-
LOAD CASE(S)
TOP CHORD
Standard
Structural wood
sheathing directly applied or 2-7-10 oc
purlins.
BOT CHORD
Rigid ceiling directly
applied or 10-M oc bracing.
that Stabilizers and required
MiTek reconimends
cross bracin§
be installed during truss erection, in
accordance
With Stabilizer Installation guide.
REACTIONS.1 (lb/size)
1 =
108/0-7-10 (min. 0-1-8)
2 =
104/Mechanical
Max Horz
1 =
59(LC 12)
Max Uplift
1 =
-17(LC 12)
2 =
-50(LC 12)
Max Grav
1 =
108(LC 1)
2 =
104(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=124mpF ; TCDL=5.Opsf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B;IEncl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) * This truss Ihas 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 17 lb uplift at joint
1 and 50 lb uplift at joint 2.
Wtmry�rletsttlunpHpnritvl3e';-I 19CF Ipii�Sj iE!!a'>,6�ig!€paNSB@FC111C5S(Utl]Ny"6179';IIXtlC�:E;MEMi'puz ia�fp5esip pu�tlm ndrtde�l=s aerisLess Uesp�7rawiyifP�; ��rtt Arttw71.Iw8afi,pl.pewese Qe!l FSrznt. Udus gle•visv AMdtetleND,w'p
uncxcan�nrprr„saltup+na:no!:x.aiew:eTcsoeiytp�p��p.t.sp.atap€.p �:a�rnopmoap+e:a:tug,.�:tc!ntprt!uiueryeeriryr.pusnnryv;isetnc,neseepnut:p;n:etsnemos,q,rtaty-!.l�tssp>mmpron.!rctpuodnxc,smolnry Anthony T.TomboIII, P.E.
od se et!e:s lrtss4+esp relhey is!Se respxntilihd Onee@rOneist:�ptHe%es!ieeeiliryDespKr,uNa;uR>>dne lt[,�=3:udtlefu%pa:6�grdcdd pN I.11e ry,ttc dlne IDU mpec.fieldesedlie Tnst.adrty b-�d vy, fz�ope, irfillotlets4 Grna3 s4il'H .z re�pmti9�!t!A 280083
' INr,.lspJes:gxeNCts„*erq�.1.rs2suerofsHeT6DMiaprearct;m9�+iplosdtleGiitiry(urpa�alSdm,IramEnev{t(Sl;pd!istt3hpl71rASEGnrrefu.+xeS!egeennl,slou_IP-lfeirs;3:;espeaa:roes[t4d9�'iLenDtuper,Lessks:y�ugiaetttn3hev6'arAe:aie;m.4r - 4451 St. Lucie Blvd.
devise IEfrd ppe Ufrlb epeEAapee is vmiep Ep HI paf[s Ic+[dtei 16e1nss C[ Na Ergiteer Is XCi x ga�dap cetav, tr pnu Sys"m fyiexr �!m) 4NLtj NI �� `wi�5'errs ereos deSgei i�IPFI.
� Fort Pierce, FL 34946
(dpETigSt(02016A-IRaoflNsses-An!benpT.Tom6ollp,P.E. Repmduaianohbisdommem,inaayfarm,isp!ogi6i!edwitheNthawrittenpecmissianhnmA-IRee(Tresses-AeihnnpT.Tam6opll,P.E.
Job
Truss
Truss Type
Qty
Ply
WRMSCM1516811L
CJ381
Comer Jack
1
1
A0013105
Al Rnnf nr Tnlcenc Fe Pi—
ee Cl QAOA,4—;n..Gl.,•1...............
Job Reference o tional
y •� ��e e. u. a <u � evuv 1 z zu e r r-nn[: a. 20 s Nov i z zui i Mi I etc Industries, Inc. Wed May 2 15:12:37 2018 Page 1
ID:Id OOXyyT61Bi TXoljwHHzefvK-14vR34eRoJAjWVh4_gVdQLOuDwC)SAVhQW51026zKWNO
2-7-7
2-7-7 1.
3x4 =
2-7-7
2-7-7
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL,
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.10
Vert(LL)
-0.00
3-6
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.10
Vert(CT)
-0.00
3-6
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
2
n/a
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix -MP
Weight: 8 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 2-7-7 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
95/0-3-6 (min.0-1-8)
2 =
67/Mechanical
3 =
2711VIechanical
Max Horz
1 =
52(LC 12)
Max Uplift
1 =
-11(LC 12)
2 =
-45(LC 12)
3 =
-1 (LC 12)
Max Grav
1 =
95(LC 1)
2 =
67(LC 1)
3 =
41(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load 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 11 lb uplift at
joint 1, 45 Ib uplift at joint 2 and 1 lb uplift at joint 3.
LOAD CASE(S)
Standard
tffi'udsg�llnsetlulgllrn!iettae'Ad eDDF119S5'S('SFI1EP16lA9AtlftIRSB(DFDfDDti$(DSIDMj 8L7H';:.(It1CPifDMiMi tE!aTt;dt tEsiyl ryl®tlen lid EE�eN!snlbtiee!sges;n Bec.iy li[w; Ir4 ka Alt6upl.F!alsTF.L Fdnex!Grt t4S2Fs!. Udess dlenise Etefel eetlelOD,wq - �
USTdoiamety're,slillTa l;edfirtk iDD laeerdiL Aso Tens Dagv[IINpErp.e,SpolDp Eltlre!t;,R!ud l9 ee(TOD tlllft:tllxd lil'AF!:I!eR!p11fII11atiCf Ike IES!OI{v ICe S!e eTnss d!p;nEt lstlelDD Mp, eeettTFFl.7leNu(l asnopl!cf.leMs7tuEinu;, s.neNlAp Anthony T: Tombo III P.E.
Stdsee rI*sIRS$It, toyldIbo is tte re'lasMaty d1:k haeteO.arisldaradapet1: tk lellifee Desipcer, a Wettest SIN ITT, titl alike real blinoil raI KI. Tit q;-1dIke TOD ni eq'Ifeli ese title Tnss, it dq eadr%j, smrge, testis iu udk'nT; 56tI. 4 AS mpaesalnrd 80083 '
Ik4;dkapDxiga�erJ[eaeesto:.7Jlu!esselwlnkTDDe!dliep�insrmdgeiiduesdiL•Inlliep(ertpca!mSdery6zhrattlee;t(;fpktisEM9ti71oeafl[AnereMex[dk�neenipante.iFldE5e!sae:e:pr.,s:4iTTietQela'IsdealinsDeeigeer,hmsDee!pnFnpimErwlFnsskaute:a:eE,aes; 4451 St. Lurie Blvd.
iDn'riuaid Ito (etrd 1Dnedga nvriagl(dl Ite;xs Irn:Toed. Thiess Ded(a FagllnrIsNOT DoIAilad Deigax, Ir Tnss SysLm Fyaseri mp be0,1. AlIequaedtttmawasidea!Ia 11.
(opyrightm2016A4Roalhusses-AnabonyLlemba111,P.E. Reproduction D1 ibis donmem, in any forns, is probibhed wheat the written permission hem A-1 Rooffrasses - AathonyT. Tombo Ill, P.E. Fort Pierce, FL 34946
Job I
Truss
Truss Type
Qty
Ply
A0013106
WRMSCM1516B1L
CJ3L
Corner Jack
2
1
Job Reference (optional)
Al Roof Trusses;eFort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:37 2018 Page 1
ID:ld_OOXyyT61Bi TXo1jwHHzefvK-14vR34eRoJA4WVh4_gVdQLOt2wQCAVhQW51026zKWNO
1 4-0 2-11-11
1 4 0 2-11-11
3 =
b4/meenanicai
2 =
212/0-7-10 (min. 0-1-8)
4 =
23/Mechanical
Max Horz
2 =
82(LC 12)
Max Uplift
3 =
-41(LC 12)
2 =
-69(LC 8)
4 =
-29(LC 9)
Max Grav
3 =
64(LC 1)
2 =
212(LC 1) .
4 =
43(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES- i
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mp1j; TCDL=5.Opsf, BCDL=4.2psf, h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exte or(2) zone; cantilever left and right
exposed; porch left exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss Has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) . This truss ;has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
wknhg rletsethutepey rerienik'A 11DCE HOSSiIS rSEi1EPy G(NElet I(IAS b (LIAMONS (DSTD Ir olla') AENNDPA,EOU110-i hrs, Tedlp dedpe pAtadrn oaf m9luiss a Its I!u�ss Des!PDr"v j('Vj W IN Adint]. rtait 04I.L10—i Shoe hhreest. Delesr ctler.isi ddelu!6eED,sa!y
#1 Ttkmnmq!s3Mumndferk TOO to ht edit. As aIrns Desgt houir(It.Spshlfphdxs),to? sed n nylDO represses it oupmdthe p 0miInd egderitg regoesuoayhsdst dWvI!IN srleTtms hpmelteIII TOO tlfy, edulrXl.it+hsigt osanpflns.hdsgutdnxs, stadlifg '. Anthony T. Tombo III, P.E.
rdase dtlbLns4rtgIdling Is fie rzsixsililnJdGeOasesleG-issA'a!issdep>l er lte ltllein Dnipnr,mlh mhddsu IF, da ih.vlHe lsedI.!"sat .1KI. ltryprnsi e11te1DD eil enfieNuesf(feTnss,udetiryk L�. sn!rye. bshllein udtrni, s5di'n e�reep�vk:!:I+d a 80083
' tli4ti'fn,Dtsira!IMCSS'safe!.Lii25it!Af!AI&TODIdeIEp!�hletl'Ij+le:Ileeeefiklltilter(L['pneeSdeTpSe'pCIIn;ICI;rtlileheAhJRITASILilftet!tlnrWMgtltnl'�LN[S1PNee�S@asnp�4.:fiesvAfa":sd'!'.I!1{SDISIptC,I!MSDee!rth'�iJeNtleTtlSeMi3deh!lr,tgfii 4g51St.Luel6lvd.
44"Ist ddirdlye (odxdepedtpthrdnq kyd!pmts letshti lheTnss Crdp Eryveer!s NOT III raazleedg�er,en;t<-sspraa To. after lnlury. A!I!gaduaarm netl ad e
:dhTltl. Fort Pierce, ci 34946
Blvd.
(.pyrighl02016A-Itoaffrossts-AnihonyT.TemboIII, P.E. Reprodudion DffbiS 11DIUMVII, in (MiFfoms, is probibhed without the Iniften permission ham A-1 Pool Trusses -ActhonyL TombIII, P.E.
bsTruss Type
WRMSCM1516B1L �CJU6
3TJack-Open
1 1 1
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 1
ID:Id OOXyyT61Bi_TXoljwHHzef
i -1-4-0 2-7-10 2-19-1d
1 4 0 2-7-10
3x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.20
Vert(LL)
-0.04
4
>907
360
TCDL 10.0
Lumber DOL
1.25
BC 0.16
Vert(CT)
-0.07
4
>498
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.00
3
n/a
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or 2-7-10 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
3 =
84/Mechanical
2 =
212/0-7-10 (min.0-1-8)
Max Horz
2 =
82(LC 12)
Max Uplift
3 =
-40(LC 12)
2 =
-58(LC 12)
Max Grav
3 =
84(LC 1)
2 =
212(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=5.Opsf; BCDL=4.2psf, h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2LO-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 40 lb uplift at joint
3 and 58 lb uplift at joint 2.
A0013107
Inc. Wed May 2 15:12:38 2018 Page
a8fGGXNOsyYV TKloyyxZ112ZaZzKW t
J
I
so
0
PLATES GRIP
MT20 244/190
Weight: 11 lb FT = 10%
Gedry•rleese AulyHTetie•in �AlID0; Ii7SS[SrilllEt'16IO:IR[TEWS a COMRUS(Oslloki L7Ely.(ILNOriTfOnMftlPIN&ferCp desippttooelm oad reoleals aelliilress pr.!psDraviyllfK?:ultl»AstlsarLrax/a 04 r.Lldaeus cleatira;ens. Odessdler+isr slelel eatleTOD w!y
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cd Ise AAis Trlssfor Iq 1.1611 is tie nspwsililaldthOwen.AeO+aets OWiasd 1,11Or Is!ldlliep Oeipter,0Nsmeddlie lPtlM, al8e lid Miiq als¢IMi. Tke rypm11s1 Ike T00 ail kbell ne dAlTress.11ds0ykmfn smrrye, fistdtdne ni kn[ep sldiMth respys k!i71i Y '
Zt
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Fort Pierce, FL 34946
CappTigh102016A•IflooETrosses-AotkanyT.Tom6DIII,P.E. fleprodudiaoofthisdommenyinoayform,ispsahi60edwithaNthe svrineapermission fiosnA-I flan(Trasses•AotDanyi.TamhoIll,P.E.
Job
Truss
Truss Type
Qty
Ply
A0013108
WRMSCM1516B1 L
CJ5
Corner Jack
6
1
Job Reference (optional)
Al Roof Trusses; ort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:38 2018 Page 1
L ID:Id OOXyyT61Bi_TXoljwHHzefvK-EHTpGQf3Zcla8fGGXNOsyYx?zKjovyxZ112ZaZzKWNN
-1-4-0 4-11-11
1-4-0 4-11-11
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
10.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
7.0
Code FBC2017/TP12014
2x4 =
CSI.
