HomeMy WebLinkAboutTRUSS PAPPERWORK4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
0- FX: 772-409-1015
0 www.AlTruss.com
LU
SCANNED
BY
St. Lucie County
TRUSS ENGINEERING
BUILDER: RENAR
PROJECT. MORNINGSIDE
COUNTY: ST LUCIE
LOT/BLK/MODEL: LORIo(o/ MODEL:CAYMAN 1560 / ELEV.B1/ GAR
JOB#: 78346
MASTER#: WRMSCM1560BlL
OPTIONS: 16X9 PORCH. NO VALLEYS.
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
A-1 ROOF These truss designs rely on lumber values established by others.
J = TRUSSES
A FLORIDACORPORAmON
RE: Job WRMSCM156OBl L A-1 Roof Trusses
4451 St Lucie Blvd
Sltb Information: Fort Pierce, FL 34946
Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE
Lot/Block: Model: CAYMAN 1560
Address: Subdivision:
City: County: St Lucie State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading
Conditions):
Design Code: FBC2017/TP12014 Design Program: MiTek 20120 0.0
Wind Code: ASCE 7-10 Wind Speed: 160
Roof Load: 37.0 psf Floor Load: 0.0 psf
This package includes 43 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
A0280547
A01
8/22/19
13
A0280559
A13
8/22/19
25
A0280571
CJ5
8/22/19
2
A0280548
A02
8/22/19
14
A0280560
A14G
8/22/19
26
A0280572
CJ5A
8/22119
3
A0280549
A03
8/22119
15
A0280561
1301G
8/22/19
27
A0280573
UK
8/22119
4
A0280550
A04
8/22119
16
A0280562
B02
8/22/19
28
A0280574
UK
8122119
5
A0280551
A05
8/22119
17
A0280563
B03
8/22/19
29
A0280575
CJ6
8/22119
6
A0280552
A06
8/22/19
18
A0280564
B04G
8/22/19
30
A0280576
GE01
8/22119
7
A0280553
A07
8/22/19
19
IA0280565
B05
8/22/19
31
IA0280577
I HJ7
8122119
8
A0280554
A08
8/22119
20
A0280566
B06
8/22/19
32
A0280578
HJ7A
8122119
9
A0280555
A09
8122/19
21
A0280567
CA
8/22/19
33
A0280579
HJ7L
8122119
10
A0280556
A10
8/22/19
22
A0280568
CJ3
8122/19
34
A0280580
J7
8122119
11
A0280557
All
8122/19
23
A0280569
CJ3B
8122119
35
A0280581
J7L
8122119
12
IA0280558
I Al2
8/22/19
24
A0280570
I CJ3L
8122/19
36
A0280582
HT
8/2219
The truss drawirg(s)referenced havebeenpreparedbyWhole House Er ineedrig,Inc.undermydirectsupovisimbasedwtheparametersprovidedbyA-1 RoofTrusses,Lid.
NUM -The seal on these drawings indicate acceptance of professlonalengineering
responsibWtysolelyforthetrus components shown.
The sultabSdyand use of wmponentsforanypadicularbu8ding lathe responsibiritycfthebuilding
desgner,perANSUPI.1 Seel
The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction
documents (also referred to attunes as'Structural Engineering Documental provided bythe Building
Designermdicating the nature and charecterofthe work
The design aiteda therein have been transferred totheTruss Design Engineerby [AI RoofTmsses or
specificlocation]. These TDDs (also referred to att'ories as'Stmctural Delegated
Engineering Documental are specialtystiuctural component designs and maybe partof the pioject's
defemA orphaned submtiaLs As aims Desigri Engineer(Le, Specialty
Engineer),theseal here and on tthe TDD mpiFsents an acoeptanbeof professional engineering
respons3StyforthedesgnotihesingieTumdepic"d ontreTDD only. The Building Designer's
responsibleforandshallcootdinateand mtswttieTljlDsfor-
cornpabbrdywth the'nwrittenengineering mquirwrient6. Please rcvrew all TDDs and all related notes.
l�trl
Page 1 of 2
�G 7361—
.�`�11-1 g I,p
i
No;62809
STATE OF
16'.43.42:4Y ' 117vSlrlK#Al `����•
Tmss Design Engineers License renewal dateyr/11I i I i 1111\\
forthe state of Florida is Febmwy28,2021 SERIAL#
5f054982f500e8feb 19a64ef
4451 St. Lucie Blvd.
Fort Pierce, FL 34946
Job
Truss
Truss Type
Oty
Ply
R0280547
WRMSCM1560B1L
A01
Roof Special
1
1
Job Reference(optional)
A-1 K= I MSSaa, rOR r1eT a, rL J va . uesign(Oraleuss.Com Hun: b.zlu s May la zu1b Punt n.Llu s May 16 zuld Ml lex Industnes, inc.
ID:ld_OOXyyT61Bi TXoljwHHzefvK-2JdTv1OZMpJdPjC
IX1 11-2 73-8-015-6-Q77-4-119-1- 24 1 30-10-12 38-0-0
Y-4-0 7-0-0 47-2 -8-1 1-1 7-1 1-9-5� 5.2-10 6{}12 7-1-4
7x10 MT20H8r 316 = 2x4 II
8.0012 5x67x10 MT20HS--
2x4 II 7 8
22 21 18 17 "' 15
3.6 = 4.6 = 2x4 II 2x4 II 4x8 = 3.6 = 7.Sx4 11 Us
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in floc)
I/defl
LJd
TCLL 20.0
Plate Grip DOL
1.25
TC 0.91
Vert(L-)
0.53 18
>854
360
TCDL 10.0
Lumber DOL
1.25
BC 0.96
Vert(CT)
-1.01 19-20
>452
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 1.00
Horz(CT)
0.58 13
n/a
We
BCDL 7.0
Code FBC2017/rP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2'Except'
T3: 2x4 SP M 30
BOT CHORD 2x4 SP No.2 *Except'
B2,B4: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except-
W3: 2x4 SP No.2, W6: 2x4 SP M 30
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 24-14 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 cc bracing.
WEBS
1 Row at midpt 10-17
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erector, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 149010-7-10 (min. 0-1-12)
13 = 1490/0-7-10 (min. 0-1-12)
Max Horz
2 =-138(LC 10)
Max Uplift
2 = .377(LC 12)
13 = 430(LC 13)
Max Grav
2 = 1490(LC 1)
13 = 1490(LC 1)
r
FORCES. (Ib)
Max. Comp./Max: Ten. - All forces 250 (lb) or less except
when shown.
Tno runan
3-22=1339/845, 20-22=-1523/2709,
WEBS
3-22=1339/845, 20-22=-152312709,
6-19=-1278/2608, 17-19=113412387,
10-17=1262/578,12-17=-619/549,
6-20=-335/499, 3-20=559/1368,
10-19=2209/4464
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 11; 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
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 377 lb uplift at
joint 2 and 430 lb uplift at joint 13.
8) Graphical puriin representation does not depict the
size or the orientation of the pudin along the top and/or
bottom chord.
LOAD CASE(S)
Standard
13:41:UJZU19 Page
UFg8FdMZX4ZVgy117
Dead Load Deff. =1r2 in
PLATES
GRIP
MT20
244/190
MT20HS
187/143
Weighl:224lb
FT=10%
1
Job
Truss
Truss Type
Oty
Ply
a
A0280548
WRMSCM1560B1L
A02
Hip
i
1
Job Reference(ootionalt
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com
Run: 8.210 s May 18 2018 Print: 8210 s May 18 2018 MiTek
6.00 12 5x6 = 2X4 11 6x8 =
' A II
Inc. Thu Aire 22 13:41:04 2019
20 19 16 15 — 13
316 =
4x6 = 2x4 11 2x4 II 5x8 = 3z6 = 3x6
1.5z4 II
11-1122 0 I 1-16 ) 220 29-4 1 38-M
4-7 �4 9-6 b-41
78$2
Dead Load Deff. = 7/16 in
Plate Offsets (X,Y)—
f6:0-3-0,0-2-01.(8:0-6-0,0-2-81.(15:0-2-8,0-2-01.(17:0-2-4,0-3-81
f18:0-3-8,0-2-121
LOADING(psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.99
Vert(L-)
-0.41 17-18
>999
360'
MT20 -
2441190
TCDL 10.0
Lumber DOL 1.25
BC
0.89
Vert(CT)
-0.81 17-18
>562
240
BCLL 0.0 '
Rep Stress Incr YES
WB
0.80
Horz(CT)
0.48 11
n/a
n/a
BCDL 7.0
Code FBC2017/7P12014
Matrix -MS
Weight: 221 Ib
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 "Except`
B2,B4: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W3,W7,W6:2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid ceiling directly applied or 4-7-15 oc bracing.
WEBS
1 Row at midpt 8-15, 10-15
MiTek recommends that Stabilizers and required
cross bracing beinstalled during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1490/0-7-10 (min.0-1-12)
11 =
1490/0-7-10 (min.0-1-12)
Max Horz
2 =
-139(LC 10)
Max Uplift
2 =
-378(LC 12)
11 =
-378(LC 13)
Max Grav
2 =
1490(LC 1)
11 =
1490(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-2664/1664, 3-4=-4164/2474,
4-5=-4062/2489, 5-6=-4171/2629,
6-7=4081/2370, 7$=4045/2360,
8-9=-1836/1336, 9-10=1948/1312,
10-11=2612/1629
BOT CHORD
2-20=-1301/2307, 5-18=-224/270,
17-18=1455/3218, 14-15=1266/2250,
13-14=1266/2250, 11-13=-1266/2250
WEBS
3-20=-13361841, 18-20=-1516/2704,
6-18=-746/926, 6-17=-561/1302,
15-1 7=1 309/2960, 8-15=-2068/846,
WEBS
3-20=-1336/841, 18-20=-1516/2704,
6-18=-746/926, 6-17=-561/1302,
15-1 7=1 30912960, 8-15=-2068/846,
10-1 5=718/630,10-13=0/300,
3-18=-564/1371, 8-17=-1604/3565
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-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 378 lb uplift at
joint 2 and 378 lb uplift at joint 11.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
OtY
Ply
AWT10549
WRMSCM1560BiL
A03
Hip
1
1
Job Reference o 6onal
A-1 Roof Trusses, Fort Pierce, FL 34946, designaaltruss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 2213:41:052019 Pagel
Old _OOXyyT61Bi_TXoljwHHzefvK- ilEKRRquOZLelaCRPmH5y7dGlyuc9YfOsm4YY117C
20-
1-4-0 11-11-2 1J$9 19-1 2a/042 38-0e
'1 4]-2 54F14 8612
1.2.10
6.00 12 5x10 = 5x6 =
20 19 t5 14 — 12
=
3x6 = 46 = 2x4 11 3x4 II 3.6 —
3x6
6x6 =
Dead Load Dail. = 5/16 in
20d 0
]-0-0
11-11-2
1]43-0
19-14
2a-10-12
3880
T7-2
SA14
�I-S6
8St2
9-1A
1.2-10
Plate Offsets (X,Y)--
r4:0-3-0,Edgel, 17:0-3-0,0-1-81,
rl2:0-3-0,0-2-01,
r16:0-2-8,OJ-01, f18:0-5-4Eclml
LOADING(pst)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Well
L/d
PLATES
GRIP ' --
TCLL 20.0
Plate Grip DOL 1.25
TC
0.80
Vert(LL)
-0.33 15
>999
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC
0.91
Vert(CT)
-0.60 17-18
>765
240
BCLL 0.0 '
Rep Stress Incr YES
WB
0.97
Horz(CT)
0.40 10
n/a
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix -MS
Weight:221Ib
FT=10%
LUMBER -
TOP CHORD 2x4 SP 240OF 2.0E `Except*
T3: 2x4 SP No.2
BOT CHORD 2x4 SP No.2'Except`
B2: 2x4 SP No.3
WEBS 2x4 SP No.3'ExcepY
W3: 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
purins.
