HomeMy WebLinkAboutTRUSS PAPERWORKull,
'=Aml iku'llf
=TRUSSES
AFL0R14A,'.:QpI3P0RATIQN,
LL
4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
JAPE 16 2-0 PH: 772-409-1010
Oct FX 772-409-1015
www.AlTruss.com
TRUSS ENGINEERING
BUILDER: RENAR
PROJECT: MORNINGSIDE
COUNTY: ST LUCIE
LOT/BLK/MODEL: LOT:109/MODEL:CAYMAN1763/ELEV:B1
JOB#: 73324
MASTERM WRMSCMB1L15X10
OPTIONS: LANAI 15 X 10(NO VALLEY)
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.
AFLORIDACORPORAMON
RE: Job WRMSCMB1L15X10 A-1 Roof Trusses
4451 St Lucie Blvd
Site Information: Fort Pierce, FL 34946
Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE
Lot/Block: Model: CAYMAN 1763
Address: Subdivision:
City: County: St Lucie State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Cade: FBC2017[TP12014 Design Program: MiTek 20/20 0.0
Wind Code: ASCE 7-10 Wind Speed: 160
Roof Load: 37.0 psf Floor Load: 0.0 psf
This package includes 40 individual, dated Truss Design Drawings and 16 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
1
A0119489
A01
8/30/18
13
A0119501
1301G
8/30/18
25
A0119513
D01
8/30/18
2
A0119490
A02
8/30/18
14
A0119502
B02
8/30/18
26
A0119514
HJ5
8130/18
3
A0119491
A03
8130/18
15
A0119503
B03
8/30/18
27
A0119515
HJ7
8130/18
4
A0119492
A04
8/30/18
16
A0119504
C01G
8/30/18
28
A0119516
HJ7A
8/30/18
5
A0119493
A05
8130118
17
A0119505
CO2
8/30/18
29
A0119517
J5
8/30/18
6
A0119494
A06
8/30/18
18
A0119506
CO3
8/30/18
30
A0119518
J7
8/30118
7
A0119495
A07
8/30/18
19
A0119507
C04
8/30/18
31
A0119519
RA
8/30/18
8
A0119496
A08
8/30/18
20
A0119508
CA
8/30/18
32
A0119520
T01GE
8/30/18
9
A0119497
A09
8/30/18
21
A0119509
CJ3
8/30/18
33
A0119521
T02
8/30118
10
A0119498
A10
8/30/18
22
A0119510
CJ3A
8/30/18
34
A0119522
T03
8130118
11
A0119499
All
8/30/18
23
A0119511
CJ5
8/30/18
35
A0119523
T04
8/30118
12
1 A0119500
1 Al2GE
8/30/18
124
1 A0119512
1 CJ5A
8130/18
136
1 A0119524
1 T05
8/30/18
The truss drawings) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses,
Ltd.
Truss Design Engineer's Name: Anthony Tombo III
My license renewal date for the state of Florida is February 28,2019.
NOTE. -The seal on these drawings indicate acceptance of professional
engineering responsibility solely for the truss components shown.
The suitability and use of components for any particular building is the responsibility of the
building designer, per ANSI/TPI-1 Sec. 2.
The Truss Design Drawing(s)(MD[s]) referenced have been prepared based on the
construction documents (also referred to at times as 'Structural Engineering Documental
provided by the Building Designer indicating the nature and character of the work.
The design criteria therein have been transferred to Anthony Tombo III PE by [Al Roof
Trusses or specific location]. These TDDs (also referred to at times as 'Structural
Engineering Documentsl are specialty structural component designs and may be part of the
projects deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty
Engineer), the seal here and on the Too represents an acceptance of professional Anthony T.
engineering responsibility for the design of the single Truss depicted on the TDD only. The
Building Designer is responsible for and shall coordinate and review the TDDs for
compatibility with their written engineering requirements. Please review all TDDs and all
related notes.
Page 1 of 2
�A-1 ROOF
- TRUSSES
A FLORIDA CORPORATION
RE: Job WRMSCMB1L15X10
No.
Seal #
Truss Name
Date
37
A0119525
T06
8/30/18
38
A0119526
VM03
8/30118
39
A0119527
VM05
8/30/18
40
A0119528
VM07
8130/18
41
STDL01
STD. DETAIL
8/30/18
42
STDL02
STD. DETAIL
8/30/18
43
STDL03
STD. DETAIL
8/30/18
44
STDL04
STD. DETAIL
8130/18
45
STDL05
STD. DETAIL
8/30/18
46
STDL06
STD. DETAIL
8130/18
47
STDL07
STD. DETAIL
8/30/18
48
STDL08
STD. DETAIL
8/30/18
49
STDL09
STD. DETAIL
8/30118
50
STDL10
STD. DETAIL
MOM
51
STDL11
STD. DETAIL
8/30/18
52
STDL12
STD. DETAIL
8/30118
53
STDL13
STD. DETAIL
8/30/18
54
STDL14
STD. DETAIL
W0/18
55
STDL15
STD. DETAIL
8/30118
56
STDL16
STD: DETAIL
8/30118
Lumber design values are in accordance with ANSI/TP1 1-2007 section 6.3
These truss designs rely on lumber values established by others.
N
J
Page 2 of 2
Job
Truss
Truss Type
city
Ply
WRMSCM81L15X10A01
Roof Special
1
1
=RENAGSIDE
A0119489
a1
5x6 =
6.00 F12
5x6 =
6.6 =
4x6G 7 8
4x69 5
W6 3x6 Q
3xd
4 10 3x4 C
G
3 11
1 10
W2 20 4x 1
5x8 � 3
7x14 MT20HS% 12
1 2 `d5x10 MT20HS-
3.00 12
7x14 MT20HS=
23 22 17 t6 15 14
3.6 =
46 2x4 11 2x4 II 3.6 = 1.5x4 11 3x6 =
6x8 =
.I —
Dead Load Deft. = 518 in
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.85
Vert(LL)
0.71
17
>641
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.88
Vert(CT)
-1.30
17
>350
240
MT20HS
187/143
BCLL 0.0
Rep Stress lncr
YES
WB 0.98
Horz(CT)
0.76
12
n/a
We
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight:234lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2 `Except*
T4: 2x4 SP 240OF 2.0E
BOTCHORD 2x4 SP No.2 `Except`
B2: 2x4 SP No.3, 33: 2x6 SP 240OF 2.0E
WEBS 2x4 SP No.3 `Except`
W3,W5: 2x4 SP No.2, W9: 2x4 SP M 30
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 5-0-0 oc bracing.
WEBS
1 Row at midpt
15-18, 9-18, 7-20
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (fib/size)
2 =
1482/0-7-10 (min. 0-1-12)
12 =
148210-7-10 (min. 0-1-12)
Max Hom
2 =
-138(LC 10)
Max Uplift
2 =
-347(LC 12)
12 =
-399(LC 13)
Max Grav
2 =
1482(LC 1)
12 =
1482(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown. .
TOPCHORD
2-3=-2716/1647, 3-4=4515/2570,
4-5=4439/2579, 5-6=369012112,
6-7=3643/2109, 7-8=-6247/3440,
8-9=-7597/4126, 9-10=-2076/1389,
10-11=2156/1372,11-12=-2692/1630
BOTCHORD
2-23=-130512374, 5-21=-257/518,
20-21 =-1 99914064, 19-20=3014/6320,
18-19=3774f7833, 8-18=1026/2283,
14-15=1299/2350, 12-14=1299/2350
BOTCHORD
2-23=-130512374, 5-21=-2571518,
20-21=-1999/4064, 19-20=3014/6320,
18-19=37747833, 8-18=1026/2283,
14-15=-1299/2350, 12-14=-1299/2350
WEBS
3-23=1156/767, 21-23=-1464/2649,
3-21=-659/1598,6-20=-1689/3032,
7-19=-664/1413, 8-19=-2642/1325,
15-18=1088/2335, 9-15=11051529,
11-15=571/501, 11-14=0/265,
9-18=-2924/5988, 5-20=-813/638,
7-20= 4291/2281
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vul1=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=13ft;
Cal. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) All plates are MT20 plates unless otherwise
indicated.
5) This truss has been designed for a 10.0 psf bottom
chord live load 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 100 lb uplift at
joint(s) except Qt=lb) 2=347, 12=399.
LOAD CASE(S)
Standard
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Anthony T. Tornb010, P.E.
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I
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.
R ieroe, FL 36946
Port P
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Job
Truss
Truss Type
Oty
NGSIDE
A0119490
=Referenm
WRMSCMB1L15X10A02
Hip
1
nal
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com
0
Run:8.210s May182018Print:8.210s May7B2018M1
6.00 12 7x6 tt 2x4 II 5.10 =
Inc. 1 UU AUe 3U 18:SJ:UJ 2U18
Dead Load Deb. = 12 in
15 17 14 13 12
3x6 =
4x6= 21411 21411 6A= 1.5x411 3.6=
31g
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
in (loc)
Udell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.96
Vert(LL)
-0.51 14
>896
360
MT20
2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.98
Vert(CT)
-0.99 15-16
>462
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.93
Horz(CT)
0.56 10
n/a
n/a
BCDL 10.0
Code FBC2017frP12014
Matrix -MS
Weight: 220 Ib
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except'
Tt: 2x4 SP M 30
BOTCHORD 2x4 SP N0.2 *Except'
B2,B4: 2x4 SP No.3, B3: 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W3,W6: 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid coiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 8-13
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
2 =
1482/0-7-10 (min.0-1-12)
10 =
1482/0-7-10 (min.0-1-12)
Max Horz
2 =
-126(LC 10)
Max Uplift
2 =
-335(LC 12)
10 =
-335(LC 13)
Max Grant
2 =
1482(LC 1)
10 =
1482(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2703/1619, 3-4=-418112350,
4-5=4106/2368, 5-6=4156/2478,
6-7=-5484/2973, 7-8=5430/2965,
8-9=2056/1382, 9-10=-2556/1526
BOTCHORD
2-18=1276/2361, 5-16=-1901256.
15-16=155313453, 7-15=283/281,
12-13=115712198, 10-12=-115712202
WEBS
3-18=1114f726, 16-18=-14282649,
3-16=49211316, 6-16=-536f734,
6-1 5=-1 08112362,13-15=1058/2407,
WEBS
3-18=-11141726. 16-18=1428/2649,
3-16=492/1316, 6-16=-5361734,
6-15=-1081/2362, 13-15=-10582407,
8-1 5=-1 904/4121, 8-13=-11741422,
9-13=625/541, 9-12=0/330
NOTES- '
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) except Qt=1b) 2=335, 10=335.
LOAD CASE(S)
Standard
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Anthony T. Te111bo III, P.E.
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Fort Pierce, R 34046
(,yd,h®101441...... uhomA41.0..... A.tuorl.fao.o,?.L
Job
Truss
Truss Type
City
Ply
RENAR MORN INGSIDE
WRMSCMB1L15X10AO3
Hip
1
1
A0119491
Ir
Job Reference o tional
5.6 =
6.00 /2 2x4 11 7x6 //
A 7 A
19 18 15 14 - 12
3.6 = 46 = 2.4 II 2.411 8.8 = 3x6 = 1.5x4 II 3.6 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
in (loc)
I/deft
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.90
Vert(L-)
-0.39 16-17
>999
360
TCDL
7.0
Lumber DOL
1.25
SC 0.96
Vert(CT)
-0.82 16-17
>555
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.88
Horz(CT)
OA8 10
n/a
We
BCDL
10.0
Code FBC2017/TP12014
Matnx-MS
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except*
T1: 2x4 SP M 30
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-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
punins.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 8-14, 9-14
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1482/0-7-10 (min. 0-1-12)
10 =
1482/0-7-10 (min. 0-1-12)
Max Hom
2 =
-142(LC 10)
Max Uplift
2 =
-350(LC 12)
10 =
-350(LC 13)
Max Gmv
2 =
1482(LC 1)
10 =
1482(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-2701/1638, 3-4=4183/2394,
4-5=-0111/2412, 5-6=-4198/2578,
6-7=-3873/2180, 7-8=-3837/2173,
8-9=1915/1300, 9-10=-2563/1551
BOT CHORD
2-19=-129212359, 5-17=-265/347,
16-17=-1354/3171, 13-14=118412207,
12-13=1 1 8412207,10-12=118312210
WEBS
3-19=-11111732,17-19=-1442/2643,
3-17=519/1323,6-17=-79111010,
WEBS
3-19=1111f732, 17-19=-1442/2643,
3-17=-519/1323,6-17=-791/1010,
6-16=46111183, 14-16=-1288/3106.
8-16=1494/3533, 8-14=-2174/826,
9-14=721/619, 9-12=01359
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=1b) 2=350, 10=350.
LOAD CASE(S)
Standard
Dead Load Defl. = 7116 in
PLATES GRIP
MT20 2441190
Weight:224lb FT=10%
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Anthony T. Tombs 111, P.E.
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c80083
mieAa W"Wu,:W.6.vMvb W rmlrOaM1r ¢Lmvlpatl .Itln.In169L9me Ll%tl:emp Ml7NNnbfMfralltive,dnaUY le:iFfM IIrvI Yba YrnF,nlf..Nl W fn:s[i1:nt Gnpe.lmf MAGP.xvllmt4NnxnaM�
I
44515E Lucie Blvd.
Am,WadadllaGMTtlt.aamvrNtllr*zv:v,H11,I:w Guy'gmalvlflmGlryluleeNslpa6nwtelvalA l��+are:mnnrLerhlttl.
A
Fort Pierre, R 34946
6ppiphlD7pI6A1 bellmses�Amloq Llvmhv W,PJ. tipmdeaivavlalnlvmnem,ivagleiryispmli0nedriMvmtle coon pnmisilvr6vmA-I ledLnur AeArnpLlnlvll4p.(.
