HomeMy WebLinkAboutTRUSS PAPERWORK4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
af "t 0
Vic PH: 772-409-1010
FX: 772-409-1015
www.AlTruss.com
TRUSS ENGINEERING
BUILDER:
PROJECT:
COUNTY:
LOT/BLK/MODEL:
JOB#:
MASTERM
OPTIONS:
4
MORNINGSIDE
ST LUCIE
LOT:108 / MODEL:BERMUDA 1796 / ELEV:B3/ GAR L
77613
WRMSBMB3
LANAI 135 SQ FT W/ VALLEYS
Lumber design values are in accordance with ANSIrl-PI 1-2014 section 6.3
A-1 ROOF These truss designs rely on lumber values established by others.
= TRUSSES
A FLORIDA CORPORATION
RE: Job WRMSBMB3
A-1 Roof Trusses
4451 St Lucie Blvd
Site Information:
Fort Pierce, FL 34946
Customer Info: RENAR DEVELOPMENT CO.
Project Name: MORNINGSIDE
Lot/Block: 108
Model: BERMUDA 1796
Address: 9760 PALM BREEZES DRIVE
Subdivision:
City:
County: St Lucie
State: FL
Name Address and License # of Structural
Engineer of Record, If there is one, for the building.
Name:
License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading
Conditions):
Design Code: FBC2017[TP]2014 Design Program: MiTek 20/20 8.2
Wind Code: ASCE 7-10 Wind Speed: 160
Roof Load: 37.0 psf Floor Load: 0.0 psf
This package includes 48 individual, dated Truss Design Drawings and 16 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G15-31.003,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
A0133434
ANG
8115119
13
A0133446
B02
8/15119
25
A0133458
CJ3B
8/15119
2
A0133435
A02
8115/19
14
A0133447
C01G
8/15/19
26
A0133459
CJ5
8115119
3
A0133436
A03
8/15/19
15
A0133448
CO2
8/15119
27
A0133460
CJ5A
8115/19
4
A0133437
A04
8/15119
16
A0133449
CO3
8/15/19
28
A0133461
CJ5B
8115/19
5
A0133438
A05
8/15/19
17
A0133450
C04G
8/15/19
29
A0133462
D03G
8115/19
6
A0133439
A09
8/15/19
18
A0133451
C05
8/15/19
30
A0133463
D04
8115/19
7
A0133440
A10
8/15/19
19
A0133452
CJ1
8/15/19
31
A0133464
D05
8115/19
8
A0133441
All
8/15/19
20
A0133453
CAA
8/15/19
32
A0133465
E01SGE
8115/19
9
A0133442
Al2
8/15/19
21
A0133454
CAB
8/15/19
33
A0133466
E02
8115119
10
A0133443
A13
8/15/19
22
A0133455
CJ1C
8115/19
34
A0133467
HJ2
8115/19
11
A0133444
A14G
8/151119LI
23
A0133456
CJ3
8115/19
35
A0133468
HJ3
8115/19
12
IA0133445
I B01G
8/15119
24
IA0133457
I CJ3A
8115/19
36
AM33469
HA
8115(19
'he truss drawing(s) referenced have been prepared byW hole House Engineering, Inc. undermydirectsupervision based on the parameters provided byA-1 Roorriusses, W.
NOTE. -The seal on these drawings indicate acceptance of professlonalengineering
responsibTnysok:lyforthe truss components shown.
The suitablityand use of components forany padicularbulding Lsthemsponslbilityofthe building
desgner,pv ANSIrrPL1 Seel
The Truss Design Diawing(s)(I'DD[s)) referenced have been prepared based on the construction
documents (also referred to attunes as'Structural Engineering Documents') provided bythe Building
Designerindkating the nature and chamaterof the work
The design cdW&therein have been transferred to the Truss Design Englneerby [Al RoofTnrsses or
specific location]. These TDDs (also referred to attunes as'Structural Delegated
Engineering Documents') am, specialty stnrcturalwmponent designs and maybe part of the pmject's
deferred or phased submittals. As a Truss Design Engineer (Le, Specialty
Engineer), the seal hem and on the TDD represents an acceptance of professional engineering
responsibPnyforthe design of the single Tmss depicted on the TDD only. The Building DeelgnerIs
responsible forand shall coordinate and review the TDDs for
compatibililywlth thelrwdlten engineering requirements. Please review all TDDs and all related notes.
Awelf W aA
(LAICh IL` !rw&W-4,sN Page 1of2
FL L.LC, /tK-00(130i
i
�P7 �LCENSF ..O
No. 62809 —_
STATE OF
-----__...._.�.... .,,off, . •...... N�
%. /onlbt E ��••
Tmss Desgn Engineers License mnewaldate! ! I I I I III l 1 ty\
forthe state of Florida's February 28,2021 SERIAL#
5f05498050098feb 19a649f
4451 St. Lucie Blvd.
Fort Pierce, FL 34946
ROOF
*=--TRUSSES
ARORIDACORPORATION
RE: Job WRMSBMB3
No.
Seal #
Truss Name
Date
HJ5
8115/19
37
A0133470
38
A0133471
HJ7
8/15/19
39
A0133472
HHA
8/15/19
40
A0133473
J2
8/15/19
41
AO133474
J4
8/15/19
42
A0133475
J4A
8/15/19
43
A0133476
J5
8/15/19
44
A0133477
J7
8/15119
45
A0133478
J7B
8/15/19
46
A0133479
VO4
8115119
47
A0133480
V08
8/15119
48
A0133481
V12
8/15/19
49
STDL01
STD. DETAIL
8/15/19
50
STDL02
STD. DETAIL
8/15/19
51
STDL03
STD. DETAIL
8115/19
52
STDL04
STD. DETAIL
8115/19
53
STDL05
STD. DETAIL
8/15/19
54
STDL06
STD. DETAIL
8/15/19
55
STDL07
STD. DETAIL
8/15/19
56
STDL08
STD. DETAIL
8/15/19
57
STDL09
STD. DETAIL
8115/19
58
STDL10
STD. DETAIL
8/15/19
59
STDL11
STD. DETAIL
8/15/19
60
STDL12
STD. DETAIL
8/15/19
61
STDL13
STD. DETAIL
8/15/19
62
STDL14
STD. DETAIL
8/15119
63
STDL15
I STD. DETAIL
8/15119
64
1 STDL16
I STD. DETAIL
8115119
r
Lumber design values are in accordance with ANSIffPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
ixa.lw�. �emeen.c u s1 ai s
Page 2of2
R Fame.RNB18
09e: Ofl�lYA18
,fob
Truss
Truss Type
City
Ply
RENARMORNINGSIDE
WRMSBMB3
A01G
Roof Special Structural Gable
1
1
A0133434
Jos Reference (optional)
A-1 Roof Twsses, Fort Pierce, FL 34946. design(caltruss.mm
LOADING (Pat)
SPACING-
2-M
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLL
0.0 '
Rep Stress Incr
NO
BCDL
10.0
Code FBC2017/rP12014
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP N0.2 *Except*
B2,B5: 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-6-8 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
10-0-0 oc bracing: 23-25, 18-20
JOINTS
1 Brace at Jt(s): 20
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 0-8-0 except (jt=length)
21=0-10-4, 22=0-10-0.
(lb) - Max Horz
2=197(1-C 13)
Max Uplift
All uplift 1001b or less at joint(s)
except 2=-136(LC 12), 21=-577(LC 13),
22=-474(LC 12), 13=-239(LC 13)
Max Grav
All reactions 2501b or less at joint(s)
except 2=470(LC 23), 21=1076(LC 24),
22=822(LC 23), 13=756(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-0=-480/390, 4-5=0/254, 8-9=0/251,
10-11=321/453, 11-12=-4301432,
12-13=-1016/672
BOTCHORD
2-26=-108/380, 4-23=0/423,
22-23=1 0 1 /360, 22-50=-265/355,
21-50=265/355, 20-21 =-1 251455,
9-20=-184/619, 16-17=-411/837,
15-16=-411/837,13-15=-011/837
WEBS
23-26=1031418, 3-23=-388/446,
Continued on page 2
Run: 8.310 s 21 May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Mon Sep 17 11:33:34 2018 Page 1
6.00 F12 516 =
3x4 G
3x6 i
2x4 It
8.8 =
3x4 =
CSI.
TC 0.79
SC 0.68
WB 0.66
Matrix -MS
7 8 4.6
A-n\ 9
19 18
2x4 II
17
3x8= 3x6=
Dead Load Dell. = 1/8 in
DEFL. in (too) I/defl Ud PLATES GRIP
Vert(LL) 0.1515-49 >999 360 MT20 244/190
Vert(CT) -0.25 1S-49 >928 240
Horz(CT) 0.01 13 n/a n/a
Weight:292Ib FT=10°/
WEBS
23-26=103/418, 3-23=-388/446,
17-20=0/390, 10-20=-434/584,
5-22=-445/225, 10-17=-289/290,
8-21=-433/131, 9-21=577282,
4-22=-370/2, 12-17=-644/542,
12-15=0/328
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) C-C vend load user defined.
4) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as
per ANSI/rPI 1.
5)All plates are 1.5x4 MT20 unless otherwise
Indicated.
6) Gable studs spaced at 2-0-0 Do.
7) This truss has been designed for a 10.0 pat bottom
chord live load nonconcurent 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-M 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 136 lb uplift at
joint 2, 5771b uplift at joint 21, 474 lb uplift at joint 22
and 2391b uplift at joint 13.
10) Load cese(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15,
16,17 hasihave been modified. Building designer
must review loads to verify that they are correct for the
intended use of this truss.
LOAD CASE(S)
Standard Except:
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Standard Except:
Uniform Loads (plf)
Vert: 1-7=-54, 7-14=-54, 25-44=-20, 24-25=-20,
20-23=20, 18-19=-20, 18-47=-20
4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pig
Vert: 1-2=95, 2-7=56, 7-13=56, 13-14=48,
25-44=10, 24-25=10, 23-50=10, 21-50=74,
20-21=-10, 18-19=-10, 18-47=-10
Horz: 1-2=-103, 2-7=65, 7-13=65, 13-14=56
5) Dead +0.6 C-C Wind (Pos. Internal) Case 2:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=48, 2-7=56, 7-13=56, 13-14=95,
25-44=-10, 24-25=-10, 23-50=10, 21-50=74,
20-21==-10, 18-19=-10, 18-47=10
Horz: 1-2=-56, 2-7=65, 7-13=65, 13-14=103
6) Dead +0.6 C-C Wind (Neg. Internal) Case 1:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert 1-2=0, 2-7=36, 7-13=36, 13-14=28,
25-44=-20, 24-25=-20, 23-50=-20, 21-50=64,
20-21=20, 18-19=-20, 18-47=20
Horz: 1.2=-14, 2-7=22, 7-13=-22, 13-14=-14
7) Dead +0.6 C-C Wind (Neg. Internal) Case 2:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=28, 2-7=-36, 7-13=36, 13-14=0,
25-44=20, 24-25=-20, 23-50=20, 21-50=64,
20-21 =20,18-119=-20, 18-47=20
Horz: 1-2=14, 2-7=22, 7-13=-22, 13-14=14
8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plt)
Vert: 1-2=24, 2-7=5, 7-13=21, 13-14=13, 2544=-10,
24-25=-10, 23-50=-10, 21-50=74, 2(1-21=10,
18-19=10, 18-47=-10
Horz: 1-2=33, 2-7=13, 7-13=29, 13-14=21
9) Dead +0.6 MWFRS Wind (Pos. Internal) Right:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
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Jot
Truss
Truss Type
cry
Ply
RENAR MORNINGSIDE
A01334+34
WRMSBMB3
A01G
Roof Special Structural Gable
1
1
Job Reference o 8onal
A-1 Roof Trusses, Fort Plerce, FL 34946, design@altmssAom Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Mon Sep 17 11:33:35 2018 Page 2
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LOAD CASE(S)
Standard Except:
Uniform Loads (plf)
Vert: 1-2=13, 2-7=21, 7-13=5, 13-14=24, 25-44=10,
24-25=-10, 23-50=-10, 21-50=74, 20-21=10,
Horz: 1-2=-21, 2-7=-29, 7-13=13. 13-14=33
10) Dead +0.6 MWFRS Wind (Neg. Internal) Left:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-9, 2-7=18. 7-13=-1, 13-14=7, 25-44=-20,
24-25=20, 23-50=20, 21-50=64, 20-21=20,
18-19=20, 18-47=-20
Horz: 1-2=-5, 2-7=4, 7-13=13, 13-14=21
11) Dead +0.6 MWFRS Wind (Neg. Internal) Right:
Lumber Increase=1.60, Plate Increase=1.60
Unifoml Loads (plf)
Vert: 1-2=7, 2-7=-1, 7-13=18, 13-14=9, 25-44=20,
24-25=20, 23-50=-20, 21-50=64, 20-21=-20,
18-19=20, 1 a-47=-20
Horz: 1-2=21, 2-7=13, 7-13=4, 13-14=5
12) Dead + 0.6 MWFRS Wind (Pas. Internal) 1st Parallel:
Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pIf)
Vert: 1-2=24, 2-7=32, 7-13=17, 13-14=9, 25-44=10,
24-25=10, 2350=-10, 21-50=74, 20-21=110,
18-19=10, 18-47=-10
Horz: 1-2=32, 2-7=41, 7-13=26, 13-14=17
13) Dead + 0.6 MWFRS Wind (Pas. Internal) 2nd
Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=9, 2-7=17, 7-13=32, 13-14=24, 25-44=10,
24-25=-10, 2350=-10, 21-50=74, 20-21=10,
18-19=10, 1847=-10
Horz: 1-2=-17, 2-7=26, 7-13=41, 13-14=32
14) Dead + 0.6 MWFRS Wind (Pas. Internal) 3rd
Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plo
Vert: 1-2=24, 2-7=32, 7-13=17, 13-14=9, 25-44=10,
24-25=10, 23-50=-10, 21-50=74, 20-21=10,
18-19=10, 18-47=-10
Horz: 1-2=-32, 2-7=41, 7-13=26, 13-14=17
15) Dead +0.6 MWFRS Wind (Pas. Internal) 4th
Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=9, 2-7=17, 7-13=32, 13-14=24, 25-44=10,
24-25=10, 23-50=-10, 21-50=74, 20-21=-10,
18-19=-10, 18-47=-10
Horz: 1-2=-17, 2-7=26, 7-13=41, 13-14=32
16) Dead +0.6 MWFRS Wind (Neg. Internal) 1st
Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plo
Vert: 1-2=18, 2-7=10, 7-13=5, 13-14=3, 25-44=-20,
24-25=20, 23-50=-20, 21-50=64, 2D-21=20,
18-19=20, 1847=-20
Horz: 1-2=-32, 2-7=-24, 7-13=9, 13-14=17
17) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd
Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=3, 2-7=-5, 7-13=10, 13-14=18, 25-44=-20,
24-25=20, 23-50=-20, 21-50=64, 20-21=20,
18-19=20, 18-47=-20
Horz: 1-2=-17, 2-7=-9, 7-13=24, 13-14=32
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Job
Truss
TmssType
Qty
PlY
RENARMORNINGSIDE
WRMSBMB3
A02
Roof Special
4
1
A0133435
Job Reference (optional)
r
nun:o,us May io4ulornnca.zius Mavin4uiomji
6.00 12 3.6 =
2x4 II
6 7
Inc. Men Jm it il:J9:Jb 2uiu
Dead Load Defl. =118 In
3xfi 4 4 4z6
5 3z4
q 8 Us
3z4 4 9
3 11 we
3z4
10
1
1 2
0
21 2a 19 6x8 8 14 1) q N
q — 8xe = 32 Y
3x6 = X4 2x4 II 16 15 13 3z6 =
3x6 II 3x8= 3xfi=
1.5x4 II
LOADING(psf)
SPACING-
2-"
CSI.
❑EFL.
in (loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC '0.55
Vert(LL)
0.11 21-24
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.52
Vert(CT)
-0.18 21-24
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.66
Horz(CT)
0.02 11
n/a
its
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 226 Ib FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP N0.2'Excepta
B4,B2: 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or4-8-13 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 4-2-7 oc bracing. Except:
1 Row at midpt 6-17
10-0-0 oc bracing: 18-20
WEBS
1 Row at midpt 8-17
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
58510-8-0 (min. 0-1-8)
16 =
166910-3-8 (min. 0-2-0)
11 =
73210-M (min. 0-1-8)
Max Horz
2 =
-197(LC 13)
Max Uplift
2 =
-153(LC 12)
16 =
-365(LC 12)
11 =
-256(LC 13)
Max Gmv
2 =
590(LC 23)
16 =
1669(LC 1)
11 =
785(LC 24)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-084/406, 3-4=290/208, 4-5=56/300,
5-6=461386, 7-8=-40/375, 8-9=-4351409,
9-10=574/406, 10-11=-1130/637
BOTCHORD
2-21=-113/561, 17-18=-2/299,
16-17=-1603/1041, 6-17=637/392,
14-15=-401/948,13-14=-4011948,
11-13=-401/948,4-18=-189/485
BOTCHORD
2-21=-113/561,17-18=-2/299,
16-17=-1603/1041, 6-17=637/392,
14-15=401/948,13-14=-401/948,
11-13=-001/948,4-18=-189/485
WEBS
18-21=99/595, 3-18=-4231451,
4-17=640/464, 8-17=-7267705,
8-15=172/426, 15-17=0/468,
10-15=-580/495,10-13=0/282
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; VUIt=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip OOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
4) •This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 153 Ito uplift at
joint 2, 365 to uplift at joint 16 and 256 Ib uplift at joint
11.