DEFL. in
(loc)
I/deft
Ud .
TC 0.36
Vert(LL) 0.04
4-7
>999
360
BC 0.29
Vert(CT) -0.05
4-7
>999
240
WB 0.00
Horz(CT) -0.00
3
n/a
n/a
Matrix -MP
LUMBER- i
TOP CHORD j 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or 4-11-11 cc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 = 122/Mechanical
2 = 278/0-7-10 (min.0-1-8)
4 = 48/Mechanical
Max Horz
2 = 123(LC 12)
Max Uplift
3 = -78(LC 12)
2 = -66(LC 12)
Max Grav
3 = 122(LC 1)
2 = 278(LC 1)
4 = 77(LC 3)
FORCES. (Ib),
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
When shown. ,
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B;IEncl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; endivertical left exposed;C-C for members
and forces 8a 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 as been designed for a live load of
20.Opsf on thelbottom 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 78 lb uplift at joint
3 and 66 lb uplift at joint 2.
PLATES GRIP
MT20 244/190
Weight: 18 lb FT = 10%
s'deler -n!tae nueryHT r!emi+x'.-I TDD; nDisn l uun'I DEDaa EETus a mraness eastaxi unr; l,:uca;TDsuEnr lxc. Te!rtd 9eudO Exemelen end ece9 eNn w l'a+Uess On fl DrrviatfffL'; rtd tta lAur7. irsM Dl, rE.lelxeae R:st ihSre n!. Udess ot4nix dsteI t,A,11D, '
Ngtilmetaerl'Os sEdEF 9tedfer ai nD It X"11.Are TrnSD.E.11Cl[ix{it.SKrielfr 6elreeoph Sell guy TOO ulmee,te W3kp:eal+1 Eed!SIisidItEwneF@SIeeSINIAt`P; Ile lespFtIh slTpTrs!sAlia!E it It TDo title vier T?tt T6 desip:ssvmpies. lert:ependnn„seasrry Anthony T. Tornbo III, P.E.
Ca eSe tE�At3 Tsssfx ey Mimi is ne mpaxiMlnretr.D.eer,Qe Ortiesvf=d gedx kiWiliq Witter,m;t renew it rN K 6a iK Nd de bed WIll mfe.1 MI. Ike yp t!dtN EDD tad ny held ayeefluTress.106tiLatly,smrryr, WIthet all emir; spolht el evpNij:l:heE 80083
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(opyripbf0201AA4 Roof Trusses - Anthony LTemho111,P.E.Reprodatfionofthis document, inany form,isProhibited without the written permissionfrom A-1Roof Trusses -AnthonrLfomtoIll, P.E. FortPier[e,FL 34946
Job
Truss
Truss Type
Qty
Ply
WRMSCM1516011 L
CJSA
Comer Jack
1
1
A0013109
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2.15:12:39 2018 Page 1
ID:ld_OOXyyT61Bi TXoljwHHzefvK-i IBUmghKwORmprS55X6VmUBg5mePAjzPn76?zKWNM
-1-4-0 4-2-0 j
1.4-0 4-2-0
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL. in
(loc)
I/deft
L/d
TCLL 20.0
Plate -Grip DOL
1.25
TC 0.23
Vert(LL) 0.02
4-7
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.18
Vert(CT) -0.02
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00
3
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-2-0 oc
puriins.
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 =
99/Mechanical
2 =
250/0-7-10 (min.0-1-8)
4 =
39/Mechanical
Max Horz
2 =
106(LC 12)
Max Uplift
3 =
-63(LC 12)
2 =
-62(LC 12)
Max Grav
3 =
99(LC 1)
2 =
250(LC 1)
4 =
63(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf, BCDL=4.2psf; h=15ft;
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) 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 63 lb uplift at joint
3 and 62 lb uplift at joint 2.
LOAD CASE(S)
Standard
c�
rn L6
O N
N
PLATES GRIP
MT20 2441190
Weight: 16 lb FT = 10%
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(opyright02016A-1Roolliasses- Anthony I.TomhoIII, P.t. ReprododionofIbis dommenl,inany loins, isprohi6Bedwithout The writlenpeenissionhorn A4RoofTrosses- Anthony LTomhoIll,P.L
Job
Truss
Truss Type
Qty
Ply
A0013110
WRMSCM1516B1L
CJ5AT
Corner Jack
1
1
Job Reference (optional)
Al Roof Trusses; Fort Pierce, FL 34946, design@altruss.cwm Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:39 2018 Page 1
ID:ld_OOXyyT61Bi TXoljwHHzefvK-iT1BUmghKwQRmprS55X6VmU8Oj2mePAjzPn76?zKWNM
1-10-8 2-7-9 , 4-11-11
1-10 8 0 s 1 2-4-2
O
CV'
N
1.OX4 II
2x4 =
1-10-8 2-7-9 , 4-11-11
1-10-8 0-9-1 2 4-2
LOADING (psf)
TCLL 20 0
TCDL 10 0
BCLL 0 0
BCDL 7 0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017lrP12014
CSI.
TC 0.41
BC 0.37
WB 0.00
Matrix -MR
DEFL. in (Joe) I/defy
Vert(LL) 0.11 5 >519
Vert(CT) -0.12 5 >505
Horz(CT) 0.04 4 n/a
Ud
360
240
n/a
LUMBER -
TOP CHORD
2x4 SP No.2
5) Provide mechanical connection (by others) of truss
BOT CHORD
2x4 SP No.2
to bearing plate capable of withstanding 24 lb uplift at
BRACING-
TOP CHORD
joint 1, 69 lb uplift atjoint 3 and 8 lb uplift atjoint 4.
Structural wood
sheathing directly applied or 4-11-11 oc
pudins.
LOAD CASE(S)
BOT CHORD
Standard
Rigid ceiling directly
applied or 6-0-0 oc bracing.
that Stabilizers and required
MiTek recommends
cross bracing
be installed during truss erection, in
REACTIONS.' (lb/size)
1 =
191/0-7-10 (min. 0-1-8)
3 =
121/Mechanical
4 =
67/Mechanical
Max Horz
1 =
100(LC 12)
Max Uplift
1 =
-24(LC 12)
3 =
-69(LC 12)
4 =
-8(LC 12)
Max Grav
1 =
191(LC 1)
3 =
121(LC 1)
4 =
85(LC 3)
FORCES. (lb),
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mpH; TCDL=5.Opsf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B;IEncl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; endlvertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load,
nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of
20.Opsf on theUttom chord in all areas where a
rectangle 3-6-b 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.
PLATES GRIP
MT20 244/190
Weight: 18 lb FT = 10%
&a!ilel � rinse tluatpHp nrirge�'s_I IDo:nrssnl^s[nn'I s[snu T[ws a [e€^ancn [3ssoxt ttna'}AWA£.EEtEN� luc. TerM drilp poaarlers ui reel oilts afbsl�nss Oesi�Drniap{n�rri Rx Art1up1, I �l> iq r.E.leldeue kts!tarrrnt: Ddess ctlerrise ilslel entlelOD,cm`J
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der,riseWod Ile[1Ysd apradgaaBYd.1 ll dtlaeers lnefid.neTnss:ei!3F.pettfl3lGT'2Ii d3).Fi:ptl,IrT:a;SSjG!x Earuerrd®p4nISa8. AD tq.w udr:os ereas detadla1r11. For[1St.Lci Pierce, FL Blvd.
Coptrighl02016A-IRnof tosses-AnihonyLTomhoIII, H. Repiodutlionohhisdommentinnay form, isprobi60edwithculthe wrineapermission homA-1Roo(Tresses-Anthanyl, Tomb III,P,I.
Job
Truss
Truss Type
Qty
Ply
WRMSCM1516B1L
CJSC
Corner Jack
1
A0013111
Al Roof Trusses_ Fort Pierne
FI adada �o�t n@altru
Job Reference (optional)
g ss.com Run. 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:40 2018 Page 1
ID:Id_OOXyyT61Bi_TXoljwHHzefvK-AfbZh6hJ5EYIOzOffo2L1 zOKD7,NeNsQsC3XgeRzKWNL
4-7-7
0
0
W N
N
3x4 =
LOADING (psf)
SPACING-
2-M
CS1.
DEFL. in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.38
Vert(LL) 0.04
3-6
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.33
Vert(CT) -0.04
3-6
>999
240
BCLL 0.0 "
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.01
2
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or 4-7-7 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
1 =
169/0-3-6 (min. 0-1-8)
2 =
121/Mechanical
3 =
48/Mechanical
Max Horz
1 =
93(LC 12)
Max Uplift
1 =
-23(LC 12)
2 =
-79(LC 12)
Max Grav
1 =
169(LC 1)
2 =
121(LC 1)
3 =
74(LC 3)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load 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 23 lb uplift at joint
1 and 79 lb uplift at joint 2. .
PLATES GRIP
MT20 244/190
Weight: 15 lb FT = 10%
R'ndry rinsedutgHlmtewae'AIIaCF Ii7SSRl'SFtIEPE 6fRrykt IE1NSR[DRG1a6R5(DSiaNj 0.4H jAFgaudapdER'i'lun, lerdl7fdpt poeadm td rztdtdn aftslres!Delp 011wgiTft1.1fee Adktfl. Tali Oh ri Iduemtflat Sdta11f. adess dlerrisesMeltrtlelaD,a:'p
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Ft {tJ,9xNetlrttlSkdldlR!w, ¢SSS 4451 St. Lucie Blvd.
t3rnin ld'udlTa(td;etl tpredtptit+mtiry lldlltn:tslatltei TteTass Ctd�Fryunris l3ikrd'Aap Del;lu, trials SFs:xtyitltrdarb.aosp. wrq:�allxras nets adaNaltkL Fort Pierce, FL 34946
(optrigbl CQ 2016 A -I RoalTrusses-AnihanyT. Tombo llh F.E. Reproduaion of this dDami nt, in lay[orm, is probihBed withnutfhe wdffen permission hoss A-1 Rea[Trusses- AnthonyL Tembo 111, p.E.
Job
Truss
Truss Type
Qty
Ply
WRMSCM1516B1L
CJ5T
Corner Jack
1
1
A0013112
Job Reference (optional)
Al Roof Trusses,'Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MTek Industries, Inc. Wed May 2 15:12:40 2018 Page 1
ID:Id_OOXyyT61Bi_TXoljwHHzefvK-AfbZh6hJ5EYlOzQffo2Ll zOKk7OuNsQsC3XgeRzKWNL
1 4-0 1-10-8 12-7-10 4 11-11
1-4-0 1-10-8 0-9-2 24 1
co
5 =
61/Mechanical
Max Horz
2 =
123(LC 12)
Max Uplift
4 =
-66(LC 12)
2 =
-61(LC 12)
5 =
-5(LC 12)
Max Grave
4 =
115(LC 1)
2 =
287(LC 1)
5 =
83(LC 3)
FORCES. (lb)I
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown. '
NOTES-
1) Wind: ASCE 7-10; Vun=160mph (3-second gust)
Vasd=124mpH; TCDL=5.Opsf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end jvertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load. nonconcurrent with any other live loads.
3) . This truss has been designed for a live load of
20.Opsf on the (bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
¢e%dq-rltestti gHrtemwIh"A11DDf IIDSStSE'iEtlErJ,fif/9e(fEENSd(OFfdliDef(JS79M{{"AtAjA(A5D'd"BfpuNEtli I-, lr[zia Dl AEddtrtat S(i41(35'P atf. DdlBB6tltrwlel ddd tatie RlD,eatj
MdieEceaemtjcesseili@emsed6rReRDlByetdiLUtirrssDesryehpiu!r{Ir,SFenen(Etvue"t!udnoerTOO ee;(Uttl36amiftgJdtltrtehl!IledtgYF!nlfjttywtiiDwjSrlet its .iaFilelSYpAnthonyT.To
Timsd!rnndltlitTODtdr,WaTt'rl.i4d!S'DBatfetl�liid.led9Df11nneel<stntditi7 m6oIII, P.E.
H.-itel...strywuttl:e�eet;tstlrmd tote �D. ittsm,:etvs�ntA�irgo rynt,(�rtFhndtt1165";BBlntbtdi:fs3tJeniRLLleq/mcd1hTDDmIn.BllFseditTntuJFEaladls� s;rye,hshDtnuFtdkerj!Sdi'nLeeaald r80083
' INulf.ipss�pawue.,m!. Fa1AUoe'thme7x;eetWPIsoalPNhiu.!!respF2SiTtadhstlalFstktlpGl!H371S{BSEH9I(fe3iMlMIi!eLR#1S 4451 St. Lucie Blvd.
e'leriufFfitdipa(ltW oiled tpeuwntig1Yd1put:et ledteL lEeinss(xstmEa; euri; dCt Ak Aala7 CFtipva,vT•ns5(S'!a Egmtrof.1 trH4. Ali Fgiatdhm,.",.ddF.dltRll. Fort Pierce, FL 34946
(apyrighiCti2016A-IReal Trusses -AnihonyLTomhoIII, P.E. Reproduction of this fituenerni, in any form, is prohibited withcul the written perenission hom A-1 Roof Trusses -Aathony7.Tomt0111,P.E.