Job
Truss
Dry
Ply
RENARMORNINGSIDE
A0119492
WRMSCMf31L15X10A04
�Trussrype
Scissor
1
1
Jab Reference o aonal
A-1 Roof Trusses, Fort Pierce, FL 34a40, eeslgn(mal uuss.com Nun: 8.210 s May lb zul6 ennic 6.21u a May la zulu mu ex mausmes, n, um nug ua la:ao.ar .... reye i
ID:ld_OOXyyT61Bi_TXolj vHHzetvK-aSAOM1g4Xsl_~T7k_V6x7LRbyYM3L17cMgWOyicZD
2040
12-11-12 18-00 16 250 30-9-15 38-00 79d-0 1
ssn {tea-b 5svn
1-0-0
6.00 12 5,6 =
5x6 = Dead Load Dell. = 9I16In
5 6
j Sx6 G
T 5x8 C
d 7
n12
�G
4x8
1.5x4 C
13
5.12=
15 14
3x8 MT20H5% US
3x4 - 3.0O 12
1.Sx4
8
1
1
12 1
1
MT20 1 1010 v
3.4 = 1.51S45i1d II
1.5x4 II
1.Sx4 11 5.8
1.5.4 II
4x8 //
30 9.15
9-16d
9-104
19
9-1-12
I
27.10
&1-6�
21U 31,"
2E 04-] 410.10
38-0-0
Plate Offsets (X Y) -
j2.0-1-14 Edgel f4:030 0-3-01
f5:0-3-00-2-01
f6:0-3-00-2-01 I7:0-3-00-3-01
19:0-3-7,Edael f9:04-00-5-41 19:0-2-1,Edgel
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in (loc)
I/defl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.61
Vert(L-)
0.64 13-15
>845
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.84
Vert(CT)
-1.0513-15
>432
240
MT20HS
1871143
BCLL 0.0 '
Rep Stress Ina YES
WB
0.63
Horz(CT)
0.64 9
We
We
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Wefghl: 205 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
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING.
TOP CHORD
Structural wood sheathing directly applied or 2-8-14 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 4-7-12 oc bracing.
Except:
4-8-0 oc bracing: 9-11
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
148210-7-10 (min. 0-1-11)
9 =
1482/0-7-10 (min. 0-1-11)
Max Horz
2 =
-158(LC 10)
Max Uplift
2 =
-363(LC 12)
9 =
-363(LC 13)
Max Grev
2 =
1482(LC 1)
9 =
1482(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-4679/2796, 34=4312/2515,
4-5=3133/1773, 6-7=3133/1773,
7-8=-4339/2540, 8-9=-466412815,
5-6=-3005/1785
BOT CHORD
2-15=-2389/4236,14-15=-1802/3597,
13-14=179713633, 12-13=-1799/3634,
11 -1 2=-1 81213599, 9-11=2406/4248
WEBS
7-13=8181756, 7-11=-272/634,
WEBS
7-13=-8181756, 7-11=272/634,
8-11=328/457, 4-13=8161750,
4-15=268/626, 3-15=327/476,
5-13=-639/1239, 6-13=638/1238
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
7) Bearing at joint(s) 2, 9 considers parallel to grain
value using ANSIITPI 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 100lb uplift at
joint(s) except Qt=lb) 2=363, 9=363.
LOAD CASE(S)
Standard
fntlnM-11[In Flats rMin 4ldlxn1R 1 cOM5[SiJx(Y19'lAfn(i :aai'hR lest b ANmtlmdidtln lmf PnT*, [0>:a14•IM1"b V. FLM LmMm ldni tlxr Mtl AFM.nj
-
W➢iom:lxlt ldY IbbnCtlYitlLlttli,u Unq,(rynnll.LfpJT6$v:,A'YUG u11G.'npoMnmpaad ptl•uW pnrbrrtymNOhYminPdmtefnnR4ptl,Inm1WM(:rblhl lYlP apw.btl%�YbrnysdM%
MtAony T. Tombo lli, P.E.
rl,vtlfrtl i1W1'bmP'�bIN<b:MnbO�aittLWq^,trIYNIMI[MR' M1MdtlmR.mM1'dMbtlYYatM, s311FLl VimtltlbRB,tlmWJmtlmlmtleLE91'f4PV Iui9MdNVIdG'YhmW ib!d
386993
bL.9n>tilTptlxm.m emumtlbimdbrmtmpddmdbbYgtmPamW%aa®.mvllammhmlduunitlnmtmpiepem RlY�sa.:.pwlnnsun.,emi.nedvp.imMp,.aeamllmtun'cvs:.sn
44515t. Lucie Blvd.
tlndpidall(rnimyM.mbxibllYAlmnine�d lYlmsbx�[q bp:Ibb9ryM,pe,xinslpaLnmdmtYa; WwtlnlFnatnl4nlbntl.
Fort pierce, P134946
//////J��■•�\\\\\\
{- J 0 EI®IDIEMI Ivvl Lvssm-Mavv thv .OLPJ. le iodumar vh6islvmnevl,ivv Iem.iL dl'nrtlxiMenee.nlmv nminivl M1em Al lvolLnsu-AVRen LLvmEeN,P.[.
PI*'B /
Job
Truss
Truss Type
ON
Ply
WRMSCMB1L15X1OAO5
Scissor
2
1
�RENARMORNINGSIDE
A0119493
Job Reference o tional
A-1 Hoet I Tsses, con vierce FL "349-4ti 4eslgo(Naltnls5-CAm
EtUn_6.11LL5_May-16-LU18 Y-nnr.tl.2aU-S-May-i6-1Ui6ME I e!
IDAd 0OXyyT61Bi_TXo11wHHzefvK-aSA
1-0 7-2-1
12-11-12 19-0-0 25-0-M1 30.9.15
-4
&9-11 64F4
FOd 5.9-11
6.00 12
5.6 =
5
Sx6 O
5.6,1
4
6
1.5x4 C
3 1.5x4 s
3
7
12 1
w
6x8= 1
B
13
11 1
2
14
70
0 1
US MT20HS--
3x8 MT20 6-
3x4 3.0012 3.11 1.5YS45u411
1.Sx4 II
4x8 5
1.5x4 II
30915
NON
19-0a
2]-16 2M-12 314'
64
i-0-E 2E 0N-7
Plate Offsets (X,Y)-
12:0-1-14,Edoel 14:0-3-00-3-01 16:0-3-0,OJ-Ol 18:0-3-7,Edae1
18:0-4-(10-5-41,18:0-2-1 Edoel
LOADING(psf)
SPACING- 2-"
CSI.
DEFL in (fee) I/deg L/d
TCLL 20.0
Plate Gdp DOL 1.25
TC 0.67
Vert(LL) 0.55 12-14 >826 360
TCDL 7.0
Lumber DOL 1.25
BC 0.134
Vert(CT) -1.07 12-14 >425 240
BCLL 0.0
Rep Stress Incr YES
WB 0.93
Horz(CT) 0.65 8 n/a n1a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T7: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 4-7-10 oc bracing.
Except:
4-8-0 oc bracing: 8-10
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1482/0-7-10 (min. 0-1-11)
8 =
1482/0-7-10 (min.0-1-11)
Max Horz
2 =
-166(LC 10)
Max Uplift
2 =
-369(LC 12)
8 =
-369(LC 13)
Max Grav
2 =
1482(LC 1)
8 =
1482(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-0676/2810, 34=431412637,
4-5=-3129/1785, 5-6=3129/1785,
6-7=4341/2562, 7-8=-0660/2828
BOTCHORD
2-14=-240214233, 13-14=183113605,
12-13=-1827/3640, 11-12=182913643,
10-11 =1 84213607, 8-10=-241814245
WEBS
5-12=1278/2430, 6-12=-850/786,
6-10=262/633, 7-10=319/445,
4-12=848f781, 4-14=257/625,
WEBS
5-12=1278/2430, 6-12=-850f786,
6-10=262/633, 7-10=-3191445,
4-12=-8481781, 4-14=2571625,
3-14�318/465
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.OpsF, h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exledor(2) zone; cantilever left and right
exposed ; end vergcal 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 lost 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 2-0-0widewill fit between the
bottom chord and any other members.
6) Bearing at joint(s) 2, 8 considers parallel to grain
value using ANSI7TPI 1 angle to grain formula.
Building designer should verify rapacity of bearing
surface.
7) Provide mechanical conneaon (by others) of truss
to bearing plate capable of withstanding 100 Ito uplift at
joint(s) except 6t=1b) 2=369, 8=369.
LOAD CASE(S)
Standard
iesinc-Fhu AUg J"9 .53:04201"age 1-
(at
vvwrrTT??k_V6x7KUbybM_hl?cMgWOyicZD
Dead Load Dee. = 9/161n
-.@ N
g P
V
5x8
1.5x4 II
4x8 I/
PLATES
GRIP
MT20
2441190
MT20HS
1871143
Weight:198lb
FT=10%
(eMllnvAn:16'I:pxrh'1111CFlrhfBfffl111.1a13llnlMf1er911Lg1H1)11161SJi:a[P3'JIAi kr lxirivPlvntlmMml:tln.n:l�nlpnpAnAlErC,:iMSAVI1.Im4C iEWnex:Lm Nkrne Nnrda.m MJu410B.v'I
IY4Ym!mlYndmanefbhinvM•tld lslPrsAmpEgwn{h.S,m>drW ihudngpigaenovnpmdwPdn,md,9+vuiv4wAi'SA�hlnpdhrgetm,Llv:luMlMdr,nblM1l lAtxpnvym¢Wgmvmv,mdiui
Anthony T. Tombo III, P.E.
vf,vdLlm,bghlhpohmpvWnldhn..trO.aif:trMPdehimngpupr,v4Amdo:RhEwlm:Mdlnxmmd,vlan. ihmv:nldh NO rtlmhllmtlhfmv912g4fq:srP.W6YAsnfhdmdfYhn:pkidgtl
80083
'
hhxal A,�Mfaentr: rut:eM.hM:thl:+v,smlyJtlnu6a:Nn91M'nvY,hRfB*mv(ttYGpMiild4lbmlllllveMemlkpWplm fi164rxengwbn:vWbndt•Lnshvpv,lm:Onmripanwf lnvraelrvv,v4,v
4451 St. Lucie Blvd.
lfexluld,dinl:x'm,pem,PAvmgh4� xd,ei hlnuhup[gwvblLlblll,lh�,vinvhaaydadw(I4Sq NgYxlYmv:nl3Mdmt
Fort Pierre, FL 34946
6ppidM®]Old Llfevt5esses-Av4vefl.lvmhv lll.IJ. lepwdvaiavdEln/auvm,weglmm,isp,vl3'nrdrBdMMe runegnmissiwhvmAIlvolinssn-h6nyLT.oI,lO,P1
Job
Truss
Truss Type
Dry
Ply
RENARMORNINGSIDE
WRMSCMB1L15X10A06
Scissor
10
1
A0119494
Job Reference o tional
nu... u.uuq moy wmmnnn. ncrvs�n.y io
muusmes, inc. i nu Muq Ju 16:6J:UJ LUlu
2
o l
1.Sx4
3
6.00 12 Sx6 =
5
Sx6 4
Sx6 C
4 6
4
Dead Load Defl. = 9/161n
W 3 \ 1.74
\W 7
12 1
6x8 = 1 N
14 13 11 10 1
3zdxe MT201S— 30012 3x8 MT20M — 89 Iv P
3x4 = d
bx8 4x8'
9-104 19-00 28-1-12 38-0-0
9-1rW o_1_»
Plate Offsets (X Y}-
12:0-1-14 Edgel 14:0-3-00-3-01
16:0-3-0 0-3-01
18:0-1-14 Edge?
LOADING(psf)
SPACING- 2-"
CSI.
'
DEFL.
in (loc)
1/dell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.66
Vert(L-)
0.57 12-14
>806
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.84
Vert(CT)
-1.10 12-14
>416
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB
0.93
Horz(CT)
0.68 8
n/a
n/a
BCDL 10.0
Code FBC2017rrP12014
Matdx-MS
Weight' 1751b
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
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
purins.
BOT CHORD
Rigid ceiling directly applied or 4-7-7 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, m
accordance with Stabilizer Installation uide.
REACTIONS. (Ib/size)
2 = 148210-7-10 (min. 0-1-11)
8 = 1482/0-7-10 (min.0-1-11)
Max Horz
2 =-166(LC 10)
Max Uplift
2 =-369(LC 12)
8 = -069(LC 13)
Max Grav
2 = 1482(LC 1)
8 = 1482(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=4676/2809, 3-0=4314/2536,
4-5=-3130/1786, 5-6=3130/1786,
6-7=431412551, 7-8=-4676/2830
BOTCHORD
2-14=2401/4233, 13-14=-1832/3605.
12-13=-1827/3641, 11-12=-183213641,
10-11 =1 837/3605, 8-10=-2423/4233
WEBS
5-12=-1279/2431, 6-12=-8481779,
6-10=-254/625, 7-10=-318/464,
4-12=8481780, 4-14=256/625,
3-14�318/465
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. 11; Exp B; End., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) This huss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
5) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 2, 8 considers parallel to grain
value using ANSI/rPI 1 angle to grain formula.
Building designer should verify rapacity of bearing
surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 2=369, 8=369.
LOAD CASE(S)
Standard
x.q-hudagn!„N.6n1 cormcnrvuuleraannulmraoenamaq-m�7:mm�,;urh., ixhbdew®s,nd.mnnxa:imlonxn,+vlrtr,me.ns.rLW. kllM—,wev — mw_an.N mxnwmo..y
tlhimxxnlrm xIDMMYb1Hnh N4ll.imf brl,Gy„eQi,1F.w1r4mY M W ngl!lnFn.�nmr.vtlbFl:yvtl AwMgn4.=t1(k MIn414nimltymlxblPOxry, Nel,1L 1bMpinvep:,cl,YapinGMyxb4F1
' FArvdk,L wS�NIaIhpbM,npwbrmtlhpnn.MO.ainhvtl,Nn6lWglnry,n,rhmm�do,Rf,tl,RNbebNlx#qM, ullFLhynNd6lpOmmhYn,dlq rmumifig4lgnm,.mMmgelheyild'GGrcpskntl Anthony T. Tomlin 117, P.E.
hlm,lalLnmu me.an.a:wmlmrtmmrvrm�nw P�MmnmGary[wmn'f+Abw.e.;m;MuafhMmssumNmmblmNNuinierwurvw++enmewzduunvecros.imz Mznhs+nnfrm�u,nn...:n 480083
NnlulEi9hrfuagM,pbnmghdl.m Mi,LL ❑Inq Gux[ggn#lufal(1, In 4wx mWq q. d461erc WFL Blvd.
� A q.,.lntfryfx t m MmitmnnAimbml Fort pierce, FL 34946
(oppi1d�010IAb11lolinssez-Awloer Lllmdllll,eE. Bepmdeniav otRisiwonln,ivbglwq.isp�olilnrdrffieNmnnnmpegtiluwhow A•1loollnaa-ArhonyLilnlom, Pt:
Job
Truss Type
Dry
WRMSCMB1L15X10
�Tnuss
A07
Roof Special
4
�PIY
1
�RENARMORNINGSIDE
A0119495
A
Job Reference (oo6 na0
7x6 =
6.00 12
17 16 „ 1. Ii
4.10 = 1.5x4 1 3xa
3x6 = 5x6 = 2.4 II 3.00 12
8xa= 1
11-7-10 21-2-101-2-10 2332
1hu-Ag930'Ib`.53:66-2Dfff-Paoe 1
Dead Load Defl. = 3M in
LOADING (Pat)
SPACING-
2-"
CSI.