LOAD CASE(S)
Standard
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WretmaAilknfi9G a1mmID144 Y1i iNrB1?IgvuQ 1xd%bF>IOI pJ WN111Wyb6tm!ve�.madmVmlWdl4�m'%n4 Im14m41R1@u{Aa1T+BIm4ID4Wf rbiM 7minl+wergm,H9telml.witri.
Jaw BPmIm PEBteW
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xxYxwu [Nneuui0 G91B16
'
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�I6n'u'ene'
Rnerte,R91Be6
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OYa 04152BIB
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Job
Truss
Truss Type
Dty Ply
RENARMORNINGSIDE
�WRIVISBIVIB3
A03
ROOF SPECIAL
2
A0133436
Job Reference (optional)
H-1 Hom i ruses, ron rierce, rL araab, cesigntmanruss.com Hun: u.ziu s May
6.00 12 516 =
18 2018 MiTek Industries, Inc. Mon Sep 17 l l:33:36 2018 Pagel
3x6= ex°— 15 14 13 11 3x6=
1.5x4 II 6x8 = 3x6 =
3x4 II 1.5m II
Dead Load Deft. =1/4 in
a0 '4
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (too)
I/deb
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.64
Vert(L-)
0.2218-24
>999
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.99
Vert(CT)
-0.4416-18
>999
240
BCLL 0.0 •
Rep Stress Ina
YES
WB 0.78
HOR(CT)
0.13 9
n/a
We
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wetght:20811b FT= 10%
LUMBER -
TOP CHORD 2x4 SP M 30 •Except•
T3: 2x4 SP No.2
BOT CHORD 2x4 SP N0.2 `Except*
B4: 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-7-9 cc
pudins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 cc bracing. Except:
1 Row at midpt 5-16
10-0-0 cc bracing: 14-16
WEBS
1 Row at midpt 6-16, 3-16
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
9 =
148710-8-0 (min. 0-1-12)
2 =
1487/0-M (min. 0-1-12)
Max Horz
2 =
-197(LC 13)
Max Uplift
9 =
-381(LC 13)
2 =
-357(LC 12)
Max Grav
9 =
1487(LC 1)
2 =
1487(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2612/1590, 34=-1824/1223,
4-5=-170611241, 5-6=1784/1255,
6-7=-2002/1427, 7-8=2142/1424,
8-9=-2678/1651
BOTCHORD
2-18=113712261, 17-18=-1137/2261.
16-17=1137/2261, 12-13=131012333,
11 -1 2=1 310/2333, 9-11=-1310/2333,
5-16=-711/1145
WEBS
8-13=562/482, 8-11=0/272,
WEBS
8-13=562/482, 8-11=0/272,
13-16=868/1806, 6-16=488/484,
3-16=-8391704, 3-18=0/397
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
4) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 381 lb uplift at
joint 9 and 3571b uplift at joint 2.
LOAD CASE(S)
Standard
em4im e..prmwo-uu5ctnnu(ways¢ueree.mua�mmmmslartoywet+oaxmr+nsoa,mow=awd.d.en.muwo.wvwntmo-eawLkaRitAd.ms,ak5n.�. mu„mw,myemmo. }
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tlwdV NutvmreYvyxffimr JaryahoartbPndi.Amtly�vmraXq Otl�..hmmau0[lC�Iw MllzYgmtlnH&yp�ahmululevwabrux.tLSgtrloymyeeNmdstlq dffimee>fauiryd � ��baenroc�s�ais
8WLi�+pvdfevi�nebsLwx6lCLdtiPm9rmlWtloJaG�4JEA r?{aYRLi:smrfN.la6lnldiWlmiJuciE6�mtll�.filC9rssb+M�b'�+ss3tle6YUw A!R..L,ubi44pmetlrm�Omfineatii RP+Re,Rarsu
r:xaxla..uhvusamav���4hemmwa,:imtmsWTrgm„pmm7xwreuym,.tiwf�.4+.amavAa �•'B�rmnmlmomr. D.oaovzma
•
6ppigAr0 p0IN lPvdinuei-lcasryp.iomheN, I.L IepmduQavdW6doiomevl;mmrlmeEu�oGEileQriWpn MerutlseyeemuwehooAlHeA7nsasAeRvv7i:7emFolll,pE
Job
Truss
Truss Type
Oy
PlY
WRMSBMB3
A04
Roof Special
�RENARMORNINGSIDE
A0133437
Job Reference (optional)
A-1 Rcxur Trusses, Fort Pierce, FL 3494b, aeslgn(dal truss.com
i
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek
6.00 F12 6x6 =
Inc. Mon Sep 1711:33:36 2018 Page 1
Dead Load Deft. = 5116 in
1.Sx4 O
3x6 G
3x4G�W5
II
4zfi45
8
3x4 C
9
W7
7z10 —
17 16 24 15 14
3x4=3x6= 4r8 2x411
12
1.5z4 II
3.00112 48
9-1-4 17-8-0 23-0-6 29-1-12 38-0-0
9-1-4 8812 6-1-6 8-10-0
Plate Offsets (X.YI--
[6:0-2-0 0-1-121 [8:0-3-0Edgel.
[10:0-1-14
Edgel
[13.0-4-4
0-3-81
LOADING(psf)
SPACING- 2-0-0
CS].
DEFL.
in (loc)
1/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.83
Vert(LL)
0.42 12-13
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.93
Vert(CT)
-0.78 12-13
>588
240
BCLL 0.0 '
Rep Stress Incr YES
WB
0.64
Horz(CT)
0.39 10
We
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MS
Weight: 2081b
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T1: 2x4 SP M 30
BOTCHORD 2x4 SP No.2 *Except*
B3: 2x4 SP No.3, 84: 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W5: 2x4 SP No.2
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 2-2-0 oc bracing.
WEBS
1 Row at midpt
4-15. 6-15. 6-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
2 =
1482/0-8-0 (min.0-1-12)
10 =
148210-M (min.0-1-11)
Max Hom
2 =
-197(LC 13)
Max Uplift
2 =
-360(LC 12)
10 =
-383(LC 13)
Max Grav
2 =
1482(LC 1)
10 =
1482(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-2646/1667, 3-4=2447/1598,
45=-1766/1252, 5-6=1691/1272,
6-7=-3621/2344, 7-8=3574/2163,
8-9=-3672/2142, 9-10=-4588/2708
BOTCHORD
2-17=1237/2327, 16-17=-903/1933,
16-24=903/1933, 15-24=-903/1933,
7-13=-302/396, 12-13=-2287/4129,
BOTCHORD
2-17=-1237/2327, 16-17=-903/1933,
16-24=-903/1933, 15-24=-903/1933,
7-13=302/396, 12-13=-2287/4129,
10-12=-2290/4132
WEBS
3-17=308/382, 4-17=233/505,
4-15=-611/558, 13-15=-537/1602,
6-13=154312694. 9-13=-83Of/30,
9-12=0/303
NOTES-
1) Unbalanced roof live loads have been considered
for this design. -
2) Wind: ASCE 7.10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load 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, with BCDL =
1 O.Opsf.
5) Bearing at joint(s) 10 considers parallel to grain
value using ANSUTPI 1 angle to grain formula.
Building designer should verify rapacity of bearing
surface.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 360 lb uplift at
joint and 383 lb uplift at joint 10.
LOAD CASE(S)
Standard
srvpn,mamryrmwbwianrresa(uurPjmiiltruivama�ammztimryammicaarr�imryaamr,,.,imm„tam.mtmutmcda.Pll�mbbrtua,4itWmx,aiVn,n. mtis,m and am:.y
Wutmmrrn+�hwkblflmNa4 a.t mlmptrpf P,.LmtlnW*mEkmJ erRampmm,mm¢p,dmm4mmfy �:qn+wnk,tmapibs.kmmbwnauomt.artht tmm�vaw�u3�wdo�.nc1
.�ma,.w Pe cxem
edaslktkuknlldBinmrt�ry3WtlbMm.bdmisr&Ndptxmltl[dluyvJknCNda rdae ma Ydlrxnm,edP.t NmpndtlbiY]mwfm rim Wtes'elam3gm,p WmBlmhvt YShmmpt;dh(
wrc. Nwvn P+4imart+ewm6i5
ustfl�aM,
'
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-
RPWu.Rmm4
sp J9s xdtph Pam ktliai rAYYbW+maN,si a mn6 4 m,y31�x'cm Lnlro1RL�
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•
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Job
Truss
Truss Type Dry
MORNINGSIDE
A01334$8
WRMSBMB3
A05
�Ply
Roof Special 9 1
�RENAR
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946. design@altruss.com
6.00 12
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018
5x8 =
Inc. Man Sao 17 11:33:37 2018
48
4x8
8-2-1 1354 16-0-0 V-15-0 22-11.4 28-9-5 38-0-0
8-2-1 F 53-3 12-10-121 5-1-0 1� s-z-11
Dead Load Dart. = 91161n
Plate Offsets (K Y)—
f2:0-1-14 Edgel f4:0-3-0Edgel,
f8:0-3-0 Edgel
f10:0-1-14 Edael
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
Lld
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.79
Vert(LL)
0.55 12-14
>833
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.94
Vert(CT)
-1.03 15-17
>443
240
BCLL 0.0 '
Rep Stress Incr YES
WB
0.77
Hom(CT)
0.66 10
n/a
We
BCDL 10.0
Code FBC2017[rP12014
Matrix -MS
Weight: 219lb
FT=10%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30'Except'
B3: 2x4 SP No.2, F2: 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
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. (fib/size)
2 =
1482/0-8-0 (min.0-1-11)
10 =
148210-8-0 (min.0-1-11)
Max Horz
2 =
-197(LC 13)
Max Uplift
2 =
-360(LC 12)
10 =
-382(LC 13)
Max Gran,
2 =
1482(LC 1)
10 =
1482(LC 1)
FORCES. (III)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-4727/2872, 3-4=-441212421,
4-5=-4348/2437, 5-6=-349111945,
6-7=3449/2077, 7-8=-425612573,
8-9=4320/2558, 9-10=-4693/2889
BOTCHORD
2-17=-2406/4271, 16-17=-1831/3792,
15-16=-181713815, 14-15=-914/2610,
13-14=-1800/3598, 12-13=1816/3577,
10-12=-2488/4243
WEBS
6-15=905/2008, 6-14=-710/937,
WEBS
6-15=905/2008, 6-14=-710/937,
7-14=643/667, 7-12=288/595,
9-12=334/496, 5-15=718l704,
5-17=73/521. 3-17=-306/555
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C.Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are 1.5x4 MT20 unless otherwise
Indicated.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 2, 10 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 360lb uplift at
joint 2 and 382 lb uplift at joint 10.
LOAD CASE(S)
Standard
rmay iiwmrr�lrm;hm�•urwrr�a(ururfaesuleiurwm¢armimri'ans7l.mesa,earrm iomamPl�rdml.remmmlmomva,+.gtmvidm+�rt maRriun�wnm.,m. titikmwaedkk,lce;mr
' WrellovoWlMuss@4mimmlTiPkdlblLuhq,IN+^W.Wmf a7s�4&,C nrsam rcmepmamr�mdq.em!}*lammmkw+im*d.txsbmuummoWrwnP.mtl�enapmyY4wmmxasY .ta�ea,�wreusm
dm,d�7�mimmlk�ikmiuraPtgbmmkym O.vlirhedg4rmmcgR�m.4,C'dYmmWm(mim MkmndekeOLL Mpprm,lb)Wiia[eBwamlmsl�'1YiII'{m@.6,sA6uAkdy d,44m¢gaps➢9i. �,q���sOGSiets
bNyle¢mtl{®�Nsk•EMImRiUdmPmululYm�r'dmktlmlaysaSGrL'n'e�Ju�PgdNbUd�m�tlumlmlmYP�mlYvt4,�dSeuelpti/yLef Mnp Art�lniy4}mmllanPSEbarw�dl p,ry a. Ft s,us
❑eukgtidh I.Bmmdrai!ie,lhxrvk�lvlrtL.rotwW7(9'+=6rme.tr'Wkgrvfausrm.rgav[nkE€a Nwvlv4eev,mxxlkmr. ocx aensrmly
� (vppi➢hIDP0113Itviliresses�Am6v pi.ivmSvAl,Pi tepmdvdim AlEudvmmevl,®mplmvykpivh3AeAiudpmlty xriOevje®sowhmmkl GNrigie; AcAvpt.phAo111,4E
Job
Truss
Truss Type
CityPIY
RENARMORNINGSIDE
WRMSSM133
A09
Hip
1
A0133439
Job Reference (optional)
N-i Rcor i russes, ran rierce, rL ansno, cesign(daiiruss.com
r
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 1711:33:38 2018 Page 1
ID:tWYXbtUGW VXBg9MPyEYwl7zgtLu-2ALdDLxHMMrfRQHvkKSAYS7cjEBuj3yWUB7reXyclYh
6.00 12 Sx8 II 5z6 =
Dead Load Detl. =12 in
48
a.uul r[ 16 1514 3z4= 3x6=
4.6 =
2.4 It 6.6 =
3x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (roc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.76
Vert(L-)
-0.53 12-14
>855
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.91
Vert(CT)
-1.02 12-14
>448
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.98
Horz(CT)
0.59 10
We
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MS
Weight: 228 Ib FT = 10%
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except*
Tt: 2x4 SP M 30
BOTCHORD 2x4 SP M 30 •Except•
B2: 2x4 SP No.3, B3: 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W4: 2x4 SP M 30, W3: 2x4 SP No.2
WEDGE
Left: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-5-7 oc
puffins.
BOTCHORD
Rigid ceiling directly applied or 4-10-10 oc bracing.
WEBS
1 Row at midpt 8-14
2 Rows at 113 pis 6-15
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
14821041-0 (min. 0-1-11)
10 =
148210-8-0 (min.0-1-12)
Max Hom
2 =
-192(LC 13)
Max Uplift
2 =
-356(LC 12)
10 =
-079(LC 13)
Max Grav
2 =
1482(LC 1)
10 =
1482(LC 1)
FORCES. (lb)
Max. CompdMax. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-4672/2642, 3-4=-3755/2053,
4-5=-3623/2066, 5-6=-3658/2231,
6-7=-1356/1155, 7-8=-1605/1195,
8-9=-2405/1531, 9-10=-2711/1754
BOTCHORD
2-18=-2157/4213, 17-18=2167/4227,
5-17=-326/425, 14-15=-477/1356,
13-14=95311868, 13-25=-953/1868,
BOTCHORD
2-18=-2157/4213, 17-18=-2167/4227,
5-17=-326/425, 14-15=-477/1356,
13-14=953/1868, 13-25=-953/1868,
25-26=-95311868,12-26=-953/1868,
10-12=1437/2400
WEBS
3-18=01273, 3-17=8611764,
6-17=-203814513, 6-15=24751782,
15-17=-107113096. 8-14=-720/659,
8-1 2=1 73/560, 9-12=-385/482,
7-14=-233/467
NOTES.
1) Unbalanced roof live loads have been considered
forthis design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;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 nonconcumenl with any other live
loads.
5) t This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
10.Opsf.
6) Bearing at joint(s) 2 considers parallel to grain value
using ANSI/rPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 356 lb uplift at
joint and 379 lb uplift at joint 10.
LOAD CASE(S)
Standard
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d,um4{I,uvtu11k0ircb,egzCmmdMu4dOmi,rAeCtleFmhbld494es¢xt.dMamd BGNC.ol6efuml�Neel Il4LM1pP,Kdd�Odm&J ntlO, Inrt4Y.9x�+iRW.P�.II�P1treYydAYhnga�tihf vnvienouwe+.4meaxq G9es,s
dWldlie(m¢rev'mcIDWSY'NPdI[OddP.,mialPdmmdb4Ylxurns�mlt4s�u:1�f&uFNhiPltlBembbevltii�P'6e•-1M1lefaebe,Vmtln,dM.e641wb!W 1mh 4bFanmllmtYM.eaa,sE¢ u5�5,lutle&w.
rxmdda dh emmmmw5i�'wharvP�dm d:Iuim, hredr' m•x4 gfA6} v nr+=m,ns.vw
� dwfq.m urae+r ub,s1 h.m m aaitnee mmamPfit.. mx:: aensrm,v
Gppitm®ShcEdlledinssn-Am1ag1.1vmEeiO,Pl IepvdvEivvahlicdomgm,maglo,�is�ivE3ihAiokvt@e nNeepnmiecov5vmlliealinsus, AmLvvyl.rvvlom,Pi
Job
Truss
Truss Type
Oty
PIY
RENKR— O INGSIDE
A01334'40
WRMSBM83
A10
Hip
1
1
Job Reference o 8onal
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com
6.00 12
Run: 8.210 s May 18 2018 Print: 8.210 s Mav 18 2018 MiTek
500 MT20118;
54 =
11.33:38
Dead Load Defl. = 7116 in
3x4 i 4
5
3xd
1.5x4 J
8
B
1
5x12
—•
0
1 2
17
3
0
1.5x4 11
12
84
9 r� 0
q
9
4x8
3.0012
14
15
73
17
3x6=
2x4 II
34 —
1.5x4 II
4x10=
1112
26-1
38-0-0
781
I
4)
7470&6
-
-7-0
I2
9-1-0
Plate Offsets (X Y}-
12:0-1-14 Edgel f4:0-3-0Edmel f6:0-6-0,0-2-81
(7:0-3-0 Edoel
116:0-5-12 0-2-121
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (loc)
I/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.95
Vert(LL)
-0.41 16-17
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC
0.96
Vert(CT)
-0.8216-17
>558
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr
YES
WB
0.93
Horz(CT)
0.46 9
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix
-MS
Weight: 2101b FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30.'Except
T3: 2x4 SP No.2
BOT CHORD 2x4 SP N0.2 *Except*
Bt: 2x4 SP M 30, B3: 2x4 SP No.3
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing. Except:
10-0-0 oc bracing: 14-16
WEBS
1 Row at midpt 6-13, 8-13
JOINTS
1 Brace at Jt(s): 18
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1484/0-8-0 (min. 0-1-11)
9 =
148310-M (min.0-1-12)
Max Horz
2 =
-177(LC 13)
Max Uplift
2 =
-340(LC 12)
9 =
-066(LC 13)
Max Grav
2 =
1484(LC 1)
9 =
1483(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-4690/2609, 3-4=3730/1954,
4-5=-3641/1979, 5-6=-3199/1834,
6-7=-169111224, 7-8=180911205,
8-9=-2596/1582
BOTCHORD
2-17=2128/4231, 16-17=2138/4245,
12-13=-1223/2246, 11-12=-1223/2246,
9-11 =-1 223/2246, 5-16=-55211264
BOTCHORD
2-17=-2128/4231, 16-17=2138/4245,
12-13=1223/2246, 11-12=-1223/2246,
9-11=-122312246, 5-16=-552/1264
WEBS
3-17=0/274, 3-16=-896/828,
16-18=79112099, 6-18=-793/2103,
6-13=-822/276,13-16=-776/2009;
8-13=8331718, 8-11=0/383
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=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
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 2-0-0 wide will fit between the
bottom chord and any other members.