BOT CHORD
Rigid ceiling directly applied or 4-2-6 oc bracing. Except.
10-0-0 oc bracing: 14-16
WEBS
1 Row at midpt 12-16
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
149710-7-10 (min. 0-1-12)
10 =
1498/0-7-10 (min. 0-1-12)
Max Hom
2 =
-156(LC 10)
Max Uplift
2 =
-387(LC 12)
10 =
-387(LC 13)
Max Grav
2 =
1497(LC 1)
10 =
1498(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2674/1670, 3-4=4231/2526,
4-5=-4123/2541, 5-6=3329/1912,
6-7=-3331/1979, 7-8=3683/2093,
&9=3815/2464,_930�61ZLt630
BOTCHORD
2-20=-1306/2317,5-18=-206/367,
17-18=-1998/3877,16-17=-1221/2990,
10-12=1266/2256, 7-16=642/1337
WEBS
3-20=-13541854,18-20=-1524/2714,
WEBS
3-20=-1354/854,18-20=-1524/2714,
5-17=-891/794, 6-17=363/566,
6-16=-341/795, 9-16=-103/1041,
9-12=-1088/759,12-16=1453/2556,
3-18=-613/1427
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extenor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
7.Opsf.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 387 lb uplift at
joint 2 and 387 lb uplift at joint 10.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Oty
Ply
�
A0280550
WRMSCM1560B1I-
A04
ROOF SPECIAL
3
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 s May 18 2018 MiTek Industries, Inc. Thu
6.00 12
516 =
5
5x6 G
5x6 1
4
6
1.5x4 0
W
3 a
3
7
12
1
6x8=
1
B 14 13
111
0 1
v
Q12 3x8 MT20HS�
3x8 MT20
79 [qo
3x4 3.0012
3.4- 1.5*04 II
1.5x4 II
1.5x4 II
Sxe c
4x8 0
1.5x4 II
5x8
30-9-15
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (loc)
I/deft
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.71
Ve I(CL)
0.55 12-14
>826
360
TCDL
10.0
Lumber DOL
1.25
SC 0.84
Vert(CT)
-1.04 12-14
>437
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.91
Horz(CT)
0.65 8
n/a
n/a
BCDL
7.0
Code FBC2017/rP12014
Matnx-MSH
LUMBER -
TOP CHORD 2x4 SP N0.2'Except'
T1: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3 *Except*
W6,W5: 2x4 SP No.2
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
purins.
BOTCHORD
Rigid ceiling directly applied or 4-6-12 oc bracing.
Except:
4-7-0 oc bracing: 8-10
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
2 =
1490/0-7-10 (min. 0-1-11)
8 =
149010-7-10 (min. 0-1-11)
Max Horz
2 =
166(LC 11)
Max Uplift
2 =
-399(LC 12)
8 =
-399(LC 13)
Max Grav
2 =
1490(LC 1)
8 =
1490(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-4697/2907, 3-0=-4307/2635,
4-5=-3134/1852, 5-6=-3134/1852,
6-7=-4321 /2660, 7-8=4676/2926
BOT CHORD
2-14=2490/4232, 13-14=-190613619,
12-13=1902/3644, 11-12=1905/3647,
10-11=1916/3622, 8-10=-2507/4245
WEBS
5-12=-133812394, 6-12=-864/801,
WEBS
5-12=1338/2394, 6-12=-864/801,
6-10=285/576, 7-10=-352/445,
4-12=-8611796, 4-14=-280/568,
3-14=356/464
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrenl with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 2, 8 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 399 lb uplift at
joint 2 and 399 lb uplift at joint 8.
LOAD CASE(S)
Standard
PLATES
MT20
MT20HS
Dead Load Defl. = 9/16 in
GRIP
2441190
1871143
Weight:2001b FT=10%
Job
Toss
Truss Type
Oty
Ply
A02SO551
WRMSCM1560BIL
A05
SCISSORS
4
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 s May 18 2018 MiTek Industries, Inc. Thu Aug 22 13:41:06 2019 Page 1
ID:Id_OOXyyT61Bi_TXoliwHHzefvK-SUJcYnSSfkhCGA9076HWe9gpOiKTLdhpFW W4vl7B
-0-7 I 2522-11 I 2 3800
6-2 6712-9 3
7 21 2-06614 64 4I-
6.00 F12 5.6 =
5x8 G
5x8
6
1.5x4 c w 3 1.5x
24
3 7
i
w 6x8 =
B 14 13 11 10 1
7 2 3x8 MT20HS�
rb 8 3.00 12 3x8 MT20HS--
y
3x4
4.8
94i14 19-0-0 1 3-2 38-0-0 9-8-14 9-3-2 932 94L74
4x8
Dead Load Defl. = 9/16 in
Plate Offsets (X,Y)—
12:0-1-14,Edge1. t4:0-3-12,0-3-01, 16:0-3-12,0-3-01,
f8:0-1-14,Edgel
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Waft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.71
Vert(LL)
0.58 12-14
>789
360
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
BC
0.83
Vert(CT)
-1.08 12-14
>420
240
MT20HS
1871143
BCLL 0.0
Rep Stress lncr YES
WB
0.92
Horz(CT)
0.69 8
n/a
n/a
BCDL 7.0
.Code FBC2017/TPI2014
Matrix -MS
Weight: 180lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except*
T1: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
purins.
BOT CHORD
Rigid ceiling directly applied or4-5-14 oc bracing.
MiTek recommends that Stabilizers and required
crass bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1490/0-7-10 (min.0-1-11)
8 =
1490/0-7-10 (min. 0-1-11)
Max Horz
2 =
-166(LC 10)
Max Uplift
2 =
-399(LC 12)
8 =
-399(LC 13)
Max Gmv
2 =
1490(LC 1)
8 =
1490(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
WEBS
5-12=-1350/2406, 6-12=-867/806,
6-10=-239/565,7-10=-386/506,
4-12=-867/807,4-14=-241/565,
3-14=-386/508
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 2, 8 considers parallel to grain
value using ANSI/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 399 lb uplift at
joint 2 and 399 lb uplift at joint 8.
2-3=-4730/2950,3-4=-4291/2612,
4-5=-3137/1854, 5-6=-3137/1854,
6-7=-4291/2626, 7-8=-4730/2972 LOAD CASE(S)
BOT CHORD Standard
2-14=-2537/4265,13-14=-1916/3626,
12-13=1912/3651. 11-12=1917/3651.
10-11 =1 92113626, 8-10=-2560/4265
WEBS
5-12=-1350/2406, 6-12=-8671806,
6-10=-239/565, 7-10=386/506,
4-12=-867/807,4-14=241/565,
3-14=-3861508
Job
Truss
Truss Type
Oty
Ply
'4
A0280552
WRMSCM1560BIL
A06
ROOF SPECIAL
1
1
Job Reference o tional
A-1 Hoot I msses, FOR vierce, rL J4a4o, aeslgn(dalauaa.com
nun: o.nu s may io 4ula rnnc a, lu a may io eu
6.00 12 5x6 =
6
3x6 G T
5x6 4 5x6 C
5 7
4 W4 6
3x4 i 1.5x4 i
3 8
13
V42 6x8 = 8
m1 2
i6
3.6 = 6x6 =
15
2x4 II
12 11
3.00 72 3x8MT20HS,'
3.4
7-6 11-1n-19 . IA-r1A 28-1-9
38-M
Inc. Thu Aug 22 13:41:U/ 2019 Page 1
13uNa$29poollBBN D_E5dE45lyUAFAeRy117A
5-4-0
Dead L.d Deft. = 7116 in
N
1,-
0;
4x8
7-6-4
44-8
7-1-4
9-1-9
9-10-7
Plate Offsets (X Y) -
17:0-3-00-3-07 19:0-1-14 Edeel
114:0-5-8
0-4-81
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in (too)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.71
Vert(LL)
0.49 11-13
>924
360
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
BC
0.98
Vert(CT)
-0.96 11-13
>474
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr YES
WB
0.89
Horz(CT)
0.57 9
n/a
n/a
BCDL 7.0
Code FBC2017JTPI2014
Matrix-MSH
Weight. 193 lb
FT=10%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30 *Except-
B1,B3: 2x4 SP No.2, B2: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W3: 2x4 SP No.2
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 244 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 4-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
149010-7-10 (min. 0-1-12)
9 =
149010-7-10 (min.0-1-11)
Max Horz
2 =
166(LC 11)
Max Uplift
2 =
-400(LC 12)
9 =
400(LC 13)
Max Grav
2 =
1490(LC 1)
9 =
1490(LC 1)
FORCES. (lb)
.Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORO
2-3=-2649/1686, 3-4=4340/2667,
4-5=-3153/1816, 5-6=-305211841,
6-7=-3136/1856, 7-8=4315/2672,
8-9=-4678/2898
BOT CHORD
2-16=-1316/2291, 4-14=-233/447,
13-14=2135/3999, 12-13=-189713634,
11-12=190113609, 9-11=-2479/4215
WEBS
3-16=1451 /920, 4-13=-1175/1004,
WEBS
3-16=1451/920, 4-13=-1175/1004,
6-13=-1286/2346,7-13=-8531776,
7-11=-315/579, 8-11=-337/439,
14-16=156612749, 3-14=720/1562
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Ecp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Bearing atjoint(s) 9 considers parallel to grain value
using ANSIITPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 400 lb uplift at
joint 2 and 400 lb uplift at joint 9.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Cry
Ply
A0280553
WRMSCM1560BIL
A07
ROOF SPECIAL
1
1
Job Reference o fional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altrumcom
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 22 13:41:08 2019 Page 1
ID:Id_OOXyyT6IBi_TXoljwHHzefvK-OHRMyTUiBL=VUlm7XJjal9_VzTpYY5igl, Aty1175
19-9-7
,1-" 7-64 1t-10.12 18-2A 1 --�0� 2501 30-'r12 360-0 394g
141 4-0A 6313 6&ramg b2-10 SS11 7L4 1r-4�
6.00 12 �z8
Dead Load D.O. = 7A6 in
3x4 i
2
�G
3x6
5x6 4
5
4 W4
13
5x8 =
5x6 C
7
12 11
3.00 72 Us MT20HSr
3x4
1.Sx4 G
8
16 15
3x6 = 6.6 = 2x4 11 4x8;
7-6-4 11-10-12 19-0-0 28-1-9 38-0 0
4-0-8 7 1 9-1-9 510-7
Plate Offsets X Y
:0-3-0,0-3-0 9:0-1-14 Ede
13:0-2-8
0-3-8 , 14:0-M 0-4-8
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Vdefi
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.71
Vert(LL)
0.49 11-13
>924
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.98
Vert(CT)
-0.9611-13
>474
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr YES
WB 0.89
Horz(CT)
0.57 9
n/a
n/a
BCDL 7.0
Code FBC2017/rP12014
Matrix-MSH
Weight: 193 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2X4 SP M 30'Except'
B1,B3: 2x4 SP No.2, B2: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W3: 2x4 SP No.2
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-4-4 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 4-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1490/0-7-10 (min. 0-1-12)
9 =
1490/0-7-10 (min. 0-1-11)
Max Horz
2 =
166(LC 11)
Max Uplift
2 =
-400(LC 12)
9 =
-400(LC 13)
Max Grav
2 =
1490(LC 1)
9 =
1490(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
3-16=-1451/920,4-13=-1175/1004,
7-13=-853/776, 7-11=315/579,
8-11=-337/439, 14-16=-1566/2749,
3-14=-720/1562, 6-13=-128612346
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psF, h=15ft;
Cat. 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 MT20 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
5)' This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 9 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify rapacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 400 lb uplift at
joint 2 and 400 lb uplift at joint 9.
TOP CHORD LOAD CASE(S)
2-3=-2649/1686, 3-4=-4340/2667, Standard
4-5=-3153/1816, 5-6=3052/1841,
6-7=-3136/1856, 7-8=-4315/2672,
8-9=-4678/2898
BOTCHORD
2-16=-1316/2291,4-14=-233/447,
13-14=-2135/3999, 12-13=1897/3634,
11-12=-1901/3609, 9-11=-2479/4215
WEBS
3-16=-1451/920, 4-13=-117511004,
Job
Truss
Truss Type
Qty
Ply
e.