DEFL.
in (toe)
I/clef]
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.96
Vert(LL)
0.44 10-11
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.85
Verl(CT)
-0.82 10-11
>559
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr
YES
WB 0.87
Horz(CT)
0.46 8
n/a
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
Weight: 220 Ib
FT = 10%
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except*
T1,T4: 2x4 SP M 30
BOTCHORD 2x4 SP N0.2 *Except*
B2,B4: 2x4 SP No.3, B5: 2x4 SP M 30
WEBS 2x4 SP No.3 *Except' _
W6: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 4-9-3 oc bracing. Except.
10-0-0 oc bracing: 14-16
WEBS
1 Row at midpt
4-13, 5-13, 5-11
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. fib/size)
2 =
149110-7-10 (min. 0-1-12)
8 =
1485/0-7-10 (min. 0-1-11)
Max Harz
2 =
-166(LC 10)
Max Uplift
2 =
-365(LC 12)
8 =
-367(LC 13)
Max Gmv
2 =
1491(LC 1)
8 =
1485(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=2635/1604, 3-4=2700/1747,
4-5=1822/1250, 5-0=-3652/2302,
6-7=-3743/2165, 7-8=4677/2738
BOTCHORD
2-17=-1233/2283,4-14=-313/657,
13-14=1251/2421, 6-11=-276/340,
10-11=2329/4220, 8-10=-2326/4219
WEBS
3-17=-467/341, 14-17=-1125/2283,
WEBS
3-17=467/341, 14-17=-1125/2283,
4-13=10331798, 5-13=-413/69,
7-11=8501751, 7-10=0/293,
11-13=665/1840, 5-11 =-1 595/2992
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cal. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & 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 nonconcumenl with any other live
loads.
5) • This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 8 considers parallel to grain value
using ANSI(TPI 1 angle to grain formula. Building
designer should verify rapacity of bearing surface.
7) Provide mechanical connecimn (by others) of truss
to bearing plate capable of withstanding 100 Ib uplift at
joint(s) except Qt=1b) 2=365, 8=367.
LOAD CASE(S)
Standard
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� lemi4h®IOIdAIlvonn,vnlanvgLlomEYill.li. hpndv4ieedd'nlYmna4m Ygla¢.ispivh2u,drnh,nne rimnpnmi,de+6au A -I IoAlnae✓le6mp Llmkolll;fL
Job
Truss
Truss Type
Oty
Ply
RENARMORNINGSIDE
WRMSCMB1L15X10
A06
HIP CAT
1
1
A0119496
Job Reference optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 182018 Print: 8.210 a May 18 2018 MTek Industries, Inc. Thu Aug 3016:93:07 2018 Page 1
ID:ld_OOXyyT61Bi_TXoliwHHzetvK-?t sX_2tygn7ZmNa2gtYCjzlrEo_9ZLjBiabK7jyicZA
r1-0-o st-n 111- 20.11A0
- 10 186+2 1i%11.�L= ao+t1 saoa a9a.p
Y-4-0 b1-11 0.11-15 &11@ 1-tad 238 T-1-9 T4-5
-0b
6.00 rl2 5x10 = 5x8 II
20 19 "' - "
3x4 = 1.5x4 II 4x8
3x6= fixfi= 3x411 4x10= 3.0012
8x8 =
Sx4 II
zo-t tn03az
Dead Load Defl. = 318In
LOADING(psf)
SPACING-
2-"
CS1.
DEFL
in (loc)
I/deb
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.70
Ved(LL)
0.48 12-13
>957
360
MT20
2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.85
Vert(CT)
-0.90 12-13
>507
240
MT20HS
187/143
BCLL 0.0
Rep Stress Ina
YES
WB 0.84
Horz(CT)
0.48 10
nla
nla
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight 246 Ib
FT = 10
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T4,T5: 2x4 SP M 30
BOTCHORD 2x4 SP N0.2 *Except*
B2,B4: 2x4 SP No.3, B5: 2x4 SP M 30
WEBS 2x4 SP No.3'Except'
W7: 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2$8 ce
pudins.
BOTCHORD
Rigid ceiling directly applied or4-8-1.3 oc bracing.
Except:
1040-0 oc bracing: 17-19
WEBS
1 Row at midpt
4-16, 5-15, 6-15, 7-12, 6-13
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
2 =
1491/0-7-10 (min.0-1-12)
10 =
1485/0-7-10 (min. 0-1-11)
Max Horz
2 =
-159(LC 10)
Max Uplift
2 =
-359(LC 12)
10 =
-362(LC 13)
Max Grav
2 =
1491(LC 1)
10 =
1485(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-2721/1649, 3-0=2695/1686,
45=1883/1280, 5-6=1590/1234,
6-7=-38862415, 7-8=-4665/2990,
8-9=-45172737, 9-10=4689/2737
BOTCHORD
2-20=1302/2377, 4-17=-225/587,
16-17=1222/2400, 15-16=-019I1610,
BOTCHORD
2-20=-1302/2377,4-17=-225/587,
16-17=1222/2400, 15-16=-61911610,
7-13=518/621, 12-13=-1677/3641,
10-12=-2333/4230
WEBS
3-20=266250, 17-20=-117512215,
4-16=-961(/33, 5-16=-300/626,
5-15=271/106, 6-15=13401496,
7-12=-839/889, 8-12=345/505,
13-15=-8142158, 6-13=-183213531
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCOL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl_ GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
6) • This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
7) Bearing at joint(s) 10 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=1b) 2=359, 10=362.
LOAD CASE(S)
Standard
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Andmny T.T-lo711,P.E.
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Fart Pierce, FL 34946
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Job
Truss
Truss Type
Oty
Ply
WRMSCMB1L15X10
A09
HIP CAT
1
1
�RENARMORNINGSIDE
A0119497
q,
Job Reference (optional)
A-1 R)0tTmsses,Forl Plerw FL 34g46 deSignOoaltruss.com Run_8.210_s-May-187AlHP�nt_8.230.sMay482U18M7eMneustnes,-Ine Thu-Aug-3016:53:082018-Page1-
w ID:IcI 0OXyyT61Bi_TXoljwHHzefvK-TDOvCOtbb5FOOX9EEa3RGnllzCIDlnJKwEKuf9yicZ9
r�1 6-1-1 11-1-10 16a12 20.11-10 21-11A , 30J-11 3s- 39-0-0
6-1-1 1 sae a11-2 1 4-I - I1- 0 7n-e zas
1d 14
6.00 F12 5XIO Sx8 II
a 3x4 II
5
19 18 „ ,. [x411
3x4 =
3x6= 6z6= 3.4 II 1.5z4 II 3,001p 4x82
8x8 = 7x8 =
11151i�' 2
11-1-In IN Is-o-12 2a11-10 2I�-10 2$8-2 30.-1I ae-oo
61-1 Sag Oa0 dS2 d-10.16 0 J-F9 7d-6
0 0.10
1U 14
Dend Load Der. = 71161n
gJ�
Plate Offsets (X Y)-
r4:0-3-0,0-3-01 [6:0-2-0,0-2-81,
r9:0-1-14 Edcel
r12:0-7-00-3-101
r14:0-1-12 0-2-01 rl6'0-5-12 04-41
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in (loc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.64
Vert(L-)
-0.53 11-12
>861
360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.98
Vert(CT)
-1.03 11-12
>443
240
BCLL 0.0 '
Rep Stress Ina YES
WB
0.95
Horz(CT)
0.63 9
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 234 In FT= 10%
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except'
T4,T5: 2x4 SP M 30
BOTCHORD 2x4 SP No.2 *Except'
B2,B4: 2x4 SP No.3, 35: 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W5,W7: 2x4 SP No.2, W8: 2x4 SP M 30
OTHERS 2x4 SP No.3
BRACING.
TOP CHORD
Structural woad sheathing directly applied or 2-8-6 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 4-8-13 oc bracing.
Except:
10-0-0 oc bracing: 16.18
WEBS
1 Row at midpt 5-14
2 Rows at 113 pts 6-14
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
149110-7-10 (min. 0-1-12)
9 =
148510-7-10 (min.0-1-11)
Max Horz
2 =
-142(LC 10)
Max Uplift
2 =
-346(LC 12)
9 =
-349(LC 13)
Max Grav
2 =
1491(LC 1)
9 =
1485(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2728/1635, 3-4=2684/1656,
4-5=-2044/1363, 5-6=-1783/1297,
6-7=-3589/2235, 7-8=-3752/2106,
8-9=4708/2721
BOTCHORD
2-19=-129312385,4-16=-256/571,
15-1 6=-1 16912366, 15-30=733/1782,
BOTCHORD
2-19=1293/2385, 4-16=-2561571,
15-16=-1169/2366, 15-30=733/1782,
14-30=73311782, 7-12=-231/391,
11-12=2324/4260, 9-11=2320/4250
WEBS
3-19=263/256,16-19=-1200/2207,
4-15=812/603, 5-15=316/617,
6-14=-3716/1603, 8.12=-879/776,
8-11=0/281, 6-12=-2586/5315,
12-14=1702/4204
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10: Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) This truss has been designed for a 10.0 psf bottom
chord live load noncencurrent with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
6) Bearing at joint(s) 9 considers parallel to grain value
using ANSVFPI 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 100lb uplift at
joint(s) except at --lb) 2=346, 9=349.
LOAD CASE(S)
Standard
i uq nmelrgtll e6'4lnnabSajSn16'y WiL'liW t(GI2A[llnnllbFxi]1lW(F dLLl-bc Mhk+arvmdm,nlex.mvti 1. Mp0.vkgllM+®E,4WI1Ivh4ltds Y�eb4 _. CtlnCly and lRp.a}
er rr mb.urmnoobM4l.,muouMlammP R'tlfWAfyMdue119 Pm6 NZtlO,ptla9ntlA��rgnVuU0g4h14dhwplm bAl,W1[0Vlol RllbLA aPmbtlrllmbn MA7
Anthony T. Tolnbo 111, P.E.
d tld'rin SgMlrq'&mryuWmtl6Cv hC.v'rrxaed gx 6ie!IgWTm 6uMetlhlE.bT.vlRbtll qq MIWIFL'NggMdb,IWdmGY dMl vC+4glyignq b�NlmmMtregJdbLM gv411nd
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U515t. Lucie Blvd.
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Fort Pierce, F. 34946
OppildfO1011b1foofLassm.WioPrf.fem5eli6pl lepmdremldlln lnmlmm,uceplmgmpiolbuedr llm%ebllnel pmmkdrtlh bl loolhnus.4rbeepLlrmlr111,1i
Job
Truss
Truss Type
Oty
Pry
MORNINGSIDE
WRMSCMB1L15X10
A10
Hip Structural Gable
1
1
�RENAR
A0119498
A 4.,-_1--_- ._�..,___.
Job Reference (optional)
.. , -. ' I'U eO, rws rrer,c, rL J9 O, geslgn/aa
Run: 8.210s May 182018 Print: 8.210 s May 182018 MTek
6.00 12 5x6 =
3x4 = 5.6 =
3x6= 4x4= 2x411 ry 10 14 1.501i
5.8
if 3.6=
3.4 =
Inc. Thu Auq 30 16:53:08 2018
3x6 =
Dead Load Dell. = 1/41n
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/dell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.61
Vert
0.13 13-28
>768
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.98
I
Vert(CT)
-0.60 18-19
>467
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.47
Horz(CT)
0.01 11
We
We
BCDL 10.0
Code FBC2017/fPI2014
Matrix -MS
Weight: 2201b FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 *Except'
B2: 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-3-6 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 7-18, 8-15
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 14-11-10 except at --length)
2=0-7-10, 16=0-3-8.
(Ib) - Max Horz
2=126(LC 10)
Max Uplift
All uplift 100 lb or less at joint(s)
except 2=-268(LC 12), 15=-205(LC 9),
13=-207(LC 13), 11=-163(LC 13)
Max Grav
All reactions 250 Ito or less atjoint(s)
16 except 2=920(LC 23), 15=1213(LC 1),
13=455(LC 24), 11=365(LC 24),
11=355(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2.3=-1447/1023, 3-4=11351916,
4-5=-1065/932, 5-6=8451799,
6-7=-7307752, 7-8=431372, 8-9=52/358,
9-10=601337
BOTCHORD
2-22=719/1235, 5-20=-296/374,
19-20=462/952, 19-29=-149/412,
29-30=149/412, 18-30=149/412
WEBS
20-22=-707/1118, 3-20=-324/315,
5-19=486/479, 7-19=1501578,
WEBS
20-22=707/1118, 3-20=324/315,
5-19=-4861479, 7-19=150/578,
7-18=9191501, 15-18=-11091468,
8-18=301/105, 10-13=-255/396
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.0psf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 268 lb uplift at
joint 2, 205 to uplift at joint 15, 207 to uplift at joint 13,
163 to uplift at joint 11 and 163 lb uplift at joint 11.
LOAD CASE(S)
Standard
Yosq fa,SeryYr ry dll[SNfta(y1L4}iT�L(lO•{t(CWR1{(FII:Y,'W91j1'NYh�Slrka cab N4yRn,crMredumeM. fGvpk,.q[OEdYL�11W¢Ifl[mm¢gNF rt X-�M,ucdvut:gvl.
YutlrnrArlp, Wrl rddb'@hN2dN1 MpNpar irr�Y-}G�ayd Wpgt'Jmfirmer�4moidptlnvfwpngmlrsi�NAY,yda gh4mkrybnpl:9vM1,eialRl hN,4n:rs{u YargnGn4x!.kS3n
,d,u Yh,'mrN d h1
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Anthony T. TO ttl. D.E.