7)Bearing at joint(s) 2 considers parallel to grain value
using ANSIrrPI 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 340lb uplift at
joint 2 and 366 lb uplift at joint 9.-
LOAD CASE(S)
Standard
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MRv4nmamYn9dY a1mp10dnkvrik Lmlmp s>•�„aN! 9^a�l6ssr}�5d4arN0ePv%+isvamPnaARi�#relvgwrrrg 9z0LgS.mlegeOmWernaHV9aM10Uu4�sll4lTeEK�mspmk4dafm0uv6woYW.}. Ja�eamim PEexeas
�OtlaS)54k`WMYvghmm(bN$IEeml[4hMw�i.fi'vY�R1 �AYaiO�^Rkm�tlNdm QfhMl&GNhiITS°4vtifil64}rgiddm6�WwnYeUdmiWi,Ol YQ6cehR'4e fi{690baf}�/3flShtlM1�S%d; M�51 °yytv5e 0�6 onnGG9�6,6 I
mauyr�eumU.Jn«Mwr.msmmmw>�odyudgrtmgeem�Srncc,ea.w+r+�:Kymmuooeme�ams�P�"nu�,�g��w#+>•+apurs oww.,Brd,.pn�.QeemuxmwvMFd xr,m.a�.ere
ra,iui�ak.rl�aeam9msdvhmr�Jkm�LiiEm a,�r�eramuuuam srtaar�smdsar mamo�e�v.macdnmc o,�,��sa�,a
try}T9d�®POIdA7PeefLesses-Xmdovri.iomdalltpi bpietcdjmaifdudomvea vngvyloio�up�odThp®�polMexnthvpe�misvnhomklYaaipEsus Atihooyl. iem1611[pi
Job
Truss
Truss Type
Qty
WRMSBM83
A11
Hip
�PIY
1 1
�RENARMORNINGSIDE
A0133441
Jab Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, deslgn(lDaltnuss.com
8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 1713:26:13 2018 Page 1
ID:tWYXbtUGW VXBg9MPyEYwl7zgtLu-Ij1Hy6gSYrvCLWAAyVBEpyHwfDc6wAxnodxnEVycjv8
tsdw
1 616d 130-0 147.6 18-a11 22il 29314 W— 39bo
r1n a-t64 I at-12 1-]-6H 3511 I a1a5 ~ all-1d a&2 tip
0410
6.00 12 5xlo= 21411 5x1O=
2x411 6x8= 1.5x411
15-a0
aia4 13-1.8 14-] 22d 29316 3e-a0
al od aid 11-a14 ]-FO I all-16 I BA-2
a 10
Dead Load Dell. = 3181n
Plate Offsets (X Y)--
12:0-1-14 Edgel 13:0-3-0 0-3-01
I6:0-8-0
0-2-81
17:0-3-0Edgel
112:0-2-00-3-41 114:0-2-8 0-3-01 115:0-4-0
0-2-81
LOADING(psf)
SPACING- 2-"
CST.
DEFL.
in (loc)
I/deg
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.98
Vert(LL)
-0.41 15-16
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.92
Vert(CT)
-0.78 15-16
>584
240
MT20HS
1871143
BCLL 0.0
Rep Stress Incr YES
WB
0.88
Horz(CT)
0.45 9
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 211 Ib
FT =10%
LUMBER -
TOP CHORD 2x4 SP M 30'Except'
T3,T4: 2x4 SP No.2
BOT CHORD 2x4 SP N0.2 *Except'
B1: 2x4 SP M 30, B3: 2x4 SP No.3
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt
12-14.6-14.8-12
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1482/0-8-0 (min. 0-1-11)
9 =
1482/0-8-0 (min. 0-1-12)
Max Horz
2 =
-162(LC 13)
Max Uplift
2 =
-325(LC 12)
9 =
-353(LC 13)
Max Grav
2 =
1482(LC 1)
9 =
1482(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=4658/2567, 34=3996/2133,
4-5=3706/2115, 5-6=3717/2133,
6-7=1834/1285, 7-8=-1937/1261,
8-9=-2598/1569
BOTCHORD
2-16=209414201, 15-16=2114/4223,
11-12=-1211/2247, 9-11=1211/2247,
5-14=354/294, 14-15=-1440/3506
WEBS
3-15=617/623, 4-15=542/1205,
WEBS
3-15=-617/623, 4-15=-542/1205,
12-14=792/1875, 6-14=-997/2299,
6-12=-477/190, 4-14=-283/581,
8-12=705/612, 8-11=01336
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 Extedor(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
Indicated.
5) This trusshas been designed for a 10.0 last bottom
chord live load nonconcument with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Bearing at joint(s) 2 considers parallel to grain value
using ANSIrrPI 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=lb) 2=325. 9=353.
LOAD CASE(S)
Standard
taYq�!laz4a,vr+Ymh.b•41 Nmmm(1wa1®'3LLtunt(ommtnrmibrwta7tmGRnulrrnm ed[6,plvoa,didms.mtmrla@aagN'4;dbre.yt.t�4rl mrcu,Rnb+nu me,ma.u, mtlneeme.aj
Wletmv�IhsJilbmtlbh199YYNx.A„im,InphpmwpY.j.th4JY�tiutle�lA4npmne®padbpb,Yetlyunln4^tl'nlebl,sp6b,e7,innlgmNo6144ej.tleAI. L,Inpwyl:,nhEgm]¢ay,cLNq
.ianmB Ouu�aE 53BOs
dM1dG5IM4(fa11Y'G91,bNW9JUChOW,.hON/4dFN1c�Bbllelh{4pC^.YhO]O601Y1.5,SdN4'sl{sri1f11,P111n Ta�N�lf R9d,wFe110dC, INLY9991ffiL4®gg6N:'ibdk916>A�hn,P+4liuld
WTaie lbYb 6iGlreainY W31615
��6iwG aW.
h MYgln@nd(u,oY.Nex,dYtYbII0db1'�Ialpi,loe4,l0,PJfi�fm{anYeplhnaYlm'?WluklgtedlVJmMuemlfv@W@6m 1MY5mYeegmilm,4dhm64Ln,Aup.lm,hupOp,eellm,ISM,4.�,
RPbv. R.t.ptB
i mtlm x'@nh Woa uu@Fgam 91e�r.elm5p a N at Aeonmminmt
,fa.W ldul{.tCN Y tl mNrt NL,u 610tb1aM I@eEgme af�'a0. q
ome: oalsav,9
�
(vpplitM®7p16A41vv11nsses-AvlEmpt.iv@Iv Ig LL lepmdv4iudllisAvnvem,mvgln,v,itp�oltlueExilhvd W amlevperminivvhvm411edimses�AtlEvvp7.lvvlo N,li
Job
Truss
Truss Type Oty Ply
MORNINGSIDE
A0133442
WRMSBMB3
Al2
Hip 1 1
�RENAR
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946. design@altruss.com
11:33:40 2018
5xia>
Run: 8.210 s May 18 2018 Print: 8.210 s May 18
2x4 II 46 = 5x6 =
Dead Load Defl. = 3181n
.,,•,� im �a azn= um=
2x4 It 6x8 = 3z8 =
it-1-8 14-7-10 1 19-5-13 28-10-14 38-0-0
it-1-8 382 10 4-69 9S1 9-1-2
Plate Offsets (X,Y)—
12:0-1-14,Edge1 f7:0-3-0.0-2-01
18:0-3-O,Edeel
f14:0-4-0,0-1-81
[16:0-2-8 Edoel, 117:0-3-0 0-3-3]
LOADING(psf)
SPACING- 2-M
CS1.
DEFL.
in (loc)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.99
Vert(L-)
-0.47 12-14
>973
360
MT20
2441190
TCDL 7.0
Lumber DOL 1.26
BC
0.96
Vert(CT)
-0.8512-14
>538
240
BCLL 0.0 '
Rep Stress Incr YES
WB
0.95
Horz(CT)
0.47 10
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MS
Weight: 209 Ib
FT = 10%
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except*
T1: 2x4 SP M 30
BOT CHORD 2x4 SP No.2 *Except*
Bt: 2x4 SP M 30, B3: 2x4 SP No.3
WEBS 2x4 SP No.3 `Except*
W4: 2x4 SP No.2
WEDGE
Left: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpl 6-14
MTek recemmends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
148210-8-0 (min.0-1-11)
10 =
148210-8-0 (min. 0-1-12)
Max Horz
2 =
-147(LC 13)
Max Uplift
2 =
-307(LC 12)
10 =
-337(LC 13)
Max Grav
2 =
1482(LC 1)
10 =
1482(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=4661/2664, 3A=4221/2231,
4-5=-4304/2417, 5-6=-4286/2412,
6-7=1957/1362, 7-8=2362/1564,
8-9=-2458/1547, 9-10=-2677/1656
BOT CHORD
2-17=-2189/4220, 16-17=-1586/3735,
13-14=-818/1782,13-24=818/1782,
24-25=-81811782, 12-25=-818/1782,
10-12=1336/2362
WEBS
3-17=-372/548, 4-17=-476/1172,
WEBS
3-17=372/548, 4-17=476/1172,
4-16=-042/833, 6-14=1659/868,
14-16=112112493, 6-16>1215/2693,
7-14=1371453. 7-12=349/629,
9-12=-391/501
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & 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 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) 2 censiders parallel to grain value
using ANSI/rPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 307lb uplift at
joint 2 and 337 lb uplift at joint 10.
LOAD CASE(S)
Standard
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TrussOty
Pry
RENARMORNINGSIDE
AO133443
MSBMB3
F
A13
1
1
_:::::Hip
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altiuss.com
5x8 =
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc.
3x4 II 4x10 = 3.6 =
SA =
2x411 5x6= 5x10=
9-0-0 9- -8 14-7-6 1 -0 18-5-14 26-0-0 38-0-0
9-0-0 0. -8 s-s-14 6 10 3-5-14 7-10-2 11-8-0
11:33:4U 2U1a
Dead Load Defl. = 3181n
Plate Offsets (X Y)-
[2:0-1-14 Edcel [4:0-6-0 0-2-81 [6:0-4-12 0-2-01
[8:0-3-00-2-01
[10:0-8-4 0-0-141 [12:04-8 0-3-01
[15'0-3-0 Edeel
[16:0-3-00-3-41
'
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/dell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.84
Vert(LL)
OAS 15
>946
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.82
Vert(CT)
-0.8815-16
>520
240
BCLL 0.0 '
Rep Stress Incr YES
WB
0.74
HOrz(CT)
0.44 10
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 2041b
FT - 10%
LUMBER -
TOP CHORD 2x4 SP M 30'Except'
'T4,T3: 2x4 SP No.2
BOT CHORD 2x4 SP M 30'Except'
B3: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except'
W5,W4: 2x4 SP No.2
WEDGE
Left: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 4-10-10 oc bracing.
WEBS
1 Row at midpt 6-13, 6-12
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 1482/0-8-0 (min.0-1-11)
10 = 1482/0-8-0 (min.0-1-12)
Max Horz
2 =-133(LC13)
Max Uplift
2 =-296(LC 9)
10 =-319(LC 13)
Max Gmv
2 = 1482(LC 1)
10 = 1482(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=4614/2580, 3-4=4407/2338,
4-5=-5132/2862, 5-6=-5053/2816,
6-7=-1976/1323, 7-8=-197611323,
8-9=-2295/1376, 9-10=-2698/1704
BOTCHORD
2-16=2118/4160, 15-16=-1743/3924,
13-23=112012312, 12-23=112012312,
10-12=1394/2399
WEBS
4-15=-76311426,13-15=-1486/3082.
WEBS
4-15=-763/1426,13-15=-1486/3082,
6-15=-1534/3288, 6-13=-1979/1063,
6-12=-550/276, 8-12=2421658,
4-16=-457/1130, 3-16=-1581329,
9-12=-454/524
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 Extedor(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load noncencument with any other live
loads.
5)*This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
1 O.Opsf.
6) Bearing at joint(s) 2 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verity capacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 296 Ib uplift at
joint 2 and 319 lb uplift at joint 10.
LOAD CASE(S)
Standard
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Job
Truss
Truss Type
Dry Ply
MORNINGSIDE
WRMSBMB3
A14G
Hip Girder
1 1
�RENAR
A013344"4
Job Reference (optional)
.. 1 Roue nurses, run Pierce, FL 34546, DesignLaluuss.cem Run: mz1u s May 182u18 PnnC 8.210 s May 18 2018 MiTek Industries, Inc. Mon SeD 17 11:33:412018
5x6 = Dead Load Deli. = 3/16 in
6.0012 l y4 :4425 __ 35— 5A 75x6=
1.5x4 4
8
2
76
28 27
4
W
y[ 1
6x8 0
6x8 —'
9
10Iq 91
3x8 a
3.00 ri2
74
13
11
0
11
Us3x8
=
12
Us =
3x6 =
3x6 =
7-18
-0
13-54
147115I
-0-7-1
384)-0
2 13
3
94-078
Plate Offsets (X V)—
I2:0-0-10 Edoel f3:0-3-00-2-71 (6:0-3-0 0-3-01
i7'0-3-0 0-2-01 r15:0.2-8
Edgel f16:0-3-0 0.1-121
LOADING (psf)
SPACING-
2-0-0
CSI.
in (loc) Udell
Ltd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.69
-0.1911-13 >999
360
MT20
2441190
TCDL 7.0
Lumber DOL
1.25
BC
0.99
FH)
-0.3911-13 >747
240
BCLL 0.0
Rep Stress Incr
NO
WB
0.74
0.09 9 n/a
nla
BCDL 10.0
Code FBC2017/TP12014
Matrix
-MS
Weight:196lb
FT=10%
LUMBER -
TOP CHORD 2x4 SP N0.2 `Except'
T2: 2x4 SP M 30
BOTCHORD 2x4 SP N0.2 `Except`
B3: 2x4 SP No.3, B5: 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-6-11 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 338 oc bracing.
WEBS
1 Row at midpt 3-15
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
766/0-8-0 (min. 0-1-8)
14 =
2405/0-3-1 (min. 0-2-13)
9 =
889/0-8-0 (min. 0-1-8)
Max Horz
2 =
-118(LC 9)
Max Uplift
2 =
-281(LC 8)
14 =
-704(LC 5)
9 =
-293(LC 28)
Max Grav
2 =
774(LC 19)
14 =
2405(LC 1)
9 =
889(LC 1)
FORCES. (to)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1921/665, 3-23=-221/923,
23-24=-221/922, 24-25=-221/922,
4-25=-221/921, 4-5=277/1072,
56=-487/411, 6-7=941/395,
7-8=-1107/413,8-9=1386/490
BOTCHORD
2-16=537/1711, 16-26=-512/1645,
26-27=512/1645, 27-28=512/1645,
15-28=512/1645, 14-15=2390/709,
BOTCHORD
2-16=537/1711,16-26=-512/1645,
26-27=512/1645, 27-28=512/1645,
15-28=51211645, 14-15=-2390/709,
4-15=622/416,12-13=-340/816,
11 -1 2=-340/816, 9-11=-354/1212
WEBS
3-15=2608/810,13-15=-293/660,
5-15=1498/465, 5-13=-90/414,
6-13�669/224, 6-11=9/260,
7-11=64/323,8-11=-323/224,
3-16=-94/963
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=5.0psf; h=13111;
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 35-0 tall by 2-M wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 2 considers parallel to grain value
using ANSUTPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 281 to uplift at
joint 2, 704 lb uplift at joint 14 and 2931b uplift at joint
9.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 252
lb down and 251 lb up at 7-1-8, 114 lb down and 127
to up at 9-0-12, and 114 to down and 127 to up at
11-0-12, and 114 lb down and 127 lb up at 13-0-12 on
top chord, and 349 lb down and 79 lb up at 7-1-8, 87
lb down at 9-0-12, and 87 lb down at 11-0-12, and 87
lb down at 13-0-12 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-3=-54, 3-7=54, 7-10=-54, 16-17=-20,
15-16=20114-20=-20
Concentrated Loads (lb)
Vert: 3=-200(B) 16=349(B) 23=-114(B) 24=114(B)
25=-114(B)26=-68(B)27=-68(B)28=-68(B)
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Job
Truss
Truss Type
DtY
PlY
WRMSBMB3
BO1G
ROOF SPECIAL GIRDER
1
1
�RENARMORNINGSIDE
AO133445
Jab Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, deslgn(rDaltruss.com
ymy1
8'
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 1711:33:42 2018 Page 1
Dead Load Dell. = 3/16 in
3x6 = 1.5x4 11 5.6 = 5x10 = 4.611
7-0-0 12-11-1 18-8-8 24-7-10
7-0-0 5-11-1 I 5-9-6 I 5-11-2
Plate Offsets (X Y)—
I3:0-5-0 0-2-01 I5:0-3-0 0-3-01 I7:Edge
0-3-81 (9:0-3-0 0-3-01
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
1/deti
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.91
Vert(LL)
0.17
9
>999
360
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.96
Vert(CT)
-0.32
9-10
>923
240
BCLL 0.0
Rep Stress Incr ' NO
WB 0.90
Horz(CT)
0.09
7
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MS
Weight: 125 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30 -Except'
T3: 2x4 SP No.2
BOTCHORD 2x4 SP M 30'Except•
Bt: 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W2: 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 1-7-8 no
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 5-8-10 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 =
197410-3-0 (min.