A0280554
WRMSCM1560BiL
A08
ROOF SPECIAL
1
1
Job Reference optional)
A-1 HOOT I russes, Yon Ylerce, rL 3494o, oesign(Na1mlSs.com
Ruff: o.L 1U5 May to Lu
13:41:U8 2U19 Page 1
5x10 MT20H5-
6.00 12
Dead Load Deb. = 3/8 in
6
Us i
5x6 i
5x6
1
5
7
4 W4
3x4
6
1.5x4 i
3
8
13
W2
6x8=
8
12
5
4
2
1
3
E �8xa
71
3x8 MT20H3-
0
1
3.00 12
3x4 a
-
16 15
3x6 =
6x6 = 2x4 11
3x8
7-6d
I 10-12 19-0-0
28-1-9
_
38-0-0
7-64
- 4�-8 7-1-4
9-1-9
9.10-7
Plate Offsets (X Y)—
17:0-3-0 0-3-01 19:0-0-10 Edgel
114:0-5-8 0-4-81
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in (Joe)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.69
Vert(LL)
0.46 11-13
>994
360
MT20
244/190
TOOL 10.0
Lumber DOL 1.25
BC 0.77
Vert(CT)
-0.88 11-13
>516
240
MT20HS
1871143
BCLL 0.0
Rep Stress Incr YES
WB 0.88
Horc(CT)
0.51 9
n/a
nits
BCDL 7.0
Code FBC2017/TP12014
Matrix-MSH
Weight: 191 Ib
FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP 240OF 2.OE `Except`
B7: 2x4 SP No.2, B2: 2x4 SP No.3
WEBS 2x4 SP No.3 `Except*
W3: 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-7-13 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 4-9-14 oc bracing.
WEBS
1 Row at midpt 4-13
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1490/0-7-10 (min. 0-1-12)
9 =
149010-7-10 (min. 0-1-8)
Max Horz
2 =
-165(LC 10)
Max Uplift
2 =
-400(LC 12)
9 =
-400(LC 13)
Max Grav
2 =
1490(LC 1)
9 =
1490(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-2650/1686, 3d=433812666,
4-5=-3190/1839, 5-6=3086/1861,
6-7=-3169/1875, 7-8=-4314/2671,
8-9=-4679/2899
BOTCHORD
2-16=-131712292, 4-14=-235/447,
13-14=-213013992, 12-13=-189613634,
11-12=189913609, 9-11=-2480/4214
WEBS
3-16=-1451/921, 4-13=-1132/971,
7-13=-817/745, 7-11=-315/578,
8-11=-340/441, 14-16=-1567/2749,
WEBS
3-16=1451/921, 4-13=-1132/971,
7-13=817(745, 7-11=3151578,
8-11=340/441, 14-16=-1567/2749,
3-14=-718/1558,6-13=-1270/2322
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) This truss has been designed for a 10.0 lost bottom
chord live load nonconcurrent with any other live
loads.
5) `This truss has been designed for a live lead of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Bearing atjoint(s) 9 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 400 lb uplift at
joint 2 and 400 lb uplift at joint 9.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
pry
Ply
A0280555
WRMSCM1560BlL
A09
ROOF SPECIAL
1
1
Job Reference o 0ona1
A-7 RooT Trusses, Fort Pierce, FL 34 b, oesignLaluuss.mnn Run: 8.210 s May 182018 Print: 8210 s May 182018 Mi fek Industries, Inc. Thu Aug 22 13:41:10 2019 Page
I D:Id_OOXyyT61Bi_TXo ljwHHzetvK-7NBVyjzBeloS9EyLSo?rTMJh7HRgOABUgFmyll7
1 ]-6.4
11-00.12 14-0-1 1fiA1
19-0-0 21-&15 23-7-15 -0. 30-512
38-0-0 94
1 78d
4-0-8 2S5 2d-0
2 15 2315 - 2-0-0 14 5d11
74 1-4
6.00 12 5x6
1.5x4 II
Dead Load Defl. = 7/161n
85x6
6 ]
2zd II
3x6 O
1.5x4 If
4 9 3x8 MT20HSc
-
4 5
V 3 5
3x4 i
d
10 3x4
3
11
17
Y
W2
5x8= W9 0
r
1615 5
b
2
3 MA =
3x8 MT20HS� 14
'qi 1
3.00 12 3x8 1.5x4 II
12Lm
20
19
3x6 = 6x6 = 2x4 11
3x8
19-1-12
7:
11-00.12 18-1P4
19A-0 25-0 1 2&1-9 30512
38be
7-6-4
d-4-8 6-11.8
04142 5Ir 1p5 b1A 2d3
7.6i
0-1-12
Plate Offsets X,Y
6:0-3-0 0-2-0, 12:0-0-10,Ed a
f 8:0-240-3-0
LOADING(psf)
SPACING- 2-M
CSI.
DEFL. in (loc) I/deft Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.78
Vert(LL) 0.45 15-17 >999 360
MT20
244/190
TCDL 16.0
Lumber DOL 1.25
BC 0.79
Vert(CT)-0.8217-18 >555 240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr YES
WB 0.92
Horz(CT) 0.51 12 n/a n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix-MSH
'Weight:2041b
FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2'Except'
T5: 2x4 SP M 30
BOT CHORD 2x4 SP 2400F 2.OE'Except'
B1: 2x4 SP No.2, B2: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except-
W3: 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc
puffins.
BOT CHORD
Rigid ceiling directly applied or 4-10-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
2 = 1490/0-7-10 (min. 0-1-12)
12 = 149010-7-10 (min. 0-1-8)
Max Horz
2 =
-147(LC 10)
Max Uplift
2 =
-385(LC 12)
12 =
-385(LC 13)
Max Grav
2 =
1490(LC 1)
12 = -
1490(LC 1)
WEBS
3-20=13911874, 6-17=-369/956,
8-17=.393/974, 8-15=-789/936,
18-20=-1531/2723, 3-18=-591/1396,
6-18=-876/1043, 9-15=-306/346,
11-15=575/572
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psQ h=15ft;
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
pending.
4) All plates are MT20 plates unless otherwise
Indicated.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-M tall by 2-0-0 wide will fit between the
FORCES. (lb)
bottom chord and any other members.
Max. Comp./Max. Ten. -All forces 250 (lb) or less except
7) Bearing at joint(s) 12 considers parallel to grain
when shown.
value using ANSI/rPI 1 angle to grain formula.
TOP CHORD
Building designer should verify capacity of bearing
2-3=-2654/1667, 34=-4164/2502,
surface.
4-5=-4068/2516, 5-6=-4195/2687,
8) Provide mechanical connection (by others) of truss
8-9=-4018/2571, 9-10=-3952/2402,
to bearing plate capable of withstanding 385 lb uplift at
10-11=4023/2384 11-12=4652/2817.
joint 2 and 385 lb uplift at joint 12.
6-7=-3504/2089, 7-8=3504/2089
BOTCHORD
2-20=1300/2296, 5-18=-253/307, LOAD CASE(S)
17-18=-1364/3106, 16-17=-1344/3097, -Standard-
15-16=-1351/3078, 14-15=-2410/4200,
12-14=-2404/4184
WEBS
3-20=1391/874, 6-17=-369/956,
8-17=-393/974, 8-15=789/936,
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Job
Truss
Truss Type
Oty
Ply
n
A0280556
WRMSCM1560BIL
A10
Hip
1
1
Job Reference o 6onal
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altiuss.mm,
Run: 8.210 s May 18 2018 Pnnt: 8.210 s May 18 2018 Mi rek Industries, Inc. Thu Aug 22 13:41:11 2019 Page 1
D:Id_0OXyyT61Bi_TXoliwHHzefvK-ps6VbU WaTGJVMyt LofthLDNfJj2fOxCYPoDOnCv1176
1431
F4 773399 11-1042 1O8-732417--25 I d 279 947.2 W424-0 5 38-0-0 9d-0
5.6 11 -
6.00 12 1.5x4 II 5x6
6 7 8
4z6 6
4x6 i
3x4 4 4 6
3
16
W2 17 6x8= 15 14
3x4 4x6
2 3 x8 : 3z4
0 1 3.00 12
1.5x4 II
10
13
3x4 c
Dead Load Defl. = 7116 in
20 19
3x6 =
4x6= 2x411 Us
739 11-10-12 1431 19-0-0 23-3-15 25-8-0 31-7-1 38-M
7-3-9 4-7-2 2-95 43.15 4315 T 5-11-2 6-415
Plate Offsets (X Y)-
14:0-3-0 Edgel 19:0-3-0 0-3-01
T11:0-0-10
Edml 118:0-5-4 Edbel
LOADING (Pat)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deb
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.77
Vert(L-)
0.49
16
>940
360
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.76
Vert(CT)
-0.88
16
>516
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.71
HOrz(CT)
0.56
11
We
We
BCDL 7.0
Code FBC2017ITP12014
Matrix -MS
Weight: 2021b FT =10°/
LUMBER -
TOP CHORD 2x4 SP M 30'Except'
T2,T1: 2x4 SP No.2
BOTCHORD 2x4 SP 240OF 2.OE'Except'
B1: 2x4 SP No.2, B2: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
W3: 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 24-14 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or4-10-12 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
2 =
1490/0-7-10 (min.0-1-12)
11 =
149010-7-10 (min.0-1-8)
Max Horz
2 =
-131(LC 10)
Max Uplift
2 =
-371 (LC 12)
11 =
-371 (LC 13)
Max Grav
2 =
1490(LC 1)
11 =
1490(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2665/1655, 3-4=-4180/2468,
45=-4099/2483, 5-6=3712/2217,
6-7=-4761/2730, 7-8=4761/2730,
8-9=-3782/2189, 9-10=-4541/2886,
10-11=4651/2765
BOTCHORD
2-20=1294/2309, 5-18=-252/353,
17-18>1907/3788, 16-17=-1544/3375,
15-16=1547/3396, 14-15=-1555/3382,
13-14=2203/4032, 11-13=-2365/4179
WEBS
3-20=-13361842, 18-20=-1512/2693,
7-16=-269/219, 3-18=-565/1382,
WEBS
3-20=-13361842, 18-20=-1512/2693,
7-16=269/219, 3-18=565/1382,
6-17=-343/474, 8-14=261/455,
6-16=-858/1772, 8-16=-846/1745,
9-14=-614/629, 9-13=253/304,
5-17=520/466
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 8 MWFRS for reactions shown; Lumber
DOL=1.60 plate gdp 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 2-0-0 wide will fit between the
bottom chord and any other members.
6) Bearing at joint(s) 11 considers parallel to grain
value using ANSI/TPl 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 371 Ib uplift at
joint 2 and 371 lb uplift at joint 11.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Oty
Ply
A0290557
WRMSCM1560B1L
All
Hip
1
1
Job Reference o tional
A-1 Koo1 I mSses, FOR vierce, rL J4 b, aesigngal Vuss.com
6.6 =
Kun: mziu s May iu zuio enni: o2lu 5 May 1 o zulo mi i
4x4 =
5
Sx8 = 2x4 II 4x4 = 6x6 =
6 7 8 9
22 -' 20 -- '- 19 18
3.6 = 1.5x4 II 3.6 3x8 = 6x8 = 2x4 II 4x8 c
LOADING(psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/defl
Lid
TCLL 20.0
Plate Grip DOL
1.25
TC 0.30
Vert(LL)
-0.41
18
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.31
Vert(CT)
-0.76•
18
>598
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.75
Hom(CT)
0.45
12
n/a
n/a
BCDL 7.0
Code FBC2017/rP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP 2400F 2.0E `Except*
T2: 2x6 SP 2400F 2.OE
BOT CHORD 2x4 SP 2400F 2.0E *Except*
B4,B5: 2x6 SP 2400F 2.0E
WEBS 2x4 SP M 30
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-6-8 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 641-0 oc bracing.