WRMSCM1516BIL ICJ6 ICotner Jack
A0013113
12 2017 Print: 8.120 s Nov 12
-1-4-0 5-8-6- -- — --
1-4-0 5-8-0
2x4 =
LOADING (psf)
SPACING-
2-0-0
CS'-
DEFL. in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.50
Vert(LL) 0.07
4-7
>897
360
TCDL 10.0
Lumber DOL
1.25
BC 0.40
Vert(CT) -0.08
4-7
>803
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00
3
n/a
n/a
BCDL 7.0
Code FBC2017/TPI,'
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-8-0 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing. be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
141/Mechanical
2 =
302/0-7-10 (min. 0-1-8)
4 =
56/Mechanical
Max Horz
2 =
137(LC 12)
Max Uplift
3 =
-90(LC 12)
2 =
-70(LC 12)
Max Grav
3 =
141(LC 1)
2 =
302(LC 1)
4 =
89(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope),
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load 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 90 lb uplift at
joint 3 and 70 lb uplift at joint 2.
LOAD CASE(S)
Standard
Inc. Wed May 2 15:12:41 2018
PLATES GRIP
MT20 244/190
Weight: 20 lb FT = 10%
4e!dsl • Ilnse1lmslNlaxle>!tk'41 IBC; f15StS;'iELLFI'j rdAillt 1ftfS5 r (CR:1BC$ (US1BMj 31d0'ji(11BAiFBCWEXi fm ywdy retl}apueoden!drtedt!tn u nisieess BezwBu I'l[W. d N! le!inrl. kblri;, It iewn Sint le':ue ese. Bdlss stlenise ddd sotleTBC,m'l
N1TeiascMse p:Pe!sidiMeselfir@a TlBuhe se!il. istlaass Dnip!Gllue!{I.e.S,�clelry 6@u!r;.tl!s!elnullCO upreseds ea raulixa ellSeprdessoad aaie!;isgrsptu0!liry:tla lesyadtre sog!elnss t>p'del eotleTCD ury,rderif4l.BGee!illsnunptieu.bd;ryaudtx!, satlalifnl
Hnttlstmss5!ul{dWogisshmpu!iHlirydCeOar±±,theBreis!N'ori±de atelNldl6seBesipes!,ssts[eehddtSslR(,�!u:alti!6edkaA' n/tat3rAl.iY! xneidlSetBBailurtielined6eTnscud!vulad th. e,iufdletinudim: Anthony T.TomboIII, P.E.
' T! R. xl, . xl sidl4!ta re!ltaallyof
!itWftga64.V ui IN-104i. r!l uas%1.1ktkTBB rdIn msme riie!oadtL• k1bi U4.w Wiry lx.M.; ,I&Ad i?M.lSill—d!-Nsfa V—!PA"o, :-IW-1*rcspt<siiSsNSWMae&lms BNpl,hfis Btsip Uptrod I."Y.44 1n,4R!s v80083
e2erlse prod 1pt :td eged op!uvriGsl lldi pu;as leadu! Ihetuss CeA�E!piuulsiCl"ae6a'dalCHilaer,uT�!sSls!!a Fali!!er r:'ml aai!Sy. {J!rp klaNte;os netsd ndhllFl. 4451 St. Lucie Blvd.
• Fort Pierce, FL 34946
(apyrigAlO4D1!iA-liotfTrusses-Anl6atyT.Ttm6clll,p.[. peprtduRitnth6isdtmt!em,inanyfarm, isp±ohi6Bedwithout the writtenpermission fiomA-IRoof T±usses•AathonyT.Tom6oIII, P.[.
Job
us
Truss Type
Qty
Ply
A0013114
WRMSCM1516B1L
�HJK
Diagonal Hip Girder
1
1
Job Reference (optional)
Al Roof Trusses"Fart Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MTek Industries, Inc. Wed May 2 15:12:41 2018 Page 1
ID:ld_OOXyyT61Bi TXoljwHHzefvK-es8xuSixsXh9?7?rDWZaaBZSVXjg6Jg?RjGEBtzKWNK
1-10-10 3-5-13 6-6-8
1-10-10 3-5-13 3-0-11
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/defl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.53
Vert(LL) 0.10
4-7
>745
360
TCDL 10 0
Lumber DOL
1.25
BC 0.34
Vert(CT) -0.11
4-7
>715
240
BCLL 0 .'0
Rep Stress Incr
NO
WB 0.00
Horz(CT) -0.00
3
n/a
n/a
BCDL 7 0
Code FBC2017(fP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
cross bracing be installed during truss erection, in
REACTIONS.1 (lb/size)
3 =
151/Mechanical
2 =
295/0-10-7 (min.0-1-8)
4 =
55/Mechanical
Max Horz
2 =
134(LC 4)
Max Uplift
3 =
-92(LC 8)
2 =
-169(LC 4)
4 =
-60(LC 5)
Max Grav
3 =
151(LC 1)
2 =
295(LC 1)
4 =
91(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mpN; TCDL=S.Opsf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; IEncl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed; porch left exposed;
Lumber DOL=4.60 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 dapable of withstanding 92 lb uplift at joint
3, 169 lb uplift at joint 2 and 60 lb uplift at joint 4.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 77
lb down and 90 lb up at 1-4-9, 77 lb down and 90 lb
up at 1-4-9, and 34 lb down and 41 lb up at 4-2-8,
and 34 lb down and 41 lb up at 4-2-8 on top chord,
and 50 lb down and 40 lb up at 1-4-9, 50 lb down and
40 lb up at 1-4-9, and 10 lb down and 40 lb up at
4-2-8, and 10 lb down and 40 lb up at 4-2-8 on bottom
chord. The design/selection of such connection
device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 4-5=-14
Concentrated Loads (lb)
Vert: 8=57(F=29, B=29) 10=46(F=23, B=23)
11=9(F=-4, B=-4)
PLATES GRIP
MT20 244/190
Weight: 23 lb FT = 10%
6edq�1lnsenuegHr R!iea lh'A-I nGE(IOSSBrif((EIj,6EW;lF€f(tN58(DI"�IrIDdS [717DM(Bn]')d(Ctl[&'u'S4ENi Ioraz.ir:ilr dtGgeryoaden eadr�n>I?spllisitess Be{�Drreiyp(f;1,er4ll�Aenurl.Icxi�Cr.Elddeue R?9f:sh!e ast. Udesedtmae stdei esBeTDD,m!y
Wi[tuser9si:ekssSill!a. rselferCxrDDlale nlll. AsaitnsDnip6pr:eil.e,Sre:Idlrfi9ceene ednogIDD ngresetl{ettmpaR of Ue grdndned eegDsetleg rzsgntililar3;tSeles:gadlkeseTress tepilleenelDD eel, eaderTrll. itx h4g•, nsmNira. brlRgca♦Jnns,senda Anthony T. Tornbo III, P.E.
.d nedt slre;si nyldllieg istleasgxvtilitrdF.tOnn.ne6wniseae:¢d epler lle rallieg Ddigrer,eNaRrttpdtu lR(,nrlr(adfieledWft7,.h zd Kl. 71,gpuldth MDWil gful/: 80083
' neN fapDtsyat lt6(L4'eCe!.Lil aRl alLAltnflUD li lR gr�IR3®dg.IddRe{Itne tr,IGer(xrs�Sdep h'�mv1n(t(Y rd-0sRsl4g IMOSt(ArereN-11ngnm±� lar_O.l a usa:nsp. Adu{aa ra^Kdaer:n: oennK,r:ess7e picgaR®d rnss rs,drrotm,ae:s 4451 St. Lucie Blvd.
rBiMuidierllpo Gsf:W epetC egeehrdeq lydlgmas ieeeed. (heiress DeA;a(a3iaeris 7Di.".a razing besigeey erTmsSrs±!a 6pie>erdar4eilfeag All sq:IdaMt;os ue cs aePaeAhIPi1. Fort Pierce, FL 34946
Up' pigbl (f1 7016 A -I RoniTmsses-AnlhanyU mho III, P.E. Reprodudion of this dommenl, in any form, is pmhihfled withcut the w0nen permission fiom A -I Roof Trusses -Anthony L Tomb 111, P.E.
WRMSCM1516B1 L I HJ7 I Diagonal Hip Girder
A0013115
Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. V
ID:Id_OOXyyT61Bi_TXoljwHHzefvK-62iK6oiZdrp?dHa1
-1-10-10 4-7-4 9-10-1
1-10-10 4-7-4 5-2-13
1.5x4 II 5
3x4 = 3x4 =
LOADING (psf)
SPACING-
2-0-0
CS'-
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DX
1.25
TC 0.59
Vert(LL)
-0.05
6-7
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.53
Vert(CT)
-0.10
6-7
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.40
Horz(CT)
0.01
5
n/a
n/a
BCDL 7.0
Code FBC2017rrPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
puriins.
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 aulde.
REACTIONS. (lb/size)
4 =
159/Mechanical
2 =
442/0-10-6 (min. 0-1-8)
5 =
274/Mechanical
Max Horz
2 =
182(LC 4)
Max Uplift
4 =
-103(LC 4)
2 =
-172(LC 4)
5 =
-60(LC 8)
Max Grav
4 =
159(LC 1)
2 =
442(LC 1)
5 =
274(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-11=-734/161, 11-12=-684/178,
3-12=683/168
BOT CHORD
2-14=-253/679, 14-15=-253/679,
7-15=-253/679, 7-16=-253/679,
6-16=-253/679
WEBS
3-6=-717/267
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 103 lb uplift at
joint 4, 172 lb uplift at joint 2 and 60 Ile uplift at joint 5.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 77
lb down and 90 lb up at 1-4-9, 77 lb down and 90 lb
up at 1-4-9, 34 lb down and 41 Ile up at 4-2-8, 34 lb
down and 41 lb up at 4-2-8, and 63 lb down and 88 lb
up at 7-0-7, and 63 lb down and 88 lb up at 7-0-7 on
top chord, and 11 lb down and 40 lb up at 1-4-9, 11 lb
down and 40 Ile up at 1-4-9, 16 Ile down at 4-2-8, 16 lb
down at 4-2-8, and 30 lb down at 7-0-7, and 30 lb
down at 7-0-7 on bottom chord. The design/selection
of such connection device(s) is the responsibility of
others.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F)or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-60, 5-8=-14
Concentrated Loads (lb)
Vert: 11=57(F=29, B=29)13=-74(F=-37, B=-37)
14=46(F=23, B=23) 15=-9(F=-4, B=-4)16=-56(F=-28
, B=28)
I0
0
PLATES GRIP
MT20 2441190
Weight: 43 lb FT = 10%
reNq•nee,e loco dsee.IeNm'r-T rseEmusl uu�aga{u[rasaeDD�neDseuslDat Dna;xrrD7TFDSdEUP 6rm ieitpdesiprueadmarem eelesas3sTiessOe: gs hsviyl(rfiat IEelAurl. rexls?; rird,,?"SJ,Os..,' ,, UdustMe�rse CdeiuIke IDD, ap
pllekm"IFins Set-! Mile Wool, he sOil. Assitns Duye 60uu(I.e,SretAtbpets„te!.0.e sryTDD upuMs esuup-�lle rul:sdnd es eeasp reslses1111ttrh; ISe lu uet lEe s!e}Ieinss hgissd ssee lDD alr, uluTPFl. ik 2ac;pa n!enpiis!, Isea:gwdnns,smalrrT Anthony
exinedsde Nssferu} lWal is the usrusililq ON0-1h Drais"AMzd ecsl r6eldllieg Uuilur, uthe reeve dlu lK63Kud the lead{d'ra7niteel IN. T{et?MednT dIke TDD ni Nil su dtle lms,ed,glmd"r.,} wage, ieshlleiu uekHUt T. Tom6o III, P.E.
ZttEe {d'fag Des !esef[M•eale!. Lll uxssdal iritsIDDeil sip lrmiusufpildussdtte Wlkryrs¢pa�SdOr isrosln{Itll,'.IdlvhrJgi?Iey 51[.Sn:rdveRk:4l gtURlp'>U: TY'rl hStti�:tt[p6!iS�:eeS6i tlR�4elms0esipu,l:asskspupaucaiimsgrtds:tnes; ss ess �'-80083
eLMuldissl{pot.>4•sd eyesd e7eele<dtiy{7t0 ruFn v+dsei T{eTnu Duo Eq—is Sol "�.aU1.1 Detiper,er7uss Srs!eaEquure`o7 bu18>a IU srii�s!J2'us uemdetmdislrtl. 4451 St. Lucie Blvd.