0-2-5)
2 =
183910-8-0 (min.
0-2-3)
Max Horz
2 =
166(LC
27)
Max Uplift
7 =
-658(LC
5)
2 =
585(LC
8)
Max Grav
7 =
1974(LC
1)
2 =
1839(LC
1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-3450/1117, 3-14=-3626/1226,
14-15=-3626/1226, 4-15=3626/1226,
4-16=-2645/884, 16-17=-2645/884,
5-17=-2645/884, 5-18=-2645/884,
18-19=2645/884, 19-20=2645/884,
6-20=-2645/884, 6-7=-1848/702
BOTCHORD
2-10=-1036/3016,10-21=-1037/3042,
21-22=1037/3042, 9-22=1037/3042,
9-23=-1236/3628, 23-24=-1236/3628,
8-24=-1236/3628
WEBS
3-10=-51/705, 3-9=274R71, 4-9=-92/264,
WEBS
3-10=51/705, 3-9=274/771,
4-9=-92/264, 4-8=-1154/413,
5-8=-666/461, 6-8=-1015/3041
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);
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
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.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 658 lb uplift at
joint 7 and 585 lb uplift at joint 2.
7) Hanger(s) or other connection devices) shall be
provided sufficient to support concentrated load(s) 158
lb down and 187 lb up at 7-0-0, 110 Ile down and 122
Ib up at 9-0-12, 110 Ib down and 122 Ib up at 11-0-12
, 110 lb down and 122 lb up at 13-0-12, 110 lb down
and 122 lb up at 15-0-12, 110 lb down and 122 It, up
at 17-0-12, 110 lb down and 122 lb up at 19-0-12,
and 110 lb down and 122 lb up at 21-0-12, and 110 lb
down and 122 lb up at 23-0-12 on top chord, and 414
lb down and 144 lb up at 7-0-0, 86 lb down at 9-0-12,
86 lb down at 11-0-12, 86 lb down at 13-0-12, 86 lb
down at 15-0-12, 86 lb down at 17-0-12, 86 lb down
at 19-0-12, and 86 Ito down at 21-0-12, and 86 lb
down at 23-0-12 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, 3-6=54, 7-11=-20
Concentrated Loads (Ib)
Vert: 3=111(F) 9=65(F) 10=414(F) 4=-110(F)
14=-110(F) 15=110(F) 16=-110(F)17=-110(F)
18=-110(F) 19=110(F) 20=-110(F)21=-65(F)
22=-65(F)23=-65(F)24=65(F)25=-65(F)26=-65(F)
27=-65(F)
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Job
Truss
Truss Type
Cry Ply
RENARMORNINGSIDE
A0133446
WRMSBM83
B02
HALF HIP
1 1
Job Reference (optional)
A-1 Roof Trusses, Fort Plerce, FL 34946, design@altruss.com
46
6.00 12
Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Man Sep 17 11:33:43 2018
ID:tW YXbtUG W VXBg9MPyEYwl7zgtLu-O78WG2_QBvUyYB9U(@LF ViTnFW OSzFdTn
3x4 =
DeaQpad Dell. =1141n
3x4 =
3x4 =
3x4 =
3z4 =
3x6 11
9-0-0
1G9-13
24-7-10
9-0-U
I
7-9-13
7-9-13
Plate Offsets (X
YI— I2:0-0-8 Edgel
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Well
L/d
PLATES
GRIP
TCLL 20.0
Plate Gdp DOL 1.25
TC
0.68
Vert(L-)
0.26
9-12
>999
360
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC
0.82
Vert(CT)
-0.40
9-12
>736
240
BCLL 0.0
Rep Stress Incr YES
WB
0.49
Hom(CT)
0.03
6
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 1221b
FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30 'Except'
T2: 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-1-5 oc
puriins, except end verticals.
BOTCHORD
Rigid calling directly applied or 5-5-10 oc bracing.
WEBS
1 Row at midpt 4-9, 5-7
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
6 =
904/0-3-0 (min. 0-1-8)
2 =
98410-8-0 (min. 0-1-8)
Max Horz
2 =
207(LC 12)
Max Uplift
6 =
-267(LC 9)
2 =
-218(LC 12)
Max Grav
6 =
904(LC 1)
2 =
984(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1447/761, 3-4=-1211f797,
4-5=-11321692, 5-6=-831/569
BOT CHORD
2-9=-800/1206, 8-9=69211132,
7-8=-692/1132
WEBS
3-9=0/313, 4-7=-512/503, 5-7=-784/1280
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 Exteror(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to beadng.plate capable of withstanding 2671b uplift at
joint 6 and 218 lb uplift at joint 2. -
LOAD CASE(S)
Standard
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•
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Jab
Truss
Truss Type
Ory
Ply=RENARINGSIDE
WRMSBMB3
CO1G
GABLE
1
AO133447
onal
A-T Root Trusses, ton vierce, FL Sri b,oeSlgn(rDal Wss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 17 11:33:44 2018
44 =
10
3x4.= 4x4 = 4.4 = 5.6 = 44 = 44 = 3x4 =
LOADING(psf)
SPACING-
2-0-0
CST.
DEFL.
in
(loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.14
Vert(LL)
0.05
24
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.37
Veit(CT)
-0.08
24
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.34
HOrz(CT)
0.02
19
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-1-2 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 9-7-6 oc bracing.
JOINTS
1 Brace at Jt(s): 9, 13, 7,15
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
19 =
78310-8-0 (min. 0-1-8)
2 =
78310-8-0 (min. 0-1-8)
Max Horz
2 =
90(LC 33)
Max Uplift
19 =
-162(LC 9)
2 =
-203(LC 8)
Max Grav
19 =
783(LC 1)
2 =
783(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
23=-1341/299, 3-4=-965/164,
4-6=-945/182, 6-8=966/218,
8-10=940/248,10-12=-940/258,
12-14=9661237, 14-16=-945/202,
16-18=965/183, 18-19=-13711217,
3-5=-411/194, 5-7=411/194,
7-9=-445/241, 9-11=445/241,
11-13=-414/242,13-15=-414/242,
15-17=-463/139,17-18=-463/139
BOTCHORD
2-25=-303/1241, 25-32=376/1228,
24-32=376/1226, 24-33=15/320,
23-33=15/320, 23-34=-15/320,
BOTCHORD
2-25=-303/1241, 25-32=-376/1228,
24-32=-376/1228, 24-33=-15/320,
23-33=151320, 23-34=-151320,
22-34=-15/320, 22-35=-274/1202,
21-35=-274/1202, 19-21=-148/1213
WEBS
10-11=-1501665, 11-24=-347/909,
15-21=-10 11271, 11-22=-286/911
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vas.=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
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
perANSI/TPI 1.
4) Provide adequate drainage to prevent water
ponding.
5) All plates are 1.5x4 MT20 unless otherwise
indicated.
6) Gable studs spaced at 2-M oc.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
8) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M 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 162 Ito uplift at
joint 19 and 203 lb uplift at joint 2.
10) Graphical pudin representation does not depict the
size or the orientation of the pudin along the top and/or
bottom chord.
PLATES GRIP
MT20 2441190
Weight:1351b FT=10%
11) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 57
lb down and 35 lb up at 2-0-7, and 160 lb down and
73 lb up at 17-3-9 on top chord, and 76 Ito down and
35 lb up at 2-0-0, 16 lb down and 1 lb up at 4-0-12,
16 lb down and 1 to up at 6-0-12, 16 lb down and 1 lb
up at 8-0-12, 16 lb down and 1 lb up at 9-8-0, 16 lb
down and 1 lb up at 1.1-3-4, 16 lb down and 1 Ito up at
13-3-4, and 16 lb down and 1 Ito up at 15-3-4, and 76
lb down and 35 lb up at 17-3-4 on bottom chord. The
designlselection of such connection device(s) is the
responsibility of others.
12) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (pig
Vert: 1-3=54, 3-1 O=54, 10-18=54, 18-20=54,
26-29=20
Concentrated Loads (Ib)
Vert: 24=1 (B) 22=1 (B) 23=1 (B) 21 =3(B) 25=3(B)
32=1 (B) 33=1 (B) 34=1 (B) 35=1 (B)
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Job
Truss
Truss Type
Ply
RENAR MORNINGSIDE
A0133448
WRMSBMB3
CO2
Common
rty
Job Reference (optional)
n i rewi uue5e5, run r,erce, ru .1r�vv, uesgnLa nruss.com
6.00 Ff2
2
�1
Ora =
1.5x4
3 i
KUn:0.Z1U5 May-@N10rrmcU.Z1U5May1UZU16MIIeK
4x4 =
0
1.5x4 i
5
IOC. Man Jep 1 / 11:3J:9 zu10
Dead Load Deft. =1/6 in
6
�7
4x4 =
LOADING (psi)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deb
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.44
Vert(LL)
-0.14
8-14
>999
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.85
Vert(CT)
-0.30
8-14
>782�
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.21
Hou(CT)
0.03
6
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 87 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 5-0-8 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 7-9-1 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS.. (lb/size)
2 =
791/0-M (min. 0-1-8)
6 =
791/0-8-0 (min. 0-1-8)
Max Ho¢
2 =
-90(LC 10)
Max Uplift
2 =
-205(LC 12)
6 =
-205(LC 13)
Max Grav
2 =
791(LC 1)
6 =
791(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1182/782, 3-4=-897/583,
4-5=-897/583, 5-6=-1182(782
BOTCHORD
2-8=-555/1035, 6-8=566/1035
WEBS
4-8=-275/557, 5-8=342/383,
3-8=-342/383
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult-160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
4)' This truss has been designed for a live load of
20.0psf 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 205lb uplift at
joint 2 and 205 Ib uplift at joint 6.
LOAD CASE(S)
Standard
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Job
Truss
Truss Type
Oty PIY
RENARMCIRNINGSIDE
WRMSBMB3
CO3
Common
1 1
A0133449
Job Reference (013tionall
r•-, ,.w, ,,,.,,00, .,,. , ....00.w,,, rtun: o.e w s may io m is rnnr. o.z m s may ac zu is ini i ex mcusmes, inc. mon oep i r I VJJ:40 to 10
t ID:tWYXbtUGWVXBg9MPyEYwl7zgtLu-KWGGhkOgiWkgnVJFel4pKwosm2ZtsPxYSnKp
414 =
Dead Load Defl. = 3116 in
4
6A
414 = Sx8 = 4x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Udefl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.45
Ven(LL)
-0.14
7-13
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.82
Vert(CT)
-0.31
7-13
>745
240
BCLL 0.0 '
Rep Stress Incr
YES
WS 0.20
Horz(CT)
0.03
6
n/a
n/a
BCDL 10.0
Code FBC2017/iP12014
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 5-0-14 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 7-5-9 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
6 =
69910-3-8 (min. 0-1-8)
2 =
78010-8-0 (min. 0-1-8)
Max Horz
2 =
100(1-C 12)
Max Uplift
6 =
-165(LC 13)
2 =
-203(LC 12)
Max Grav
6 =
699(LC 1)
2 =
780(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-11551775, 34=869/576,
4-5=-865/574, 5-6=-11341759
BOTCHORD
2-7=-611/1011, 6-7=589/968
WEBS
4-7=-266/528, 5-7=303/359,
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=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) 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 capableof withstanding 165 lb uplift at
joint 6 and 203 lb uplift at joint 2.
LOAD CASE(S)
Standard
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Job
Truss
Truss Type
Oty PN
RENAR MORNINGSIDE
A0133460
WRMSBMB3
C04G
Hip Girder
1 1
.lob Reference (optionall
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
6.00 F,2
314 =
4x4
12
1.5x4 II
4.24 FIT
Run:8.210s May 182018 Print: 8.210 s May 182018 MiTek Indus
ID:tWYXbtUGW VXBg9MPyEYwl7zgtLu-pigev4l
44 = 1 414 =
22 11 23 70 24
1.5x4 11 1.5x4 11
LOADING (pat)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.21
Vert(L-)
-0.0311-12
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.29
Vert(CT)
-0.05 9-10
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.05
Horz(CT)
0.01 7
We
n1a
BCDL 10.0
Code FBC2017frP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
515/0-M (min. 0-1-8)
7 =
515/043-0 (min. 0-1-8)
Max Horz
2 =
41(LC 34)
Max Uplift
2 =
-182(LC 8)
7 =
-199(LC 9)
Max Grav
2 =
515(LC 1)
7 =
515(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-784/217, 3-19=763/231,
4-19=-716/231, 4-20=6941236,
5-20=-694Y236, 5-21=716/230,
6-21=764/230, 6-7=-784/221
BOT CHORD
2-12=179/693, 12-22=-1661688,
11 -22=-1 66/688,11-23=-164/694,
10-23=-164/694, 10-24=-1641688,
9-24=164/688, 7-9=-1751693
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);
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.
S) ` 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 182 lb uplift at
joint 2 and 199 lb uplift at joint 7.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 40
lb down and 48 lb up at 4-0-1, 44 lb down and 65 lb
up at 5-10-0, and 40 It, down and 48 lb up at 7-7-13,
and 127 lb down and 133 lb up at 10-3-5 on top chord
, and 19 lb down and 72 lb up at 14-11, 22 It, down at
4-0-1, 34 Ito dawn at 5-0-14, 33 lb down at 5-10-0, 34
lb down at 6-7-1, and 22 lb down at 7-7-13, and 19 lb
down and 72 lb up at 10-3-4 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, 5-6=54, 6-8=54,
13-16=-20
Concentrated Loads (lb)
Vert: 12=45(F) 9=45(F) 10=16(17) 11=16(F)
19=-2(F) 20=-33(F) 21=-2(F) 22=-6(F) 23=25(F)
24=6(F)
Mon Sep 17 11:33:46
6 4x4 --
7
k d
s a o-
1.5x4 II
3x4 =
1-&
1-4-12
PLATES GRIP
MT20 244/190
Weight: 48 lb FT=10%
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Yerte OumevESzms
tlne@kttauYixhHktkYln(uLCQ(YMw.YeOrn'{(GLEtlW4hhMry@eWrt 6mGR@Y6r.YCN'44r11+iWxdeedSfl.lb@i1ASb14401 WSJl rtdpilWtv2S1F�,.qi¢nRSh�Lftl_6trte510ilkL^�egy33l1f.
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'
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ust suuw ahe
vRevYiGNlryuadmtl5n4yGwkm/rtsM3ieLtkinureu;Faam'6ANY93NvrY� lvnit>feigYvrtm�ltCopxYiv�nnmeamdvtM1t.
om: mnvmee
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Job
Truss
Truss Type
Qty
PIY
RENARMORNINGSIDE
WRMSBMB3
C05
Common
1
1
A01334511
J b Refe ence (ooti na0
n .. uuexa, en P;. w, FL 34946, csiynl,e,nuss.rrom nun: 8.21u 5 May Id ZU18 Ynm: 8.21U s May 18 2018 MITek Industries, Inc- Mon Sep 1711:33:46 2018
ID:tWYXbtUGW VXBggMPyEYwl 7zgtLu-pigev4l lUgsXPfuSC7b2t8K3nSOsbughKQ3G
-1A-0 5-10-0 _ 1 11-3-8
4z4 =
4
Ig
1.5x4 11
3x4 = 314 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Udefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.37
Vert(CL)
-0.04
5-11
>999
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.32
Vert(CT)
-0.07
5-11
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WS 0.10
Horz(CT)
0.01
4
n/a
nla
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 42 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MITek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
4 =
413/0-3-8 (min. 0-1-8)
2 =
49810-8-0 (min. 0-1-8)
Max Horz
2 =
71(LC 12)
Max Uplift
4 =
-97(LC 13)
2 =
-137(LC 12)
Max Grav
4 =
413(LC 1)
2 =
498(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-567/404, 34=-570/406
BOTCHORD
2-5=-249/452, 4-5=249/452
WEBS
3-5=-14/251
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; ExpB; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
4) `This truss has been designed for a live load of
20.0psf 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 971b uplift at
joint 4 and 137 lb uplift at joint 2.
LOAD CASE(S)
Standard
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Job
Truss
Truss Type
my Plv
RENAR MORN INGSIDE
A01334$2
WRMSBMB3
CA
Comer Jack
10
Job Reference (optional)
A-i Kooi I nlsses, Yon meroe, rL 34 b, oesignLgaiimss.com Kun: u.4lu s may is au ra rnno o.z m s may io zu i o mu
3
6.00 12 MAI y
�i 2
TI B7 c
�• 4
1 p°
214 =
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.18
Vert(LL)
0.00
7
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL . 1.25
BC 0.03
Vert(CT)
.0.00
7
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00
4
We
n/a
BCDL 10.0
Code FBC2017frP12014
Matdx-MP
Weight: 61b 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.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
3 =-3/Mechanical
2 = 166/0-8-0 (min. 0-1-8)
4 = -16/Mechanical
Max Horz
2 = 42(LC 12)
Max Uplift
3 = -3(LC 1)
2 = -70(LC 12)
4 = -16(LC 1)
Max Grav
3 = 12(LC 8)
2 = 166(LC 1)
4 = 20(LC 8)
FORCES. (lb)
Max. Comp./Max. Ten. -All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDLm5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch left
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load 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-" 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 3 lb uplift at
joint 3, 70 Ib uplift at joint 2 and 16 lb uplift at joint 4.