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4TvkalN [Wxlqurgn' nayhYlppnbdX.34rn Ntipiq. ng1d14Ygpruyn vSMv[gsctlgpldr ggM,MF nnmN wRL
:BOOB)
80083
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For piece, FL 34946
Job
Truss
Truss Type
ON
Plv
MORNINGSIDE
WRMSCMB1L15MOA11
Hip
1
1
�RENAR
A0119499
Job Reference (optional)
5x6 =
3x4 =
6x6
:092018-Page 1—
ICU9u4RBcyicZ8
Dead Load Deb. = 114 In
Iq
3.6 =
7.Sx4 II 3.8 = 3.6 = 6x6 = 3.4 = 1.5x4 II 3.6 =
3.6 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (loc)
I/deb
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.58
Vert(LL)
-0.31 13-15
>900
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.90
Vert(CT)
-0.56 13-15
>502
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.65
Horz(CT)
0.02 13
n/a
We
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 202 Ib FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or4-11-0oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 3-1-0 oc bracing.
WEBS
1 Row at midpt 5-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
770/0-7-10 (min. 0-1-8)
13 =
1845/0-7-10 (min. 0-2-3)
8 =
348/0-M (min. 0-1-8)
Max Horz
2 =
-114(LC 10)
Max Uplift
2 =
-217(LC 12)
13 =
-547(LC 9)
8 =
-254(LC 8)
Max Grav
2 =
801(LC 23)
13 =
1845(LC 1)
8 =
407(LC 24)
FORCES. (lb)
Max. Comp./Max. Ten. - Al forces 250 (Ib) or less except
when she".
TOPCHORD
2-3=-1201/635, 3-4=683/377,
4-5=-536/410, 5-6=-316/619,
6-7=1091492, 7-8=-346/567
BOTCHORD
2-16=389/1020, 15-16=-389/1020,
14-15=88/338, 14-23=-88/338,
23-24=88/338, 13-24=-88/338,
12-13=-3771453,11-12=-377/453,
10-11=-360/257, 8-10=-360/257
WEBS
3-15=550/509, 5-15=-385/689,
WEBS
3-15=-550/509, 5-15=385/689,
5-13=1072/780,6-13=-771/1049,
6-11=-664/250,7-11=596/918,
7-10=-323/295
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCOL=5.Opsf; h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch right
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 2171b uplift at
joint 2, 547 lb uplift at joint 13 and 2541b uplift at joint
8.
LOAD CASE(S)
Standard
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Job
Truss
Truss Type
Ory
MORNINGSIDE
WRMSCMB1L15X10
Al2GE
HIP SUPPORTED GABLE
1
�PIY
1
�RENAR
A0119500
Job Reference o 8onal
A-1 Koor I russes, Fort Pierce, FL 34946, design@aluuss.com Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 16:54:10 2018 Page 1
ID:ld_OOXyyT61 Bi_TXoljwHHzefvK-PcYgd4w6iVBdrJcL75wLCNN105annDdOXpTj2yicZ7
r14-0 11-0-12 26-114 32-2-8 38-0-0 94-0
'14-0 114)-12 15-10-8 ~ 534 ♦• 5-9-8 �11�
5.6 =
5x6 =
31 30 29 28 27 26 26 24 23 22 21 20 19 3x4 =
3.6 = 3x6 =
Dead Lead Dell. = 1/8 In
LOADING(psf)
SPACING
2-M
CSI.
DEFL
in (loc)
I/dell
Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.59
Vert(LL)
OA7 16-18
>379
360
MT20 2441190
TCDL 7.0
Lumber OOL
1.25
BC 0.48
Vert(CT)
-0.3616-18
>492
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.54
Horz(CT)
0.01 19
n/a
n/a
BCOL 10.0
Code FBC2017frP12014
Matrix-SH
Weight: 235lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing,
Except:
10-M oc bracing: 18-19
8-3-13 oc bracing: 16-18.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 23-8-0 except (jt=length)
16=0-7-10.
(lb) - Max Horz
2=102(LC 10)
Max Uplift
All uplift 100 lb or less atjoint(s) 2,
21, 22, 23, 25, 26, 27. 28, 29 except
19=-300(LC 9), 30=-116(LC 12),
16=-217(LC 9)
Max Grav
All reactions 250 lb or less at joint(s)
2, 21. 22, 23, 25, 26, 27, 28, 29, 30,
31 except 19=681(LC 24), 16=593(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
14-15=-335/528,15-16=-661/799
BOT CHORD
29-30=-150/382, 28-29=-150/382,
27-28=150/382, 26-27=-149/380,
25-26=149/380, 24-25=-149/380,
23-24=149/380, 22-23=-149/380,
21-22=1491380, 20-21=-1491380,
19-20=149/380, 16-18=-597/551
WEBS
14-19= 594/823, 14-18=-677/471,
WEBS
14-19=594/823,14-18=-677/471,
15-18=363/528, 3-30=1161252
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and GC Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch right
exposed;C-C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) I n1ss designed for wind loads in the plane of the
truss only. For studs exposed to wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as
per ANSI/fPI 1.
4) Provide adequate drainage to prevent water
ponding.
5) All plates are 1.5x4 MT20 unless otherwise
indicated.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
8)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" wide will fit between the
bottom chord and any other members.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 2, 21, 22, 23, 25, 26, 27, 28, 29 except Qt=1b)
19=300, 30=116, 16=217.
10) This truss is designed for a creep factor of 1.50,
which is used to calculate the Vert(CT) deflection per
ANSI/TPI 1. The building designer shall verify that this
parameter fits with the intended use of this
component.
LOAD CASE(S)
Standard
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Job
Truss
Truss Type
OtY
PIY
WRMSCMB1L15X10
B01G
Half Hip Girder
1
1
�RENARMORNINGSIDE
A0119501
R
Job Reference (optional)
A-1 Roof TmsseyFort Eierce,EL-34946,design@altmss m Run.8.270aMay-182018-Print:8.2 0-s May-18-204&Miielcind stdes.Inc-Thu-Aug-3016:53:112018-Page 1—
ID:Id_OOXyyT61Bi_TXoljwHHzefvK-1o52gQwTlOd?F?upvjc9uPwXIOPrVB6ncBZYGUyicZ6
` -1Ji-0 7-0-0 12-0-0
1-0-0 I 7-0-0 F-- 5-0-0
11
3x4 = I.. It 314 =
LOADING(psf)
SPACING-
2-U
CSI.
DEFL.
in
(loc)
1/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.67
Vert(LL)
0.09
6-9
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.61
Vert(CT)
-0.14
6-9
>999
240
BCLL 0.0 '
Rep Stress Inv
NO
WB 0.75
Horz(CT)
0.02
5
n1a
n/a
BCDL 10.0
Code FBC2017rFP12014
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 or4-3-10 oc
purins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 9-9-13 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 =
784/0-7-10 (min. 0-1-8)
5 =
1096/0-3-10 (min.0-1-8)
Max Horz
2 =
166(LC 8)
Max Uplift
2 =
-237(LC 8)
5 =
-323(LC 5)
Max Grav
2 =
784(LC 1)
5 =
1096(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1131/309,4-5=3121175
BOTCHORD
2.6=-331/945, 6-12=330/968,
12-13=-3301968, 5-13=-330/968
WEBS
3-6=0/678, 3-5=-11511397
NOTES.
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom
chard live load nonconcument with any other live
loads.
5)' This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Gl=lb) 2=237, 5=323.
7) Hanger(s) or other connection devices) shall be
provided sufficient to support concentrated load(s) 223
lb down and 237 lb up at 7-0-0, and 110lb down and
122lb up at 9-0-12, and 1551b down and 102 lb up at
11-0-12 on top chord, and 345 lb down and 64 lb up at
7-M, and 86 Ib down at 9-0-12, and 100 Ito down at
11-0-12 on bottom chord. The design/selection of
such connection device(s) is the responsibility of
others.
8) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=54, 3-0=-54, 5-7=20
Concentrated Loads (lb)
Vert: 6=345(1`) 3=176(F)10=-110(F) 11=-155(F)
12=65(F)13=-77(F)
Dead Load Dal = ill 6In
PLATES GRIP
MT20 2441190
Weight: 57 lb FT = 10%
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-80083
hka'w"Wur'
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Job
Truss
TmssType
PN
WRMSCMBI L15X1 O
BO2
Half Hip
�Qty
1
1
�RENARMORNINGSJDE
A0119502
Job Reference (optional)
.-• •mow• num on F; i FL arsro, oeslgnLa.,russ.com Ken: t1.Zlu s May la 2uia Ynnt: 8.21U 6 May la 2U18 Mi I eK industries, Inc. I hU Aug 3016:58:11 2018 Page 1
1-0-0 9-0-0 ID:Id_OOXyyT61Bi_TXoljw1 HzeefvK-to52gQwTtOd?F?upAc9uPwZBQMLVyi 12ncBZYGUt26
1-0-0 I 9-0-0 I 3-0-0
5x8 , 1.5X4 II
Dead Load Dell. = 3/16 in
4x4 = 1.5x4 II 6x6 =
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in
(loc)
I/deb
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.51
Vert(L-)
0.25
6-9
>567
360
MT20 2441190
TCOL 7.0
Lumber DOL 1.25
BC 0.83
Vert(CT)
-0.36
6-9
>397
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.31
Horz(CT)
0.01
2
We
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
Weight: 60 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30'Except'
T2:2x4 SP No2
BOT CHORD 2x4 SP No2
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 7-6-4 oc bracing.
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
2 =
519/0-7-10 (min. 0-1-8)
5 =
43410-3-10 (min. 0-1-8)
Max Horz
2 =
207(LC 12)
Max Uplift
2 =
-128(LC 12)
5 =
-128(LC 12)
Max Grav
2 =
519(LC 1)
5 =
434(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
23=4261140
BOT CHORD
2-6=-2611294, 5-6=262/302
WEBS
3-0=34/365, 3-5=-580I505
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=42psf; BCDL=S.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=11b) 2=128, 5=128.
LOAD CASE(S)
Standard
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Job
Truss
Truss Type
Dry
Plv
WRMSCMB1L15X10
BO3
Monopitch
2
1
�RENARMORNINGSIDE
A0119503
Job Reference (optional)
1.5x4 II
4
3.4 = 1.5x4 II 4x4 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.46
Vert(LL)
0.06
6-9
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.37
Vert(CT)
-0.08
6-9
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.43
Horz(CT)
0.01
5
n/a
n/a
BCDL 10.0
Code FBC20177fP12014
Matdx-MS
Weight: 62lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 8-2-7 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed dudng truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
2 =
519/0-7-10 (min. 0-1-8)
5 =
434/0-3-10 (min. 0-1-8)
Max Horz
2 =
264(LC 12)
Max Uplift
2 =
-107(LC 12)
5 =
-191(LC 12)
Max Gmv
2 =
519(LC 1)
5 =
434(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-599/184
BOTCHORD
2-6=-4701484, 5-6=470/484
WEBS
3-6=01274, 3-5=-5521535
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=138;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
"3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
4) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 2=107. 5=191.
LOAD CASE(S)
Standard
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=80083
80083
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Fort Pierce, FL 34946
ro 11®
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Job
Truss
Truss Type
Otv
RENARMORNINGSIDE
WRMSCMBiL15X10
C01G
Hip Girder
1
[IY
1
A0119504
Jab Reference o Bonal
A-1 Roof Trusses, Fort Pierce, FL 34946. design@almiss.com
Z
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 M1iTek Industries, Inc. Thu Aug 30 16:53:13 2018
4.8 =
3.4 = 1.5x4 It "x" - 3x4 = U6 =
LOADING(psf)
SPACING-
2-"
CSI.
DEFL.
in
(roc)
Udefl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.78
Vert(LL)
-0.11
6-8
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.99
Vert(CT)
-0.21
6-8
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.26
Horz(CT)
0.08
5
me
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP M 30 `Except*
T3: 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-9-9 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 6-10-7 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 = 1431/0-3-10 (min. 0-1-11)
2 = 147710-7-10 (min.0-1-12)
Max Horz
2 = 80(LC 8)
Max Uplift
5 = 438(LC 9)
2 = 467(LC 8)
Max Gmv
5 = 1431(LC 1)
2 = 1477(LC 1)
FORCES. fib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-2659/819, 3-15=-2285f765,
15-16=-2285f765, 4-16=-2285f765,
4-5=-26221802
BOT CHORD
2-8=-70112310, 8-17=-70012334,
7-17=700/2334, 7-18=-70012334,
6-18=700/2334, 5-6=-64312263
WEBS
3-8=0/679, 4-0=0/658
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf;h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) 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 240-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) except at --lb) 5=438, 2=467.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 223
lb down and 237 lb up at 7-0-0, 110 lb down and 122
lb up at 9-0-12, and 110 lb dawn and 122 lb up at
10-3-4, and 261 lb down and 258lb up at 12-4-0 on
top chord, and 345 lb down and 64 lb up at 7-", 86
lb down at 9-0-12, and 86 lb down at 10-34, and 342
lb down and 41 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=54, 3-4=-54, 4-5=-54, 9-12=20
Concentrated Loads (lb)
Vert: 3=-176(B) 4=-214(B) 8=345(B) 6=342(B)
15=110(B) 16=110(B) 17=65(B) 18=-05(B)
ad car. = 1/8 In
5
w
to
PLATES GRIP
MT20 244/190
Weight: 81 lb FT=10%
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Anthony T. Torabo 111, P.E.
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380083
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4451$L Wde Blvd.
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�
Fort Pierce, FL 34946
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Job
Truss
Truss Type
Oty
Ply
RENARMORNINGSIDE
WRMSCMB11-15X10
CO2
Hip
1
1
A0119505
-
Job Reference(opllonal)
q-1 Koo II msses, ron rler FL 34946-designP_altruss.wm Run_8.210.s-May-182018.PriM: l OII May-182018-MiTekAndustdes, Ine—Thu-Aug-30-16.53.-t3 2018-Page
ID:Id_OOXyyT6lBi_TXo1jwHHzetvK-pBDoF5xjPdujUll B17fdzg7oBD3ozFo44V21KNyicZ4
9-M k10-0-0 19-M
941-0 tr-0 e-a-a I
0
4x64 4x6C
3x4 4x6 = 46 =
1.Sx4 II
1.Sx4 II
Dead Load Den. = 3116 In
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(Joe)
Udell
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.99
Vert(LL)
-0.27
8-14
>846
360
MT20
2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.77
Vert(CT)
-0.48
8-14
>477
240
BCLL 0.0
Rep Stress Incr
YES
WS 0.10
Horz(CT)
0.02
5
n/a
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
Weight: 76 lb
FT=10%
LUMBER.
TOP CHORD 2x4 SP N0.2 *Except'
T1: 2x4 SP M 30
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 7-1-7 oc bracing.
MiTek recommends that Stabilizers and required
cress bracing be installed during truss erection, in
accordance, with Stabilizer Installation guide.