(opptigM@1gIdA-Iloaf Tmsses-Anl600rT.Tomho111,P.E. Repsadouioeofthisdommenl,inany form, isprohi6(redwithout the written parmissionfrom A-IAeoiTmsses-AoShenyT.TomhoIII, P.E. Fort Pierce, FL 34946
Job
Truss
Truss Type
Qty
Ply
A0013116
WRMSCM1516B1L
HRA
Diagonal Hip Girder
1
1
Job Reference (optional)
Al Roof Trusses,Tort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:43 2018 Page 1
ID:ld_OOXyyT61Bi TXoljwHHzefvK-aEGiJ8jBO9xsFQ9DKxc2fcenRLLFa7clullKFmzKWNI
1-10-10 4-7-4 9-10-1
1-10-10 4-7-4 5-2-13
c
_o
cn
3x4 = 1.5x4 11 3x4 =J
4-74 9-10-1
4-74 5-2-13
LOADING(ps
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.63
Vert(LL) , -0.05 6-7 >999 360
MT20 244/190
TCDL 10.
Lumber DOL 1.25
BC 0.59
Vert(CT)' -0.11 ' 6-7 >999 240
BCLL 0.0
Rep Stress Incr NO
WB 0.42
Horz(CT) 0.01 5 n/a n/a
BCDL 7.0
Code FBC2017ITP12014
Matrix -MS
Weight: 43 lb ' FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOT CHORD
Rigid ceiling d irectly 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.1 (lb/size)
4 = 1
. 180/Mechanical
2 =
453/0-10-7 (min. 0-1-8)
5 =
301/Mechanical
Max Horz
2 =
182(LC 4)
Max Uplift
4 =
-120(LC 4)
2 =
-177(LC 4)
5 = i
-62(LC 9)
Max Grav
4 =
180(LC 1)
2 =
453(LC 1)
5 =
301(LC 1)
FORCES. (lb)I
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-11=-777/200,11-12=-727/218,
3-12=-726/20
BOT CHORD i
2-16=-275/720, 16-17=-275/720,
7-17=-275/720, 7-18=-275r720,
18-19=-275/720,19-20=-275/720,
6-20=-275/720
WEBS
3-6=-760/290
NOTES-
1) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 120 lb uplift at
joint 4, 177 lb uplift at joint 2 and 62 lb uplift at joint 5.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 77
lb down and 90 lb up at 1-4-9, 77 lb down and 90 lb
up at 1-4-9, 34 lb down and 41 lb up at 4-2-8, 34 lb
down and 41 lb up at 4-2-8, 52 lb down and 69 lb up
at 5-10-11, and 63 lb down and 88 lb up at 7-0-7, and
73 Ib down and 103 lb up at 8-0-2 on top chord, and
11 Ib down and 40 lb up at 1-4-9, 11 lb down and 40
lb up at 1-4-9, 16 lb down at 4-2-8, 16 lb down at
4-2-8, 24lb down at 5-10-11, and 30 lb down at 7-0-7
, and 40 lb down at 8-0-2 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B). .
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-60, 5-8=-14
Concentrated Loads (lb)
Vert: 11=57(F=29, B=29) 13=-14(F) 14=-37(B)
15=-56(F)16=46(F=23, B=23) 17=-9(F=-4, B=-4)
18=-19(F) 19=-28(B) 20=-36(F)
Bedry-rleesellueryNt ollewIVILl IMF IIDSSS(RRE116E19AE TINS8I"L ierubhop luendenMred oll:s ee sli.I! Ono D-iy(TI ni Ike 16.fl.Inho,liId.—Real!,41 ne. DJes: etler+iu ddei es tleIDD, zy
AbIlAm,", p.nss R—ndhrsh DOI, knit Aselun Ono buee. 5a sedeoolIDDupesedsnnpa:etilt, pd:tsleeden'itetlnugeculildrS: be Inodas s3;!ll[ sdstael nth TOO Nr, rderlFFl.ned:snnnnpuc�.leda;tubnxs, utldilry Anthony T. Tombo III, P.E.
rd asediu l;esstren ldiieais Ne usrnsiNiA!dGeOnu.tit 0axiseSu ad eSe:lw tdlGn Duilur,m CeseehddFelH,msi:(uld:brdludst ode ndlFl. Ile gene: dsh lDD aalmfidi nedli: Tnss.ble6wlsd'ery.ssrrye, bsMlefiu udtnfxl sSiltMfss re!Fnte.131d a80083
' lFt t^.lez3esa,•s ed!<-e:eCm•.ill .15 selwt M SED eas It p onomiltrdde.s.la!W,nib¢raMSe!ef(tasmdise',tt7f teNlsWM litab Tillot'Zndhr peere!adaallel de5u;4:aspv�4li]ies tcddt�dlal�nsaedlett,lsos Ces;sbgsuodlms6hvte^.e.u,akss 4451 St. Lucie Blvd.
e'lendu defied ltobss:ed aped cps®vdaq ltdltas:es iHcaei Teeinss rrslp Eryeur is ACT Ge I0.1 Cezltau,rtTuss5ts4a Egna of. A.DSai. Fort Pierce, FL 34946
(apyright©2016A-Itooffmsses-Anthonyt.TomboIll, P.I. Peprodurtion of ibis document, in any fatal is probibited without the written permission from A-] laoilrusses - Aahonyl. TombIll, P.I.
Job
Truss
Truss Type
Qty
Ply
A0013117
WRMSCM1516B11-
HJ7T
Diagonal Hip Girder
1
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
Run: 8,120 S Nov 12 2ul t F'nnt: mizu s Nov i2 20 i Ml sett lnausmes, inc. vvea
ID:ld 00XvvT61Bi TXoljwHHzefvK-aEGiJ8jBO9xsFQ9DK.
3x4 = 2x4 11
5:12:43 2018 Page 1
FVa7nlu1lKFmZKWN1
<3
I� Dead Load Defl. ='3116 in
0
v
o C4
an
0
ao
0
Plate Offsets (X Y)—
[2.0-2-0 Edge] [3:0-3-0 0-2-41
LOADING (psf)
SPACING- 2-M
CSL
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.72
Vert(LL)
-0.22
9
>538
360
MT20 244/190
TCDL 1.0.0
Lumber DOL 1.25
BC 1.00
Vert(CT)
-0.39
9
>299
240
BCLL 0.0 '
Rep Stress Incr NO
WB 0.41
Horz(CT)
0.10
6
n/a
n/a
BCDL 7.0
Code FBC2017[TP12014
Matrix -MS
Weight: 44 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 9-1-8 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 =
109/Mechanical
2 =
475/0-10-7 (min. 0-1-8)
6 =
357/Mechanical
Max Horz
2 =
182(LC 4)
Max Uplift
5 =
-71(LC 4)
2 ' _
-175(LC 4)
6 =
-113(LC 8)
Max Grav
5 =
109(LC 1)
2 =
475(LC 1)
6 =
357(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-14=-346/43, 3-14=-291/35,
3-15=-1075/321, 4-15=-1024/316
BOT CHORD
3-8=-383/1017, 8-18=-383/1020,
7-18=-383/1020, 3-10=-54/261
WEBS
4-7=-1076/405, 4-8=-23/321
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf, BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1,60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
3) « This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 71 lb uplift at
joint 5, 175 lb uplift at joint 2 and 113 lb uplift at joint 6.
6) Hanger(s) or other connection'device(s) shall be
provided sufficient to support concentrated load(s) 77
lb down and 90 lb up at 1-4-9, 77 lb down and 90 lb
up at 1-4-9, 59 lb down and 62 lb up at 4-2-8, 103 lb
down and 49 lb up at 4-2-8, and 65 lb down and 81 lb
up at 7-0-7, and 63 lb down and 77 lb up at 7-0-7 on
top chord, and 11 lb down and 40 lb up at 1-4-9, 11 lb
down and 40 lb up at 1-4-9, and 48 lb down and 28 lb
up at 7-0-7, and 41 lb down and 25 Its up at 7-0-7 on
bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 3-5=-60, 10-11=-14, 9-10=-14,
3-6=-14
Concentrated Loads (lb)
Vert: 14=57(F=29, B=29) 15=-30(F=-11, B=-19)
16=-66(F=-30, B=-36) 17=46(F=23, B=23)
18=-89(F=-41, B=-48)
hReeq-11—fleorsgNyrrUr Wkl 13011SS2i'Sfun aNE111 TIN A (PA'f(IIOAS(0f17Nj rLR9'j R(kICB,EDSNEMi'tuc. ge@t d!uya goamden ad re!f eMls satlis loess 9es'rSDie+ig l(f`�T, as tha lCSurl. (oche C> E.E.Idneae k!!! 4:`a!e tea. Udess dtxrise Cded aeNeTOD,w!y
19rekuterm E'ses sill se valfirltellDuk edit As sister Destla[to !1.e,Spaaln log-0 let Mtn®ring s!ret"fis m cmpudit.I' !ssind ur!-g'l!equulilay'm no lu:mAsle se'arrms hpill a lk'a wly; radul? i.The l!s:paesnnynaes.iariz7 mnnx!, Smafiry Anthony T. Torn6o III, P.E.
cA reddsrssb: aq idifng iS tse ugxsilil!7alk]ties.11eD.atisean:eaye9rlL laldnelesigfe:,oMataanddtle lit.n!le?aveHe 6sdla'fxgnee sxlrf.Lleq}md also TOD ssl anfiell aodSiT.ss,W,&I kadb}crege, WOMBS aadWirg SADif 61"SINS-4,1441 280083
MtMi?Des"!adOmaMe.Ali u1ssdefl WTheuOeillfopadlnfmigaadofsdOf Ndtig(sspaed Sddgh'amdix;lOtj rrresEeidl f?I aad SlfArerdesenadrr pool �Amr R:1 GYrasS:nsyan!haair sWdste Y>uolnrs DavpeLl:ass Oes:prsgicer®liras Yiadede�r; w'ess 4451 St. Lucie Blvd.
dletlu esfiadlrsijaimd opwague is wool ly dl fortes behel Nine,Orsla Egieees is NOT brdidmg 0edgeu,r1nss Sgdeto Earnest d®ys.Uaj. All tgflda!ltetu: sees ldadlaTP6L Fort Pierce, FL 34946
(optrith1020NA•Ikoetirusses-AothanyLTomb 111.P.1. Reprodudionoftbisdomnent,inonyhrm,isptesbihitedwithout the written permission hamA-IRoolTrusses-AntbonyI.Tomb III, P.E.
Job
Truss
Truss Type
Qty
Ply
A0013118
WRMSCM1I516B1L
J5L
Jack -Open
6
1
Job Reference (optional)
Al Roof Trypdes,7ort Pierce, FL 34946, design@altruss.com
-1-4-C
IiI
Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:44 2018 Page 1
ID:ld_OOXyyT61Bi TXoljwHHzefvK-2Rg4XUkg9S3jsakQue7HCpB?tklnJgQS7hVunCzKWNH
4-8-0
3x4 =
LOADING (ps
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.41
Vert(LL) 0.08 4-7 >692 360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.38
Vert(CT) 0.07 4-7 >803 240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00 3 n/a n/a
BCDL 7.0
Code FBC2017ITP12014
Matrix -MP
Weight: 17 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 4-8-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS) (lb/size)
3 = I 113/Mechanical
2 = 267/0-7-10 (min. 0-1-8)
4 = 45/Mechanical
Max Horz
2 = 116(LC 12)
Max Uplift
3 = -72(LC 12)
2 = -91(LC 9)
4 = -47(LC 9)
Max Grav
3 = 113(LC 1)
2 = 267(LC 1)
4 = 72(LC 3)
FORCES. (lb)I
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=5.Opsf; BCDL=4.2psf, h=15ft;
Cat. II; Exp B;[Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extenor(2) zone; cantilever left and right
exposed ; porch left exposed;C-C for members and
forces 8r 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 Ihas been designed for a live load of
20.0psf on thel bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 72 lb uplift at
joint 3, 91 lb uplift at joint 2 and 47 lb uplift at joint 4.
LOAD CASE(S)
Standard
iedry-IlemrrimasMraerirxtk'A-I 1W IBUSSEESCSEUWP 81191E TEN aMODS (USIUMIME )U451F5w, fem.Vt.*Ito]. paradm WMA'An"MNIS 7rfiprNwiry110; rri is 164ft Twit ill, 11. Mum simile ewt. Ud!ss dkerrise dde(rnrielUD,say
#ITE'sorre!or p:Eesslill:�a;rdhrltx THl la he rdiL lseLnsgesgr Frgrxe{Le,S;eJERy FsSire=r,.ffi!L`rI eB 11jIIIO(Ep!ESrr1tREN�S;r EE llr ptiEzssind Eegxerieg r•.ymlllNtS;fIEI!s�@seE lFe s:rpeinss iepiael retle l(Wa¢,�al!rTF4E.iGi.•s:go nuaptirm.lrrlsf<ndmr:, srnsiiu,} Anthony T. Tombo Ill, P.E.
cJ osedtts lnss5rag{dlliry is rie respx!iMlihdM.eOneetlx O.aisrF ird ey dully tdliin Uesisnr,m N�Euhddrieli(,d!R(ard�r lud{m:(sp rd!ei MI.Tk,gp,0dtlelUU aaln!aell rsedrie inst.Mlydw{zd'ts}srrgE,n!Mm-lk.'n aldih!Lre!paciJhd a: $0053
'lesrxagangm,u�¢r,n,!.uaasusanuMrmarvnp�usnspldu!sdu!edlrg(aapa!MSderyltxuugIXrpEtlnlzlllInWSHArrrrdn!arl:apm! P:enr_lplh5eslr:nµs>3arsasd6'rsd,!hTmsomnr,l:esaespJl2 C7lTA:!Y&OIr!rf;ttf5i 4451 St. Lucie Blvd.