LOAD CASE(S)
Standard
0
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Job
Truss
Truss Type
Ply=RENARINGSIDE
WRMSEIM133
CJ1A
Comer Jack
r
A0133453
nal
u—.' ari=, , L.r,wu, u=aiyuL,=mueswm rom:5.ZIU5 Mavto ZU1dPnm:e.z1us Mavlazetamilex mousmes. Inc. MonseDlill
a
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
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
SCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00
2
n/a
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MP
Weight: 61b 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 direcUy 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)
3 =
A/Mechanical
2 =
16610-M (min. 0-1-8)
4 =
-15/Mechanical
Max Hom
2 =
42(LC 12)
Max Uplift
3 =
4(LC 1)
2 =
-63(LC 12)
4 =
-15(LC 1)
Max Grav
3 =
11(LC 8)
2 =
166(LC 1)
4 =
17(LC 8)
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=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;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Bearing at joint(s) 2 considers parallel to grain value
using ANS1rrPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 4 Ito uplift at
joint 3, 63 Ito uplift at joint 2 and 15 Ito uplift at joint 4.
LOAD CASE(S)
Standard
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I
V,TaeNvv HgWenry Cn9tfi15
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�1m��.
RP'nu,RN9Yfi
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.
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Job
Truss
Truss Type
aty
Ply
A0133454
WRMSBMB3
CAB
Comer Jack
1
1
�RENARMORNINGSIDE
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 MTek Industries, Inc. Mon Sep 1711:33:48 2018
6.00 12
T7
d
t
Ib
l
3
vn
d
d
4°
Q°
3.00 12
3x4
I
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/defl
L/d
PLATES GRIP
TCLL
20.0
Plate Grip DOL
1.25
TC
0.01
Vart(LL) -0.00
6
>999
360
MT20 244/190
TCDL
7.0
Lumber DOL
1.25
BC
0.01
Vert(CT) -0.00
6
>999
240
BCLL
0.0 '
Rep Stress Incr
YES
WB
0.00
Horz(CT) -0.00
2
n/a
We
BCDL
10.0
Code FBC2017/rP12014
Matrix -MP
Weight: alb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 0-11-11 oc
pudins.
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)
1 =
36/0-8-0 (min. 0-1-8)
2 =
21/Mechanical
3 =
IS/Mechanical
Max Horz
1 =
20(LC 12)
Max Uplift
1 =
-2(LC 12)
2 =
-15(LC 12)
3 =
-5(LC 12)
Max Grav
1 =
36(LC 1)
2 =
21(LC 1)
3 =
16(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=S.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & 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) n 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) Bearing at joint(s) 1 considers parallel to grain value
using ANSVTPI I angle to grain formula. Building
designer should verify capacity of bearing surface.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 2 Ib uplift at
joint 1, 15 lb uplift at joint 2 and 5 Ib uplift at joint 3.
LOAD CASE(S)
Standard
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I Wrmnvmlmd91mm1mminpM1mil vu ,vm¢fmm?M.Lvmhbpxtmml gmnpmmvapmdmrdav,dv�R��meprtgseBvrtrm4,prdmwurv4�vo1vMm0egsbIDH-mapwvpmhtgmGvuastmma{. .iw,aawmveazve
drudnbGmmmpldulRmmr�kAeb Ovm4mOminAcatlri9vmlW0i4mW�eRm�IdmOLbRdmidFZYero§edP.i TUVFlbib104dN6Jrvdnrimtkb09biLin'4ettba�lCm'ddmihh��( Vnumrwum E.e.ewV Gi,etS
mmeypgm dmTm ummmwRmmvmamom+axsd,eaanumueomsbqun^vr;asgpx�dhmdaummv�ampmupunum+nm,p�masma:lavudwumavpiro,sor.R.nD4 mtn,:xnmun,gai F,p1e°a, �a
rkmat¢edhveadgd,an.rr�ph�rv+mmw�f.n,tauGu, Fer�isAmarvaarwgwr L;ns�uvyvneonuanm w�voiennmasdom[:.. o„r vsn.cwrs
� (v iOt017AiWdtbssei- v IlvmtdO,Pi to m2vdimabindvmmem,ie
vrm� Mon a v%Iwyhpivmbae0:dhemee.snuymmudmhvmAlBunmuA,�kiev�pl.ivotom,Pt
Jab
fuss
Truss Type
Oty
Ply
RENAR�MORNINGSIDE
MSBM83
CJ1C
Comer Jack
6
1.--•-__---�_�Job
Refernal
. 1 Roof cusses, run rfaf L ,rr., fvuss.cam Kun: 8.2111 s
2x4 =
18 2018 MiTek Industries, Inc. Man Sea 17 11:33:48 2018
Plate Offsets (X Y) -
I2:04-0 0-0-41
LOADING(pso
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defi
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.18
Vert(L-)
0.00
5
>999
360
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.03
Vert(CT)
0.00
5
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00
2
n/a
We
BCDL 10.0
Code FBC2017/rP12014
Matrix -MP
Weight: 5lb
FT= 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or 0-8-2 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. All bearings 0-8-2 except Ql=length)
3=Mechanical.
(lb) - Max Hom
2= 36(LC 12)
Max Uplift
All uplift 100lb or less at joint(s) 3,
2,4
Max Grav
All reactions 250 lb or less at joint(s)
3,2,4,2
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp S; 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 Win any other live loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 3, 2, 4, 2.
rmv�rYamlrirmu.m•llnairl33 (IDIRyEbilllftl6tfNtiACnam1Y o amm,mrdmR,de� Lmarrfddlam �&im�Cm�nx�mm�� m°`em0�vmo'y4ies,a�.vsapa' .1"'.s"'s war a E'geFO°"°ensfsls
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drnd!?IrtrhepkYvgM1mmrydWftlmA CmO+n'fea4Cdydumm le
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nermdfodNvaam and ye.iiaFmpus7nmtii mimsOfDa W'nffrtrnnsaxq�w b,ISN.tgyedgwb wwnm{evm Amysm): ou: ovfsrsa,e I'
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Job
Truss
Truss Type
nN PlyRENARMORNINGSIDE
A0133456
WRMSBMB3
CJ3
Comer Jack
6 1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 a May 18 2018 MiTek Industries, Inc. Mon Sep 1711:33:48 2018 Page 1
ID:tW YXbtUGW VXBg9MPyEYwl7zgtLu-I5xPKm2Z?R6Eeyl gKQeWyZQSFGIZ3pp_nkYN_ncfYX
W2-11-11
2-11-11
2x4 =
LOADING(psf)
SPACING-
2-041
CSI.
DEFL. in
(]cc)
I/defi
Ltd
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL) 0.01
4-7
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.12
Vert(CT) -0.01
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00
3
We
n/a
BCDL 10.0
Code FBC2017frPI2014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-11-11 cc
purins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
60/Mechanical
2 =
20110-M (min.0-1-8)
4 =
30/Mechanical
Max Hom
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. (Ib)
Max. CompJMax. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch left
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 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 to uplift at
joint(s) 3, 2.4.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 1216 FT=10%
6r6rlm,lvrMhmmb'NC@ftrffia(fFllalERd![IaW[fuYINC6d51'utlC�n71tDILTi6LLPiTrmTdi�DRa°vsdM� ovivnWPm�rtn%7dtrlfJQilidlltlmam4�LMw4ilniCa.w Md mG9.a`j
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dimdarl4tmnimmghmre�mNlib)Inrt,bOrntr&vvdglemmb>)psly,,ia�aAb6imB rim NEdf?NIed0.L im9,+,Mdm144dnRA,vEMimcGOitm'+ia441M9fmdhMitlammeiry3t'�d NmYrwux r+gnreVtG G91619
4bYxj4?iOndrLL'+Im.Nnsssslv0rhi[OeYmp6v{®/godigs RLeYimlinNm�tjdr°mml�}���d%Mot YflmMvmtlYjmNPia�THhfini 50xMdM�uELLe4Ail im5 dinLLet¢bT uSl Stuee ohs.
rOMdapdM(ddryed7rym�Mghdllrm�adiei,TnlmeWpFgin,tlWimrO'4rhtgaclnmSpSaEgmaEmiWm}W��tlmlMummlAdblln. �"gym � �� flne �YA1B�
� fv TI D)101611 Walinves- Ivv I.Iv¢Ee1411 pe m7m0vatnbivmmem,m ¢ iel3ilerrdham�er�n eimiEvvhvmAd levlLvs4i�Au5v I.LvddN,PL
iP'➢ /m Y P ®JN4�,p 1! yr
Job
Truss
Truss Type
Dry
Ply
RENARMORNINGSIDE
RMSBMB3
CJ3A
Comer Jack
1
1
A0133457
-, _,_,_ ,_ _ -_
_
Job Reference o ti onal
FL 34946, ovsiynBva iuuss.cem nun: e.z1u s May 18 2618 Pnnt: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 17 11:33:49 2018 Page 1
ID:tWYXbtUGW VXBg9MPyEYwl7zgtLu-DHVnX63BmIE5G6cl t891Umyd7g5PoG370O1WXOycIYW
-1 4-0 2-11-11
14_0 1 2-11-11
LOADING(psf)
SPACING- 2-M
Cat.
DEFL.
in
(too)
I/deb
Ud
PLATES
GRIP
TCLL 20.0
Plate Gdp DOL 1.25
TC 0.18
Vert(LL)
-0.00
4-7
>999
360
MT20
2441190
TCDL 7.0
Lumber 1.25
BC 0.08
Vert(CT)
-0.01
4-7
>999
240
BCLL 0.0
,,DO
Rep SVess Inor YES
WB 0.00
Horz(CT)
0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matdx-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
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 aide.
REACTIONS. (lb/size)
3 =
60/Mechanical
2 =
20110-8-0 (min. 0-1-8)
4 =
29/Mechanical
Max Horz
2 =
82(LC 12)
Max Uplift
3 =
-46(LC 12)
2 =
-56(LC 12)
Max Grav
3 =
60(LC 1)
2 =
201(LC 1)
4 =
50(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. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) 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) Bearing at joint(s) 2 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify rapacity of bearing surface.
6) 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
rcp.n,a„earryrnc.a•nlw lrcut(wuicmitrtasw+ennpsrm¢sl'¢mlBiocse'rarma.l;hmaar�"dml.v,mmnwm,s,u..aalikjdalnartm:saaiiB�aanm�,,. mwaa and am,.�ry
' g5B<YYVORBdMm66WabIBBYb,dd1 4rtBByq+m� Qa�ytlNlhrz+}fliu9 glBBryrtvabvrtB'uvCardn9v�yrtLhnA�mm/aam�pdbsejeNSMralwalCBdrtl IM AeCcywepetµb6xrmmivavndmp �anuemmuvveatem
dmdlBUutrNHYaikainl,ntlallbautbO+arbASCdLVealWah+%Bmwwia BCaCdai]bYgared0.L a9AWda144daE,Y dotruemottY$aiRnb9CaadYavyvlflbanRs*ii%d, ups, Hlue, &�W�uG9i6f5
a Wz+BBeyv�d fmra lAeNdal bllmdapomeimlpndwdd,magfvrxv'1.%k4s^ualBlryhlPodBxa nmmltirndPda¢1Mm4Bb,rymdEttacgOdi641Nhupr.l�vsMq&pumv{InuMafstiunHi Ft Weru.R9Bsb
aSii�vldWkB4xaaWN5v4�+69h@ppuFtl�tl.RlwMJr9®nNtalelaib+rv,vinivfRa&gLvdmrldiR Ngtluia�unmkMmml. om oanirzB�a
� ( DI®7➢IDgIIBrJfnsseB- IBB LTeaieiq r.E to mgBO�Bvale'u2Baven le rypig /,m 1 p vo/fwryiBpio13i1edrilhomtlevmleepe�m'uun6omA-1 looi rotas AtRivorl.lBmtom,gi
Job
Truss
Truss Type
City
MORNINGSIDE
WRMSBMB3
CJ3B
Corner Jack
[lY
1 1
�RENAR
A0133458
Job Reference (optTonal
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 1711:33:49 2018 Pagel
ID:tWYXbtUGW VXBg9MPyEYwl7zgtLu-DHVnX63BmIE5G6clt891Umyetg4V0G3700lwXOy.dm
2-11-11
2-11-11
6.00 f 12
T1
1 Io
3.00 Fl2
3x4 s
LOADING(psf)
SPACING-
2-M
CSI.
DEFL,
in
(too)
War
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC
0.13
Vert(LL)
0.01
3-6
>999
360
TCDL
7.0
Lumber DOL
1.25
BC
0.14
Vert(CT)
-0.01
3-6
>999
240
BCLL
0.0 '
Rep Stress Incr
YES
WB
0.00
Horz(CT)
-0.00
2
We
n/a
BCDL
10.0
Code FBC2017/TP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or2-11-11 oc
pudins.
BOTCHORD
Rigid calling 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 =
108/0-M (min.0-1-8)
2 =
69/Mechanical
3 =
39/Mechanical
Max Horz
1 =
59(LC 12)
Max Uplift
1 =
-14(LC 12)
2 =
-50(1-C 12)
3 =
-l(LC 12)
Max Grav
1 =
108(LC 1)
2 =
69(LC 1)
3 =
52(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=5.0psf; 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;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 noncancument with any other live loads.
3) a This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Bearing at joint(s) 1 considers parallel to grain value
using ANSI?PI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
6) Provide mechanical connection (by others) of truss
to. bearing plate capable of withstanding 100lb uplift at
joint(s) 1, 2, 3.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 10 lb FT=10%
r<+a im�emprrm.matmrmm�(w�iaE@[nunemt-mm�ipY('TutOjl(11CflYJarlmietll6Hr�*9t��d,del!�eCutm�9-0kn41@�id6llaarLle�BlllrGem9,61d2m0W Caw0M kiW:ali
' WrgmmntmQmhemmmmnn,d:@e ume�9r W 5�nupx�>rmuenm..gnm�ss.ogeaamraRu.deyore.+s wa�a�mamwi rmsro+evmmoegmPmtw m'mmm.+frx,ral�moc,nvaar. .�eo:.:mremme
[de{,IIVIjM1ll$(QfrNtgk4lMryd'nQmydl,m@ 4�aQilRxLmmk§BelfreV/@.e6E611m6I.MB.�lmhm{..YOII,4P21M1L1bpptltlllmlDA0IPSetlmQm{lex,k611�'L>L506A�a®dYmrtd�Mmm{�esrBft E:, l4To�e Horse FnGe:eennGG61615
mhumr?psedreCeaxllmMWe6�hlABdmpvtieiolp@Qm"FD�rNml@9?m�6lL'xe'mP�PV�6,BINel4lm�tluemlhlmmP✓a-1M1IGA¢�b±nMBJ.4t¢�a3iQ&Irm0Wa.1rmtr14e9ea?rMtMaGme:MII RRew,RNN6
efe:tlulAvd{ya44goydgul•iemghml�el dd.9YeimspYn(gxmulNb4Qy+ileiA Ne�ir�en[pBnfrgpNry Naptiv�ta mmidmlvibd. om: vsnsnaep
� G i M697@Idd�l Ivdtnsses-Av@ L1Bmdelb Pi 1e mdedvevl@blvmme m h a olid'k xvhPmihe QNnv ei®mvvhvcAl tvelpnu Avnv LivviBalll,lE
Jeb
Truss
TmssType
Oty Ply
RENARMORNINGSIDE
WRMSBMB3
CJS
Comer Jack
2 1
A0133459
_
., �
- - -^
Job Reference o tlonal
A , Reel T.uases, roe, rick., r, .wnrw, wesiyntwa iwss.mm nun: e.[1U s May 18 2018 Prmt: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 17 11:33:50 2018 Page 1
ID:tW YXbtUG W VXBg9MPyEYwl7zgtLu-hT39kS4pX2MytGBDRrg_-1_Mu30HXjJHE21 U3ryclYV
-1-4-0 4-11-11
1: 4-11-11 i
2x4 =
411-YI
LOADING(psf)
SPACING-
2-M
CSI.
DEFL. in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.36
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 Incr
YES
WB 0.00
Horz(CT) -0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 18 Ib FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
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-M (min. 0-1-8)
4 =
59/Mechanical
Max Harz
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. (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. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 Woe 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
joints) 3, 2.
LOAD CASE(S)
Standard
m,q.i0um.{hm�nk-n mrnmo(rum'js[vuo-tiav[rmmnarmruYr¢+G7wrcrsv[imbcte;hkwp�^,d,��Pm! m+vso4frtL:Id Y4tntto--i,Ritle.,osWMnw ai„e=.=ma Ylw,my
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Y WqA gmalfranteUSY,f.W.YL9dbp6a�ol�l�nnRYklEgfealamY,rypxs.@10PtldtlplRd&JneEvmlYpmtl9°Y�1M1�hh,Y�ryefJra,ifranEYl at Imi '4^,xnmrw YmGa4virt �1p110°�•
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Job
Truss
Truss Type
Otv Ply
RENARMORNINGSIDE
WRMSBMB3
CJSA
Comer Jack
1 1
A0133460
Job Reference (optional)
A-1 Roof Trusses, Fort Pierre, FL 34946, design@aibuss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 1711:33:50 2018 Page 1
ID:tINYXbtUGWVXBg9MPyEYwi7zgtLu-hT39kS4pX2MytGBDRrg_7_VkT3NmXjJHE21 U3NcIYv
-1-4-0 4-11-11
1-4-0 F 4-11-11
6.00 ri2
30
3.00 12
LOADING(psf)
SPACING-
2-0-0
Cat.