REACTIONS. (Ib/size)
5 =
700/0-3-10 (min. 0-1-8)
2 =
781/0-7-10 (min.0-1-8)
Max Horz
2 =
95(LC 12)
Max Uplift
5 =
-161(LC 13)
2 =
-200(LC 12)
Max Gmv
5 =
700(LC 1)
2 =
781(LC 1)
FORCES. (Ile)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2J=1005/600, 3-0=-815/657,
4-5=1011/603
BOTCHORD
2-8=-376/811, 7-8=-376/815,
6-7=-376/815, 5-6=376/810
WEBS
4-6=-35/265
NOTES.
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 5=161, 2=200.
LOAD CASE(S)
Standard
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W4Yursmlcx p[6 rbblmpMN{IieMa K.rytL,+e,LK[i6Pv!'rltutlnvlmi!trym vnuvaadbM+lva Aar'gv411pbMinpYhssjtl ay9dnble N.N Lit lhLp aran Hq,veenvubdYp
Anthony T. T01nbo 111, P.E.
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V80093
'
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46$1 St. tLde Blvd.
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�
Fort Pierce, FL 36966
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Vr<I i P 1 4 p v r
Job
Truss Type
Oty
Ply
RENARMORNINGSIDE
WRMSCMB1L15X10
�TWSS
CO3
Common
1
1
A0119506
A-1 la,,,a r----
Job Reference (optional)
•.�,....c,... ...ay, co io rurn. o.uoamaY, mio mi
mc. mu Hue JUlb:bt:14LU1a
4x4 =
4
6q
4.4 = 5.8 = 4.4 =
Dead Load Deli. = 3/16 In
LOADING(psf)
SPACING- 2-"
CSI.
DEFL
in
(loc)
I/deb
Ud
PLATES
GRIP
TCLL 20.0
Plate Gdp DOL 1.25
TC 0.45
Vert
-0.14
7-13
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.82
Vert(CT)
-0.30
7-13
>750
240
BCLL 0.0 '
Rep Stress Incr YES
W13 0.20
Horz(CT)
0.03
6
n/a
n/a
BCDL 10.0
Code FBC2017[TP12014
Matrix -MS
Weight: 84 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-0-13 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 7-5-7 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
6 =
700/0-3-10 (min. G-1-8)
2 =
781/0-7-10 (min. 0-1-8)
Max Horz
2 =
99(LC 12)
Max Uplift
6 =
-165(LC 13)
2 =
-204(LC 12)
Max Gmv
6 =
700(LC 1)
2 =
781(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - AN forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1158f777, 3-0=-873/579,
4-5=-869/577, 5-6=-1142f764
BOT CHORD
2-7=-61211014, 6-7=594/977
WEBS
4-7=-269/531, 5-7=308/363,
3-7=-343/383
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph;TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) This buss 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.
5) Provide mechanical connection (by others) of truss.
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 6=165. 2=204.
LOAD CASE(S)
Standard
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AnthonyT. Tombo 111, P.E.
'.8�08J
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st. WFL 369.b
vnh
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Fo[v
Job
Truss
Truss Type
ay
Ply
RENAR MORNINGSIDE
WRMSCMB1L15X10
CO4
Half Hip
1
1
A0119507
a
Job Reference (optional)
A-1 Root busses, tort Ylerce FL 34946,desigoQaltruss.wm Run_ 8.210s_May182018Ednt-82ay-18261&MiTekJndustdes,nc—Thu-Aug30-16:53N4-2018-Page-l—
° ID:ld_OOXyyT61Bi_TXo1jwHHzefvK-INnASRyLAx0a6ScOarAsW2X75dM5 WNDJ9nCspyicZ3
-4-0I S94 120 19-0-0 95I1-44 2 B-0-0
I
0
4x6 =
3x6 =
4x4 G 5x8 = 3x6 11
Dead Load per. = 5116 In
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/de0
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.85
Vert(LL)
-0.27
7-10
>840
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.95
Vert(CT)
-0.56
7-10
>404
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.85
Horz(CT)
0.02.
6
nla
n/a
BCDL 10.0
Code FBC2017TFP12014
Matrix -MS
Weight: 99 Ib FT =10%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or2-2-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
6 =
69510-3-10 (min. 0-1-8)
2 =
776/0-7-10 (min. 0-1-8)
Max Hors
2 =
247(LC 12)
Max Uplift
6 =
-197(LC 9)
2 =
-188(LC 12)
Max Gran,
6 =
695(LC 1)
2 =
776(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1103/624, 34=-774/392,
4-5=-631/427, 5-6=-636/485
BOTCHORD
2-7=-811/963
WEBS
3-7=-376/434, 5-7=4991738
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Etenor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" wide will fit between the
bottom chord and any other members, with BCDL =
I O.Opsf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 6=197, 2=188.
LOAD CASE(S)
Standard
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Anthony T. Tombo III, P.E.
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St.083
44515F. WdE Blvd.
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Fort Remo, FL 34946
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Job
Truss
Qty
PlyRENARMCIRNINGSIDWRMSCMB1L15X10CJ1
FType
er Jack
10
1
A0119508
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__ ____
_ _
Job Reference o 8onal
Kun: a.21u s May 1112018 Pnnt 8.210 a May 18 2018 MiTek Industries, Inc. Thu Aue 30 16:53:15 2018
LOADING(pst)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.26
TC 0.18
Vert(LL)
0.00
7
>999
360
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.03
Vert(CT)
0.00
7
>999
240
BCLL 0.0 '
Rep Suess Inc, YES
WB 0.00
Horz(CT)
0.00
4
We
Na
BCDL 10.0
Code FBC2017rrPI2014
Matrix -MP
Weight: 6lb
FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 0-11-11 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Iblsize)
3 =
-3/Mechanical
2 =
16610-8-0 (min. 0-1-8)
4 =
-16/10echanical
Max Horz
2 =
42(LC 12)
Max Uplift
3 =
-3(LC 1)
2 =
-70(LC 12)
4 =
-16(LC 1)
Max Grav
3 =
12(LC 8)
2 =
166(LC 1)
4 =
20(LC 8)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2ps(; BCDL=5.Opsf; h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch left
exposed;C-C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load 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-U 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 beadng plate capable of withstanding 100 lb uplift at
joint(s) 3, 2, 4.
LOAD'CASE(S)
Standard
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Anthony T. Tomb o lll, P.E.
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I
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•
Fort Pierce, FL 34a46
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Job
Truss
Truss Type
Qry
Ply
WRMSCMBIL15X1OCJ3
Comer Jack
g
1
�RENARMORNINGSIDE
A0119509
'
Job Reference o tional
LOADING(psf)
SPACING-
240-0
CSI.
DEFL.
in
(fee)
I/deft
Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL)
0.01
4-7
>999
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.12
Vert(CT)
-0.01
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Hoa(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
Weight: 12 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-11-11 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
60/Mechanical
2 =
201/0-8-0 (min.0-1-8)
4 =
30/Mechanical
Max Horz
2 =
82(LC 12)
Max Uplift
3 =
-43(LC 12)
2 =
-72(LC 8)
4 =
-27(LC 9)
Max Grav
3 =
60(LC 1)
2 =
201(LC 1)
4 =
49(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult-166mph (3-secend gust)
Vasd=124mph; TCDL=4.2psf; 8CDL=5.0psf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed; porch left
exposed;C-C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 3, 2, 4.
LOAD CASE(S)
Standard
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Anthony T. Tomb0111, P.E.
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44515L Lude Blvd.
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Fort Pierce, Ft 34946
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Job
Truss
Truss Type
Dry
Ply
RENAR MORN INGSIDE
WRMSCMBIL15X1013J3A
Comer Jack
1
1
A0119510
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@aluuss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 16:53916 2018 Page i
ID:Id 0OXyyT61Bi_TXoljwHHzefvK-Emvxt7_a'YGHLmmmiGCKbTdVEREgAd7WmTGJxiyicZ1
2-7-9 I
2-7-9
3x4 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL
in
(loc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.17
Vert(L-)
-0.00
3-6
>999
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC
0.11
Vert(CT)
-0.01
3-6
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB
0.00
Horz(CT)
0.00
1
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
Weight: 9 lb FT =10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-7-9 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
136/0-041 (min.0-1-8)
2 =
88/Mechanical
3 =
42/Mechanical
Max Horz
1 =
52(LC 12)
Max Uplift
2 =
-31(LC 12)
Max Grav
1 =
136(LC 1)
2 =
88(LC 1)
3 =
56(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. -All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections,
5) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 It, uplift at
joint(s) 2.
LOAD CASE(S)
Standard
1) Dead +.Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=54, 3-4=-20
Concentrated Loads (Ib)
Vert: 7=75
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•
Fart Pierce, FL 34W6
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Job
rmss
Truss Type
pry
Ply
MORNINGSIDE
WRMSCMB1L15X10CJ5
Comer Jack
5
1
�RENAR
A0119511
'
Job Reference (optional)
A-1 Root JwS es rortF-1erce,FL34946,. designgattruss.mm Run-8.210,%-May-182018
I
C„
4-11-11
LOADING(psf)
SPACING-
2-0-0
CSL
DEFL,
in
(loc)
I/de8
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.36
Vert(LL)
0.04
4-7
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.29
Vert(CT)
-0.05
4-7
>999
240
BCLL 0.0
Rep Stress lncr
YES
WS 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017lfP12014
Matrix -MP
Weight: 18 to FT = 10 %
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 20 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or4-11-11 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
112/Mechanical
2 =
268/0-7-10 (min. 0-1-8)
4 =
59/Mechanical
Max Horz
2 =
123(LC 12)
Max Uplift
3 =
-80(LC 12)
2 =
-69(LC 12)
Max Grav
3 =
112(LC 1)
2 =
268(LC 1)
4 =
88(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft;
Cal. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exlerior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 3, 2.
LOAD CASE(S)
Standard
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Fort Pierce, R 34946
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veh / P I rl P F 1
Job
Truss
Oty
Ply
MORNINGSIDE
WRMSCMB1L15X10
CJSA
�Truss`rype
Comer Jack
1
1
�RENAR
A0119512
Job Reference optional)
A-1 Ruoi Trusses, Fort Fierce, FL squab, aeslgn(matwss.00m Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 16:53:17 2018 Page 1
^ ID:Id_0OXyyT61Bi_TXoljwHHzefvK-iyTJST_ETS08z LZGzjZ7g9c6gWlv4Mf?70sT8yicZ0
c
3x4 =
4-7-9
4-7-9
LOADING(psf)
SPACING-
2-M
CSI.
DEFL
in
(loc)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
126
TC 0.42
Vert(LL)
0.04
3-6
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL
125
BC 0.35
Vert(CT)
-0.05
3-0
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.00
Horz(CT)
-0.01
2
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 15 lb
FT=10%
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-7-9 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 10-" 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 =
202/D-3-8 (min. 0-1-8)
2 =
11911viechanicel
3 =
62/Mechanical
Max Horz
1 =
93(LC 12)
Max Uplift
1 =
-3(LC 12)
2 =
-78(LC 12)
Max Gmv
1 =
202(LC 1)
2 =
119(LC 1)
3 =
89(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=42psf; BCDL=SApsf; h=13ft;
Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcumant with any other live loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 2.
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=125
, Plate Increase=125
Uniform Loads (pit)
Vert: 1-2=54, 3-4=-20
Concentrated Loads (Ib)
Vert: 7=45
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Anthony T. Tanba Ill, P.E.
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Fort Pie., FL 34946
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Job
truss
Truss Type
ON
Ply
RENAR MORNINGSIDE
WRMSCME1L15X10
DO1
HIP GIRDER
1
1
AO119513
�
Job Reference (optional)
3x4 =
LOADING(psf)
SPACING-
2-0-6
TCLL
20.0
Plate Grip DOL
1.25
TCOL
7.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
NO
BCDL
10.0
Code FBC2017frP12014
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
2-0-0 oc puriins (3-8-11 max.)
(Switched from sheeted: Spacing > 2-0-0).
BOTCHORD
Rigid ceiling directly applied or 5-10-9 oc bracing.
REACTIONS. (lb/size)
2 =
98610-8-0 (min. 0-1-8)
5 =
985/0-8-0 (min. 0-1-8)
Max Horz
2 =
53(LC 26)
Max Uplift
2 =
-592(LC 5)
5 =
-592(LC 4)
Max Gran,
2 =
985(LC 1)
5 =
985(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1667/1089, 3-15=1464/1016,
15-16=1464/1016, 4-16=1464/1016,
4-5=1668/1090
BOTCHORD
2-8=-947/1444,8-17=-961/1463,
17-18=961/1463, 7-18=961/1463,
5-7=-914/1444
WEBS
3-8=-241/420, 4-7=-240/420
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft;
Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; porch left and right
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurent with any other live loads.
CSI.
DEFL.
in
(loc)
I/deg
L/d
TC 0.72
Vert(LL)
0.11
7-8
>999
360
BC 0.52
Vert(CT)
-0.10
7-8
>999
240
WB 0.16
Horz(CT)
0.03
5
n/a
n/a
Matrix -MS
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=1b) 2=592, 5=592.
7) Graphical pudin representation does not depict the
size or the orientation of the pudin along the top and/or
bottom chord.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 108
lb down and 144 lb up at 5-0-0, 58 lb down and 86 Ib
up at 7-0-0, and 58 Ih down and 86lb up at 8-".
and 108 lb down and 144 lb up at 10-0-0 on top chord
, and 188 lb down and 202 lb up at 5-0-0, 47 lb down
and 68 lb up at 7-0-0, and 471h down and 68 lb up at
8-0-0, and 188 lb down and 202lb up at 9-11-4 on
bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-55, 34=-55, 4-6=55, 9-12=20
Concentrated Loads (Ib)
Vert: 3=-60(F) 4=-60(F) 8=188(F) 7=-188(F)
15=58(F)16=-58(F)17=39(F) 18=-39(F)
3x4 =
PLATES GRIP
MT20 2441190
Weight: 65 lb FT=10%
CT
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Anthony T. Tombo 111, P.E.
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.lob
Tmss
TmssType
Oty
Py
WRMSCMB1L15X10
HJ5
Diagonal Hip Girder
2
1
�RENARMORNINGSIDE
A0119514
Inh Reference (optional)
con nerce, r1- saayo, ueslgnLa'Itmss.com Hun: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Thu Aug 30 16:5'J.19 2018 Pagel
ID:ld OOXyyT6lBi TX01)wHHzefvK-eKa3W90U7TesCDVLNOm1C5F?KeEfNzIySRVzYOyicZ_
-1-10-10 3-9-9 7.0-2
1-10-10 I 3-9-9 3-2-9
— 3.4 =
LOADING(psf)
SPACING-
2-"
CSI.