WEBS
1 Row at midpt 6-19
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1490/0-7-10 (min.0-1-8)
12 =
149010-7-10 (min.0-1-8)
Max Horz
2 =-
-114(LC 10)
Max Uplift
2 =
-354(LC 12)
12 =
-354(LC 13)
Max Grav
2 =
1490(LC 1)
12 =
1490(LC 1)
FORCES. (Ib)
Max. Comp -/Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2704/1665, 3-4=2179/1418,
4-5=-1888/1354, 5-6=2071/1463,
6-7=-5615/3204, 7-8=5649I3220,
8-9=-3715/2225, 9-10=-4103/2393,
10-11=4749/2981, 11-12=-4790/2830
BOT CHORD
2-22=1318/2354, 21-22=-1318/2354,
20-21=-131812354, 20-29=-1025/2077,
29-30=-1025/2077, 19-30=1025/2077,
16-17=-2319/4733, 15-16=-2146/4089,
14-15=215114070, 12-14=-242814338
WEBS
3-20=-555/495, 4-20=-4151734,
WEBS
3-20=555/495, 4-20=-4157734,
9-16=-955/1705, 11-14=-236/311,
6-19=-379511935, 5-20=-5311268,
8-16=-17131913, 8-17=-788/1576,
17-19=-2124/4332, 6-17=2531/5150,
10-14=-407/418,10-16=-364/388
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 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 nonconcurrent with any other live
loads.
5) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" wide will fit between the
bottom chord and any other members, with BCDL =
7.Opsf.
6) Bearing at joint(s) 12 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 364lb uplift at
joint 2 and 354 lb uplift at joint 12.
LOAD CASE(S)
Inc. i nu Aug zz 13:91:11 zu Ia rage
VMyl LofthLONmbj9nOxZYPoDOrCyll7
go-0 �9d-0
i6-15 11
Dead Load Defl. = 318 in
M
9' -
M�
of
72 131q
i8-0-0
i-6-15
PLATES GRIP
MT20 244/190
Weight:246lb FT=10%
Job
Truss
Truss Type
Ory
Ply
n
A0280558
WRMSCM1560B1L
Al2
Hip
1
1
Job Reference (notional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@attmss.00m
5x8 =
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek
4x4 = 5x12 = 5x6 = 5x6 = 5x8 //
Inc. Thu Aug 2213:41:122019
Dead Load Dell. = 7/16 In
2IY
n ra ra v
3x6 = 3x4 = 3x6 = 5x8 = 3x4 II 4x8
3x4 =
77-0-0 77-0-0 I 134-I 112-9 12-003 2331
83-2�1131 38-0-0
5-8-15
Plate Offsets (X Y)—
r4:0-2-0 0-3-01 16:0-3-8 0-2-121
rl l:0-2-11 0-0-101 f14:0-2-8
0-4-121 116:0-3-15 Edoel f18:0-1-12 0-1-81
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
.in
(loc)
Well
Uri
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.54
Vert(LL)
0.53
16
>853
360
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.45
Vert(CT)
-0.98
16
>466
240
MT20HS
1871143
BCLL 0.0
Rep Stress Incr YES
WB 0.80
Horz(CT)
0.51
11
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 249lb
FT= 10%
LUMBER -
TOP CHORD 2x4 SP N0.2 •Except•
T2: 2x6 SP 240OF 2.0E
T3: 2x4 SP 240OF 2.0E
BOT CHORD 2x6 SP 240OF 2.0E *Except*
B1,B2: 2x4 SP 240OF 2.0E
WEBS 2x4 SP 240OF 2.0E
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-2-6 oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 5-10-9 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
148910-7-10 (min.0-1-8)
11 =
148910-7-10 (min.0-1-8)
Max Horz
2 =
-101(LC 10)
Max Uplift
2 =
-340(LC 12)
11 =
-340(LC 13)
Max Grav
2 =
1489(LC 1)
11 =
1489(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - Al forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2679/1701, 3-4=2317/1457,
4-5=-2313/1576, 5-6=2441/1644,
6-7=-8194/4589, 7-8=-8739/4865,
8-9=-5950/3417, 9-1 0=-4394/251 9,
10-11=4821/2858
BOT CHORD
2-21 =-1 364/2361, 20-21=978/20091
19-20=978/2009, 18-19=-1181/2310,
7-16=-1 12/324,15-16=-3099/6097i
14-15=1994/3989, 13-14=2490/4410,
11-13=-2470/4374
WEBS
3-21=408/447, 4-21=127/439,
WEBS
3-21=-408/447, 4-21=-127/439,
6-16=-3226/6301, 6-18=-3066/1648,
16-18=-185913630,8-15--1856/1014,
9-15=1346/2562, 9-14=-154/304,
10-14=-033/470, 8-16=-1630/3138,
5-19=519/301, 5-18=1321308,
4-19=368/637
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=15ft;
Cat. Il; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4)AR plates are MT20 plates unless otherwise
indicated.
5) This truss has been designed for a 10.0 pat bottom
chord live load nonooncurrent 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) 11 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 340lb uplift at
joint 2 and 34016 uplift at joint 11.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
city
Ply
A0280559
WRMSCM1560BIL
A13
Hip
1
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.com Run: 8.210 s May 18 2018 Pdnt: 8.210 s May 18 2018 Mitek Industries, Inc. Thu Aug 22 13:41:13 2019 Pagel
ID:ld 0OXyyT61Bi_TXoljwHHzefvK-IEEFOAYr?uZDCFBkv4v9QeT5yWgrUsBps6il155y1174
9-0-0
1 44 5
2 7 ga44--77
13i7 1//2.6
1738 19-0-3
242'4
a53A 29-0-0
334Y0 3&0.0 agu
'11L 4-0-15
338 14
4- 7 913
3 1 0
4-9.12
M l 1V12
409 I SO-0
az9
3xa _
6x6 G
1.5x4 11
3.6 =
1.5x4 11
6x6
6.00 12
3x4 4 5
6
7 9
9
T 3x4 =.10
11
4
3x4 i
i
t 2 7
0 2826 25
32 31 29 48 =
3x6 = 4x4 = 1.5x4 II
5x8 =4x4 =
2x4 II
3x4 11
2x4 II 23 20 21 19 18
2x4 11 3x6 II 4x8 =
2x4 11 7x8 =
3x4 J
12
17 16 15
3.6 = 1.5x4 11
314 =
9-0
8 7 19 21E
a15 7-4_ _ 7 8r2-15 13+7 17-1 . 19dA]pA,B 253-0 29-0-0 3349 38-0-0
oats 344 1 4-0-] a1-e I'IW 108 I ~34-12 4-04 s44
e-14 0-14 1-3-12
0-7-9
3x6 =
Plate Offsets (X Y)-
r5:0-1-12,0-1-121 rl1:0-1-12 0-1-121
r21:0-24 0-4-41
r30:0-5-12
0-2-81
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)
0.06 15-38
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.33
Vert(CT)
-0.07 28
>999
240
BCLL 0.0 `
Rep Stress Incr YES
WB 0.68
Horz(CT)
0.02 13
n/a
n/a
BCDL 7.0
Code FBC2017frP12014
Matrix -MS
Weight:248lb FT=10h
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 `Except`
B2: 2x6 SP No.2, B3: 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structuml wood sheathing directly applied or 5-3-14 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
734/0-7-10 (min. 0-1-8)
19 =
1771/0-7-10 (min.0-2-1)
13 =
482/0-7-10 (min. 0-1-8)
Max Horz
2 =
-85(LC 10)
Max Uplift
2 =
-202(LC 12)
19 =
-710(LC 9)
13 =
307(LC 8)
Max Gmv
2 =
750(LC 23)
19 =
1771(LC 1)
13 =
512(LC 24)
BOTCHORD
2-32=425/1015,27-30=-176/714,
26-27=-265/913,25-26=1471790,
24-25=40/378, 22-24=40/378,
21-22=0/283, 18-19=423/370,
16-17=732/512,15-16=-732/512,
13-15=732/512
WEBS
19-21=-170911450, 11-17=483/278,
5-2,210/369, 30-32=-330/800,
12-17=394/630, 6-25=-272/233,
5-25=-261/202, 7-25=4841733,
7-21=-1130/680,10-18=-535/392,
18-21=-232/267,10-21=-858/1012,
11-18=512/546
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed; porch right
exposed;C-C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water
FORCES. ( )
ending.
Max. Comp /Max. Ten. - All forces 250 (Ib) or less except
4) This truss has been designed for a 10.0 psf bottom
when shown.
chord live load nonconcument with any other live
TOP CHORD
loads.
23=-11801643, 34=-1059/566,
5) `This truss has been designed for a live load of
4-5=-889/511, 5-6=-610/338,
20.Opsf on the bottom chord in all areas where a
6-7=-610/338, 7-8=526/809,
rectangle 3-6-0 tall by 2-" wide will fit between the
8-9=-526/809, 9-10=-518/800,
bottom chord and any other members.
10-11=0/251, 11-12=-261/541,
6) Provide mechanical connection (by others) of truss
12-13 -625/957
to bearing plate capable of withstanding 202 lb uplift at
BOT CHORD
---joint 2�tO lb upliftatjoint-19 and 307-Ils uplift at Feint -
2-32=-425/1015,27-30=-1761714,
a
26-27=-265/913,25-26=-1477790,
24-25=40/378, 22-24=401378,
21-22=0/283, 18-19=423/370,
LOAD CASE(S)
16-17=-732/512, 15-16=-732/512,
Standard
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Job
Truss
Truss Type
Oty
Ply
A0280560
WRMSCM1560BIL
A14G
Hip Girder
1
1
LbRferencei.Pti.r.13
A-1 Roof Trusses, Fort Pierce, FL 34946, design@atbuss.com
6.00 12
3x4 i
22
2
�1
9
3x6 = 44 =
1.5x4
Run: 8.210 s Mav 18 2018 Pdnt: 8.210 s Mav 18 2018 MiTek Industries. Inc. Thu Aua 22 13:41
45 46 23 47 48 22
28 26
25 4x10 = 2x4 It
3.6
5x8 =
2x4 11
3x4 II
1.5x4 II
Dead Load Den. = 1181n
3 6 -
4x10
Sx6 =
I7
9
1.5x4 i
w
11
I
1IV
1
1
d
2 m q m
131q 1
2
49
21 18
��.p
19 51 52
53 16 1554 55 14
3x4 II
3x6 II
5x6 = 3.8 =
3X6 =
2x4 II
8x12 =
8-0 19-&15 21. 3
4-0-0 ]-0a 8-2-14 11-11-15 13-10-710.10.1 19d7 2 12 264-2 31-0-0 38d-0
ba-0 3-00 1 2 4� 3-7-8 1-1" 1 2.11-10 2s8 a9-8 '1J-1 4-7-e. a-7-1a
0-1-8 0.10.8
Plate Offsets (X,Y)-
14:0-1-12,0-1-121,110:0-3-0,0-2-01,f16:0-0-0,0-1-121,
f16:0-2-0,0-3-01 f19:0-4-4,04-0] (27:0-5-12 0-2-121 (29:0-2-00-1-81
LOADING(psf)
SPACING- 2-M
CSI.
DEFL,
in (loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.98
Vert(LL)
0.13 23-24
>999
360
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.66
Vert(CT)
-0.22 23-24
>999
240
BCLL 0.0
Rep Stress Incr NO
WB 0.72
Horz(CT)
0.07 12
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MS
Weight:229Ib FT= 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP N0.2 `Except*
B2: 2x6 SP No.2, B3: 2x4 SP No.3
WEBS 2x4 SP No.3 `Except`
W8: 2x6 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 3-0-7 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 5-2-13 oc bracing.