DEFL
in
(loc)
Udefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.39
Vert(LL)
0.05
4-7
>999
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.33
Vert(CT)
-0.05
4-7
>999
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/FP12014
Matrix -MP
Weight: 18 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or4-11-11 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 6-D-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
3 =
113/10echanical
2 =
268/0-8-0 (min. 0-1-8)
4 =
58/Mechanical
Max Hom
2 =
123(LC 12)
Max Uplift
3 =
-83(LC 12)
2 =
-65(LC 12)
Max Grav
3 =
113(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=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Bearing at joint(s) 2 considers parallel to grain value
using ANSI/rPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 3, 2.
LOAD CASE(S)
Standard
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Truss
Truss Type
Dry Ply
�Job
WRMSBMB3
CJ5B
Comer Jack
1 1
�RENARMCIRNINGSIDE
A0133461
�_____ ��,____
�, �,_,� ,__._�.,.
_
Job Reference (optional)
nwi D msses, rwr Pierce, FL 34946, ues9n@a Ivuss.com Hun: 0.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Mon Sep 17 11:33:51 2018 Page 1
ID:tWYXbtUGW VXBggMPyEYwl7zgtLu-9gdXyo5RIMUpVQmP7ZBDaB2vkTiuGAYOTinl bHyclYU
3x4
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(Joe)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.42
Vert(LL)
0.06
3-6
>993
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.40
Vert(CT)
-0.06
3-6
>977
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.01
2
n/a
n/a
BCDL 10.0
Code FBC2017frP12014
Matrix -MP
Weight: 16 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or4-11-11 oc
pudins.
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)
1 =
182/0-8-0 (min. 0-1-8)
2 =
118/1vechanical
3 =
63/Mechanical
Max Horz
1 =
100(LC 12)
Max Uplift
1 =
-26(LC 12)
2 =
-86(LC 12)
Max Grav
1 =
182(LC 1)
2 =
118(LC 1)
3 =
89(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 fib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed; end vertical left exposed;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 nonconcumtmt 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) Bearing at joint(s) 1 considers parallel to grain value
using ANSIRPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 2.
LOAD CASE(S)
Standard
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• Iaa.w tfWF.uvaod,pmG+�rwhepanmm�a;tm,GLi lgamgrotmlllflW+>ta„ tin+fnaetipgemaas; aroclmie ROtbybRV1. meb: 0L152018
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Job
Truss
Truss Type
Dty
Plv
A0133462
WRMSBM83
D03G
Hip Girder
1
1
�RENARIVIORNINGSIDE
Job Reference (optiona0
Run: 8.210 s Mav 18 2018 Print: 8.210 s Mav 182018 MiTek
Inc. Mon See 17 11:33:51 2018
A-1 Roof Trusses, Fort Pierce, FL 34946. design@aitruss.com
16
1.Sx4 II
N
6
3x4 =
5-0-0
8-6-10
13.6-10
3x4 =
5-0-0
~
3-6-10
1
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
L/d
PLATES
GRIP
TCLL 20.0
Plate Gdp DOL
1.25
TC 0.33
Vert(LL)
0.08
7-14
>999
360
MT20
2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.46
Vert(CT)
-0.09
7-14
>999
240
BCLL 0.0 •
Rep Stress Incr
NO
WB 0.15
Horz(CT)
0.03
5
n/a
We
BCDL 10.0
Code FBC2017frPI2014
Matrix -MS
Weight: 54 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or4-6-6 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 6-8-10 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
901/0-8-0 (min.0-1.8)
5 =
901/0-M (min.0-1-8)
Max Horz
2 =
-52(1-C 6)
Max Uplift
2 =
-497(LC 4)
5 =
-517(LC 4)
Max Grav
2 =
901(LC 1)
5 =
901(LC 1)
FORCES. (lb)
Max. Comp.IMax. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1469/917, 3-15=1284/841,
4-15=1284/841, 4-5=1469/898
BOTCHORD
2-8=-740/1265, 8-16=753/1284,
7-16=-753/1284, 5-7=-741/1265
WEBS
3-8=-224/387, 4-7=200/387
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);
cantilever left and right exposed ; end vertical left
exposed; porch 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 par bottom
chord live load nonconcument with any other live
loads.
5) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) except at --lb) 2=497, 5=517.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated Ioad(s)106
lb down and 138lb up at 5-0-0, and 59lb down and
86 lb up at 6-9-5, and 106 lb down and 138 lb up at
8-6-10 on top chord, and 215 lb down and 213 lb up at
5-0-0, and 48 lb down and 68 lb up at 6-9-5, and 215
lb down and 213 lb up at 8-5-14 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 (pli)
Vert: 1-3=-54, 3-4=-54, 4-6=-54, 9-12=20
Concentrated Loads (lb)
Vert: 3=59(13) 4=59(B) 8=-215(B) 7=-215(B)
15=59(13)16=-39(B)
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euvemeNwvEsmoa
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.a�'s,g�e. w""��°c•srn,s
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om Mnmo
/
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Job
Truss
Truss Type
Dty Plv
WRMSBMB3
D04
Common
1 1
�RENARMORNINGSIDE
A0133463
Job Reference (optional)
••....•••..++...•.•..•..•...•.....�..�..+..........y•Va•uum.we, nwLo.clVJ mGy..z... farmO.cIUS May 10 Nle Ml I eK Inausmes, inc. man Sep l l l l:J3:oz zu io
4x6 =
U
3x4 = 1.Sx4 11 3x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/deb
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.70
Vert(LL) 0.18
6-12
>911
360
TCDL 7.0
Lumber DOL
1.25
BC 0.61
Vert(CT) 0.15
6-12
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.14
Horz(CT) -0.01
4
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-10-4 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 5-6-7 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
577/0-8-0 (min. 0.1-8)
4 =
57710-8-0 (min. 0-1-8)
Max Horz
2 =
-67(LC 10)
Max Uplift
2 =
-222(LC 8)
4 =
-245(LC 8)
Max Grav
2 =
577(LC 1)
4 =
577(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-702/1132, 34=-702/1132
BOTCHORD
2-6=-842/564, 4-6=842/564
WEBS
3-6=577/312
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult-166mph (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 ; and 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
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
4) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 2=222, 4=245.
LOAD CASE(S)
Standard
i
PLATES GRIP
MT20 2441190
Weight: 521b FT=10%
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Job
Truss
Truss Type
aty Ply
RENAR MORN INGSIDE
A01334B4
WRMSBMB3
D05
Common
1 1
Job Reference o 8onal
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 1711:33:52 2018
4x6 =
3x4 = 1.Sx4 II 314 =
6-&5
6-7-15
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
1/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.70
Vert(LL)
0.18
5-11
>915
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.62
Veri(CT)
0.15
5-11
>999
240
BCLL 0.0
Rep Stress lncr
YES
WB 0.14
Horz(CT)
0.01
4
n/a
nla
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
Weight: 50 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 5-1(14 oc
purins.
BOT CHORD
Rigid calling directly applied or 5-4-7 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
493/0-6-4 (min. 0-1-8)
2 =
57710-8-0 (min. 0-1-8)
Max Horz
2 =
75(LC 12)
Max Uplift
4 =
-224(LC 8)
2 =
-222(LC 8)
Max Grav
4 =
493(LC 1)
2 =
577(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=701/1136, 3-4=70111137
BOTCHORD
2-5=894/563, 4-5=-894/563
WEBS
3-5=-580/309
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed; end vertical left exposed; porch left
exposed;C-C for members and forces S MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
4) • This truss has been designed for a live load of
20.Opsf on the bottom chord in, all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100,lb uplift at
joint(s) except (jt=lb) 4=224. 2=222.
LOAD CASE(S)
Standard
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m.unt,M1i 6:mP,0enaartsumemo.wau..tee=edsT�.mrdaiW9m.ma,maaae[.mrvlmfimkand,re 0.lmai�nam�oamwmr,o6atn+c!eC4ltmss.m.w9meldsdia94a°4�6Eea vw.iw»e,ar..w c�sisys
ata�Mgv,ey cram.vvuussnraamorayvmvsm�0nnamngtmlwms,msKsum,�'sttirgmmvueeswmaYpmpi.o. vNatisas�dtvtdfpwapi sGup..tmiouyiTs$ asrouaxm.oia�si a�N�y,m
rb�,ml6adHr4tErF�e�6�tmgfialpr$�rtLllelwsku/r¢sl:iOibJa'1y H�pe,etinlm�bpaamrMdiry WoatlxiMrndddlaFl,. Ove 48nY6r9
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Job
Truss
Truss Type
DN PIY
WRMSEIME3
EOISGE
Common Structural Gable
1 1
�RENARMCRNINGSIDE
A0133465
Job Reference o tlonal
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altiuss.com
4x4 =
8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 17 13:28:40 2018
3.611 3xa II
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.31
Val t(LL)
0.02
6-7
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.18
Vert(CT)
-0.01
6-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.09
Horz(CT)
-0.00
6
n/a
n/a
BCDL 10.0
Code FBC20171TP12014
Matrix -MP
Weight: 46 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be Installed during truss erection, in
accordanoe with Stabilizer Installation auide.
REACTIONS. (lb/size)
8 =
340/0-3-8 (min. 0-1-8)
6 =
340/0.9-8 (min. 0-1-8)
Max Horz
8 =
73(LC 11)
Max Uplift
8 =
-137(LC 8)
6 =
-137(LC 9)
Max Grav
8 =
340(LC 1)
6 =
340(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-263/488, 3-4=263/488,
2-8=311/545, 4-6=311/545
WEBS
2-7=-3041195,4-7=304/195
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 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 ANSI?PI 1.
4) Gable studs spaced at 2-0-0 oc.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
oads.
6) m 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 (jt=1b) 8=137, 6=137.
LOAD CASE(S)
Standard
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W�,aexwm E.gnoe@mu9te,s
fttA'fSmtbglmLLynbrtipdtim@bOrm.bPNfc*acd
\\ bbp9b'dfweu NnnmwmbTJlelbimm,afp�ftlbLEfprm}ay1@eglbmme(InAplle4lhlgNllnveNvmlbpeNp@sP.IkruYm{rmltlmestli@a@GLn, O,upv.lmf EnpryvnW lmtra4ovµelm
�f me1OeB�•
tt>are.Rsmrn
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•
6ppi1M 0 MIA 1 bdlasses-Adhaq T.T. dolq P.l.Aepadaaiadollhisdomoem,mvgiwWispwEiOueduffidulMe eimeapersisGodfivmA-I PadLnserMEvvrr.7amEo N,Pi
Job
Truss
Truss Type
OtY PIY
WRMSBMB3
EO2
Common
1 1
�RENARMORNJNGSIDE
AO133406
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
6.00 12
5.6 4
300 11
3x4 =
18 2018 MiTek Industries, Inc. Mon Sep 17 13:29:12 2018 Page 1
EYw17zgtLu-09JyWe rkOrSpJ1 MZxbsDahBekNgxMKwBy_otodycjsL
5x6 C
5
3x10 11
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Udefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.51
Vert(LL)
0.16 10-14
>595
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.41
Vert(CT)
0.1310-14
>707
240
r
BCLL 0.0 •
Rep Stress lncr
YES
WB 0.00
Horz(CT)
-0.03 2
n/a
n/a
BCDL 10.0
Code FBC2017j TP12014
Matrix -MP
Weight: 371b FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
SLIDER
Left 2x8 SP 2400F 1.8E 1-6-0,
Right 2x8 SP 2400F 1.8E 1-6-0
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 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)
2 =
34310-3-8 (min. 0-1-8)
6 =
34310-3-8 (min. 0-1-8)
Max Horz
2 =
40(LC 11)
Max Uplift
2 =
-140(LC 9)
6 =
-140(LC 8)
Max Grev
2 =
343(LC 1)
6 =
343(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-402/832, 3-4=198/369,
4-5=-198/369, 5-6=-402/832
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed; porch left
and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
4) • This truss has been designed fora live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) except at --lb) 2=140. 6=140.
LOAD CASE(S)
Standard
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u516ttua
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oenszvry
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(eppiltl09016A�I lvvl7esms�Am6mr1.7vmE111i, P.E. @pmdvNav otaisdvmmem,iv milwm,isprvE3NdaiiAvmMnmtt.permevivetrvm Ml lvol7mses�Av%vvri.ivmly N, P1
Job
Truss
Truss Type arty Ply
RENARMORNINGSIDE
WRMSBMB3
HJ2
Diagonal Hip Girder 2 1
AO133467
Job Reference o Bonal
A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek industries, Inc. Mon Sep 17 1
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.25
Vert(LL)
0.01
4-7
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.14
Vert(CT)
-0.01
4-7
>999
240
BCLL 0.0
Rep Stress Incr
NO
WE 0.00
Horz(CT)
0.00
2
We
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 12 lb FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-9-3 oc
pudins.
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 Installatlon aide.
REACTIONS. (Ib/size)
3 =
45/Mechanical
2 =
242/0-10-15 (min. 0-1-8)
4 =
18/Mechanical
Max Horz
2 =
80(LC 4)
Max Uplift
3 =
-2(LC 9)
2 =
-127(LC 4)
4 =
-15(LC 19)
Max Grav
3 =
47(LC 24)
2 =
242(LC 1)
4 =
63(LC 22)
FORCES. (lb)
Max. Comp./Max. Ten. - 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. It; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind (normal to the
face), see Standard Industry Gable End Details as
applicable, or consult qualified building designer as per
ANSI/TPI 1.
3) Gable studs spaced at 2-0-0 oc.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 3, 4 except Qt=lb) 2=127.
6) Hanger(s) or other connection devices) shall be
provided sufficient to support concentrated load(s) 75
Ib down and 59 lb up at 1-4-9, and 75 lb down and 59
lb up at 1-4-9 on top chord, and 24 lb down and 34 lb
up at 1-4-9, and 24 lb down and 34 lb up at 1.4-9 on
bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Incre2se=1.25
Uniform Loads (pit)
Vert: 1-3=-54,4-5=-20
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✓a�apuu�vEetBm
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wmei�uee E+gtreaxv Gd,6t5
YCkq&.gntlevEC LIwmMW�Ylndbrem¢tvf Fltl>ydv�kWfct�ID�viG4evwl®:Id�@JE<IVIm1IDImMumNYlen P�vWIhM1u4mpa#12,tifbBiEbiad,tpelmi4nPvipa?vf rmtkM�vsl¢t
tttrvsu,R�we
,tanul dlnusmiyWypnurtrtvl4dfemzt^liH.RotMzWrl[gsmhloihipYq Mn{nvlmtSivvaSamlvrYdSry NvpgaJem mfbdetttl.
vm: oau5rzote
� (0 3i®1�IlAI[aelfiosses- pyrit Aminryl.IamEr N,ri tep,odvtfiordnniommem,mvrMm,dpioh3Gele>eeNl9errinreyewisswvhomdlYooliivfsn_AeRov9i.lomtom,PL
Job -
Truss
Truss Type
aty
NGSIDE
WRMSBMB3
HJ3
Diagonal Hip Girder
2
A0133468
=Refemnw
Jobnal
A-i R i i ruses, For[ Fierce, rL 89 U, oeslgnLoal wss.com Hun: U.Liu s May 18
MITek Industries, Inc. Mon
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL
in
(loc)
I/dell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.15
Vert(LL)
0.00
8
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.03
Vert(CT)
0.00
8
>999
240
BCLL 0.0
Rep Stress Ina
NO
WB 0.00
Horz(CT)
0.00
2
We
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
Weight: 7lb FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 1-4-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 1040-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
169/0-M (min. 0-1-8)
5 =
-16/Mechanical
3 =
211vlechanical
Max Horz
2 =
47(LC 8)
Max Uplift
2 =
-82(LC 4)
5 =
-32(LC 19)
3 =
-8(LC 8)
Max Gmv
2 =
169(LC 1)
5 =
36(LC 22)
3 =
17(LC 22)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-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
joints) 2, 5, 3.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 32
lb down and 52 lb up at 0-11-4 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=54, 3-4=-14, 5-6=-20
Concentrated Loads (lb)
Vert: 9=21(F)
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Job
Truss
Truss Type
Oty Plv
RENAR MORN INGSIDE
WRMSBMB3
HJ4
Diagonal Hip Girder
2 1
A0133469
Job Reference (optional)
A-1 Root Trusses, Fort Pierce, FL 34946, eesign@alrruss.mm Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Mon Sep 1711:33:55 2018 Page 1
ID:tWYXbtUGW VXBg9MPyEYwl7zgtlu-2Rs2o98yMb_F_14AEOGgk1CfY47_C_YOOKIFk2yclY0
-1-5-5 4-3-5
15.5 ~ 435
2x4 =
43-5
LOADING(psf)
SPACING-
2-0-0
CS].
DEFL. in
(loc)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL) -0.01
4-7
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.13
Vert(CT) -0.02
4-7
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.00
Horz(CT) -0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/iP12014
Matrix -MP
Weight: 16 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-3-5 oc
purins.
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 =
85/Mechanical
2 =
184/0-8-8 (min. 0-1-B)
4 =
38/Mechanical
Max Horz
2 =
102(LC 26)
Max Uplift
3 =
-68(LC 8)
2 =
-103(LC 8)
Max Grav
3 =
85(LC 1)
2 =
184(LC 1)
4 =
64(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; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 vide 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) 3 except at --lb) 2=103.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 21
lb down and 74 lb up at 0-10-12, and 21 lb down and
74 lb up at 0-11-1 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead * Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (pil)
Vert: 1-3=54, 4-5=-20
Concentrated Loads (lb)
Vert: 8=86(F=43, B=43)
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Job
Truss
Truss Type Dry Ply
RENARMORNINGSIDE
WRMSBM63
HJ5
Diagonal Hip Girder 2 1
A01334i 0
Job Reference o Bonet
A-1 Roof I russes, POn Pierre, I-L 34945, designgaltrUss.dam
3.4 =
Run: 8.210 s
11
4.2412 1.5x4C
12
18 2018 MiTek Industries, Inc. Mon Sep 17 11:33:55 2018 Page 1
wl7zgtLu-2Rs2og8yMb_F_14AEOG9kl Cbz43ACz000KIFk2y.lY0
3x4 = 5
Dead Load Der.=1/161n
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
floc)
Udefl
Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.41
Ve t(LL)
-0.06
6-9
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.44
Vert(CT)
-0.13
6-9
>637
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.07
Horz(CT)
0.00
6
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 29 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purins.