E#cMsr lduEllfofashm rprEiapruvnary lldl pra:Es is+a�!ei llelnss r<AEgueer is{Ci.",egala70rsi}ae,vin!s5}'a!a 6fir?erter4n4Ly. lli tgi,a!i}ros ue a!EeFadhlE{I. Fort Pierce, FL 34946
(oppTigh102016A-1Roolliusses-AniboayLlomboIll, P.E. Reprodudioneffbisdommenl,inanyfora!,isprohibiledwithout the wrilteapermissionhomA-IRoof Tiesses-Anthonyl.TomboIll, P.E.
Job
Truss
Truss Type
Qty
Ply
i
WRMSCM1516B1L
J7
Jack -Open
8
1
A0013119
Al Rnnf Tmccac Fnrf Piorru
FI zdOAR .A—;../l..•I b......
..
Job Reference o tional
U s--u -1 uss.cor n Run- o. ectr s Nov IL 2017 Print: 8.120 s Nov 12 2017 Mi k Industries, Inc. Wed May 2 15:12:44 2018 Page 1
ID:Id OOXyyT61Bi TXoljwHHzefvK-2Rg4XUkg9S3jsakQue7HCpBuuhhrJgQS7hVunCzKWNH
7-0-0
1 4-0 7-M i
3x4 =
7-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/deft
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.84
Vert(LL) 0.17
4-7
>478
360
TCDL
10.0
Lumber DOL
1.25
BC 0.63
Vert(CT) -0.20
4-7
>413
240
.BCLL
0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.01
3
n/a
n/a
BCDL
7.0
Code FBC2017/TPI2014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or 2-2-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
178/Mechanical
2 =
349/0-7-10 (min.0-1-8)
4 =
70/Mechanical
Max Horz
2 =
164(LC 12)
Max Uplift
3 =
-114(LC 12)
2 =
-77(LC 12)
Max Grav
3 =
178(LC 1)
2 =
349(LC 1)
4 =
111(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ;C-C for members and forces $ MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 114 lb uplift at
joint 3 and 77 lb uplift at joint 2.
Dead Load Defl. = 1/8 in
PLATES GRIP
MT20 2441190
Weight: 24 lb FT = 10%
6edq•fleretlsnryHrrwitxih'NIIN! RZ13j*slln 6lNarLIMamNG7fluieus1761 ieriry 9eAp Paraders rAseele.Aes a IssLan 7es gs LavirgllES; CA lM A-0. Tea9t 06 r.E,idru;e VYt Wirtest Dd:sskhnist Oda is%TDD,sdp
MJre4uaem,N;Ees sNsllhaseefir tte iDDto he,diL As errns Desiiv GTlmH{I.e,sH;ulry 6ncex;,tle uAntrylOD rr'resedsmpv{ne;edlh rrd:sslevd¢y!esernp:ssrnAliar'e: tie Nesipadtle s:s eTn!sarpdst satit whit.. ussklill The aes�Na nnvpirn, 6r/:epussnsas, smdluq Anthony. o llI P.E.
crosedtiisTsesthregldllieyislhrestx!ibimdlleDater,tleOvutsr arisdapderhtdlLlgOnir7r,m kcterrtd alH, htRE7.ele6sdsd'fetnle trrfld.➢es,,nddshTDDurtot denedtlrinss,odetizl dfm3. atge,hshlldiuueknr y 4di :Es:estatildl d y Tomb
` Tornb neMfeN 7es:tn:rt}(ssrtp;. lul ups selaerieMeTDDtd la p¢,Dasae gnldn:s dtl: GDGeN[ea:ystem Sddr ldrndin;WM1pNishr6t i.>I edsNU tt:Mn:ztN!n rertni pidsae TE4l hhtsaerttpn804ies aeb;in d�elns Dedpn,Lss Pny+ugcrraoi Trnsflrnrt!,!er; n'rs 4451 St. Lade Blvd. 80083
'Arsvise eefied Nyo ter.wi edeps imbi h dl rer%imd,ef. TYeinss Cedx Eslheer IsACT Ge NaaaD Ceriper,rtTn!ssps*a Firyxrday hul2q. Atq hJadterm ereased�edhltl1. Fort Pierce, Lucie
Blvd.
(apyrijbf07016A-17oalbusses-AnlhonyLTomhaIII, p.E. Reproduoianoffhisdocument, inanybm,ispsohibhedOhm the vriftenpermissionhamA-1KeDiTiesses-AnlhuyLTomholll,p.L -
Job
Truss
Truss Type
Qty
Ply
A0013120
WRMSCM1516B1L
RT
Jack -Open
4
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:45 2018 Page 1
ID:ld_OOXyyT61Bi TXoljwHHzefvK-WdOSkplSwmBaUkJGSMeWkikBf85j27fbMLERKfzKWNG
-1-4-0 , 1-10-8 2-7-10, 7-0-0
1-4-0 1-10-8 0-9 2 4-4-6
LOADING (psi
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.33
Vert(LL)
0.22
6.
>384
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.33
Vert(CT)
-0.23
6
>359
240
BCLL 0.0
'
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.07
5
n/a
n/a
BCDL 7.b
Code FBC2017[TP12014
Matrix -MR
Weight: 27 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP 240OF 2.0E
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
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.
I
REACTIONS.: (lb/size)
4 =
166/Mechanical
2 =
360/0-7-10 (min.0-1-8)
5 =
87/Mechanical
Max Horz
2 =
164(LC 12)
Max Uplift
4 =
-101(LC 12)
2 =
-70(LC 12)
5 =
-6(LC 12)
Max Grav
4 =
166(LC 1)
2 =
360(LC 1)
5 =
118(LC 3)
FORCES. (lb)'
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; VuIt=160mph (3-second gust)
Vasd=124mph;; TCDL=5.Opsf, BCDL=4.2psf; h=15ft;
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 8e MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3)' This truss has been designed for a live load of
20.Opsf on the!bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 101 lb uplift at
joint 4, 70 lb uplift at joint 2 and 6 lb uplift at joint 5.
LOAD CASE(S)
Standard
Clidq • Hnte tiF-Iml rnirw Ih'Ad IMF TiDSSB I sfdfrl G19,111 TEINS 6 GOTICIrs (DSTDNj %17'; *45'2591riIwai ie:ay drdpruladen ud rrdedes a Itislrnt Dtsip ma.iy{@D; era!tl AetheYT. Ttxia T r.E.rdtle3le DEeel;F:eReee. Delete nienile dded 1,:1 TDD, A:"(
M1iEimea[hq:ekuhdiMetelfrt as iDDa ieediL AseLns Desgl hPam{Leskilla(6tlaM.tse sld is e•r1DD Felreseds—ssk:edi!gral!uind er�LF!;ig a1T11diDalin[IiI IEf!oetittF s!r;!eintsderinesatie lDD ldr,eMer i?4i. Thiespmnapiln.beda7altlna„sendlPor Anthony T. Tornba 1II, P.E.
Hned4is lnss5r n}rdll�e is rhresrxv'iitigdlh Dnee@e0ea�sed'azi:Fle delBe ldtalg Dei ra!, ®:sndEddli!Is(,tia �S( Wse brd is:e gEdF rxSfr T. Tie r1pul d Ise ED ne ter hN sit dti! Tress.uddis k.SF4 Verne, Imull in ealk0l ski! M!s aspti4lir ' d
Cases t. 80083St.0083
aeEa:eagDesa'x.lrlfe?nCJ!.elo., 4bIDD1A1hpermitM1pathmsdt!I6ara hk1h�EWarIL'amea"W',pNM51TnaASHAnerdeir.1!ap!aeip:dmn_TFHd5eeslerzslrm:43Tiesessboal'teLneMupn,TasshsprnlirnnlTn.sMrMleRar;airz 445181vd.
efe�lMadiraGsf:NepeFdeNsurritighdllen:ES leFi!ei ReTnuCEsiaE93ieeer isrCT"wt radalDEsilseyerT�ss S7s?a Eyiear l'mTinIS.I.{11q-1-iA;ems item ddadMR]. Fort Pfee[B,ciFIL 34946
(appighl02016A-IRoolhasses-AmhonyT.TombaIII, P.l. Repredutionolfiisdomment,inanyform, isprohibifedwitheutthe writtenpermissionfrom A-IRaDflrnsses-AntbonyLTomhoIII, P.t.
Job
Truss
Truss Type
Qty
Ply
A0013121
WRMSCM1516B1L
T06
Common
4
1
Job Reference (optional)i
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2,,15:12:46 2018 Page 1
4x8 =
6.00 12
71 10
1.5x4 11 3x8 = 1.5x4 11
3x8 =
1-2.4 9-O-o
i 1-0-8 n 7-9.12 7-1f-8 i
r 1aa 6.7-8
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.23
Vert(LL)
0.09
9-10
>915
360
TCDL 10.0
Lumber DOL
1.25
BC 0.38
Vert(CT)
0.07
9-10
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.09
Horz(CT)
0.00
9
n/a
nla
BCDL 7.0
Code FBC2017/TP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
10 =
415/0-3-8 (min. 0-1-8) .
9 =
415/0-3-8 (min. 0-1-8)
Max Horz
10 =
147(LC 11)
Max Uplift
10 =
-185(LC 8)
9 =
-120(LC 13)
Max Grav
10 =
415(LC 1)
9 =
415(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
3-4=-95/254,4-5=-95/253
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=5.Opsf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left and right exposed; porch left
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 1 0.0psf bottom
chord live load nonconcurrentwith 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 185 lb uplift at
joint 10 and 120 lb uplift at joint 9.
LOAD CASE(S)
Standard
eh
ro
eV
PLATES GRIP
MT20 2441190
Weight: 69 lb FT = 10%
C%'erwq rlere tlutyHTtelievt3e'Ad 100E IIJSSrS 1'SEtllt j, 6fa9At TEF11S8[DF:IDgtiS [USTDxjU1a �E(KnDA DkEXi'6ia. Wifthdgernt¢ei!noA reed dMss oettis Ltnsgeilp DitviyETL9}eef r+ltauyl, ieclaiti,rF.lefaene Reet4t'we ess. Udeuotlerrite Cdda fie ED'.1y
laiek<tvamtia'tssliliF. uethr!k04ben44. Atetrastgugehltve{i:,5tecitUT Ltlx R!S!d!e orTDD regresent et[mpa:e td rle rnlntWdeu!eternyrtiaalildyh:ludmtl,,I tte s!c eTnui>O:nelmtlelDD at¢, eeler1.41.itrdes:oss"oloo"Altintudin"s, Smillry Anthony T. Tombo III, P.E.
sA ate d!lit Tsts!w ty lt±IGek it rkresyx!ihTAydta Une6at Owxista`meud tp9rtle 4dlGq Deliynr,aFsndertdtu l!(,d!I:: eedae lrtc'kd{ gale ail7N. IS yytnc d lit EDed ter tell ue 0,Trim Wdiri W!q Webe, intlltaet ed We? Skit lla w1m bay of 280083
nelKsrlMT.!WEcem?.All uasswwtilit no llarredmsnot P1dnssttnetrill.1(earmelSaferyh4aanRQfrellkttul4I 14slam!relu ;edt,,Fe ,p4tam O9dresat trf-iinetr<ddstsre:unsoeuper,TmtdespbruerealrmtMarAtxiy.Wgs 4451 St. Lucie Blvd.
saetNu rr7udlTebvec9 aped epebvdaq lydlyatetic+cTtel.lheTnu Ce9 Tyum i; llCi ka lz dar Dw!per, erTn!t5yt!ta Egio>erd®y leilBy Allrg3Ja.4hr—easdet.dbi141. Fort Pierce, FL 34946
Copyright 02016A-IRoof Trusses - Anthony LTomb III, P.E.111produrtion of this daturnent, in any fork is probibiled withcut the written perenission hom A-1 Roof Trusses -Anthony T. Tocho 111, P.E.
Job
Truss
Truss Type
Qty
Ply
A0013122
WRMSCM1516B1L
T06A
Common
1
1
Job Reference (optional)
Al Roof TrussestFort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:46 2018 Page 1
1 " I ID:ld_OOXyyT61Bi TXoljwHHzefvK-?pygy914g4JR6uto?391HEGPgYQOnZWka?_?s5zKWNF
1-2 4, 4-6 0 7-9 12 9 0-0 ,
1-21 3-3-12 3-3-12 1-2-4
TOP CHORD:
Structural wood sheathing directly applied or 6-0-0 oc
puriins, except end verticals.
BOT CHORDI
Rigid ceiling directly applied or 1,0-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
REACTIONS.' (lb/size)
8 =
322/0-3-8 (min. 0-1-8)
7 =
322/0-3-8 (min. 0-1-8)
Max Horz
8 = I
135(LC 9)
Max Uplift
8 =
-91(LC 9)
7 =
-148(LC 9)
Max Grav
8 =
322(LC 1)
7 =
322(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-129/283, 3-4=-129/283
WEBS
2-8=-208/299,1 4-7=-208/299
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=1241rnpH; TCDL=5.Opsf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B;IEncl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; enclyertical left and right exposed; porch right
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load, nonconcurrent with any other live loads.