WEBS
1 Row at midpt 6-19, 9-19
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1304/0-7-10 (min. 0-1-9)
17 =
3893/0-7-10 (min. 0-4-9)
12 =
745/0-7-10 (min. 0-1-8)
Max Horz
2 =
-69(LC 6)
Max Uplift
2 =
-452(LC 8)
17 _
-2047(LC 5)
12 =
-582(LC 4)
Max Grav
2 =
1310(LC 19)
17 =
3893(LC 1)
12 =
756(LC 20)
FORCES. (lb)
Max. Comp./Max. Ten. -All forces 250 (Ib) or less except
when shown.
TOPCHORD
23=-2379/815, 3-4=2603/924,
4-36=2318/846, 36-37=-2318/846,
5-37=-2318/846, 5-38=-2318/846,
38-39=-2318/846, 6-39=-2318/846,
6-40=-925/2049, 40-01=-925/2049,
7-41=-925/2049, 7-8=932/2058,
8-42=-932/2058, 9-42=-932/2058,
943=-832/917, 43-04=-832/917,
10-44=-832/917. 10-11=-972/996,
Continued on page 2
TOPCHORD
23=2379/815, 3-4=2603/924,
436=2318/846, 36-37=-2318/846,
537=2318/846, 5-38=-2318/846,
38-39=2318/846, 6-39=-2318/846,
6-00=925/2049, 40-41=-925/2049,
7-41=-925/2049, 73=-932/2058,
8-42=932/2058, 9-42=-932/2058,
9-43=832/917, 43-44=-832/917,
10-44=832/917, 10-11=-972/996,
11-12=1182/1050
BOT CHORD
2-29=716/2082, 28-29=-120/292,
24-27=-706/2154, 2445=-791/2353,
45-46=-791/2353, 23-46=-791/2353,
23-47=100/691, 47-48=-100/691,
22-48=100/691, 2249=-100/691,
20-49=-100/691, 20-50=-156/901,
19-50=156/901, 17-52=-1109/496,
52-53=11091496, 16-53=-11091496,
15-16=-11091496, 15-54=371/40,
54-55=371/40, 14-55=-371/40,
12-14=894/1022
WEBS
17-19=365311872, 7-19=-497/314,
27-28=33/415, 4-27=1351692,
5-23=-594/362, 6-22=0/295,
6-23=-786/1893, 6-19=-3163/1277,
9-15=-220/319, 15-19=-853/1137,
9-19=-2382/1577, 3-29=-374/165,
27-29=610/1832, 3-27=-263/355,
9-14=-567/1025
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h-15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; porch right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
5) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 452lb uplift at
joint 2, 2047 lb uplift at joint 17 and 582 Ib uplift at joint
12.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 239
Ib down and 249 Ib up at 7-0-0, 106 Ib down and 116
Ib up at 9-0-12, 106 Ib down and 116 Ib up at 11-0-12
,106 Ib down and 116 Ib up at 13-0-12, 106lb down
and 116 lb up at 15-0-12, 106 Ito down and 116 Ib up
at 17-0-12, 106 lb down and 116 lb up at 19-0-12,
118 Ib down and 129 Ib up at 21-0-12, 44 Ib down and
71 Ib up at 22-11-4, 44 Ib down and 71 Ib up at
24-11-4, 44 Ib down and 71 Ib up at 26-11-4, and 44
Ib down and 71 Ib up at 28-11-4, and 152 Ib down and
194 Ib up at 31-0-0 on top chord, and 311 Ib down
and 69 Ib up at 7-1-12, 84 It, down and 21 Ib up at
9-0-12, 84 Ib down and 21 Ib up at 11-0-12, 84 Ib
down and 21 Ib up at 13-0-12, 84 Ib down and 21 Ib
up at 15-0-12, 84 Ib down and 21 Ib up at 17-0-12, 84
Ib dawn and 21 Ib up at 19-0-12, 77 Ib down at
21-0-12, 145 Ib dawn and 139 Ib up at 22-11-4, 145 Ib
down and 139 lb up at 24-11-4, 145 Ib down and 139
Ib up at 26-11-4, and 145 Ib down and 139 lb up at
28-11-4, and 399 Ib down and 393 Ib up at 30-11-4 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: 1-4=60, 4-10=-60, 10-13=-60, 26-30=-14,
25-26=14, 20-24=-14, 18-21=14, 18-33=14
Concentrated Loads (Ib)
Job
Truss
Truss Type
Qty
Ply
A0280560
WRMSCM1560BlL
A14G
Hip Girder
1
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.cem Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 22 13:41:14 2019 Page 2
Odd _0OXyyT61Bi_TXoliwHHzetvK-DQceD W VTmBh4DPmwToQOzR6Dw5zDHL5mS2QXy1173
LOAD CASE(S)
Standard
Concentrated Loads (lb)
Vert: 4=-192(B) 8=-31(B) 10=-105(B) 28=311(B)
14=399(B) 22=-73(B) 6=-106(B) 36=106(B)
37=-106(B)38=-106(B)39=106(B)40=-106(B)
41=l18(B) 42=-31(B) 43=31(B) 44=31(B) 45=-73(B)
46=73(B) 47=-73(B) 48=-73(B) 49=-73(B) 50=-56(B)
52=145(B) 53=-145(B) 54=145(13) 55=-145(B)
Job
Truss
Truss Type
Qry
ply'
T.
A0280561
WRMSCM15601311-
B01G
Hip Girder
1
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com
IN
Run:6.2105 May is 2U16 Prim: a21u 5 May 162016 MIlex In0UMes, inc. InUAUg2Z1J:41:1b2U1U
4xa =
3x4 = 1.5x4 II e. - 3x4 = 46 _
LOADING (psf)
SPACING-
2-M
CSI.
DEFL.
in
(too)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.80
Vert(LL)
-0.11
6-8
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.93
Vert(CT)
-0.20
6-8
>999
240
BCLL 0.0 '
Rep Stress lncr
NO
WB 0.23
Horz(CT)
0.07
5
n/a
We
BCDL 7.0
Code FBC20171TP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP M 30 -Except'
T3: 2x4 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-9-1 oc
puriins.
BOTCHORD
Rigid ceiling directly applied or 6-7-1 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
5 =
1389/0-3-6 (min. 0-1-10)
2 =
1454/0-7-10 (min.0-1-11)
Max Horz
2 =
80(LC 8)
Max Uplift
5 =
-475(LC 9)
2 =
-502(LC 8)
Max Grav
5 =
1389(LC 1)
2 =
1454(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2594/887, 3-15=-2196/826,
15-16=2196/826, 4-16=-2196/826,
4-5=-2535/868
BOTCHORD
2-8=-763/2244, 8-17=763/2264,
17-18=-763/2264, 7-18=-763/2264,
6-7=-763/2264, 5-6=7022177
WEBS
3-8=-7/601, 4-6=-7/578
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-secondgust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 475 lb uplift at
joint 5 and 502 lb uplift at joint 2.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 239
lb down and 249 lb up at 7-0-0, 118 lb down and 129
lb up at 9-0-12, and 118lb down and 129 lb up at
10-3-4, and 239 lb down and 249 lb up at 124-0 on
top chord, and 311 lb down and 69 lb up at 7-M, 77
It, down at 9-0-12, and 77 lb down at 10-34, and 311
Ib down and 69 Ib up at 12-34 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 3-4=-60, 4-5=-60, 9-12=14
Concentrated Loads (lb)
Vert: 3=-192(B) 4=-192(B) 8=311(B) 6=311(B)
15=-118(B) 16=-118(B) 17=-56(B) 18>56(B)
Load Defi.=1/1a in
5
R
PLATES GRIP
MT20 2441190
Weight: 81 lb FT=10%
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_
Truss Type
Qty
Ply
�bMS�
A0280562
Hip
1
1
Job Reference o tional
A-1 ROOT I mSSea, YOn rlerca, FL J4 b. deslgn(OlaltmsS.com
6.00 FIT
4x4 =
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 22 13:41:16 2019
030
4x6 =1.5a4 11
46 x
5.6 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(Joe)
I/de0
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.65
Vert(L-)
-0.25
7-13
>929
360
TCDL 10.0
Lumber DOL
1.25
BC 0.82
Vert(CT)
-0.43
7-13
>525
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.14
-Horz(CT)
0.02
6
n/a
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP M 30 'Except-
T2:2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-3-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 6-11-6 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
6 =
699/0-M (min. 0-1-8)
2 =
789/0-7-10 (min. 0-1-8)
Max Horz
2 =
95(LC 12)
Max Uplift
6 =
-176(LC 13)
2 =
-215(LC 12)
Max Grav
6 =
699(LC 1)
2 =
789(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1012/619, 3-4=-806/675,
4-5=-806/675, 5-6=-1017/622
BOTCHORD
2-7=-394/806, 6-7=394/806
WEBS
4-7=-8/372
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed: end vertical left exposed;C-C for members
and forces 8. MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
pending.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 176 lb uplift at
joint 6 and 215 lb uplift at joint 2.
LOAD CASE(S)
Standard
0
4
4x6 =
Dead Load per. = 3/16 in
PLATES GRIP
MT20 244/190
Weight: 69 lb FT=10%
Job
Truss
Truss Type
City
Ply
I"
A0280563
WRMSCM1560BIL
B03
Common
2
1
Job Reference (ootionaD
A-1 K00T Imsses, rgn Viefna, r-L 39 . oeslgnigantnlss.com
'4
Kun:n.zius rmayiazutuvnnr.a.[Tusmayluzulumnex
44 =
4
3x4 = 5x8 = 4x4 =
LOADING(psf)
SPACING-
2-M
CSI.
DEFL,
in (loc)
Well
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.37
Ve it 1(
-0.14 7-13
>999
360
TCDL
10.0
Lumber DOL
1.25
BC 0.72
Vert(CT)
-0.27 7-13
>848
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.19
Horz(CT)
0.03 6
n/a
nla
BCDL
7.0
Code FBC2017/TPI2014
Matdx-MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-1-3 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 7-4-3 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
6 =
699/0-3-6 (min. 0-1-8)
2 =
789/0-7-10 (min. 0-1-8)
Max Horz
2 =
100(LC 12)
Max Uplift
6 - _
-180(LC 13)
2 =
-219(LC 12)
Max Grav
6 =
699(LC 1)
2 =
789(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-1175/797, 3-4=-866/597,
4-5=-863/595, 5-6=1159//82
BOTCHORD
2-7=-631/1022, 6-7=-610198.3
WEBS
4-7=-286/491, 5-7=328/363,
3-7=-364/386
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
-2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat 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) This truss has been designed for a 10.0 psf bottom
chord live load nonconcur ent 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 tallby2-0-0 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 180 lb uplift at
joint 6 and 219 lb uplift at joint 2.
LOAD CASE(S)
Standard
13:41
Dead Load Der. =118 in
fiR
PLATES GRIP
MT20 2441190
Weight: 84 lb FT=10%
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Job
Truss
Truss Type
OtY
Ply
A0280564
WRMSCM1560BlL
B04G
Half Hip Girder
1
1
Job Reference(optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com
Run: 8.210a May 182018
3x4 _ 1.0. II 414
LOADING(psf)
SPACING-
2-041
CSI.
DEFL.
in
(loc)
I/deft
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC
0.71
Ver
0.09
6-9
>999
360
TCDL
10.0
Lumber DOL
1.25
BC
0.58
Vert(CT)
-0.13
6-9
>999
240
BCLL
0.0 '
Rep Stress Incr
NO
WB
0.76
Horz(CT)
0.02
5
n/a
n/a
BCDL
7.0
Code FBC2017/iP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-1-0 oc
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 9-2-9 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
802/0-7-10 (min. 0-1-8)
5 =
1059/0-3-6 (min. 0-1-8)
Max Horz
2 =
166(LC 8)
Max Uplift
2 =
-264(LC 8)
5 =
-384(LC 5)
Max Grav
2 =
802(LC 1)
5 =
1059(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-1157/360, 4-5=-294/188
BOTCHORD
2-6=-377/959, 6-12=-377/980,
12-13=-377/980, 5-13=-377/980
WEBS
3-6=-8/626, 3-5=1170/453
NOTES-
1) Unbalanced roof live loads have been considered for
phis design
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
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 nonconcurrenl 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 2-0-0wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 264 lb uplift at
joint 2 and 384 lb uplift at joint 5.
7) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated loads) 260
lb down and 270 lb up at 7-0-0, and 118 lb down and
129 lb up at 9-0-12, and 120 lb down and 129 lb up at
10-10-12 on top chord, and 338lb down and 72 lb up
at 7-0-0, and 77 lb down at 9-0-12, and 78 lb down at
10-10-12 on bottom chord. The design/selection of
such connection device(s) is the responsibility of
others.
8) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (8).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-3=60, 3-4=60, 5-7=14
Concentrated Loads (lb)
Vert: 6=-338(F)3=-213(F) 10=-118(F) 11=-120(F)
12=-56(F)13=-57(F)
Inc. Thu Aug 2213:41:172019
Dead Load Defl. =1/16 in
PLATES GRIP
MT20 244/190
Weight: 57 lb FT=10%
Job
Truss
Truss Type
Oly
Ply
Jt
A02865
05
WRMSCM156OBlL
B05
Half Hip
1
1
Job Reference (optional)
s ..y
5x3 � 1.5x4 II
3 4
4x4 = 1.5x4 II 4y,4 =
Inc. Inu Aug eG 10:4I:10 Nle
Dead Load Deft. = 3116 In
a
LOADING(psf)
SPACING- 2-M
CSI.
DEFL.
in
(loc)
I/dell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.54
Vert(LL)
0.25
6-9
>566
360
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.82
Vert(CT)
-0.33
6-9
>425
240
BCLL 0.0
Rep Stress Incr YES
WB 0.30
Horz(CT)
0.01
2
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 60 It,
FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30 •Except•
T2: 2x4 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
puritns, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 7-5-2 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
527/0-7-10 (min. 0-1-8)
5 =
433/0-3-6 (min. 0-1-8)
Max Horz
2 =
207(LC 12)
Max Uplift
2 =
-137(LC 12)
5 =
-137(LC 12)
Max Grav
2 =
527(LC 1)
5 =
433(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-3=-434/146
BOTCHORD
2-6=-267/290, 5-6=-269/296
WEBS
3-6=49/323, 3-5=-572/520
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) This truss has been designed for a 10.0 psf bottom
chord live load 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 137 Ib uplift at
joint 2 and 137 lb uplift at joint 5.
LOAD CASE(S)
Standard
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�Wjnmyfav[I[ptiv NueBy[.v,eipmnp[ggA1 PaRT,maa�
Job
Truss
Truss Type
Qry
Ply
A0280566
WRMSCM1560B1L
B06
Monopitch
2
1
�J.bRefreroelmtl.nal)
A-1 Hoof TNSSeS,roa vieroe, hL d U46, mslgn(galtrumcgm
mum a.ziu s May ld ZUld Vnm: 6.21U S May Id ZUld Wax
1.Sx4 11
4
3x4 = 1.5x4 11 44 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/dell
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC
0.46
Vert(L-)
0.06
6-9
>999
360
TCDL
10.0
Lumber DOL
1.25
BC
0.33
Vert(CT)
-0.07
6-9
>999
240
BCLL
0.0
Rep Stress Incr
YES
WB
0.42
Horz(CT)
0.01
5
n/a
n/a
BCDL
7.0
Code FBC2017ITP12014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 8-1-5 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 =
527/0-7-10 (min. 0-1-8)
5 =
43310-3-6 (min. 0-1-8)
Max Horz
2 =
264(LC 12)
Max Uplift
2 =
-117(LC 12)
5 =
-200(LC 12)
Max Grav
2 =
527(LC 1)
5 =
433(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. -All forces 250 (Ib) or less except
when shown.
TOP CHORD
23=-605/196
BOT CHORD
2-6=-4811483, 5-6=-4811483
WEBS
3-5=-549/547
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B: Encl., GCpi=0.18; MWFRS (envelope) _
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces $ MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 117lb uplift at
joint 2 and 200 lb uplift atjoint 5.
LOAD CASE(S)
Standard
inc. nu Auq Z4id:41:id4Ulu
PLATES GRIP
MT20 2441190
Weight: 62lb FT = 10%
Job
Truss Type
:17
],Job
A0280567
WRMSCM156081L
CA
CJi
ComerJack
Reterence(ootionah
A-1 MWI rUeSes, ron rlerce, rL J4 O, aeslgnLa 1wss.MM
KUn.0.em5 May W<U10Vnn1:0.L1U5May fomlDMuexmausme5,mc. 1nu NUg�-LZAJAU<Um
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/defl
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL)
0.00
7
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.03
Vert(CT)
0.00
7
>999
240
BCLL 0.0
Rep Stress lncr
YES
WB 0.00
Horz(CT)
0.00
4
n/a
n/a
BCDL 7.0
Code FBC2017/TP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
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)
3 =
-5/Mechanical
2 =
181/0-7-10 (min. 0-1-8)
4 =
-21/Mechanical
Max Hom
2 =
42(LC 12)
Max Uplift
3 =
-5(LC 1)
2 =
-71(LC 12)
4 _
-21(LC 1)
Max Grav
3 =
12(LC 8)
2 =
181(LC 1)
4 =
20(LC 8)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 5 lb uplift at
joint 3, 71 lb uplift at joint 2 and 21 lb uplift atjoint 4.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 6lb FT=10%
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Job
Truss
Truss Type
Qty
Ply
A0286568
WRMSCM1560BlL
CJ3
Comer Jack
7
1
Job Reference o tlonal
A-i Koor i russes, ron rierce, rL :wsao, cesignLmanruss.com
Ken:b.Llus Mayiuzuiuvnnt:b.2lus Mayima ula MlleK
2x4 =
Inc. I nu A00 22
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/defl
Ltd
PLATES GRIP -
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL)
-0.00
4-7
>999
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.08
Vert(CT)
-0.01
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB, 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 7.0
Code FBC2017/1-P12014
Matrix -MP
Weight: 12 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-11-11 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
64/Mechanical
2 =
212/0-7-10 (min. 0-1-8)
4 =
23/Mechanical
Max Horz
2 =
82(LC 12)
Max Uplift
3 =
-43(LC 12)
2 =
-63(LC 12)
Max Grav
3 =
64(LC 1)
2 =
212(LC 1)
4 =
43(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp 8; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed; end vertical left ezposed;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
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 43 Ib uplift at
joint 3 and 63 lb uplift at joint 2.
LOAD CASE(S)
Standard
1
Job
Truss
Truss Type
Qty
Ply
A
A0280569
WRMSCM1560BIL
CJ3B
Comer Jack
1
1
Job Reference(optional)
A-1 Roof Trusses, Fort Pierce, FL 3494ti, eeslgn(gal Wss.com
p
Kun:a.Zlus Mayla2ula Pnnt:a.ZIUSMay Ia ZUIa MIleK
3x4 =
' LOADING(psf)
SPACING-
2-M
CSI.
DEFL. in
(loc)
Udell
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC 0.11
Vert(LL) -0.00
3-6
>999
360
TCDL
10.0
Lumber DOL
1.25
SC 0.10
Vert(CT) -0.00
3-6
>999
240
BCLL
0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00
2
n/a
n/a
BCDL
7.0
Code FBC2017ITP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-7-7 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
9510-3-6 (min. 0-1-8)
2 =
67/Mechanical
3 =
27/1VIechanical
Max Horz
1 =
52(LC 12)
Max Uplift
1 =
-13(LC 12)
2 =
-07(LC 12)
3 =
-1 (LC 12)
Max Grav
1 =
95(LC 1)
2 =
67(LC 1)
3 =
41(1-C 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=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 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 13 lb uplift at
joint 1, 47 lb uplift at joint 2 and 1 lb uplift at joint 3.
LOAD CASE(S)
Standard
InG InUAU0221J:41:ZU2U19
PLATES GRIP
MT20 2"1190
Weight: 8lb FT=10%
Job
Truss
Truss Type
Oty
Ply
A0288570
WRMSCM1560BIL
CJ31-
Comer Jack
2
1
Job Reference (optional)
A-1 ROot Irusses, ron Fierce, FL 34946, deslgn(fDaltruss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MMek Industries, Inc. Thu Aug 22 13:41:21 2019
LOADING(pst)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/dell
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Val
0.01
4-7
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.12
Vert(CT)
-0.01
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 7.0
Code FSC2017/iP12014
Matdx-MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-11-11 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
64/Mechanical
2 =
212/0-7-10 (min. 0-1-8)
4 =
23/Mechanical
Max Horz
2 =
82(LC 12)
Max Uplift
3 =
-43(LC 12)
2 =
-74(LC 8)
4 =
-29(LC 9)
Max Grav
3 =
64(LC 1)
2 =
212(LC 1)
4 =
43(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; porch left exposed;C-C for members and
forces 8 MWFRS for reactions shown; Lumber
OOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live loads
3) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to tmss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 43 lb uplift at
joint 3, 741b uplift at joint 2 and 29lb uplift at joint 4.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 12 to FT = 10
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QAea9e
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JawBBunIIDPEfi3W3
NInk X[Y£e EnBMeM4 CA 91615
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pneownaM1l RwtTrsps„
Truss
Truss Type
Oty
Ply
sob
A0280571
WRMSCM1560BlL
CJ5
Comer Jack
fi
1
Job Reference (optional)
A-1 rcoor 1 cusses, ron rierce, ru .warn, cesign0a iuuss.com nun: o.zru s may to zu ie rnm: o.znu s may is zuin mueK mpusmes, ma i nu Aug zz nsarn zuia
ID:Id_0OXyyT61Bi TXoliwHHzetvK-WnjHhves7La4zUoGNm2llKoT0laKMdjOiMei
YMC
4-11-11
LOADING(psf)
s SPACING-
2-M
CSI.
DEFL. in
(loc)
Well
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.37
Vert(LL) 0.04
4-7
>999
360
MT20 244/190
TCDL 10.0
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
We
me
BCDL 7.0
Code FBC2017fFPI2014
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 or 4-11-11 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)
3 =
122/Mechanical
2 =
27810-7-10 (min. 0-1-8)
4 =
48/Mechanical
Max Horz
2 =
123(LC 12)
Max Uplift
3 =
-81(LC 12)
2 =
-73(LC 12)
Max Grav
3 =
1221LC 1)
2 =
278(LC 1)
4 =
77(LC 3)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 81 Ib uplift at
joint 3 and 73 lb uplift at joint 2.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
OtY
Ply
A0280572
WRMSCM1560B1L
CJSA
Comer Jack
1
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 22 13:41:22 2019 Page 1
ID:Id_OOXyyT61 Bi_TXo 1jwHHzefvK-_zHfuFfUuf[xBeNTxTZGIXKgw8xJ54z9xOOTf3yl I6)
-1-4-0 4-2-0
1-" 4-2-0
I
2x4 =
42-0
LOADING(psf)
SPACING-
2-0-0
CS1.
DEFL
in
(loc)
I/deft
L/d
PLATES GRIP -
TCLL 20.0
Plate Grip DOL
1.25
TC 0.23
Vert(LL)
0.02
4-7
>999
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.18
Vert(CT)
-0.02
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MP
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 or 4-2-0 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 Installation guide.
REACTIONS. (lb/size)
3 =
99/Mechanical
2 =
� 250/0-7-10 (min. 0-1-8)
4 =
39/Mechanical
Max Horz
2 =
106(LC 12)
Max Uplift
3 =
-66(LC 12)
2 =
-68(LC 12)
Max Gmv
3 =
99(LC 1)
2 =
250(LC 1)
4 =
63(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. -All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces 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
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 fib lb uplift at
joint 3 and 68lb uplift at joint 2.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Oty
Ply
A0280573
WRMSCM1560BIL
CJSC
Comer Jack
1
1
Job Reference(optional)
-A-1 Roof Trusses, Fort Pierce, FL 34946, design@aft uss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 22 13:41:22 2019 Page 1
¢ ID:Id_OOXyyT61B=TXo1jwHHzefvK-_zHfuFfUufixBeNTxTZGIXKeW8uw54z9x0OTf3Al6x
477
4-7-7
314 =
4-7-7
4-7-7
' LOADING(psf)
SPACING-
2-M
CSI.