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 Stabil'¢er Installation uide.
REACTIONS. (lb/size)
4 =
46/1vtechanical
2 =
378/0-10-15 (min. 0-1-8)
6 =
205/1y'lechanical
Max Horz
2 =
141(LC 4)
Max Uplift
4 =
-63(LC 26)
2 =
-151(LC 4)
6 =
-112(LC 5)
Max Grav
4 =
61 (LC 19)
2 =
378(LC 1)
6 =
205(LC 1)
FORCES. (to)
Max. Comp./Max. Ten. - Al forces 250 (lb) or less except
when shown.
TOPCHORD
2-10=-289/62, 3-10=-277/88
BOT CHORD
2-11 =1 32/261, 11-12=-1321261,
6-12=132/261
WEBS
3-6=-298/151
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf, h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed; end vertical left
exposed; porch left exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) This truss is not designed to support a ceiling and is
not intended for use where aesthetics are a
consideration.
3) This truss has been designed for a 10.0 psf bottom
chord live load-nonconcument with any other live
loads.
4) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 4 except (jt=lb) 2=151, 6=112.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 77
to down and 61 lb up at 1-4-9, 77 to down and 61 It,
up at 1-4-9, and 32 lb down and 41 lb up at 4-2-8,
and 32 lb down and 41 lb up at 4-2-8 on top chord,
and 63lb down and 35 lb up at 1-4-9, 63 lb down and
35 lb up at 1-4-9, and 14 lb down and 40 lb up at
4-2-8, and 14 lb down and 40 lb up at 4-2-8 on bottom
chord. The design/selection of such connection
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 (plo
Vert: 1-4=-54, 5-7=-20
Concentrated Loads (Ib)
Vert; 12=-9(F=-4, B=-4)
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HJ7 IDiagonal Hip Girder I1 I 1 I A0133471
2x4 = 1.5x4 11 314 ='
6-0-13
3-9-3
LOADING(psf)
SPACING-
2-0-0
CSL
DEFL,
in
(loc)
I/dell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip. DOL
1.25
TC 0.34
Vert(LL)
0.04
7-10
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.37
Vert(CT)
-0.07
7-10
>999
240
BCLL 0.0
Rep Stress lncr
NO
WB 0.25
Horz(CT)
0.01
6
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Weight: 42 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 obbracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
77/Mechanical
2 =
51610-10-15 (min.0-1-8)
6 =
377/Mechanical
Max Horz
2 =
182(LC 4)
Max Uplift
4 =
-63(LC 4)
2 _
-190(LC 4)
6 =
-129(LC 8)
Max Grav
4 =
77(LC 19)
2 =
516(LC 1)
6 =
377(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-11 =-647/176,11-12=-607/199,
3-12=-561/195
BOTCHORD
2-14=259/572,14-15=-259/572,
7-15=259/572, 7-16=2591572,
6-16=-259/572
WEBS
3-6=-667/303, 3-7=-1/281
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 dght exposed ; end vertical left
exposed; Lumber DOL=1.60 plate gdp 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
m bottochord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 4 except at —lb) 2=190, 6=129.
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 14-9, 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 35lb up at 1-4-9, 24 Ib
down and 35 lb up at 14-9, 131b down and 40lb up
at 4-2-8, 13 lb down and 40 lb up at 4-2-8, and 381b
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 CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 141=54, 5-8=-20
Concentrated Loads (lb)
Vert: 13=-72(F=36, 8=-36) 15=9(F=41, B=4)
16=61(F=-30, B=-30)
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Job
Truss
Truss Type cry Plv
RENAR MORN INGSIDE
WRMSBMB3
HJ7A
Jack -Partial Girder 1 1
A0133472
Job Reference optional)
A-1 Roof Trusses, Fort Pierce, FL 34946. design@attruss.com
12
3x4
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 Mr-ek Industries, Inc. Mon Sep 17 11:33:57 2018 Page 1
ID:tWYXbtUGW VXBg9MPyEYwl7zgtLu-_q oCr9CuCEzDLDZLpidpSlsCugdgj2JmELpxyc IYO
4.24 12
6
1.5x4 II
2.12 12
3x4
13
(4 ' i Dead Lead Dell. =1181n
13
LOADING(psf)
SPACING-
2-M
Cat.
DEFL.
in
(loc)
I/deg
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.68
Vert(LL)
-0.08
5-6
>999
360
MT20
2441190
TCDL 7.0
Lumber DOL
1.25
BC
0.76
Vert(CT)
-0.17
5-6
>693
240
BCLL 0.0
Rep Stress Incr
NO
WB
0.70
Horz(CT)
0.02
4
We
Na
BCDL 10.0
Code FBC2017/TP12014
Matdx-MS
Weight: 39 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-10-15 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 8-1-8 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
413/0-9-13 (min. 0-1-8)
3 =
162IMechanical
4 =
309/Mechanical
Max Horz
1 =
140(LC 4)
Max Uplift
1 =
-75(LC 4)
3 =
-117(LC 4)
4 =
-65(LC 4)
Max Grav
1 =
413(LC 1)
3 =
162(LC 1)
4 =
309(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. -Al forces 250 (lb) or less except
when shown.
TOPCHORD
1-10=1385/392, 2-10=-1325/416
BOTCHORD
1-12=503/1291, 6-12=-498/1303,
6-13=514/1290, 5-13=506/1308
WEBS
2-6=0/251, 2-5=-1279/498
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);
cantilever left and right exposed: end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load 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 240-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Bearing. at joint(s) 1 considers panallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 4 except Ot=lb) 3=117.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 16
lb down and 16 lb up at 14-9, 75 lb down and 61 lb
up at 14-8, 35 lb down and 50lb up at 4-2-8, 321b
down and 44 lb up at 4-2-8, and 581b down and 931b
up at 7-0-7, and 57 lb down and 90 lb up at 7-0-7 on
top chord, and 6lb down and 10lb up at 14-9, 21 lb
down and 17 lb up at 14-8, 16 lb down and 16 lb up
at 4-2-8, 19 lb down at 4-2-8, and 36 Ito down at
7-0-7, and 38 Ib down at 7-0-7 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 (pit)
Vert: 1-3=54, 4-7=20
Concentrated Loads (lb)
Vert 2=2(B) 6=-14(F=-0, 8=-11) 11=-79(F=-37,
B=42) 12=-6(B) 13=-64(F=29, B=-35)
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LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
1/defl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC OA8
Vert(LL)
-0.00
8
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.04
Vert(CT)
-0.00
8
>999
240
BCLL 0.0
Rep Stress lncr
YES
WB 0.00
Horz(CT)
0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/rP12014
Mabix-MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-0-0 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
175/0-M (min. 0-1-8)
5 =
13/Mechanical
3 =
33/Mechanical
Max Horz
2 =
63(LC 12)
Max Uplift
2 =
-59(LC 12)
3 =
-25(LC 12)
Max Grav
2 =
175(LC 1)
5 =
31(LC 3)
3 =
33(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=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
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 2, 3.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 9lb FT=10%
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dm',=i?�s.r[mvm..mm.crmdmrmatdx�av,m;mnarai$as5nm�mpmlW�Gmmvumm�am�v�.rmemsmmpa+sww:ramepu ipcm<r�,mytip.mruurmrri.,.m ••s, s�aymaw.
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0 EI® ono: aen.vms
ppig 78161Iloolinssn-Jmdmylao¢6e19,LL[eymdodioa AOislommem,mu�4u4ppiohiEdidp�Eande vrmevyeimisuoe6omAlBoAiiusiii AeiAnoyLTevAolO,IE
Job
Truss
Truss Type Oy Py'
WRMSBMB3
J4
Jack -Open 1 1
�RENARMORNINGSIDE
A0133474
.lob Reference (optional)
A-1 MOoI I ❑lsses, ron meros, FL saaaa, 0eslgn(Na11russ.com ttun: a.ziu s May la zma vnnl: a.zlu s May is 2u1a MII ex Inausmes, ma Mon sep i i il:a.f:na zula
6.00 12
2x4 =
3
4
4-0-0
LOADING(psf)
SPACING-
2-M
CSI.
DEFL. in
(loc)
I/deft
Lld
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.20
Vert(LL) 0.02
4-7
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.16
Vert(CT) -0.02
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/7PI2014
Matrix -MP
Weight: 15 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-M 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 quide.
REACTIONS. (lb/size)
3 =
87/Mechanical
2 =
23510-8-0 (min. 0-1-8)
4 =
45/Mechanical
Max Hom
2 =
103(LC 12)
Max Uplift
3 =
-62(LC 12)
2 =
-64(LC 12)
Max Gmv
3 =
87(LC 1)
2 =
235(LC 1)
4 =
69(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;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) n This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100lb uplift at
joint(s) 3, 2.
LOAD CASE(S)
Standard
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Job
Truss
Truss Type
ON
Ply
MORNINGSIDE
IWRMSBMB3
J4A
Jack -Open
2
1
�RENAR
A0133475
Job Reference (optional)
-i hour i ruses, rori Heim, FL 34946. ausignLa muss.com Kun: 82lu s May 18 2018 Pont 8.210 s May 18 2018 MRek Industries, Inc. Mon Sep 17 l l:33:58 2018 Pagel
ID:tV YXbtUGWVXBggMPyEYwl7zgtLu-SOYBOBAgfWMgrVolvXpsMgg9kIAJPLHS41rvLNyUYN
1 31:0
1
40 30
2x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(roc)
Udell
Ud
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 0.09
Vert(CT)
-0.01
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 13 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-3-0 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
67/Mechanical
2 =
210/0-M (min. 0-1-8)
4 =
34/Mechanical
Max Horz
2 =
88(LC 12)
Max Uplift
3 =
48(LC 12)
2 =
-62(LC 12)
Max Grav
3 =
67(LC 1)
2 =
210(LC 1)
4 =
55(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;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 pal bottom
chord live load nonconcument with any other live loads.
3) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 Ib uplift at
joint(s) 3, 2.
LOAD CASE(S)
Standard
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mmmq&iQnmfrmmv. Nms4ulNmmloomapm�impvlveNmm�WrymsegromlrtPrmolelgL%mNam�duevampm.p�vitniati:tr Imaq.,aeeuemtmmu.r tmsongtitanmir, urmv�iu,em
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Job
Truss
Truss Type
Qty Ply
A013347G
WRMSBMB3
J5
Jack -Open
3 1
�RENARMORNINGSIDE
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 1711:33:59 2018 Page 1
ID:tW YXbtUGW VXBg9MPyEYwl7zgtLu-wC6ZdXBSQpVhSfNyTEK5u W FciR28oXW yjStpy,.IVM
4-0 5-0-0
1-4-0 6-0-0
R
U4=
6.00 12
5-0-0
LOADING(psf)
SPACING-
2-M
CSI.
DEFL. in
(loc)
I/deg
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.49
Vert(L-) 0.11
4-7
>554
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.44
Vert(CT) 0.09
4-7
>650
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Hou(CT) -0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017rrP12014
Matrix -MP
Weight: 18 lb FT =10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-M oc
puriins.
BOTCHORD'
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
1131Mechanical
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. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch left
exposed;C-C for members and forces & 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 Ib uplift at
joint(s) 3, 2, 4.
LOAD CASE(S)
Standard
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w^'^ E abqu5i6i5
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Job
Truss
Truss Type city
Ply
MORNINGSIDE
WRMSBMB3
J7
Jack -Open g
1
�RENAR
A0133477
Job Reference (optional)
A-1 moot Trusses, Fort Pierce, FL 3494b, design(malvuss.com Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MITek Industries, Inc. Man Sep 1711:33:59 2018
' ID:tWYXbtUGWVXBg9MPyEYwl7zgtLu-wC6ZdXBSOpVhSfNyTEK5utN9_INt8oXWyj;
7-0-0 ,
3x4 =
7-0-0
Dead Load Defi. =118 in
LOADING(psf)
SPACING-
2-M
CS1.
DEFL. in
(too)
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
me
n/a
BCDL 10.0
Code FBC2017TFP12014
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.
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 =
164/Mechanicel
2 =
340/0-8-0 (min. 0-1-8)
4 =
85/Mechanical
Max Horz
2 =
164(LC 12)
Max Uplift
3 =
-117(LC 12)
2 =
-79(LC 12)
Max Gmv
3 =
164(LC 1)
2 =
340(LC 1)
4 =
126(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vuit=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 Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 2 except Qt=lb) 3=117.
LOAD CASE(S)
Standard
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Job
Truss
Truss Type
Oty
Ply
RENAR MORN INGSIDE
A0133474
WRMSBMB3
J7B
Jack -Open
4
1
Job Reference (optional) I
A-1 Roof Trusses, Fort Pierce, FL 34946, design@aibuss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 1711:34:00 2018 Page 1
^ ^ ID:tWYxbtUGWVXBg9MPyEYwl7zgtLu-OOgxrtC4B7dY4oy8lysKR5wJP5hJtFnIYcS0OFeYL
Dead Load Deft. =1/8 in
6.00 72
n
1
e
e e
3.00 72 4
3x4
LOADING(psf)
SPACING-
2-"
Cat.
DEFL. in
(loc)
I/deb
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.94
Vert(LL) 0.21
3-6
>400
360
MT20
2441190
TCDL 7.0
Lumber DOL
1.25
BC
0.76
Vert(CT) -0.24
3-6
>353
240
BCLL 0.0 '
Rep Stress Incr
YES
WB
0.00
Horz(CT) -0.03
2
n/a
nla
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Weight: 23 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
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)
1 =
257/0-8-0 (min. 0-1-8)
2 =
168/Mechanical
3 =
88/Mechanical
Max Horz
1 =
141(LC 12)
Max Uplift
1 =
-38(LC 12)
2 =
-122(LC 12)
Max Grav
1 =
257(LC 1)
2 =
168(LC 1)
3 =
127(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - Al forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
' S) Bearing at joinl(s)1 considers parallel to grain value
using ANSUTPI 1 angle to grain formula. Building
designer should verify rapacity of bearing surface.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 1 except Qt=lb) 2=122.
LOAD CASE(S)
Standard
Yvenhvaa,sgrmtre m'niv0 a�IDa({pla'}8131L08t0Q11p)peSCWCtlI(111a)1O1EVBilarbnLv(ed,Y�imtivsd,deT+aMslms9nlpEmq�[4jtlblfblLich4111tlera9ylHrtu tlu ��m Mdn6eIDl,m�r
P1DItv+twixu+leGmlb,blE,9l M,di 6eLvemp�!!P •IW%.6"�vlhuJovlIBOSPve'sem1vdtrTJatlsleTnv4a9>aslblSfthYsptlbwJtimsbAMnb144+$ebtlN 161si'�.nuxWbld9a!lvOdf
Je�eabm�PE5tx9
tl,16'uimtbeqbXiqvbmraCi.gd4ONLbO+aflitautl9lYOfiuXviEnlpcvbimMd61R.L.L'tribfidklipnlevlWl Th@PaA/600N Wi rtblmxH9iFattSimV,.M9veIMYGq M.Ylevgadl�6
Kloe Xarse ugMvW G91815
'
PWsr 4v rxpvgaa
�bMphvpngrtliea.IDeebmWvpitOtlbjmalodW'Ji+Jhltlbl�R'��eReuluuR37NwLlflIDtl<ltd�bRwPdmfiilEtibmnvd•'+Ivbirtii(4Lisi s mirav MtfiMv,ef3
bsv ewm aw.
aam.. ttvwe
% �rnh Ww bvprglur" iMs¢a lsslyf�v LnbKd9rbrR4 N��l�umm41WD1lVL- �
i3vldaWad e(sEedmdeDeY a e]iH:1h1u 610141ldv
Om¢lBei520ty
�
(eprr pbf.®,101lAIWdinsseniciEvvRl.lvulem,P.0 RepmleAvvllNddvvimeer,wvvylv�m,bpivhiyaedl�nverMa vrivapeimuriovhv®A lAudimut 1vtAvvri.7a�al0,Pi
Job
Truss
Truss Type
4ry
Pry
RENARMORNINGSIDE
WRMSBMB3
VO4
Valley
1
1
A0133479
. , �_ „____ �_, �.____
�, -,�,,, ,__,_�_-._
Job Reference (optional)
6.00 12 2 3x4 =
2x4 G
2x4 1
2018 MiTek Industries, Inc. Mon Sep 1711:34:00 2018 Page 1
4
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (Joe) Weft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.06
Vert(LL) n/a - n/a 999
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.09
Vert(CT) n/a - n1a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) 0.00 3 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
Weight: 10 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP Nc.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-0-0 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installa0on quide.
REACTIONS. (lb/size)
1 = 101/3-11-0 (min.0-1.8)
3 = 10113-11-0 (min.0-1-8)
Max Horz
1 = -11(LC 8)
Max Uplift
1 = -24(LC 12)
3 = -24(LC 13)
Max Grav
1 = 101(LC 1)
3 = 101(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. -All forces 250 (Ib) or less except
when shown.
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=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) Gable requires continuous bottom chord bearing.
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) 1, 3.