4x8 =
6.00 F12
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 91 lb uplift at
joint 8 and 148 lb uplift at joint 7.
LOAD CASE(S)
Standard
wo)"iep-rledttpnetpAlfPii"WA-II3Gr B!SrsTttlPmillt IfINS8(GA:Tf188ffUSIDRj eL9]')BIXlod' SNiAi lees.Te;ilpltdppe,eadm nleed odesnt§sl!ns DesiQ Lt iyiRv"ed th AeNupT.1e¢u@,I.E.relueae Slet1141ne. Utiasal-a dadeetle TDD,a!p
kdTEemetmsjles seilit: etdfirteeTDDtkedd. AssIms Withyow(i.e.SpAq Ugme;.tlstd tomrTODtpesedsnrtvptma att, prdnloid creased.lu'leilUrty'e'11tltsipelthsmeieTms tep!delittItWnly.aAUKI. N f.Kpeeteoptus. ldgatbee!,$,#a" Anthony T. Tombo lll, P.E.
sAlK,dt!l. nlfiefesdAaYslnit Mimi. 'Ike %aw!alit Too mlmfielf at d6t Tress. mdiw hf-.swidt, inlAmn ad empsitke a sespo'Adrd 280083
me k:'hp7es 5;e slfshtH. A-, W&I a NIDDuella p�ttsn selpilan.s dtee Weal MIM.StemptsMit's szshs±sN3eLess Deupa,T ess Uei F!sgnerwtrsnsgmts:+^ee,«i:s 4451 St. Lucie Blvd.
t#srdulaied 1pdhdsM epedepeursiM1q 1p dl pert:tsia sei IDeTmsCesiz Eepuns is 801 ke 8a:dnp Oes!pnr,tsTress Spdsa Eyieeerdmppen9ap. Alsglda.4kms emus da�el laTlbl Fort Pierce, FL 34946
(01wighl02016A-1bofTsosses-AnlhonyI.Tembo01,P.1. keproduabedthisdotumenl,inneyfaem,ispmhihAedwithculthewiivenpesmissionhomA-IfloofTtusses-AntbnyT,Tomb III, P.L
Job
Truss
Truss Type
qty
ply
WRMSCM1516B1L
T06SGE
Common Structural Gable
1
1
A0013123
Al Roof Tnssses Fnrt Pierre
FI 3dQdR .1o�P n@ 1 W
Job Reference (optional)
g a ss.com Run. 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MITek Industries, Inc. Wed May 2 15:12:47 2018 Page 1
I D:Id_0OXyyT61 Bi_TXo ljwH HzefvK-TO W D9Vm iRN RIj2S7Zmg_gSpZgyr��TgW OmupfjYOXzKW N E
1 4-0 1-2 4 4 6 0 7-9 12 9 0 0 10-4-0 1,
1 4-0 1-2 4 3 3-12 3-3-12 1-2 4 104-0 It
4x8 =
6.00 FIT
3x8 = 3x8 =
1-2.4 9-0-0
1�8 7-9-12 7- -8
1.0.8 6-7-fd 0- 112
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.23
Vert(LL)
0.09
9-10
>915
360
TCDL 10.0
Lumber DOL
1.25
BC 0.38
Vert(CT)
0.07
9-10
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.09
.
Horz(CT)
0.00
9
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MITek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
10 =
415/0-3-8 (min. 0-1-8)
9 =
415/0-3-8 (min. 0-1-8)
Max Horz
10 =
147(LC 11)
Max Uplift
10 =
-185(LC 8)
9 =
-120(LC 13)
Max Grav
10 =
415(LC 1)
9 =
415(LC 1)
FORCES. (lb)
Max. Camp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
3-4=-95/254, 4-5=-95/253
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=5.Opsf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed; porch left
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
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 nonconcurrent with any other live
loads.
7) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 185 lb uplift at
joint 10 and 120 lb uplift at joint 9.
LOAD CASE(S)
Standard
o?
T
N
PLATES GRIP
MT20 244/1'90
Weight: 84 lb FT = 10%
Gudq•Plee:etlurgHiredtwlie'A-I10Cf TIDiSs3 rSEgEI"y6[63it iEWiafOP:d11AS3f1�DN{�e7;1.(KIU�iFv?4EMr'Petffi. rHCf dtSlge r[ieIDNtR FdflN111?S DI IIISTIESS DPSipSDreetgilL�VS IN IeIIgrT.Ie2I9Iii,r.EMdl3e Gitl Ee'e'ee!e. DBIG!gkt;vlSl dtled eGPiPTDD,[9:'�
MTe4oramr p!Fes sidl:i eufhrNaTDD la ie eUll.FSeTUAI Desip hplcx2{I.e,Sge:Idfr Wwl'th Sews yTDD relmtds irmpmn am grsfnsmdrglewrlrgnynaNlrtg.or lie despa. or slq,Tmss dtpiad wkeTOWT,viler VI -I. The d?lpn mrimpim, Ird.Vwo.s. smdil Anthony T: Tombo III, P.E.
.dosednEaNsst!.qldllgis0e«spnsUdydheanto0e0-ssi"N.itdoplulk.l1trOmlyeS0tknderldtaltl,As6fmdNelerdkz:dsirdeudKI.TiegpnvW lie TDOcdmOddesedheTnu,edefigiadx}age,Ushllo0nudkniSShch�e!p�a: d YTomb
Zt0atw:la7Jts� �rt!(ts�t!s�,Glla%ssPmsalhlDDedliepr�ites®dpddnesdtltlnikqrsapmemSdetyhbatliae{t(YprNis4dbyTArdS6GineMdemdMpe!!dp:9un TPNdtiwsQernP- I'esadb'¢sE1eT.n:Mpff,LnsDe!:y,:�g�eerc Mrssar,dre«e,,a ss g451 SG 0083 Blvd.
rter luhareporeamrpedepv®mrrITOImesleedrd TietressUsofgimrlsACT u�Mai enlpsr,erinsspc.Egnrura lsq ADgidadtrosmmderad0111. Fort 1St.Pierce, Lucie Blvd.
TopyTigh102016A-lioolleusses-AmhonyT.TomboIll,pd. EeprodudioaofThis dommenf,inaayferm,isprobibitedwithootthewritlenpermission hors A-lfloolTrosses-AnthanyLTombDIll, p.E.34946
Job
Truss
Truss Type
Qty
Ply
A0013124
WRMSCM1516B1L
VM02
Valley
1
1
Job Reference o tional
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:47 2018 Page 1
z_ ID:Id_0OXyyT61Bi TXoljwHHzefvK-TOWD9VmiRNRIj2S?Zmg_gSpcmyr9W19upfjYOXzKWNE
2-0-0
2-0-0
6.00 12
2x4
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/clef!
L/d
PLATES GRIP
TCLL 2010
Plate Grip DOL
1.25
TC 0.04
Vert(LL)
n/a -
n/a
999
MT20 2441190
TCDL 10. 0
Lumber DOL
1.25
BC 0.02
Vert(CT)
n/a -
n/a
999
BCLL 0. 0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00 2
n/a
n/a
BCDL 710
Code FBC2017/TP12014
Matrix-P
Weight: 5 lb FT = 10%
LUMBER -
TOP CHORD; 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORDI
Structural wood sheathing directly applied or 2-0-0 oc
purlins.
BOT CHORD'
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
51/1-11-8 (min.0-1-8)
2 =
41/1-11-8 (min. 0-1-8)
3 =
10/1-11-8 (min. 0-1-8)
Max Horz
1 =
28(LC 12)
Max Uplift
1 =
-8(LC 12)
2 =
-28(LC 12)
Max Grav
1 =
51(LC 1)
2 =
41(LC 1)
3 =
23(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mpli; TCDL=5.Opsf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B;IEncl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed; end, vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)' This truss has been designed for a live load of
20.Opsf on thel 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 atjoint(s) 2 considers parallel tograin value
using ANSI/T•RI 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 8 lb uplift at
joint 1 and 28 lb uplift at joint 2.
LOAD CASE(S)
Standard
Zhk'rtaa}f'ta;e limsai JnsRaNa'AT tG0ET1USSESrSaurjM6Elat TENStfCYG7!@Y1IARCN;IU!EI",�ltrT7iS1t0;;LL?!Tt€a. re!R.liR pseaN:sultes!voleswMis'vets Lasys frt ier{!OC6m!>Sr.ed!asp T.tsals II;,rE.lt`.xteett Slediebse W. !'cloy; tatexist s!thdmEeTvQ, atlp
ATtevreed"19ts ski les:e!ltrtu fL; Is k rdii lsattss E4rte Ealueet{i<.,Srvs=�lta tnj,,ntttdtt6pro-t=rt;:s:W�tttm!e>�srdttsivs ap�tu'sy+rzsrws z'9rM4'tG.dpedeie sh3lxLest kEUelw:eTSltei.,wlelEFl, fde lesiltessoayem, Iw!�m!':ws: st'd?itr Anthony T. Tombo 111, P.E.
ne tsedld:it:ss les tzp W'fap is*�.n:ptet r:tpolie Cwtss,hv,9sttitMltrzdayed st ilx!ky)sdfxr,hNt st<tcti deltLtktlKv�lit lxd rnWapvtlseal itlL Th rfEsesila!1:1-0alspfieN utx dt (ms:a :ap SafluE. spuepe, tst ?:ena e: knnq sSell leas sapaseil'rd 180083
nt t�lful Wtipts al feehelo. SOa:tes ueMn3:T;3 td3apsces tvllelt5ves d�!etcvtr!(a�vstl Slot iatcrzras(YiiJpdSsklipTN svl3U tte rdxnula'pa!si 6=itute. plFf!!faas6eftstnuiil:':iss wll+tasd5e tstt:cacw,inu hvlt Er�vex mlirnsNzdtCser,ea'ess 4451 St. Lucie Blvd.
tltn�iu atfoN elntwht;t vaetl qm it.!_iul kpoiyalin grthtl. EG SttS pttilt Em-y�a;tzis!6T ht relligPxsi}ttt.ts Tttts1;stt2 Esxtwtlutielfq. l9 tgit;liui lz!ae atndeTrttl islPil. Fort Pierce, FL 34946
(a�pyrigb t2016A.1Roof Trusses -Anlbonf,LTombeIII, P,E, ReptaduKfoaal this detumenl,inany feim,ispvabibifedwilbutthe wtinenpermission fionsA-iRoof Times - Whey LTombo11131 _
Job
Truss
Truss Type
Qty
Ply
A0013125
WRMSCM15161311-
VM04
Valley
1
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15.12:47 2018 Page 1
ID:Id 0OXyyT61BI TXoljwHHzefvK-TOWD9VmiRNRIj2S?Zmg_gSpZfulygfWl,9upgYOXzKWNE
4-0-0
01
a
a
2x4
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in (loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.25
Vert(LL) n/a -
n/a
999
TCDL 10.0
Lumber DOL
1.25
BC 0.11
Vert(CT) n/a -
n/a
999,
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00 2
n/a
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 oc
purlins.
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 quide.
REACTIONS. (lb/size)
1 =
125/3-11-8 (min. 0-1-8)
2 =
101/3-11-8 (min.0-1-8)
3 =
24/3-11-8 (min. 0-1-8)
Max Horz
1 =
69(LC 12)
Max Uplift
1 =
-20(LC 12)
2 =
-69(LC 12)
Max Grav
1 =
125(LC 1)
2 =
101(LC 1)
3 =
57(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf, h=15ft;
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) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurr66t 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) 2 considers parallel to grain value
using ANSIIrPI 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 20 lb uplift at
joint 1 and 69 lb uplift at joint 2.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/1190
Weight: 12 lb FT =10%
OneaF •Peou 6aiseTStj wo tWi; loom SEs(saur;.aism IRAs L EOROMRS (C19N(tUTEI jiW7klED6a:aT (et4 FNd!!tP¢aFattNwi nl neI "Its tetdt'i315 Uti1Fn (periepODOjm! 5! t'o!>:ai} T.TanN IG,F.E.IrhteeuSltn lane M. '.� ti nd'"ist ides ONIDII,aly
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eddmtuldi Isar In C"t;..eri'�eteiFtas.;aFditCrPn,fe0s3ti itttgNntF rgnsa 6a dm;vap33,itr!tie.trdtkttT4Rt tlitedde i«elfniieruh a>litl.l. Tktflrttdu'dti�ttdwttitMutdlktims, i're2; 5ntl�. pngs&sz.'ttiteaF&nfythll>!A!elspwuit'Fd 480083
'!itI.TI6Fr451ElHt�tlAihi.SlliAeifieMO°J1TBvi1GYF!iC%ntklltt:t=L:i6E43EtiFm3dEiliifM0t3GPoiGS11FBLtefIMeFEte{$G':tl!(EINn(eFENFtY'!IFriip(ITPIEF3143ii'�tiEiFSttILL::HG'IFFAItinurR°T:HSiV40'N,imiPenF3r3FuwmeinxllaEehGnr,faNi 4451St. LueieBlvd.
tpt.i3sE ssEt(uyNltslttsF tpcs�nn ��F. e;anioen�EetNn�7itit FnuFasiFtn:e?itis7sieoErgrerder,krAfuFl3egihtutfeu:ateslFtditTki, Fort?Eerce,FL 34946
ZE .(opytitibIVIONA-iRoo !Trusses-AolbooyLiamboiil,P.l. ReptadunionolIbis dcmmut,inany lorm,isptahibitedwithout The wiitienpetadssionhonsA-IRoolbusses -AathooyMomboIII, P.l.