DEFL.
in
(]cc)
I/deb
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.25
Vert(L-)
-0.02
7-10
>999
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.22
Ved(CT)
-0.02
7-10
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.10
Horz(CT)
0.00
5
We
n/a
BCDL 10.0
Code FBC2017?PI2014
Matrix -MP
Weight: 311b FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 cc
purins.
BOTCHORD
Rigid ceiling directly applied or 10-M cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
70/Mechanical
2 =
37910-10-15 (min. 0-1-8)
5 =
178/Mechanical
Max Horz
2 =
141(LC 4)
Max Uplift
4 =
-56(LC 4)
2 =
-150(LC 4)
5 =
-97(LC 5)
Max Grav
4 =
77(LC 19)
2 =
379(LC 1)
5 =
178(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-11=-392/94,3-11=366/123
BOTCHORD
2-13=-158/346,7-13=-158/346,
7-14=158/346,6-14=-158/346
WEBS
3-6=-383/175
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed; end vertical left
exposed; porch left exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrenl with any other live
loads.
3) • This truss has been designed for a live load of
20.Opsf on [he bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) 4, 5 except (t=lb) 2=150.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 77
lb down and fit It, up at 1-4-9, 77lb down and fit lb
up at 1-4-9, and 32 lb down and 41 lb up at 4-2-8.
and 32 lb down and 41 Ib up at 4-2-8 on top chord,
and 63 lb down and 35 lb up at 14-9, 63 lb down and
35 lb up at 1-4-9, and 59 lb down at 4-2-8, and 59 lb
down 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 CASES)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=54, 58=-20
Concentrated Loads (lb)
Vert: 14=-%F=4, B=-4)
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FartPlerce,R 3494 3C9<6
Job
Truss
Oty
Ply
RENAR MORN INGSIDE
WRMSCMB1L15X10
�Tnuss`rype
HJ7
Diagonal Hip Girder
2
1
A0119515
Job Reference (optional)
A-! Roof Truss ,-Fort Pierce FL_34946,design@altruss.com Run_B.210s_May-182018.Print8.210s-May182048-MTekJndusuies,-tne. T Aug3096:53192018-Pag"
ID:ld_0OXyyT61Bi TXoliwHHzefvK�Ka3W90U?TesCDVLNOmlG5Fwge85NulySRVzYOyicz_
'-1-10-10 4-7-4 9-10-1
1-10-10 4-7-4 5-2-13
214 = 1.5A II 3x4 —
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/dell
LidPLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.53
Vert(LL)
-0.05
6-7
>999
360
MT20 244/190.
TCDL 7.0
Lumber DOL
1.25
BC 0.58
Vert(CT)
-0.11
6-7
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.44
Hom(CT)
0.01
5
n/a
n/a
BCDL 10.0
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 6-04) oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
143/Mechanical
2 =
519/0-10-7 (min. 0-1-8)
5 =
307/Mechanical
Max Horz
2 =
182(LC 4)
Max Uplift
4 =
-107(LC 4)
2 =
-145(LC 4)
5 =
-50(LC 8)
Max Grav
4 =
143(LC 1)
2 =
519(LC 1)
5 =
307(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-11=818/130,11-12=-755/155,
3-12=-755/145
BOT CHORD
2-14=230(748, 14-15=-230U,18,
7-15=230/748, 7-16=-2301748,
6-16=-2307748
WEBS
3-7=0/285, 3-6=-790/243
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5'.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psi bottom
chord live load nonconcument with any other live
loads.
3) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 5 except at --lb) 4=107, 2=145.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 77
lb down and 61 lb up at 1-4-9, 77 lb down and 61 lb
up at 1-4-9, 32 lb down and 41 lb up at 4-2-8. 32 lb
down and 41 lb up at 4-2-8, and 56 lb down and 87 lb
up at 7-0-7, and 56 lb down and 87 lb up at 7-0-7 on
top chord, and 24 lb down and 35 lb up at 1-4-9, 24 lb
down and 35lb up at 1-4-9, 20 lb down at 4-2-8, 20 lb
down at 4-2-8, and 38lb down at 7-0-7, and 38 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 CASES)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plo
Vert: 14=-54, 5-8=-20
Concentrated Loads (lb)
Vert: 13=-72(F=-36, B=-36) 15=-9(F=-4, B=4)
16=-61(F=30, B=-30)
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Job
Truss
Truss Type
pry
Ply
RENARMORNINGSIDE
WRMSCMBIL15X10
HJ7A
Diagonal Hip Girder
1
1
A0119516
Job Reference (optional)
A-1 Root Trusses, Fort Pierce, FL 34946, design@altmss.com Run: 8.210 s May 18
MiTek Industries, Inc. Thu Aug 30 16:5320 2018
3x4 = 1.5x4 ff --'
LOADING(pso
SPACING-
24)-0
CSI.
DEFL.
in
(foe)
I/dell
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.85
Vert(LL)
-0.09
6-7
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.87
Vert(CT)
-0.22
6-7
>541
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.84
Horz(CT)
0.02
5
n/a
We
BCDL 10.0
Code FBC2017rFPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-0-6 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
181/Meohanical
2 =
572/0-10-7 (min. 0-1-8)
5 =
305/10echanical
Max Horz
2 =
182(LC 4)
Max Uplift
4 =
-128(LC 4)
2 =
-137(LC 4)
5 =
-26(LC 8)
Max Grav
4 =
181(LC 1)
2 =
572(LC 1)
5 =
308(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-11=11391161, 11-12=-1100/183,
3-12=1079/194
BOTCHORD
2-15=272/1068, 7-15=-27211068,
7-16=-272/1068,16-17=272/1068,
6-17=-27211068
WEBS
3-7=0/309, 3-6=-1092/278
NOTES-
1) Wind: ASCE 7-10; Vult-160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed; end vertical left
exposed; Lumber DOL=1.60 plate grip OOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 5 except (It=lb) 4=128, 2=137.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 77
lb down and 61 Its up at 1-4-9, 77 lb down and 61 lb
up at 1-4-9, 46lb down and 38 lb up at 4-2-8, 32 Its
down and 41 lb up at 4-2-8, and 59 lb down and 85 lb
up at 7-0-7, and 56 lb down and 87lb up at 7-0-7 on
top chord, and 24 lb down and 351b up at 14-9, 24 lb
down and 35 lb up at 14-9, 18lb down at 4-2-8, 13lb
down and 40lb up at 4-2-8, and 35lb down at 7-0-7,
and 38lb down at 7-0-7 on bottom chord. The
design/selection of such connection devip(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=-54, 5.8=-20
Concentrated Loads (Ib)
Vert: 12=45 13=24(B)14=-78(F=-36, B=42)
16=18(F=4, B=-14) 17=-64(F=-30, B=34)
I-, I Dead Load Deli. =118 in
PLATES GRIP
MT20 2441190
Weight: 44 lb FT=10%
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•
Fort Pierce, FL 34946
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Job
rmss
TmssType
Ply
RENARMORNINGSIDE
WRMSCMB1L15X10
JS
Jack -Open
�QtY
4
1
A0119517
Job Reference (optional)
A-1 Hoot Trusses Fort Pierce FL34946, design@at0uss.cem Run_8210sMay_18 2018.Pdnt: 8. 10s-May-182048-MFek4ndustries 4nc—Thu-Aug-30-16:53:21-2018-Page-l—
ID:Id_00XyyT6lBI TXoljwHHzefvK-ajigwrl kX5uaRXfkVpoVIWKHYSsimMFWI_4bvyicYy
' -1.4-0 5-0-0
id-0 5-0-0
3.4 =
5-0-0
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP -
TCLL 20.0
Plate Grip DOL
1.25
TC 0.49
Vert(LL)
0.11
4-7
>554
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
SC 0.44
Vert(CT)
0.09
4-7
>650
240
SCLL 0.0 '
Rep Stress Ina
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
Weight: 18 lb FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-0-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
113/Mechanical
2 =
269/0-8-0 (min. 0-1-8)
4 =
59/Mechanical
Max Horz
2 =
123(LC 12)
Max Uplift
3 =
-81(LC 12)
2 =
-98(LC 9)
4 =
-48(LC 9)
Max Grav
3 =
113(LC 1)
2 =
269(LC 1)
4 =
88(LC 3)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed; porch left
exposed;C-C for members and forces & 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
chard live load nonconcument with any other live loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 3, 2, 4.
LOAD CASE(S)
Standard
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Anthony T. T=bo 111, P.E,
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4451 St. Lucie 3 W.
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Job
Truss
AO119518
WRMSCMB1L15X10
J7
�TrussType
Jack -Open
�Qty
6
�PIY
1
�RENARMORNINGSIDE
Job Reference (oo8ona0
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 Mil ek Industries, Inc. Thu Aug 30 16:53:21 2018 Page 1
ID:Id_OOXyyT618i_TXoliwHHzefvK-ajigwrl kX5uaRXfkVpoVI WKBKSoXwMFW_4bvyicYy
1-0-0 7-0-0
r 1-4-0 7-0-0
Dead Load Defl. =1/8 in
3x4 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/deb
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.85
Vert(LL)
0.17
4-7
>478
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.65
Vert(CT)
-0.22
4-7
>386
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.01
3
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 24 lb
FT= 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during muss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
164/Mechanical
2 =
34010-7-10 (min. 0-1-8)
4 =
85/1viechanical
Max Horz
2 =
164(LC 12)
Max Uplift
3 =
-117(LC 12)
2 =
-79(LC 12)
Max Grav
3 =
164(LC 1)
2 =
340(LC 1)
4 =
126(LC 3)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & 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 nonconcurtent with any other live loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 Ito uplift at
joint(s) 2 except at --lb) 3=117.
LOAD CASE(S)
Standard
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Anthony T. Tombo III, P.E.
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I
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Fort Pierce, FL 34946
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Job
Tmss
7russ7ype,
Plr
WRMSCMB1L15X10
J7As
Jack -Open
�Qty
1
1
�RENARMORNINGSIDE
A0119519
Job Reference (optional)
_ A- KHoot Fmu es, Fort Pierce-FL_34946,designWtmss.com Run_8.210.s-Maya&2018PrintAL2,10sMaya82018MFFekJndustdes;Jnc,-T7ru-AuVO-1653-222018-Page'1
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1-0-0 7-0-0
1-0-0 I 7-0-0
Dead Load DO. = 3/16 In
3x4 =
LOADING (psf)
SPACING-
2-0-0
CS'.
DEFL.
in
(loc)
I/deFl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.57
Vert(L-)
0.16
4-7
>527
360
MT20 244/190
TCOL 7.0
Lumber DOL
1.25
BC 0.66
Vert(CT)
-0.26
4-7
>316
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.00
Horz(CT)
0.01
2
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MP
Weight: 24 lb FT=10%
LUMBER -
TOP CHORD 2x4 SP M 30
SOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation vide.
REACTIONS. (lb/size)
3 =
203/Mechanical
2 =
415/0-7-10 (min. 0-1-8)
4 =
95/Mechanical
Max Horz
2 =
164(LC 12)
Max Uplift
3 =
-97(LC 12)
2 =
-34(LC 12)
Max Grav
3 =
203(LC 1)
2 =
415(LC 1)
4 =
136(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Ezp 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-" wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 3, 2.
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 4, 3-9=-54, 4-5=20
Concentrated Loads (lb)
Vert: 8=45
Trapezoidal Loads (plf)
Vert: 8=994o-9=54
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Anthony T. Tan6o 111, P.E.
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Fart Pierce, F. 369E6
Fort Verne, F.
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Job
Truss
Oty
PIY
RENARMORNINGSIDE
WRMSCM131L15M
T01GE
Tm—ssType
ommon Structural Gable
1
1
A0119520
Job Reference o tional
nun. o.0 u> may
o.uu s may to mlo
Ju lu:uJ:ZZ Zulu
Us =
cmFr' 4
axle = 3.10 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL,
in
(roc)
Well
Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.26
TC 0.22
Vert(L-)
0.09
9-10
>896
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.37
Vem(CT)
-0.07
9-10
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.09
Holz(CT)
-0.00
9
nla
nla
BCDL 10.0
Code FBC2017/rP12014
Matrix -MS
Weight: 89 Ile FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W3: 2x6 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
10 =
435/0-3-8 (min. 0-1-8)
9 =
41310-3-8 (min. 0-1-8)
Max Horz
10 =
145(LC 11)
Max Uplift
10 =
-196(LC 8)
9 =
-190(LC 9)
Max Gran,
10 =
435(LC 1)
9 =
413(LC 1)
FORCES. (lb)
Max. Comp./Maz. Ten. - All tomes 250 (lb) or less except
when shown.
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp S; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed; porch left
and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate
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 100 lb uplift at
joint(s) except (jt=lb)10=196, 9=190.
LOAD CASE(S)
Standard
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Anthony T. Tombo Ill, P.E.
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Job
my
Pry
RENARMORNINGSIDE
WRMSCMBiL15X10T02
�Truss
�TrussType
Common
1
1
A0119521
Joh Reference (notional)
4.8 =
6.00FI-2
1.5x4 II 3x10 = 1.5x4 II
3x10 =
LOADING(psf)
SPACING-
2-OA
CSI.
DEFL.
in
(too)
Well
Lld
TCLL
20.0
Plate Grip DOL
1.25
TC 0.22
Vart(LL)
0.09
9-10
>887
360
TCDL
7.0
Lumber OOL
1.25
BC 0.37
Vert(CT)
-0.07
9-10
>999
240
BCLL
0.0 '
Rep Stress lacy
YES
WB 0.09
Horz(CT)
-0.00
9
ri
nla
BCDL
10.0
Code FBC2017ITP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W3: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
puriins, except end verticals.
BOTCHORD.
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Iblsize)
10 =
43010-3-8 (min. 0-1-8)
9 =
43010-3-8 (min. 0-1-8)
Max Hoe
10 =
143(LC 11)
Max Uplift
10 =
-195(LC 8)
9 =
-195(LC 9)
Max Grav
10 =
430(LC 1)
9 =
430(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. -All forces 250 (Ib) or less except
when shown.
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. It; Exp B; Encl.. GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left and right exposed; porch left
and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) This truss has been designed for a 10.0 pat bottom
chord live load noncencurrent 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 ft between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Gt=1b) 10=195, 9=195.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 751b FT=10%
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Gg51St. Lurle Blvd.