DEFL. in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.38
Vert(-L) 0.04
3-6
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.33
Vert(CT) -0.04
3-6
>999
240
BCLL 0.0 '
Rep Stress Iner
YES
WB 0.00
Horz(CT) -0.01
2
n/a
n/a
BCDL 7.0
Code FBC2017/rP12014
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 4-7-7 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
169/0-M (min. 0-1-8)
2 =
121/Mechanical
3 =
48/Mechanical
Max Horz
1 =
93(LC 12)
Max Uplift
1 =
-27(LC 12)
2 =
-83(LC 12)
Max Grav
1 =
169(LC 1)
2 =
121(LC 1)
3 =
74(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=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) . This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 27,I1b uplift at
joint 1 and 83 lb uplift at joint 2.
LOAD CASE(S)
Standard
r any w-s�aarr�rtases rsaiF��,rsueuu.5w+s.xuwmrmnscusmueatem'arin�vivM. iu,ae-m-+�..v ti�wv�+^�u+••i�e manr�D�o...-wrtDDl �+^e
t =�¢Y 6�➢F+� ro..el ta+knyee.IMWIXMMetl¢elmMiDD.m�-.A�atw'vfm g�pacL (a 9fTWb vAY OaM6A^^a�N SA0.R�.+�'J9^P)Pwvel mr1DD�,(rteMeaA JareIBOwJWPE6$6N
h nW� a.�y^viq,�WZLfMb�ibn�d¢r�reMi,u�>dMimMTn.n3nrh17<rvNc^+'%+aveC��S^A ��'D�^�a'+�Yfaku�wW rvn,v vpB�tisg.w+mt/��+�bW.aYer.. NMIONause F^4MuiW G3mm,5
o.rse. 1 awYv+�weuwaRaw�+bv. m.webusuD,ee�a6adA�ga�e.vamlc �rueu.mD+@mrwd�o.auvDm•uimM�e'cad�w na.uwenram?e+a.we.m.+.+wnvA�r� un gwoe abe.
.mseax+.q o�mwmem�o-wm rseaHwaaswtDDwa.w.��+trae�*neecmae�¢en,,,omuennYa+n��XDs�"aka¢Mrwa�nssenw.r.,..emYo.�z�.�+ewrxt' rv�rn.r n. �auiz..aa. x�,m.awsw
�¢...no ir+aaDelprN�4tia59 eg1MrMUm u.,�nm..,,mrunn.mwax+ast<cow.dwAea."Pm"..n°^aM.6o.Y...ane.n.Tatw'®q,'ss���xore�ac*rm orYa!mw96�=E^ma9�.r�ti� Dae oasv¢m¢
'Ga'+3a�®1MmA®Ntn+3alTai,: R'pyapt0'L'I6AYRv¢Tn¢yn-� ptrtlA¢Nvm�MMapY»m:pdEpWwpyfpg w'�Hn`OmnSvmnalN pa➢fT
Job
Truss
Truss Type
Oty
Ply
A028o574
WRMSCM156OBlL
CJSL
Comer Jack
2
FJbRefre,,
o tional
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altiuss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 22 13:41
3x4 =
LOADING(psf)
SPACING-
2-M
CSL
DEFL. in
(loc)
I/deft
Ud
PLATES GRIP '
TCLL 20.0
Plate Grip DOL
1.25
TC 0.49
Vert(LL) 0.10
4-7
>563
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.44
Vert(CT) 0.09
4-7
>648
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00
3
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MP
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 10-0-0 oc bracing.
MiTek recommends that Stabilizers and require
tl
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
122IMechanical
2 =
27810-7-10 (min. 0-1-8)
4 =
48/Mechanical
Max Horz
2 =
123(LC 12)
Max Uplift
3 =
-81(LC 12)
2 =
-102(LC 9)
4 =
-51(LC 9)
Max Grsv
3 =
122(LC 1)
2 =
278(LC 1)
4 =
77(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=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed; 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 2-0-0 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 81 It, uplift at
joint 3, 102 lb upliftatjoint 2 and 51 lb uplift atjoint 4.
LOAD CASE(S)
Standard
'm'n`
w.t�p�w�w.+f.�nae:se=.^rE+a�.at
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wfrr#.�•a+.n��a.ewem�v�aaYoeo�du.ara.x,e.>w�+?m,m.mo�5v..wn�maz�w �n��r>^�. �^sromam. mNywwaw+rw w+^r�a^sRa. .ora.:
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#IDim: `a+pLeb�.nvPHrs6eammM.eae No'aaerey�e vtlmam.,aaAceuicm0=�u.Hanm+denYmR%3 e^mwmu/fPlm9�`:fl rabnectafmC�.'.!sWa�w 'iawRtlNilme Rse+dTamC
N6�[N6n Trvn6N�.§�br+9m�tlA TNb Menfa9v�6MRl1`uf�muC, A6eG6p{Ce,6aclgwG.vP"/�n..9e`SKaP�V�b6�'.%�M"UReaY x+pN(RRlhi P1�B!M'W De%iFmi,�6YaM, Eh0�Pf6IN�0'.�Pi fA
S1SLWe Bhtl.
R�Svm.Raaere
OflR4RMB
uap19iW 1acsvRic6ha1njP41.�1gftDYf6A14m�irvEsn-jlpyrW¢tlntpp(A[miW.b"¢.j( .YAGi2iWMPaJ4ya+Wn`J.npamnMAY{ Trmc'
Die:
Job
Truss
Truss Type
Oty
Ply
A0280575
WRMSCM1560BlL
CJ6
Comer Jack
i
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 s May 18 2018 MTek Industries, Inc. Thu Aug 22 13:41:23 2019 Page 1
ID:Id_OOXyyT61Bi_TXolMHHzefvKS9rI6bf6fyg000yfVA4VgltnlYD5gXCJ9g70B Wy116w
-1-4-0 5-8-0
1-0-0 ~ 5-8-0
2x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.51
TCDL
10.0
Lumber DOL
1.25
BC 0.40
BCLL
0.0
Rep Stress Incr
YES
WE 0.00
BCDL
7.0
Code FBC2017/7P12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-8-0 oc
purins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
141/Mechanical
2 =
302/0-7-10 (min. 0-1-8)
4 =
56/Mechaniml
Max Horz
2 =
137(LC 12)
Max Uplift
3 =
-94(LC 12)
2 =
-77(LC 12)
Max Grav
3 =
141(LC 1)
2 =
302(LC 1)
4 =
89(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
3) . This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-M wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
DEFL. in (loc) I/defl L/d
Vert(LL) 0.07 4-7 >897 360
Vert(CT) -0.08 4-7 >803 240
Horz(CT) -0.00 3 n/a n/a
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 94 lb uplift at
joint 3 and 77 lb uplift at joint 2.
LOAD CASES)
Standard
PLATES GRIP
MT20 2441190
Weight: 20 lb FT=10%
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Job
Truss
Truss Type
Qty
Ply
_
A0280576
WRMSCM1560BlL
GE01
Monopitch Supported Gable
1
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@alhuss.com
Run: 8.210 s May 18 2018 Print: 8.210 a May 18 2018 MiTek Industries, Inc. Thu Aug 22 13:41:24 2019 Page 1
ID:xhtbvZpZyEOpo7r8?qWl ScymLmm MPQJxgkQGy4QyXr3ubkNyQ2oyf4Z SSOKtakyyll6v
2x4 i
1.5.3 II
LOADING(psf)
SPACING- 2-0-0
CS'.
DEFL.
in (loc)
Udefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.08
Vert(LL)
We -
We
999
MT20 2441190
TCDL 10.0
Lumber DOL 1.25 •
BC 0.03
Vert(CT)
We -
We
999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00
n/a
We
BCDL 7.0
Code FBC2017/TP12014
Matdx-P
Weight: 9 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 2-8-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
7112-8-0 (min. 0-1-8)
3 =
7112-8-0 (min. 0-1-8)
Max Horz
1 =
39(LC 12)
Max Uplift
1 =
-13(LC 12)
3 =
-33(LC 12)
Max Grav
1 =
71(LC 1)
3 =
71(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=4.2psf; h=15ft;
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) 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 requires continuous bottom chord bearing.
4) Gable studs spaced at 2-0-0 oc.
5) This truss has been designed for a 10.0 psf bottom
chord live load noncencurrent with any other live loads.
6)' This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-" 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 13 lb uplift at
joint 1 and 33 lb uplift at joint 3.
LOAD CASE(S)
Standard
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,LLiYdvs.mong•..q: s�tlwrfi+w+�®4THmu���+7^m wn�a.,.va+.,mN:o:.�Fw•mdw�.•�+abeam•anl�wkiM�arE�q.Ta+xrre.e.Tede.�!.�emmmx.wsrmm[,pq...ve�yma:- ea
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Job
Truss
Truss Type
Qty
Ply
A0280577
WRMSCM1560BIL
HJ7
Diagonal Hip Girder
3
1
Job Reference (optional) I
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1tmss.cem
Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 22 13:41:25 2019
3x4 = 1.5x4 11 3x4 =-
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(100)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.59
Vart(LL) �
-0.05
6-7
>999
360
TCDL 10.0
Lumber DOL
1.25
BC 0.53
Vert(CT)
-0.10
6-7
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.40
Horz(CT)
0.01
5
- n/a
n/a
BCDL 7.0
Code FBC20171TP120i4
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP Nc.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 I
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
159/1vlechanical
2 =
442/0-10-6 (min. 0-1-8)
5 =
274/Mechanical
Max Hoe
2 —
182(LC 4)
Max Uplift
4 =
-107(LC 4)
2 =
-180(LC 4)
5 =
-64(1-C 8)
Max Grav
4 =
159(LC 1)
2 =
442(LC 1)
5 =
274(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-1 1=734/174,11-12=-684/191,
3-12=-683/181
BOT CHORD
2-14=266/679,14-15=-266/679,
7-15=266/679, 7-16=-266/679,
6-16=266/679
WEBS
3-6=-717/281
NOTES-
1) Wind: ASCE 7-10; Vult--160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL--1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
3)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-fi-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 107lb uplift at
joint 4, 180 lb uplift at joint 2 and 64 lb uplift at joint 5.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 77
Ito down and 90 It, up at 14-9, 77 lb down and 90 lb
up at 1-4-9, 36 lb down and 41 lb up at 4-2-8, 36 lb
down and 41 lb up at 4-2-8, and 66 Ito down and88 lb
up at 7-0-7, and 66 lb down and 88 lb up at 7-0-7 on
top chord, and 12lb down and 40 lb up at 14-9, 12 lb
down and 40 lb up at 1-4-9, 161b down at 4-2-8, 161b
down at 4-2-8, and 30 lb down at 7-0-7, and 30 lb
down at 7-0-7 on bottom chord. The design/selection
of such connection device(s) is the responsibility of
others.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-60, 5-8=-14
Concentrated Loads (Ib)
Vert: 11=57(F=29, B=29) 13=74(F=-37, B=37)
14=46(F=23, B=23) 15=9(F=-4, B=-4)16=-56(F=-28
, B=-28)
PLATES GRIP
MT20 2441190
Weight: 43 lb FT=10%
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Job
Truss -
Truss Type
Oty
Ply
A0286578
WRMSCM158OBlL
HJ7A
Diagonal Hip Girder
1
1
J h Reference (ootionan
A-i Hoot I russes, Forteterce, FL 34946, design(gaibuss.com
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 22 1341:25 2019
3x4 = 1.5x4 II 3.4 ='
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 0.63
Vert(LL)
-0.05
6-7
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.59
Vert(CT)
-0.11
6-7
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WE 0.42
Horz(CT)
0.01
5
n/a
n/a
-
BCDL 7.0
Code FBC2017/TPI2014
Matrix -MS
Weight: 43 lb FT=10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
180/Mechanical
2 =
45310-10-7 (min. 0-1-8)
5 =
301/Mechanical
Max Horz
2 =
182(LC 4)
Max Uplift
4 =
-125(LC 4)
2 =
-185(LC 4)
5 =
-67(LC 9)
Max Gmv
4 =
180(LC 1)
2 =
453(LC 1)
5 =
301(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - Al forces 250 (lb) or less except
when shown.