Job
Truss
Truss Type
Qty
Ply
WRMSCM1516BIL
VM08
Valley
1
1
A0013126
Job Reference (optional)
Al Roof Trusses,t'ort Pierce, FL 34946, design@a1truss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:48 2018 Page 1
1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-xC3bMmKChZ9LC1B7UCDMfLfIMBHFUP12JT5wzzKWND
4-0-0 6-0-0
4-0-0 2-0-0
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 = 193/5-11-8 (min.0-1-8)
4 = 19315-11-8 (min.0-1-8)
Max Horz
1 = 70(LC 12)
Max Uplift
1 = -42(LC 12)
4 = -54(LC 9)
Max Grav
1 = 193(LC 1)
4 = 193(LC 1)
FORCES. (lb)'
Max. Comp.A'ax. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Unbalanced roof live loads have been considered for
this design. 1
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1,60
3) Provide adequate drainage to prevent water podding,
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psfpottom
chord live load; nonconcurrent with.any other live toads.
6) ` This truss has been designed fo`r a live load of
20.Opsf on theibottom 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.
Standard
3x4 =
3x4 =
3
Nii,j•F ,ftvMi,±lsw tie '1 irnmusSES[S`?r'4'`tEDIUM5aiDN0fi7N50.i3r9Y;"IVRI"A:CSDNLE054i51"era.INNiop prraMus tared Wts±t Ibis's»s DeOps In-1 ODt ed 6!As' myT.6zia IP.P.:.I.!wew!$1t±Win aY., Cat!; 9'�eYiSt 1M±E to SR7 D; iah
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tist.8lug[nsggesrd6ekrir. rawnsd Meneli sd2e gr±cus uly-.ie!:c±id?ssCs.!CagCesrumSfits teicrermD(SppksS±d HTFl uiSt(I ae r±!t<eeMkgen�dgdtexs.RgiH'alsti±nsp±siiif;nollnas d3±Trsss Sr,:d±!:rlruCevga(yieeef adirnsNndeean,�ess
Barr•Fule!xr1Te(rshxlyite(ya6ni`¢gbpupsttusq?O:tt.itiUrsshsipEe*ees:iseDi6sln'UdgDesigees,elTnssS!steaEqu±rdxphil�y.LlgiWMagg„a;snufdustnrhf. or, eTcLucie3494
� For, Dierce, FL 34446
Eapysigbi02016A-TRoolhasses-Andony1.Tombe111,P,E, Replodu:bone]Ibis dtameat, in any loses, isprobibitedwitboulIbewsittenpesmissiaafrom Ad loaf Tiussn-AnPooaytInaba III, P.E.
Job
Truss
Truss Type
City
Ply
WRMSCM1516B1L
VM10
Valley
1
1
A0013127
Al P—f T.-- I=— 0;---
rr —CSAc
_
Job Reference o tional
y„� a,� �,•. rt aura. o. rcu s Nuv i2 cui f rnne 8.i2u s Nov iz 201 t MI IeK Industries, Inc. Wed May 2 15:12:48 2018 Page 1
ID:Id_0OXyyT61Bi_TXoljwHHzefvK-xC3bMmKChZ9LC1 B7UCDMfLkctAAvFTV12JT5w=mND
8-0-0 s
8-0_0 X
2x4 5
1.5x4 11
1.5x4 II
4
1.5x4 II
LOADING (psf)
SPACING-
2-M
CS1.
DEFL.
in (loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.22
Vert(LL)
n/a -
n/a
999
TCDL 10.0
Lumber DOL
1.25
BC 0.11
Vert(CT)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.12
Horz(CT)
0.00
n/a
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
89/7-11-8 (min.0-1-8)
4 =
111/7-11-8 (min.0-1-8)
5 =
335/7-11-8 (min.0-1-8)
Max Horz
1 =
147(LC 12)
Max Uplift
4 =
-49(LC 12)
5 =
-147(LC 12)
Max Grav
1 =
89(LC 1)
4 =
111(LC 1)
5 =
335(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-275/117
WEBS
2-5=-272/410
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft;
Cat..11; Exp B; Encl., GCpi=0..18; MWFRS (envelope)
and C-C. Extehor(2) zone; cantilever left and right
exposed ; end:vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.66 plate grip DOL=1,60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed fora 10.0 psf bottom
chord live load nonconcurrent with any other live. loads.
4) . This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 49 Ib uplift at
joint 4 and 147 lb uplift at joint 5.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 31 Ib FT = 10%
(neap-rou itts41110'40Nr'1`rC7tlip:SES{SIl't�M'AW(IfttiS(EUNO±fFpMSe7pdl;;"tURi'�{C(dpirlfpeYtSi'±ea. Tenh,ks{ayeas�.rs saisnlullt re Nis Lan penga ks+igfipp)oi: edtxq I:Tsnts p',fLidnewtSietNetese eat. l'r essa'snnu szhdmMc TfRuh,
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"� (optrfgbC 2gIdA-1Roo(frosses AnibooyL(omhalp,P.E. Fort Pierce, FL 34946
Reptodo;fiotIF.iShuninent,inantfosm,ispsnkibitedwithoutMewrittenpumissfonfromAd E.Roof bosses-AotdonyLtomboIII,P.
mn
Job
Truss
Truss Type
Qty
Ply
WRMSCM1516BIL
VM12
Valley
1
1
A0013128
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@aitruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:49 2018 Page 1
ID:Id_0OXyyT61Bi TXoljwHHzefvK-POdzaBoyz?hOzLcNhBjSvtuu?IVC_uVBGzCffQzKWNC
10-0-0
10-M
1.5x4 II
3
REACTIONS., (lb/size)
1 = 124/9-11-8 (min. 0-1-8)
4 = 145/9-11-8 (min.0-1-8)
5 = 414/9-11-8 (min. 0-1-8)
Max Horz
1 =I
188(LC 12)
Max Uplift
4 =
-64(LC 12)
5 =
-182(LC 12)
Max Grav
1 =
124(LC 1)
4 =
145(LC 1)
5 =
414(LC 1)
FORCES. (lb),
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown. I
TOP CHORD
1-2=-315/128
WEBS
2-5=-330/465
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposedC-C for members
and forces & MWFRS for -reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0, psf bottom
chord live loadnonconcurrent with any other live loads..
Wang -Frost finragf!f11BY. th%l gc91RU;SESrSmaq Rsuil lu' si(9N0!ttGpS(oSiCN"!U!EI"g(Ck7it[dEV.Ei'rfBra. Ped3g?s!'??g8t9N?t5ttgI<•sI ltllS It tkif ifnt5 Dttig4 DNt)'IeJrDp)t�^.�3 :k�tJ T.1)AIBIP,g.E.lErttlRt:littl{lEtlf 05t. Uf;B;s o'SB!.istsMelsctEtT D. t@I;
g6is'erinrglafes sta:I le e;erM?i. EN it is i1ms7esiseCagiuer;le Sgrrwq(a}B>.nl, fit std am MgrEr.'ecems aB)-I:gtaed Gh FrBhtnua ngnrnig respuc3:'¢rtBrg: darigadsis si)glr iresr lymedeas!T) Ir, alff K1, Exdesigsesn P.M.. kssgm{lar; W*!n. Anthony T. Tombo 111, P.E.
ai,!t61hsIressIII osrhid's3:st. rtgtos:V.igeit GAar.,fit Orrr.'pslger rdrgtn afiull d;:3Rsr .kf.Vie' a wit.dt It, alit, ladbill.;Z4.41Pld,(I llt loss; M'e3zgirse"j.strap, skill it Atasgxnsiiil'r d ; 80083
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Meese dtteeg traGsha;l rpettrgceit.r+tgEprgclas iwtf:tETli Lss Riga Etg;ust is 47i lieldtlag0esi3nn.r Trass 33siea EgiwcdmlrilGq. itt+fthiieitttas aendefixt it TNl. For, Pierce, St. Lucie
Blvd.
(opyrigb102616A-1RoofIrusses-A¢lbouyf.Inds III, RE, Repiodarlionofibis dafumsal,inany form, isprobibil¢dwilboullbewrittenpermission from A-1 Roof Lasses•ArAwayLiom.SaIII, P.F.
Job
Truss
Truss Type
Qty
Ply
A0013129
WRMSCM1516131L
VM14
Valley
1
1
Job Reference (optional)
Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:49 2018 Page 1
I D:I d_OOXyyT61 B i_TXo 1 jwH HzefvK-POdza Boyz?h OzLcN hBjSvtus3KB_uABGzCfTQzKW NC
12-0-0 s
12-0-0
i
3x4
1.5x4 II
1.5x4 II
3
1.5x4 II
LOADING (psf)
SPACING-
2-M
CSI.
DEFL.
in (loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TIC 0.43
Vert(LL)
n/a -
n/a
999
TCDL 10.0
Lumber DOL
1.25
BC 0:30
Vert(CT)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.16
Horz(CT)
0.00 4
n/a
n/a
BCDL 7.0
Code FBC2017frPI2014
Matrix-S
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
153/11-11-8 (min.0-1-8)
4 =
174/11-11-8 (min. 0-1-8)
5 =
503/11-11-8 (min.0-1-8)
Max Horz
1 =
229(LC 12)
Max Uplift
4 =
-77(LC 12)
5 =
-221(LC 12)
Max Grav
1 =
153(LC 1)
4 =
230(LC 19)
5 =
503(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-365/149
WEBS
2-5=-402/534
NOTES-
1) Wind: ASCE 7-10; VuIt=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft;
Cat. ll; Exp B.; Encl., GCpi=0.18; MWFRS (envelope)
and GC Exterior(2), zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.61[y plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed fora 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, with BCDL =
7.Opsf.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 77 lb uplift at
joint 4 and 221 lb uplift at joint 5.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 48 lb FT =10%
�nxg P'p;t 1eaiklSlt tyala>. Ge'I; ICOTTICSSES;'SilE(%5EMEliI lE'kNi d,iClgm7MSTGi1CY �U1TiY IEr17MEED5k?3r'«es Y«If,.!{slyepseaetes ni resd v«as is oil mass De:ip [rrriey Dltni 4e 4,!SoafI.Iaaf. C',I.E. r{(NtRe! S'aeet 4etne ne. iktessa'ie!*:is{ smMretk P'C, aelT
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(epyrigbt;t016A-1Roof Trusses -Ir,tboayT.hicbotll,P.L Replsda, an of ibis desameabincoy farm,isprohibited wilboalthe wrinenRetmissionfrom AdRoof Trusses AothanyT.Torch 111,P.T.
i
JANUARY 17, 2017
b
i
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
1 772-409-1010
16
TYPICAL HIP / KING JACK CONNECTION I STDTLO1
CORNERSET GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 175 mph, ASCE
7-10, Exp. B, C up to 60' Mean Roof Height,
and Exposure D up to 30' Mean Roof Height.
Attach End Jack's
w/ (4) 16d Toe Nails @ TC
& (3) 16d Toe Nails @ BC
I(lp;ednAlOA
Attach King Jack w/ (3) 16d Toe
,Nails @ TC & 24" Strap w/ (6)
10d x 1.5" ea. end @ BC
Attach Corner Jack's
x w/ (2) 16d Toe Nails @ TC &
2 BC (Typ)
0
t`
ttach Corner Jack's
r/ (2) 16d Toe Nails
@ TC & BC (Typ)
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ak4 {krnso-iei Ne6afaRti, Foft Pierce, FL 34§46'
pewssiaa hafnkl Taoihwes-AtAeny L Inho l3 ,U
FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD J „
HORIZONTAL BRACE 2XG DIAGONAL BRACE SPACED 48'
(SEE SECTION A -A). D.C. ATTACHED TO VERTICAL WITH
TRUSSSES @ (4) - 16d NAILS, AND ATTACHED TO
F- 24' D.C. BLOCKING WITH (5) - 10d COMMONS.
Y - 3' MAX.
DIAG., BRACE
AT 1/3 POINTS
IF NEEDED
IT IS THE RESPONSIBILITY OF THE BLDG.
DESIGNER OR THE PROJECT ENGINEER/ARCHITECT
TO DESIGN THE CEILING DIAPHRAGM AND ITS
ATTACHMENT TO THE TRUSSES TO RESIST ALL
OUT OF PLANE LOADS THAT MAY RESULT FROM
THE BRACING OF THE GABLE ENDS.
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 '(MIN3.
PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
AND THE TWO TRUSSES ON
\BRACE
SIDE AS NOTED. TOENAIL
\EITHER
BLOCKING TO TRUSSES WITH (2) -
\
\
IOd NAILS AT EACH ENO. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
\
(5) - 10d COMMON WIRE NAILS.
END WALL
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAIL SCHEDULE.
METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG
SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL
NAILING SCHEDULE:
- FOR WIND SPEEDS 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131'
X 3') NAILS SPACED 6' D.C.
- FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-9B, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d ,
(.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM).
STRUCTURAL
GABLE TRUS'
-
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL
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
\S ARE NOT ADDRESSED HERE. /
STANDARD GABLE /
\ SS /
---I—URAL
TRUSS
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/STUDS ONLY.
JUL Y 17, 2017 STANDARD PIGGYBACK TRUSS STDTL04
CONNECTION DETAIL
THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS:
a ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE
CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN
DRAWING FOR UPLIFTS.
T NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24" O.C. OR LESS.
-
A-1 ROOF TRUSSES
4451IST. LUCIE BLVD.
FORT PIERCE. FL 34946
PIGGYBACK TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL PIGGYBACK TRUSS INFORMATION.
SPACE PURL'INS ACCORDING TO THE MAXIMUM
SPACING ON THE TOP CHORD OF THE BASE TRUSS.
(SPACING NOT TO EXCEED 24' O.C.) A PURLIN
TO BE LOCATED AT EACH BASE TRUSS JOINT.
ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2" X 8"
TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48" O.C. PLATES
SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48" O.C.
STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH
FOUR (4) 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM
UPLIFT CAPACITY OF 377 LBS. AT EACH 2" X 8" TEE -LOCK MULTI -USE
CONNECTION PLATE. (MINIMUM OF 2 PLATES)
ATTACH EACH PURLIN TO THE TOP CHORD OF
THE BASE TRUSS.
(PURLINS AND CONNECTION BY OTHERS)
BASE TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL BASE TRUSS INFORMATION.
I
•
An'€h6ny 7: Tombp 111,.P.E:
84t}&3;
Sl_SE.I
F�tt:Pierce,FL 34346;-
I
JULY 17, 2017 I TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL65
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
VALLEY TRUSS
(TYPICAL)
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6" O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
DETAIL A
GENERAL SPECIFICATIONS:
1. NAIL SIZE = 3" X 0.131" = 10d
2. WOOD SCREW = 4.5" WS45 USP OR EQUIVALENT.
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND
SECURE TO BASE TRUSSES AS PER DETAIL "A".
5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
6. NAILING DONE PER NDS - 01.
7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
a BASE TRUSSES
^' ^'_E END, COMMON
3S, OR GIRDER TRUSS
TRUSS CRITERIA:
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 ,
CATERGORY II BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24" O.C. (BASE AND VALLEY)
SYP TO THE ROOF W/ TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
WS45 (1/4" X 4.5") WOOD SCREWS
INTO EACH BASE TRUSS.
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FEBRUARY 5, 2018 I TRUSSED VALLEY SET DETAIL I STDTL06
R
' GENERAL SPECIFICATIONS:
1. NAIL SIZE = 3" X 0.131" =10d
2. WOOD SCREW = 3"WS3 USP OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL
W.
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
A-1 ROOF TRUSSES 6. NAILING DONE PER NDS - 01.
4451 ST. LUCIE BLVD. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. .
FORT PIERCE, FL 34946 TRUSS, OR GIRDER
772-409-1010 TRUSS
__T___ __ ______ __ ___
II II 11 II II 11 II II II II
II II II II 11 II II II II II
I I II II 11 II II II
II Ig II II 11 g Ig
11 II II II II II 11 gl
II II II II I 11 II
11 11 Ij II II II J.
I II II I I
I II II II 1' II
1! ;1 II II
11 1j II
II li BASE TRUSSES
VALLEY TRUSS I
(TYPICAL) II
GABLE END, COMMON
LL TRUSS, OR GIRDER
VALLEY TRUSS TRUSS
P 12
(TYPICAL)
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6" O.C.
DETAIL A
(NO SHEATHING) N.T.S.
SEE DETAIL "A"
BELOW (TYP.)
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE: 1.60
ATTACH 2X4 CONTINUOUS #2
MAX TOP CHORD TOTAL LOAD = 50 PSF
SYP TO THE ROOF W/ TWO LISP
MAX SPACING = 24" O.C. (BASE AND VALLEY)
WS3 (1/4" X 3") WOOD SCREWS
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
INTO EACH BASE TRUSS.
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800113
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I
JULY It, 2u1I I (HIGH WIND VELOCITY) "� I STDTL07
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
ATTAC
WIND DESIGN PER ASCE 7-98, ASCE 7-C
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE: 1
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24' O.C. (BASE AND VAL
SUPPORTING TRUSSES DIRECTLY UNDI _
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 1 O' ON AFFECTED
TOP CHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER.
NON -BEVELED
BOTTOM CHORD
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
/i\
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
MAXIMUM 6112 PITCH .
L
B
CLIP MUST BE APPLIE
THIS FACE WHEN F
EXCEEDS 6/12 (MAX
12/12 P'.
+mvann Lnw 1.1 ➢en{Trarru.lrn6,u.i T TgRA.III D G'
Akhony 1 506o 111,.131;
80083
4451 St.lucie Blvd;
Fort Pierce; K. 34046
IROARY ,. L 17, 2017 I STANDARD GABLE END DETAIL I STDTL08
is
rant:
is
is
i
is
a�
r".rrr
A-1 ROOF TRUSSES
145 ST. LUCIE BLVD.
)NPIERCE, FL 34946
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/lOd NAILS, 6' D.C.
VER1
STUD
SECTION B-B
409-1010 TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
DIAGONAL BRACE 4' - 0' O.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
* DIAGONAL BRACING
REFER �TO SECTION A -A
NOTE:
VERTICAL
2X6 SP OR SPF
STUDWBRACE
#2 DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED G' O.C.
(2) 10d NAILS
INTO 2X62X6
SP OR
SPF #2
2X4 SP OR
SPF #2L
HORIZONTAL
NAILED TORTICALS
SECTION A -A
W/(4) - 10d NAILS
12 PROVIDE 2X4 BLOCKING BETWEEN
Q VARIES TO COMMON TRUSS THE FIRST TWD TRUSSES AS NOTED.
TOENAIL BLOCKING TO TRUSSES
* WITH (2) - 10d NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
** L - BRACING REFER
TO SECTION B-B
3X4 =
•24- MAX.
1. MINIM M GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
SYSTEM.
4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
BETTER WITH ONE ROW OF 10d NAILS SPACED G' O.C.
5. DIAGONAL BRACE TO BE' APPROXIMATELY 45 DEGREES. TO ROOF DIAPHRAGM
AT 4' 1- 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 ,
STUDSI WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A)
7 GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240
(4) Bd NAILS MINIMUM,
PLYWOOD SHEATHING TO
2X4 STD SPF BLOCK
12' MAX.
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE
9. DD NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS
TRUSSES. IF NEEDED
10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X35' COMMON WIRE NAILS
RESPECTIVELY.
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 05-01-12
BY SPiB/ALSC.
I
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
2X4 SP #3 / STUD
12" O.C.
3-8-10
5-6-11
6-6-11
11-1-13
2X4 SP #3 / STUD
16" O.C.
3-3-10
4-9-12
6-6-11
9-10-15
2X4 SP #3 / STUD
24" O.C.
2-8-6
3-11-3
5-4-12
8-1-2
2X4 SP #2
12" O.C.
3-1045
5-6-11
6-6-11
11-8-14
2X4 SP #2
16" O.C.
3.6-11
4-9-12
6-6-11
10-8-0
2X4 SP #2
24" O.C.
1 3-1-4
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 TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH Ibd NAILS G' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
907 OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR.SP #2.
ROOF
SHEATHING
(2) - 10d
NAILS
TRUSSES @ 24' D.C.
2X6 DIAGONAL BRACE
SPACED 4B' D.C. ATTACHED
TD VERTICAL WITH (4) -
16d NAILS, AND ATTACHED
TO BLOCKING WITH (5) -
10d NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
END WALL
MAX MEAN ROOF HEIGHT = 30 FEET
EXPOSURE B OR C
ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
FEBRUARY 17, 2017
i
-BRACE / I -BRACE DETAIL
WITH 2X BRACE ONLY STDTL09
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
VOTES:
f—BRACING / 1—BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACIN[
;S IMPRACTICAL. T—BRACE / I —BRACE MUST COVER 90% OF WEB LENGTH.
PHIS DETAIL NOT TO BE USED TO CONVERT T—BRACE / I —BRACE WEBS TC
:ONTINUOUS 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)
NAILS
SPACING
li
BRACE
SIZE FOR ONE -PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T—BRACE
2X4 I —BRACE
2X6
2X6 T—BRACE
2X6 I —BRACE
2XB
2X8 T—BRACE
2X8 I —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
2X8
2X8 T—BRACE
2X8 I —BRACE
T—BRACE / I —BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS
WEB
NAILS
I -BRACE
i
NAILS
WEB
T-BRACE
SECTION DETAILS
FEBRUARY 17, 2017
.r
A-� ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
1 772-409-1010
LATERAL BRACING RECOMMENDATIONS I STDTL10
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2X6 '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 END TO END, 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
INSERT WOOD SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (DO NOT
ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
WEB WITH (3) - 10d SCAB WITH (3) - 10d
NAILS (0.131' X 3') NAILS (0.131' X 3'). r ATTACH TO VERTICAL
NAILS (0 313WITH )X X)
�� tee.. I .-.' ��� ►� i
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
USE METAL FRAMING-' --ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) - 10d
TO BOTTOM CHORD NAILS (0131' X 3')
TRUSS 2X6 4' -
STRONGBACK (TYPICAL
r ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - 10d NAILS (0.131'
X 30 IN EACH CHORD
ATTACH TO VERTICAL
SCAB WITH (3) - 10d
NAILS (0.131' X 3')
0' WALL
SPLICE) (BY OTHERS)
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0.216' DIAJ
INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (DO NOT
USE DRYWALL TYPE SCREWS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS -A MINIMUM OF 4' - 0' 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)
FEBRUARY 17, 2017 1 LATERAL TOE -NAIL DETAIL I STDTL11
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45" WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS
SHOWN).
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
DIA
SP
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
o
J
.135
93.5
85.6
74.2
72.6
63.4
.162
108.8
99.6
86.4
84.5
73.8
ri
.128
74.2
67.9
58.9
57.6
50.3
c�
Z
0
J
.131
75.9
69.5
60.3
59.0.
51.1
.148
81.4
74.5
64.6
63.2
52.5
N
Mi
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) = 291.5 LB MAXIMUM CAPACITY
ANGLE MAY
VARY. FROM
30° TO 60"
45.00'
ANGLE MAY
VARY FROM
30° TO 60"
w
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
SIDE VIEW
(2X4) 3 NAILS
NEAR SIDE .
NEAR SIDE
NEAR SIDE
45.00°
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE'
30°
FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE. FL 34946
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
NOTES:
TOE -NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA.
SP
OF
HF
SPF
SPF-S
L7
.131
59
46
32
30
20
Z
O
-1
.135
60
48
33
30
20
('7
.162
72
58
39
37
25
J
2
CD
.128
54
42
28
27
19
F-
Z
Z
OJ
.131
55
43
29
28
19
W
.148
62
48
34
31
21
—1
�
J_
N
Z
.120
51
39
27
26
17
0
Z
.128
49 _
38
26
25
17
O
.131
51
39
27
26
17
J
.148
57
44
31
28
20
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 END AS SHOWN.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ACILDWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWD 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 3.5') WITH SPF SPECIES TOP PLATE
FOR WIND DOL OF 1.33:
3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
FOR WIND DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 1.60 (OOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LBS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
I
USE (3) TOE -NAILS ON 2X4 BEARING WALL
+* USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR S:
]0
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 I STDTL13
AAW
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
1.0 x 4
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.
FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I - STDTL1'5 I DAMAGED OR MISSING CHORD SPLICE PLATES
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK.
X
(INCHES)
MAXIMUM FORCE (LBS) 15Y LOAD DURATION'S
SP
OF
SPF
HF
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
20
30
24'
1706
2559
1561
2342
1320
1980
1352
2028
26
39
30'
2194
3291
2007
3011
1697
2546
173E
2608
32
48
36'
2681
4022
2454
3681
2074
3111
2125
3187
38
57
42•
3169
4754
2900
4350
2451
3677
2511
3767
44
66
48'
3657
5485
3346
5019
2829
4243
2898
4347
DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d 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
• 10d NAILS NEAR SIDE
+ IOd NAILS FAR SIDE
X' MIN
6' MIN
THE LOCATION OF THE BREAK MUST BE GREATER
THE REQUIRED X DIMENSION FROM ANY PERIMETER
AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
G. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
-i
I
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THAN OR EQUAL TO
BREAK OR HEEL JOINT
(SEE SKETCH ABOVE).
FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS STDTL16
.low
A-1 PROOF TRUSSES
1451 ST. LUCIE BLVD.
)RT PIERCE, FL 34946
?_ 409-1010
TRUSS CRITERIA:
LOADING: 40-1D-0-10
DURATION FACTOR: 115
SPACING: 24' D.C.
TOP CHORD: 2X4 OR 2X6
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION
NOTES:
1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (14B' DIA. X 3') SPACED 6' O.C.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS 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