LOAD CASE(S)
Standard
J fep}ifpgt.901641INlmues�/edavrr.iomha O,P.L
JYe1BpmIry PE6}HIi
Whu Ww eginMiq G9t818
Y51 SYIYv&r4
FL Fiun.RedMB
pab: CBY S20r8
Job
Truss
Truss Type Oty
Ply
WRMSBMB3
V08
Valley 1
1
�RENARMORNINGSIDE
A0133480
Job Reference (optional)
A-1 ROOT I MSaaS, tort VIerCO3 rL a4 , aesignLmalLNss.com ltun: o.LIU s May Ia ZUIa rnm: a.ZIU a May la Lela MI IeK Inausmes, Ine. Mon eep i / I1:6 :U1 LUIa
O
2x4 G
6.00 12
3x4 =
2
2X41
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Well
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.28
Vert(LL)
n/a -
n/a
999
TCDL 7.0
Lumber DOL
1.25
SC 0.60
Vert(CT)
n/a -
We
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
0.00 3
n/a
n/a
BCDL 10.0
Code FBC20171TP12014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and require"
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quids.
REACTIONS. (lb/size)
1 =
249/7-11-0 (min.0-1-8)
3 =
24977-11-0 (min.0-1-8)
Max Horz
1 =
-28(LC 8)
Max Uplift
1 =
-59(LC 12)
3 =
-59(LC 13)
Max Grav
1 =
249(LC 1)
3 =
249(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
1-2=-236/276, 2-3=-236/276
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) Gable requires continuousbottom chord bearing.
4) This truss has been designed for a 10.0psf bottom
chord live load nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 3.
LOAD CASE(S)
Standard
i
PLATES GRIP
MT20 244/190
Weight: 23 lb FT=10%
bdf. {.
aaeleowzrre ware
Miae Hwm 6gaw,4q G 91819
K flLn-@
Wm..1.
DA: ..1.
Job
Truss
TuasType
Oty Ply
WRMSBMB3
V12
Valley
1 1
�RENARMORNINGSIDE
A0133481
Job Reference (optional)
1-1 Roo, Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 17 11:34:012018 Page 1
ID:tW YXbtUGW VXBg9MPyEYwl7zgtLu-sbEJ2COjyRiOiyXKafNZ_ISd3V83chhumGCZyiyclYK
44 =
I
3x4 4 " 3z4 C
1.5x4 II
0-0-8
11-11-8 - --
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC
0.37
Vert(LL)
n/a -
n/a
999
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC
0.28
Vert(CT)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WS
0.09
Horz(CT)
0.00 3
We
rda
BCDL 10.0
Code FBC20171TP12014
Matrix-S
Weight: 39 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied orb-0-0oc
purins.
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 guide.
REACTIONS. (lb/size)
1 =
180111-11-0 (min. 0-1-8)
3 =
180/11-11-0 (min. 0-1-8)
4 =
434/11-11-0 (min.0-1-8)
Max Hom
1 =
-44(LC 8)
Max Uplift
1 =
-60(LC 12)
3 =
-67(LC 13)
4 =
-70(LC 12)
Max Grav
1 =
183(LC 23)
3 =
183(LC 24)
4 =
434(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. -All forces 250 (lb) or less except
when shown.
WEBS
2-4=-279/292
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) Gable requires continuous bottom chord bearing.
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) 1, 3,4.
LOAD CASE(S)
Standard
{vppVu010I1k1 Wdrmcus�RievgrlocAvpi,pE
.rum n uwmvee
WIrY{hum FryMx,lry C 91.5
.asis --ma.
ft P'+ru.R41Ne
ed�: 049 SR018
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
/ - 1 V, LAp- U, %! UN LlJ VO-IVIGQI-1-1-\IJFJ l-1-1 GIyNL
and Exposure D up to 30' Mean Roof Height.
Attach End Jack's
w/ (4) 16d Toe Nails @ TC
& (3) 16d Toe Nails @ BC
0
Attach King Jack w/ (3) 16d Toe
,Nails @ TC & 24" Strap w/ (6)
10d x 1.5" ea. end @ BC
ach Corner Jack's
(2) 16d Toe Nails
TC & BC (Typ)
Attach Comer Jack's
w/ (2) 16d Toe Nails @ TC &
BC (Typ)
FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL I STDTL03
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
1'-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 /- 2X6 DIAGONAL BRACE SPACED 48'
(SEE SECTION A -A) O.C. ATTACHED TO VERTICAL WITH
TRUSSSES 0 (4) - 16d NAILS, AND ATTACHED TO
r 24' O.C. BLOCKING WITH (5) - 10d COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - 16d NAILS (MIN.).
PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
\ BRACE AND THE TWO TRUSSES ON
\VN(5)
EITHER SIDE AS NOTED. TOENAIL
\BLOCKING TO TRUSSES WITH (2) -
\10d NAILS AT EACH ENO. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
- 10d COMMON WIRE NAILS.
ENO 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 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF Uld (131'
X 3') NAILS SPACED 6' O.C.
- FOR WINO .SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 15D
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
(131'X3') NAILS SPACED G' O.C. (2X4 STUDS MINIMUM).
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI
BRACING METHODS SHOWN ON PAGE 1 ARE VALID
AND ARE TO BE FASTENED TO THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
aan
/ AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING
/ MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF
THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.
THE BRACING SHOWN IN THIS DETAIL IS FOR
VERTICAL/STUDS ONLY.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE
TRUSS
STANDARD PIGGYBACK TRUSS
JULY 17, 2017
1,.. 1 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
NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24.O.C. OR LESS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
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' 0.0 A PURLIN
TO BE LOCATED AT EACH BASE TRUSS JOINT.
ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8'
TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48'O.C. PLATES
SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C.
STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH
FOUR (4) 6d (1.5' X 0.099') NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM
UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X 8' TEE -LOCK MULTI -USE
CONNECTION PLATE. (MINIMUM OF 2 PLATES)
ATTACH EACH PURLIN TO THE TOP CHORD OF
THE BASE TRUSS.
(PURLINS AND CONNECTION BY OTHERS)
BASE TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL BASE TRUSS INFORMATION.
JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
VALLEYTRUSS
(TYPICAL)
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6° O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
DETAIL A
P 12
SEE DETAIL'A° -
BELOW (TVP.) .
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
VALLEY TRUSS
(TYPICAL)
ATTACH 2X4 CONTINUOUS #2
SYPTO THE ROOF W/TWO USP
WS45 (1/4° X4.5°) WOOD SCREWS
INTO EACH BASE TRUSS.
TRUSS CRITERIA:
GABLE END, COMMON
TRUSS, OR GIRDER TRUSS
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD =50 PSF
MAX SPACING = 24° O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
FEBRUARY 5, 2018 I TRUSSED VALLEY SET DETAIL I STDTL06
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
�. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
�i DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURUN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
A-1 ROOF TRUSSES 6. NAILING DONE PER NDS-01.
4451 ST. LUCIE BLVD. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
FORT PIERCE, FL 34946� TRUSS, OR GIRDER 7
772-409-1010 TRUSS 1
VALLEYTRUSS y i II II I VASE TRUSSES
(TYPICAL) II ' 11
SECURE
W/0
DETAIL A
(NO SHEATHING) N.T.S.
GABLE END, COMMON
TRUSS, OR GIRDER
P r VALLEYTRUSS TRUSS
(TYPICAL)
SEE DETAIL'A'
BELOW (TYP.)
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05:146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT =30 FEET
ROOF PITCH =MINIMUM 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-X3-)WOOD SCREWS
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
INTO EACH BASE TRUSS.
I
JULY 17, 2017 ""� V" `"" "" I STDTL07
(HIGH WIND VELOCITYI
III
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
ATTAC
WIND DESIGN PER ASCE 7-98, ASCE 74
WIND DESIGN PERASCE 7-10: 170 MPF
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE: 1
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24' O.C. (BASE AND VA
SUPPORTING TRUSSES DIRECTLY UNC_.....___.....,----
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' -10' ON AFFECTED
TOP CHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEYTRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER.
NON -BEVELED
BOTTOM CHORD
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
CLIP MAY BE APPLIED TO THIS FACE UP TO A
MAXIMUM 6112 PITCH NON -BEVELED
BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6112 (MAXIMUM
12/12 PITCH)
ono
FEBRUARY 17, 2017
STANDARD GABLE END DETAIL
STDTL08
VERTICALf
2X6 SP OR SPF
�
STUD#2
DIAGONAL
��
TYPICAL 2X4 L-BRACE
BRACE
�!
NAILED TO 2X4 VERTICALS
V/10d NAILS, S' O.C.
(4) - 16d
VERTICAL
--STU
NAILS
(2)-IDd-NAILS_INTO
SP NAILS
SPACED S O.C.
VE
SP OR
2X62X6
SECTION B-B
2%4 SP ORA-1
SPF #2
ROOF TRUSSES
SPF #2446t
L HORIZONTAL
si. LUCIE BLvo.
NAILED TO
FORT PIERCE, FL 34946
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
772-009-1010RTICALS
SECTION A -A
V/(4) - 10d NAILS
r DIAGONAL BRACE 4' - 0' D.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
12 PROVIDE 2X4 BLOCKING BETWEEN
Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED.
TOENA* TO
WITH (2) - 10dLOCKING NAILS AT EACH TRUSSES END.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - IOd NAILS
(4) Eld NAILS MINIMUM -\ ROOF
B* 3X4= PLYWO D5T0 AT IBLOCK I r SHEATHING
Vov
* DIAGONAL BRACING k* L - BRACING REFER
/
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
/
1OT.MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHDROS.
/ (2),- 10d
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO
12' MAX.
NAILS
BE PROVIDED BY PROJECT ENGINEER DR 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 DR SP #3 OR
BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C.
TRUSSES ® 24' OL.
S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT 4' - 0' O.C.
S. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2%4 AS SHOWN
2X6 DIAGONAL BRACE
WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT
AC
ATTACHED
SPACED 4B' O.C. ATTAC
THE MIOSPAN OF THE LONGEST GABLE STUD: ATTACH TO VERTICAL GABLE
-
TO VERTICAL WITH -
STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A)
16d NAILS, AND ATTACHED
7. GABLE STUD DEFLECTION MEETS OR E%CEEEDS L/240.
TO BLOCKING WITH IS) -
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG.
BRACE
10d NAILS.
S. 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'%3.0' AND 0131'X3.5' COMMON WIRE NAILS
HORIZONTAL BRACE
RESPECTIVELY.
(SEE SECTION A -A)
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 05-01-12
BY SPIB/ALSC.
END WALL
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
. 2X4
L - BRACE
DIAGONAL
BRACE
(2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4SP#31STUD
12'0.C.
3-8-10
5-6-11
6311
11-1-13
2X4SP431STUD
16'0.C.
3-3-10
4-9-12
6-6-11
9-10-15
2X4SP#31STUD
24.0.C.
236
3-11-3
54.12
8-1-2
2X4SP#2
12'0.C.
3.1045
5-6-11
6-6-11
11.8-14
2X4SP#2
16'0.C.
3.6-11
4-9.12
6E-11
10.8-0
2X4 SP#2
24O.C.
3-14
3-11-3
6-2-9
9313
- DIAGONAL BRACES OVER 6' - 3- REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - 6' REOUIRE 2X4 I -BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TONARROWEDGE OF DIAGONAL BRACE
WITH 10d NAILS 6' O.C., WITH 3- MINIMUM END DISTANCE. BRACE MUST COVER
SD'/. OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
=30 FEET
STUD DESIGN IS BASED
INCREASE: 1.60 1 CONNECTION OF BRACI
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 SOX OF WES LENGTH.
THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO
CONTINUOUS LATERAL BRACED WEBS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
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 ENORE LENGTH OF T-BRACE / I-BRACE,(ON
TWO-PLY TRUSSES NAIL TO BOTH PLIES)
BRACE
SIZE FOR ONE -PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T-BRACE
2X4 I -BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2X8
2X8 T-BRACE
2X8 I -BRACE
BRACE
SIZE FOR TWO-PLY
TRUSS
SPECIFIED CONTINUOUS ROWS
LATERAL BRACING
OF
WEB SIZE
1
2
2X3 OR 2X4
2X4 T—BRACE
2X4 I —BRACE
2X6
2X6 T—BRACE
2X6 I —BRACE
2XB
2X8 T—BRACE
2X8 I —BRACE
T—BRACE / I —BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS NAILS
WEB
NAILS WES
I -BRACE T—BRACE
SECTION DETAILSa���
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FEBRUARY17,2017 1 LATERAL BRACING RECOMMENDATIONS I STDTL10
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
ALONG A FLOOR TRUSS.
NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY TINDER THE
�- TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW.
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
772409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM ENO TO 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 ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - Uld
TO TOP CHORD NAILS (0.131' X 3') NAILS (0.131' X 3'). ATTACH TO VERTICAL
\ WEB WITH (3) - 10d
NAILS (D131' X 3')
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
USE METAL FRAMING ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) - 10d
TO BOTTOM CHORD NAILS (0131' X 3')
TRUSS 2X6 4' -
STRONGBACK r (TYPICAL
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - 10d NAILS (0131'
X 3') IN EACH CHORD
ATTACH TO VERTICAL
SCAB WITH (3) - Uld
NAILS (0.131' X 3')
0' WALL
SPLICE) I (BY OTHERS)
ATTACH TO CHORD
WITH (2) N12 X 3'
WOOD SCREWS
(0.216' DIAJ
INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (00 NOT
USE DRYWALL TYPE SCREWS)
THE STRONSBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
IOd NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
BLOCKING
(BY OTHERS)
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FEBRUARY17,2017 1 LATERAL TOE -NAIL DETAIL I STDTL11
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS
SHOWN).
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
OIA
SP
OF
HF
SPF
SPF-S
.131
88.0
B0.6
69.9
68.4
59.7
co
o
.135
93.5
85.6
74.2
72.6
63.4
J
.162
108.8
99.6
86.4
84.5
73.8
rj
.128
74.2
67.9
58.9
57.6
50.3
z
.131
75.9
69.5
60.3
59.0
51.1
J
0
.148
81.4
74.5
64.6
63.2
1 52.5
ri
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 1.15:
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 END DETAILS SHOWN BELOW.
[VIEWS ARE FOR ILLUSTRATION PURPOSES ONLY.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
SIDE VIEW
(2X4) 3 NAILS
FV7NEAR SIDE
NEAR SIDE
NEAR SIDE
45.00'
SIDE VIEW
(2X3) 2 NAILS
ANGLE MAY
VARY FROM
30' TO SD'
NEAR SIOE
NEAR SIOE
NEAR SIDE
NEAR SIDE
45.00°
FEBRUARY 17, 20V I UPLIFT TOE -NAIL DETAIL 1 STDTL12
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
T72-4094010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
NOTES:
TOE -NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA.
SP
OF
HF
SPF
SPF-S
Z
.131
59
46--
3
—30—
-- 20—
J
.135
60
48
33
30
20
P7
.162
72
58
39
37
25
J
2
(,
.128
54
42
28
27
19
Z
Z
0
.131
55
43
29
28
19
LU
.148
62
48
34
31
21
J
0
J
N
Q
M
Z
.120
51
39
27
26
17
Z
.128
49
38
26
25
17
0
.131
51
39
27
26
17
0
.148
57
44
31
28
20
M
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30• WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER ENO AS SHOWN.
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION.
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES TOP PLATE
FOR WINO DOL OF 133:
3 (NAILS) X 37 (LB/NAIL) X 133 (OOL FOR WIND) = 148 LB MAXIMUM ALLOVABLE UPLIFT REACTION DUE TO WIND
FOR WINO DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X ISO (OOL FOR WINO) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LES) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
+++ USE (3) TOE -NAILS ON 2X4 BEARING WALL
+++ USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR S',
3E
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
SIDE VIEW END VIEW
FEBRUARY 5, 2016
TYP 2x2 NAILER ATTACHMENT I STDTL13
a
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
"1.5X4
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.
W Mde Xwy Eptv¢Mp G 916� 9
ust 9ume BM.
A TYPICAL ALTERNATE BRACING DETAIL STDTL14
April 11, 2016 FO EXTERIOR FLAT GIRDER TRUSS
A-1 ROOF TRUSSES
4451 ST..LCIEBLVDU
12
L 6FORT PIERCE,F49
772-409.1010
VARIES
(4) 12d
TRUSS 2411 O.C. (4) 12d
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
MAX 3011(2'-6")
2x6 #2 SP (Both Faces)
2411 O.C.
SIMPSON H5
FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTLI5
DAMAGED OR MISSING CHORD SPLICE PLATES
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
3
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK *
X
(INCHES)
MAXIMUM FORCE (LBS) 157 LOAD DURATION
SP
OF
SPF
HF
20
2X6
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
20
30
24'
1706
2559
1561
2342
1320
1980
1352
2028
26
39
30'
2194
3291
20D7
3011
1697
2546
173E
2608
32
48
36'
2681
4022
2454
3681
2074
3111
2125
3187
38
57
42'
3169
4754
2900
4350
2451
3677
2511
3767
44
66
48'
3657
5485
3346
5019
2829
4243
2898
4347
• DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' D.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO DISTANCE.
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REOUIREO (L) IS CALCULATED AS FOLLOWS: L = (2) X + C
VA
• 10d NAILS NEAR SIDE
+ IOd NAILS FAR SIDE
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
6' 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 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE).
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
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.
FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTLI6
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 3494
772409-1010
SEP 12 2019
ST. Lucie County, Permitting
TRUSS CRITERIA:
LOADING: 4D-10-D-10
DURATION FACTOR: I15
SPACING: 24' D.C.
TOP CHORD: 2X4 OR 2X6
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION
NOTES:
1. ATTACH 2X_SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (148' DIA. X 3') SPACED 6' D.C.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2X SC
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 401 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.