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Fon Rer[e. FL i49C6
� Oppirh®]Old AIdvtlnssea�Aatlay LlvmSv VLPA. Ivpndvoldvleisixmmva, noglmm,npml3nedrilEemlAericegeminvevM1omAlleolLourdelEvoYLlor+lolll, p.L
Job
Truss
Truss Type
MORNINGSIDE
WRMSCMBIL15X10T03
Common
�Qty
1
�Pltr
1
�RENAR
A0119522
Job Reference (op8ona0 _
18 2018 MiTek Industries, Inc. Thu Aug 30 16:53:23 2018
A-1 Roof Trusses, Fort Pierce, FL 34946. design@altrusswin - Run: 8.210 s May 18 2018 Print: 8.210 s
4x8 =
6.00112
1.5x4 11 3x10 = 1.Sx4 II
3.10 =
1-0 10
1410.14, 7A-2 7-0.14aP£ lass
to-W 1 a7A a 1z1-4s 1-0.0
LOADING(psf)
SPACING-
2-M
CSI.
DEFL
in
(loc)
I/defl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.40
Vert(LL)
0.09
9-10
>917
360
TCDL - 7.0
Lumber DOL
1.25
BC 0.38
Vert(CT)
0.07
9-10
>999
240
BCLL 0.0 '
Rep Stress Ina
YES
WB 0.09
Horz(CT)
-0.00
9
n/a
n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3'Except'
W3: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
10 =
419/0-3-8 (min. 0-1-8)
9 =
43210-3-8 (min. 0-1-8)
Max Horz
10 =
-149(LC 10)
Max Uplift
10 =
-196(LC 8)
9 =
-196(LC 9)
Max Grav
10 =
419(LC 1)
9 =
432(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-11=141261
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left and right exposed; porch left
and right exposed;G-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 pat bottom
chord live load nonconcument with any other live loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=1b) 10=196, 9=196.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 75 lb FT=10%
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Anthony T. Tombo Ill, P.E.
MneRtlelm4gimllylyd,m/u.YlntlbAMMen'Yr6Sdrtl huenpngn hcxmndheCdeWMhdl Yxp�WnlIFI.1,9rm tlh140nrmhtl,xRbimtYimgYlq ,n lh9duuiMTiJtlIMhnYasiirtl
180083
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St. Lucie Blvd.
rleRuld,blrr4YbgHqulmsrhArnenNdMrmN �Egamur[Ihlela/Inrym,ui+JlryffGpwlei Y3Sy N¢IUa4H unHNelnl.
Fort P;eroo, FL 34U6
feppilM®IDI6bl loeRmsses-AalEoe/Liomha111./.1. lep�odooiae ef4ndommeelbee7lmm,ispal3dedri6eN%e vnneo pumiedmkomkl leolLe»a�AetAeor LleMolO,LL
Job
Truss
Truss Type
City
Ply
WRMS(�ME11L15X10T04
Common
1
1
�RENARMORNINGSIDE,,.-
A0119523
Jab Reference (optional)
A-1 Roof Tmsses,Fort_Pierce FL-34946,.design@altruss.mm Run_8.21 Q-9-May-182018
4x8 =
6.00 F12
1.50 It 3x10 = 1.Sx4 II
3x10 =
LOADING(psf)
SPACING-
2-"
CSI.
DEFL.
in
(loc)
I/de0
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.22
Ved(LL)
0.09
9-10
>887
360
TCDL 7.0
Lumber DOL
1.25
BC 0.37
Ven(CT)
-0.07
9-10
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.09
Horz(CT)
-0.00
9
nla
n1a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except'
W3: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
10 =
43010-3-8 (min. 0-1-8)
9 =
430/0-3-8 (min. 0-1-8)
Max Horz
10 =
143(LC 11)
Max Uplift
10 =
-195(LC 8)
9 =
-195(LC 9)
Max Gmv
10 =
430(LC 1)
9 =
430(LC 1)
FORCES. (Ib)
Max. CompdMax. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vulri 60mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1311;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed; porch left
and right exposed;C-C for members and forces 8
MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)'This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-04) wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=1b) 10=195, 9=195.
LOAD CASE(S)
Standard
f
PLATES GRIP
MT20 2441190
Weight: 75 lb FT=10%
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Anthony T. Tombo 111, P.E.
am dm laibN. 4 W, r.. W46d A,Y hWW.11r9T%'dm= WmheY
r 8apa3
'
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4451 St. WCIe 8hrd.
❑enul8Wry.4smry�drrun.:mglrarenmm,tdmouvvfqmmLrnmdrq&.pe.vlmsibagiunemY�gM m1r•7imnmMmml.
�
F.A Pierce, FL 34946
(e hl®IIIIAIWoIlmsns-Amlve Llvmlolll, l.l. Ie mdvdive vlllisdvmmenl,ivdr Im t ivii0lledxiMemMeviinee eminivebembl lvetLmus-AVMvn Llomlvll, P.L
PP'1 y i r 4i p P r
Truss
Truss Type
city
Ply
RENARMORNINGSIDE
X10T05
;;;�
Common
1
1
A0119524
Job R fe ce(optional)
•• ••••••••— , . Iw, �s,m+q u=o,y„La,nuoi. w,,, nm9o.uuu may loeulornm:o.ziusmay luzuiamienmausmes,mc. Inu Hug JultiaJ:e4zuiu
4x6 =
6.00 F12
Pa
1.Sx4
3x10= 1.SY411
LOADING (
SPACING-
2-0-0
CSI.
DEFL. in (loc) I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.23
Vert(L-) 0.16 7-8 >493
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.53
Vert(CT) 0.13 7-8 >603
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.09
Horz(CT) 0.00 7 nla
n/a
BCDL 10.0
Code FBC2017/iPI2014
Matrix -MP
Weight: 60 to FT = 10 %
LUMBER.
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
5) Provide mechanical connection b others of truss
(y )
WEBS 2x4 SP No.3 *Except*
to bearing plate capable of withstanding 100 lb uplift at
W4: 2x6 SP No.2
' joint(s) 8 except (jt=1b) 7=183.
BRACING -
TOP CHORD LOAD CASE(S)
Structural wood sheathing directly applied or 6-0-0 oc Standard
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and require
cross bracing be Installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
8 =
20810-3-8 (min. 0-1-8)
7 =
468/0-3-8 (min. 0-1-8)
Max Horz
8 =
-118(LC 8)
Max Uplift
8 =
-89(LC 9)
7 =
-183(LC 9)
Max Grant
8 =
208(LC 1)
7 =
468(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical right exposed; porch right
exposed;C-C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-U wide will fit between the
bottom chord and any other members.
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Anthony T. Tornba 111, P.E.
'
tle4fal WTe MGF,R. to mn�vMab1Wm11:a Pvlof mlptivx,101nW4falanWgbMmnryt8J4h111ldfYlnrMmfkp Ep.Im Yn bb,sf•mgmlaAfNpmfELGnrhOyn.lnf tlnT VAlsllnv YaMKn nn.
CROD
44515L 111
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�
Fo rt Plerre,FL 3494b
M94
(apdiigbt®7616k11bl6vuel-AmlvgL7vmdv Yl•r1. bp46oalbdtlndvmnem,ioeylmm,ispwlTned.Idmev rrinnpnminiovbem A�I Bvol lnuo-k�evyLTemloII1,EL
Truss
Truss Type
City
Ply
RENAR MORNINGSIDE
MSCMB1L15X10T06
F
Common
1
1
A0119525
Job Reference (optlonall
4x8 =
6.00 F12
3x10= 1.5x411
k
LOADING(psf)
SPACING-
2-0-0
CSI,
DEFL
in
(loc)
I/deg
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.23
Vert(LL)
0.16
5-7
>490
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.52
Vert(CT)
0.13
6-7
>600
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.07
Hocz(CT)
-0.00
6
n/a
rue
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
Weight: 58 lb FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except'
W4: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
7 =
23510-3-8 (min. 0-1-8)
6 =
357/0-3-8 (min. 0-1-8)
Max Horz
7 =
103(LC 11)
Max Uplift
7 =
-95(LC 9)
6 =
-140(LC 9)
Max Grav
7 =
235(LC 1)
6 =
357(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
2-3=-123/300
WEBS
3-6=-183/305
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical 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.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 7 except at --lb) 6=140.
LOAD CASE(S)
Standard
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Anthony T. Tomho III, P.E.
dmtlmv rmvhrml Xrq!hmrery.irntld P.m.mC.air.fserlgtle'ml.lrypuirar,am:mtltlmoCLR;mImktllavryuiemilM. MpPnYtl Y101dmlutlmtlmimvtlL4grargnryev6ANmiYury YYbhm{as!!gd
r80083
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I
44515t. Lucie Blvd.
demultlutlhabfNyednumm5Mhdlnmmdnl LnlrmGvpfgrm4rClmWYq: ,almrflna6rrm[mr1mA5 NOLJMnu,mlAtll1161.
m
Fort Pierre,R 34946
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Job
Truss
Truss Type
Oty
Ply
VM03
Valley
1
1A0119526ob
rR—EN7ARORNINGSIDEX10
e (optional)
,.w„„ , root rietce, r� .rengo, eeagnLmaluuss.com Kan: a.zm s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 30 16:53:25 2018 Page 1
ID:Id_OOXyyT61Bi_TXoljwHHzefvK-TUyKmCSFaJOOw8yVkfsRSMV2S3JRnhLrq(JyHkgyicVu
O
Q
O
2x4
LOADING (Pat)
SPACING-
241-0
CSI.
DEFL.
in (loc)
I/dell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.14
Vert(L-)
nla -
n/a
999
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC
0.07
Vert(CT)
nla -
n/a
999
BCLL 0.0 '
Rep Stress Ina
YES
WB
0.00
Horz(CT)
0.00
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
Weight: ll lb FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 LOAD CASE(S)
BRACING- Standard
TOPCHORD
Structural wood sheathing directly applied or 34-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
1 =
95/3-3-8 (min. 0-1-8)
3 =
9513-3-8 (min. 0-1-8)
Max Horz
1 =
52(LC 12)
Max Uplift
1 =
-15(LC 12)
3 =
-42(LC 12)
Max Gmv
1 =
95(LC 1)
3 =
95(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-semnd gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; E6p B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; and vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 lost bottom
chord live load nonconcument 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 fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100lb uplift at
joint(s) 1, 3.
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WI®vbrMUWh.A4@Ik'4hrblL 4,urnyhtary kna'.tnpe}WutlenlM e[+Fnv,pm,abrMaF,vryupmin3�e,bkk[ytlbtgp s*)LAISW14 NrN �Rl hbgnmryq bfvl u.^ very. pnyionY 1. Tomtolli, D.E.
' d ibtim�bg6an9 d+gmkifddt IhC.widraMgm trl.Yghsptlbx,adblxbr6dWWibddtmhdirn lbgpmldbl9dgh11.,dbM�tlWhiloaq avgrtzlRdhn4w6hW Mdrd -Tomb bhamrWy. drneam n.mw.a.atocdbv,amdredasamxwyr.�.mvaiway.txmry:mhpolel n xtry,apd.a mnatm. a�as danaau,unv�: m,rwyunwdirmpn,nemnr, 4451 SL Lucie elvd. C-urdsll; rnFMgdga .ughMMWlbnAd ihtht Ayg4ryn,Y1]il�I.by0. gm n5ntY,M[gmd fW6'I.11 gM1ILaW� khahiM1l.
nanP6tm t016A l WLessen hRmrl.lt 6DULP L rep el wedilit4uumem;ienplMm, is p,olWded Nleel Oennlnpnmu ev6asA l inolLrnn 6m6eer Lh.heln,r! Fart Vlute, FL 34946
Job
Truss
CRYPIY
RENAR MORN INGSIDE
WRMSC MB 11-1 5X1 0
VMS05
�TrussType
Valley
1
1
A0119527
e
Job Reference (optional)
A-i Reef Trusses ron Pierce FL ,s a cesign(nlaltruss.com bun, U.z105-Mayjb1w Yarn a.210smay-162018.M11814 lnduSbies,4nc.-Iho-Aug30-16:53:262018-Page-1—
ID:Id_OOXyyT61Bi_TXolj vHHzefvK-xhVLY5tLdWtYIXhHMOg7a18kTdgW8b_31hrH7yicYt
1.5x4 II
2
3
2x4 i
1.Sx4 II
LOADING(psf)
SPACING- 2-"
CST.
DEFL,
in (loc)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.49
Vert(LL)
n/a -
n/a
999
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.25
Vert(CT)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
Weight: 19 lb
FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 LOAD CASE(S)
BRACING- Standard
TOP CHORD
Structural wood sheathing directly applied or 54-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MTek recommends that Stabilizers and required
crass bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
169163-8 (min. 0-1-8)
3 =
16915-3-8 (min. 0-1-8)
Max Horz
1 =
93(LC 12)
Max Uplift
1 =
-28(LC 12)
3 =
-74(LC 12)
Max Grav
1 =
169(LC 1)
3 =
169(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=13ft;
Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 3.
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Anthony T. Tornbo III, P.E.
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p80083
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4451$L QYde Blvd.
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�
Pore Piece, FL 34946
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Job
Tmss
Tms sType
Dry
Ply
WRMSCMB11-15M
VMO7
Valley
1
1
�RENARMORNINGSIDE
A0119528
Job Reference (optional)
A-1 Hour i tosses, run tierce, rL a4a4% aesignLatwss.com Run: B.210 s May 18 2018 Print 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 30 16:53:76 2018 Page 1
ID:ld OOXyyT61Bi_TXoljwHHzefvK-xhVLY5tLdWIYIXhHMOg7al7vTY2W8b 31 hrH7yicY1
1.5%4 II
2x4 G
LOADING(psf)
SPACING- 2-M
C51.
DEFL.
in (loc)
Udell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.54
Vert(L-)
n/a -
n/a
999
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.56
Vert(CT)
rda -
n/a
999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00
n/a
n/a
BCDL 10.0
Code FBC2017/iPI2014
Matrix-P
Weight: 27 lb
FT=10%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 7-4-0 oc
purins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
243/7-3-8 (min. 0-1-8)
3 =
24377-3-8 (min. 0-1-8)
Max Hom
1 =
134(LC 12)
Max Uplift
1 =
-40(LC 12)
3 =
-107(LC 12)
Max Grav
1 =
243(LC 1)
3 =
243(LC 1)
FORCES. (lb)
Max. CompJMax. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-177/310
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s)1 except (jt=lb) 3=107.
LOAD CASE(S)
Standard
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89083
80083
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•
Fort tierce, EL 34946
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JANUARY 17, 2017
TYPICAL HIP / KING JACK CONNECTION I STDTL01
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
CORNERSET GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 175 mph, ASCE
7-10, Exp. B, C up to 60' Mean Roof Height
and Exposure D up to 30' Mean Roof Height.
Attach End Jack's
w/ (4) 16d Toe Nails @ TIC
& (3) 16d Toe Nails @ BC
Attach King Jack w/ (3) 16d Toe
,Nails @ TIC & 24" Strap w/ (6)
10d x 1.5" ea. end @ BC
Attach Corner Jack's
x w/ (2) 16d Toe Nails @ TIC &
BC (Typ)
0
1
ttach Corner Jack's
d (2) 16d Toe Nails
@ TIC & BC (Typ)
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• - Fort Pierte; FL 34946
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FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
I' - 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.
HORIZONTAL BRACE
(SEE SECTION A -A)
TRUSSSES
24' O.C.
2X6 DIAGONAL BRACE SPACED 4B'
D.C. ATTACHED TO VERTICAL WITH
(4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - IOd COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - 16d NAILS (MIN.).
PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
\ BRACE AND THE TWO TRUSSES ON
\EITHER SIDE AS NOTED. TOENAIL
\BLOCKING TO TRUSSES WITH (2) -
\ 10d 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.
NAILING SCHEDULE' - VERTICAL
- FOR WIND SPEEDS 12D MPH (ASCE 7-98, 02, 015), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF l0d (.131'
X 39 NAILS SPACED 6' D.C.
- FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-913, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 19d
(J31'X3') NAILS SPACED 6' D.C. (2X4 STUDS MINIMUM).
STRUCTURAL
GABLE TRUS'.
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. AL(
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 I
STUDS. TRUSSES WITHOUT INLAYEO
STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE
TRUSS
STUD
AN AOEOUATE 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.
STANDARD PIGGYBACK TRUSS
JULY 17, 2017 //�AIAIC/�TIlIAI fICTA II STDTL04
THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS:
ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE
CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN
DRAWING FOR UPLIFTS.
NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
PIGGYBACK TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL PIGGYBACK TRUSS INFORMATION.
SPACE PURLINS ACCORDING TO THE MAXIMUM
SPACING ON THE TOP CHORD OF THE BASE TRUSS
(SPACING NOT TO EXCEED 24' D.C.) A PURLIN
TO BE LOCATED AT EACH BASE TRUSS JOINT.
ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8'
TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48'O.C. PLATES
SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48.O.C.
STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH
FOUR (4) 6d (1.5- X 0.099-) NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM
UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X e' 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.
Anthony T. Tmbo 111, P.E.
80083
4451 St. Laie 81,4
Fwt.Pierce, N. 34946
JULY 17, 2017 I TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05
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.
DETAIL A
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
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.
BASE TRUSSES
vA. i cv reucc
.E END, COMMON
;S. 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 6112
CATERGORY II BUILDING
EXPOSUREC
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
A-1 ROOF TRUSSES
4461 ST. LUCIE BLVD.
FORT PIERCE. FL M9646
772409-1010
VALLEYTRUSS
(TYPICAL)
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6' O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
DETAIL A
(NO SHEATHING) N.T.S.
GENERAL SPECIFICATIONS:
1. NAIL SIZE =3'X0.131'=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.
6. NAILING DONE PER NOS -01.
7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
P r2
SEE DETAIL'A7
BELOW (TYP.)
BASE TRUSSES
GABLE END, COMMON
TRUSS, OR GIRDER
VALLEYTRUSS TRUSS
(TYPICAL)
WIND DESIGN PER ASCE 7-98, ASCE 7-02. ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH =MINIMUM 3112 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
ATTACH 2X4 CONTINUOUS #2
MAX TOP CHORD TOTAL LOAD = 50 PSF
SYP TO THE ROOF W/ TWO USP
MAX SPACING = 24- O.C. (BASE AND VALLEY)
WS3(1/4' X 3-) WOOD SCREWS
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
INTO EACH BASE TRUSS.
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Mthov T. Twbo 111, P.E.
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I
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DULY 17, 2017 I (HIGH WIND VELOCITY) I STDTL07
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
ORT PIERCE. FL 34946
772-409.1010
ATTA(
WIND DESIGN PER ASCE 7-98, ASCE 74
WIND DESIGN PER ASCE 7-10: 170 MP7
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY II BUILDING
EXPOSURE 8 OR C
WIND DURATION OF LOAD INCREASE:'
MAX TOP CHORD TOTAL LOAD = 50 PSI
MAX SPACING =24" O.C. (BASE AND VA
SUPPORTING TRUSSES DIRECTLY UNL_.....�._.
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2',- 10' ON AFFECTED
TOP CHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPFS SPECIES LUMBER.
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
/1 Pn A
wmnxtwlnd.fi,ue mi
p!N[^15+1�MW
d..nelddhl(:m
� lwrbYPf0�41.1
NON -BEVELED
BOTTOM CHORD
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
MAXIMUM 6/12 PITCH NON -BEVELED
BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6112 (MAXIMUM
12112 PITCH)
Ou.LA..drW 1w., S.rb.�'u..d'Lb.i.:Orr4 r:u.rr�ieL L.d.l iW L.rt.,JVYwf TvMN C i
Antimny T.-Tomho 111, P.E.
t 800S3
4451 St. Lurie Blvd.
Fort Phuo, R. 34946
FE6RUARY 17, 2017 I STANDARD GABLE END DETAIL I STDTL08
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TYPICAL 2X4•L-BRACE
NAILED TO 2X4 VERTICALS
V/10d NAILS, 6' O.C.
VERT
STUD
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
DIAGONAL BRACE 4' - 0' O.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA. .
12
Q VARIES TO COMMON TRUSS
3X4=
V
* DIAGONAL BRACING ** L - BRACING -REFER
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
NOTE:
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE 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 IOd NAILS SPACED 6' D.C.
S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT 4'-0' D.C.
6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
WITH 16d NAILS SPACED 6' D.C. HORIZONTAL BRACE TO BE LOCATED AT
THE MIOSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A)
7 GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240
VERTICAL
2X6 SP OR SPF
STUDf2X4
#2 DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED 6' D.C.
(2) IOd NAILS
INTO 2X6.2X6
SP OR
SPF #2
2X4 SP OR
SPF #2L
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
V/(4) - IOd NAILS
PROVIDE 2X4 BLOCKING BETWEEN
THE FIRST TWO TRUSSES AS NOTED.
TOENAIL BLOCKING TO TRUSSES
WITH (2) - 10d NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - IOd NAILS
(4) Bd NAILS MINIMUM,
PLYWOOD SHEATHING TO
2X4 STD SPF BLOCK
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE
9. 00 NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS
TRUSSES. IF NEEDED
10. 10d AND 16d NAILS ARE 0131'X311' AND 0131'X35' COMMON WIRE NAILS
RESPECTIVELY.
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-D1-12
BY SPIB/ALSC.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2%4
L - BRACE
DIAGONAL
BRACE
(2) DIAGONAL
BRACES AT
1 1/3 POINTS
MAXIMUM STUD LENGTH
2X4SP#31STUD
12'0.C.
3-8-10
5&11
6-6-11
11-1-13
2X4 SP#31STUD
16'0.C.
3-3-10
4-9-12
6.6-11
9-10-15
2X4 SP 931 STUD
24'0.C.
24&6
3-11-3
54-12
B-1-2
2X4 SP#2
12'O.C.
3.10-15
5-6-11
6E-11
11-8-14
2X4 Sp #2
16'0.C.
3-6-11
4-942
6-0-11
10.8-0
2X45P#2
24'O.C.
3-14
3-11-3
6-2-9
9.3-13
j� DIAGONAL BRACES OVER 6' - 3- REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EOGE OF DIAGONAL BRACE
WITH Uld NAILS 6' D.C., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER
SOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
ROOF
SHEATHING
(2) - IUd
NAILS
"TRUSSES B 24' D.C.
2X6 DIAGONAL BRACE
SPACED 48' O.C. ATTACHED
TO VERTICAL WITH (4) -
16d NAILS, AND ATTACHED
TO BLOCKING WITH (5) -
1Dd NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
END WALL
OF HEIGHT =30 FEET
)RC
MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MNFRS.
FEBRUARY17,2017 I WITH 2X BRACE ONLY I STDTL09
NOTES:
T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 90Y. OF WEB LENGTH.
THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO
CONTINUOUS LATERAL BRACED WEBS.
A-1 ROOF TRUSSES-
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 3494E
772-409-1010
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2X8
I 10d
1 6' O.C.
NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / )-BRACE (ON
TWO-PLY TRUSSES NAIL TO BOTH PLIES)
x
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
2X8
2X8 T-BRACE
2X8 I -BRACE
BRACE
SIZE FOR TWO-PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
20 OR 2X4
2X4 T-BRACE
2X4 [-BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2X8
2X8 T-BRACE
2XB I -BRACE
T-BRACE / I -BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS
WEB
NAILS
I -BRACE
NAILS
WEB
T-BRACE
SECTION DETAILS
FWUARY17,2017 1 LATERAL BRACING RECOMMENDATIONS I STDTLI0
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
ALONG A FLOOR TRUSS.
® NOTE 1: 2X5 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THETRUSS-USINGANY
A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW.
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34546 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
T72-409-1010 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.
INSERT WOOD SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (00 NOT
USE METAL FRAMING \�EE
TTACH TO VERTICAL ` ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
ANCHOR TO TO TOPATTACHCHORD 1 S(0131WITH 3)X 330d SCAB
(0131ITH '3X 3').. r ATTACH
(0TO VERTICAL
I \ WEB WITH (3) - 10d
NAIL
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 2%6 r 4' "
STRONGBACK (TYPICAL
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - IOd NAILS (0131'
X 3') 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) M12 X 3'
WOOD SCREWS
10215' DIAJ
INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (00 NOT
USE DRYWALL TYPE SCREWS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH (12) - IOd NAILS (0131' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
IUd NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
BLOCKING
(BY OTHERS)
FEBRUARY17,2017 1 LATERAL TOE -NAIL DETAIL I STDTL11
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
NOTES:
1. TDE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER ENO AS
SHOWN).
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER -VALUE OF THE TWO - --
SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
DIA
SP
OF
HIP
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
u
o
.135
93.5
85.6
74.2
72.6
63.4
J
in
.162
108.8
99.6
86.4
84.5
73.8
ri
.128
74.2
67.9
58.9
57.6
50.3
U
0
.131
75.9
69.5
60.3
59.0
51.1
H
.148
81.4
74.5
64.6
63.2
52-5
1
ri
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - I6d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 115:
3 (NAILS) X 845 (LB/NAIL) X 115 (DOL) = 2915 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30' TO 60'
45.00'
ANGLE MAY
VARY FROM
30' TO 60'
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE ENO DETAILS SHOWN BELOW.
VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
SIDE VIEW
(2X4) 3 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.00°
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30' TO 60'
45.000
V
FEBRUARY 17, 2017 I UPLIFT TOE -NAIL DETAIL I STDTL12
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
TOE -NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA.
SP
OF
HF
SPF
SPF-S
L1
.131
59
46
32
30
20
Z
O
J
.135
60
48
33
30
20
L
C7
.162
72
58
39
37
25
J
2
C7
.128
54
42
28
27
19
L0
l.7
Z
Z
�
.131
55
43
29
28
19
W
.148
62
48
34
31
21
J
to
J
04
Q
M
Z
.120
51
39
27
26
17
0
Z
.128
49
38
26
25
17
O
.131
51
39
27
26
17
J
O
.148
57
44
31
28
20
M
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER END AS SHOWN.
2. THE ENO DISTANCE, EDGE DISTANCE, 'AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION.
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES TOP PLATE
FOR VINO DOL OF 133:
3 (NAILS) X 37 (LB/NAIL) X 133 (DOL FOR VINO) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
FOR WIND DOL OF LED:
3 (NAILS) X 37 (LB/NAIL) X 1.60 COOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN 13RAVING EXCEEDS 147 LBS (177 LBS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
so& USE (3) TOE -NAILS ON 2X4 BEARING WALL
so* USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR S:
)E
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
L
NAIL
NAIL
SIDE VIEW
END VIEW
FEBRUARY 5, 2016
TYP W NAILER ATTACHMENT I STDTL13
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
-1 .5 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.
i
April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTL14
FO EXTERIOR FLAT GIRDER TRUSS
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
(4) 12d
TRUSS 2411 O.C.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
12
VARIES
(4) 12d
MAX 30" (2'-6")
2x6 #2 SP (Both Faces)
2411 O.C.
SIMPSON H5
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. .. ..... _ _ _ _ _ Fort Pvvice, ft 34946
FEBRUARY 17 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15
DAMAGED OR MISSING CHORD SPLICE PLATES
.I
OI
�.•
— — —F�lOOF TRUSSEST. LUCIE BLVD.IERCE, FL 34946
24409-1010
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 2%4, THREE
ROWS FOR 2X6) SPACED 4' OL. AS SHOWN (131' OIA. 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 ENO DISTANCE.
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C
�1� \
X
X
i BREAK
3 ltyP1
•10d NAILS NEAR SIDE X �1d \ TRUSS CONFIGURATION
+IOd NAILS FAR SIDE
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
ks
6' MIN
X' MIN
THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO
THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT
AND A MINIMUM OF S' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE).
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
L THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK �
X
(INCHES)
MAXIMUM FORCE (LBS) 15% LOAD DURATION
SP
OF
SPF
HF
2X4
2X6
2X4
2X6
2X4
2%6
2X4
2X6
2X4
2%6
20
30
24'
1706
2559
1561
2342
1320
1980
1352
2028
26
39
3D'
2194
3291
2007
3011
1697
2546
1738
2608
32
48
36'
2681
4022
2454
3681
2074
3111
2125
3187
38
57
42'
3169
4754
2900
4350
2451
'3677
2511
3767
44
68
qg'
3657
5485
3346
5019
2829
4243
2898
4347
F0RUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTL16
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
7724MI010
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTOR: 115
SPACING: 24' OL.
TOP CHORD: 2X4 OR 2XG
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION
NOTES:
1. ATTACH 2X_SCAB (MINIMUM N2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (148' DIA. X 3') SPACED S' O.C.
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2X SC
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24'
O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PSF.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.