TOP CHORD
2-11=-777/214, 11-12=-727/231,
3-12=-7261221
BOTCHORD
2-16=-2881720, 16-17=-2887720,
7-17=-2881720, 7-18=28SU20,
18-19=-2887720, 19-20=-2887720,
6-20=-2887720
WEBS
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=151t;
Cat. 11; Ecp 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 lost 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 125 He uplift at
joint 4, 185 Ib uplift at joint 2 and 67 lb uplift at joint 5.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 77
lb down and 90 lb up at 1-4-9, 77lb down and 90 He
up at 1-4-9, 36 lb down and 41 lb up at 4-2-8, 36 He
down and 41 lb up at 4-2-8, 54 lb down and 69 lb up
at 5-10-11, and 661b down and 88lb up at 7-0-7, and
76 lb down and 103 lb up at 8-0-2 on top chord, and
12 He down and 40 lb up at 1-4-9, 12 lb down and 40
lb up at 1-4-9, 16 lb down at 4-2-8, 16 lb down at
4-2-8, 24 Ib down at 5-10-11, and 30 lb down at 7-0-7
, and 40 lb down at 8-0-2 on bottom chord. The
designiselection 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==60_54=-14
Concentrated Loads (lb)
Veit: 11=57(F=29, B=29) 13=14(F) 14=37(13)
15=-56(F) 16=46(F=23, B=23) 17=9(F=4, B=-4)
18=19(F) 19=-28(B) 20=36(F)
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Job
Truss
Truss Type
Qty
Ply
r7
A0280579
WRMSCM1560B1L
HJ7L
Diagonal Hip Girder
1
1
�J.bRiafrence(optionaft
A-1 Roof Trusses, Fort Pierce, FL 34946. design@attruss.com
T
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 22 13:41:26 2019 Page 1
2x4 = 1AX4 11 JX4 =-
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.59
Vert(LL)
0.11
6-7
>999
36
MMT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.53
Vert(CT)
-0.10
6-7
>999
240
BCLL ,0.0
Rep Stress Incr
NO
WB 0.40
Horz(CT)
0.01
5
n/a
n/a
BCDL 7.0
Code FBC2017ITP12014
Matrix -MS
Weight: 43 lb FT =10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-M oc
pudins.
BOTCHORD
Rigid ceiling directly applied or 7-6-4 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 =
159/Mechanical
2 =
442/0-10-6 (min. 0-1-8)
5 =
274/Mechanical
Max Horz
2 =
182(LC 4)
Max Uplift
4 =
-110(LC 4)
2 =
-271(LC 4)
5 =
-229(LC 5)
Max Grav
4 =
159(LC 1)
2 =
442(LC 1)
5 =
274(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
2-11=734/451, 11-12=-684/468,
3-12=-683/462
BOT CHORD
2-14=-523/679,14-15=-523/679,
7-15=-523/679, 7-16=523/679,
6-16=-523/679
WEBS
3-6=-717/553
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; porch left exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurent 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 110lb uplift at
joint 4, 271 lb uplift at joint 2 and 229 lb uplift at joint 5.
6) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 77
lb down and 90 lb up at 1-4-9, 77 lb down and 90 lb
up at 1-4-9, 36 lb down and 41 lb up at 4-2-8, 36 lb
down and 41 lb up at 4-2-8, and 66 It, down and 88 lb
up at 7-0-7, and 66 lb down and 88 lb up at 7-0-7 on
top chord, and 51 lb down and 40 Ib up at 1-4-9, 51 lb
down and 40 to up at 1-4-9, 10 lb down and 40 lb up
at 4-2-8, 10 lb down and 40 lb up at 4-2-8, and 29lb
down and 71 lb up at 7-0-7, and 29 lb down and 71 lb
up at 7-0-7 on bottom chord. The design/selection of
such connection device(s) is the responsibility of
others.
7) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-60, 5-8=-14
Concentrated Loads (lb)
Vert: 11=57(F=29, B=29)13=-74(F=-37, B=37)
14=46(F=23, B=23) 15=-9(F=-4, B=4) 16=-56(F=-28
, B=28)
Job
Truss
Truss Type
Oty
Ply
A028E560
WRMSCM1560B1L
J7
Jack -Open
9
1
Job Reference o tional
0.4JUb IVIdy JO ZU Jo VIJFIL. 0.4 AU b IWay 104
U4=
I
i nu mug L m:rtizi zulu
Dead Load DeB. = 118 in
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 0.86
Vart(LL)
0.17
4-7
>478
360
MT20 2441190
TCDL 10.0
Lumber DOL
1.25
BC 0.64
Vert(CT)
-0.20
4-7
>413
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.01
3
We
n/a
BCDL 7.0
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
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 =
178/Mechanical
2 =
34910-7-10 (min. 0-1-8)
4 =
70/Mechanical
Max Hom
2 =
164(LC 12)
Max Uplift
3 =
-118(LC 12)
2 =
-85(LC 12)
Max Grav
3 =
178(LC 1)
2 =
349(LC 1)
4 =
111(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - Al 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=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ;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 is cuss has befo—r-a] a 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 118 Ib uplift at
joint 3 and 85 lb uplift at joint 2.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Ory
Ply
1�
A0280581
WRMSCM1560B1L
J7L
Jack -Open
5
1.
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, designLcOaltrussAom
b
Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industnes, Inc. Thu Aug 22 13:41:27 2019
4x4 = 3x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/deb
Lid
TCLL
20.0
Plate Grip DOL
1.25
TC 0.52
Vert(LL) 0.18
6-9
>460
360
TCDL
10.0
Lumber DOL
1.25
BC 0.54
Vert(CT) 0.15
6-9
>542
240
BCLL
0.0
Rep Stress Incr
YES
WB 0.19
Horz(CT) -0.00
6
n/a
n/a
BCDL
7.0
Code FBC20171TP12014
Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 6-1-2 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
91/Mechanical
2 =
34910-7-10 (min. 0-1-8)
6 =
159/Mechanical
Max Hoa
2 =
164(LC 12)
Max Uplift
4 =
-69(1-C 12)
2 =
-134(LC 9)
6 =
-125(LC 9)
Max Grav
4 =
91(LC 1)
2 =
349(LC 1) i
6 =
165(LC 3)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-323/338
BOTCHORD
2-6=-582/283
WEBS
3-6=-307/633
NOTES-
1) Wind: ASCE 7-10;.Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; porch left exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60. plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
3) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 69 lb uplift at
joint 4,134 lb uplift at joint 2 and 125 lb uplift at joint 6.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 30 lb FT = 10%
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'A1nk Xouss En9lnttf�MCP91615
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.^'vi
A=9�6TGRaQN/OWCW'PParF➢Pana rNoWaMBT00IDMY.epeLiWmdpuCtiv9,A baBudbniiaNlr�,r£J^N4,bn�mABG69G��MaWT%YW 68CPN`,eMenEtlfw'peM!m9mWWTGK2ERel6i2`{m[i1`AT^!?m:
AVAe(LZT,w64GiM.6A�➢`�S^iPOM.T!4yafMN'�nf:4WeY'cT.B�vlsdO&W.OY6 CON�6 MPbC���^�Th!ST�St4yb
RPerw.RNBK
WaaC.vCmnM?W W"mhvnMTM 6u9SN�4nHwirv4 Mr.?`-TN�A�9r FI��'.M fll
ytlYaa]VrmmSah6TbiT.R4f�gaY.iQ(A161r WNT,m�,-ALO�+hlmYbmitivlVlN:Fr: �APN.ONSwwi0wwr 9.HMOmpxuY,mYlfigRTNua'
10
Om: 062Y2010
Job
Truss
Truss Type
Cry
Ply
A0286582
WRMSCM1560BlL
JE T
Jack -Open
6
1
Job Reference (optional)
,I KocT I russes, ron rlercc, rL Sg , oesigntgallmss.com
i
3x4 =
muma2lus MayldzUld Pnnt:d.ziusmayld2Uld MIIeK
1.p4n
4
Inc. I nU
m
A
I�
13:41:262U19 Pagel
oaf2xDVoS2Jxontjyll6r
Dead Load Defl. =1/a in
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defi
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.34
Ve 1(LL)
0.22
6
>384
360
MT20 2441190
TCDL 10.0
Lumber DOL 1.25
BC 0.34
Vert(CT)
-0.23
6
>359
240
BCLL 0.0
Rep Stress lncr YES
WB 0.00
Horz(CT)
0.07
5
n/a
n/a
BCDL 7.0
Code FBC2017/rP12014
Matrix -MR
Weight: 27 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP 2400F 2.0E
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 = 166IMechanical
2 = 36010-7-10 (min. 0-1-8)
5 = 87/Mechanical
Max Horz
2 =
164(LC 12)
Max Uplift
4 =
-105(LC 12)
2 =
-78(LC 12)
5 =
-7(LC 12)
Max Grav
4 =
166(LC 1)
2 =
360(LC 1)
5 =
118(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=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
—2)Thistruss has be�esigned fora 10A 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 105lb uplift at
joint 4, 78 lb uplift at joint 2 and 7 lb uplift at joint 5.
LOAD CASE(5)
Standard
Job
Truss
Truss Type
Qty
Ply
1;
A0280583
WRMSCM1560BlL
TO6
Common
4
1
Job Reference(optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1 Wss.com Run: 8.210 s May 18 2018 Print: 8.210 s
p - ID:ld_0OXyyT61B
4.8 =
6.00 F12
2018 MiTek Industries, Inc. Thu Aug 22 13:41:29 2019
i.Sx4 II 3x8 = 1.5x4 II
3x8 =
1.24 9-0
M1-08 7-9-12 ]-774
H 6-74 P 12 �
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in
(too)
I/dell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.24
Vert(LL)
0.09
9-10
>915
360
MT20
244I190
TCDL 10.0
Lumber DOL
1.25
BC 0.38
Vert(CT)
0.07
9-10
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.09
Horz(CT)
0.00
9
Na
n/a
BCDL 7.0
Code FBC20171FP12014
Matrix -MS
Weight: 69 lb
FT =10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
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
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
10 =
41510-3-8 (min. 0-1-8)
9 =
415/0-3-8 (min. 0-1-8)
Max Hom
10 =
147(LC 11)
Max Uplift
10 =
-194(LC 8)
9 =
-129(LC 13)
Max Grav
10 =
415(LC 1)
9 =
415(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
3-4=-951251, 4-5=-951251
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult-160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed; porch left
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) 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 194lb uplift at
joint 10 and 129 lb uplift at joint 9.
LOAD CASE(S)
Standard
Job
Tmss
Truss Type
Oty
Ply
A028a584
WRMSCM1560BlL
TO6A
Common
1
1
LbRefere.m
(optional)
..-� ..wi uwaca, n �.=�uc, r� waw, uvayn ,Lain uuv.ww
4x,
nun: o.<m s may
4x8 =
6.00 12
3
o.ziusmayro<uiumuexmausmes,mc. fnu Hugz<1s:ai:[uzuiv
h
1.5x4 II
3x8 = 1.5x4 II
Us =
1-24
9da
1 M 1-08
11
7-&12
8
8-7.8
NA-2
0. 12
U
-08
Plate Offsets (X Y)--
14:0-0-00-0-01 t5:0-0-00-0-01
LOADING(psf)
SPACING- 2-M
CSI.
DEFL. in
(loc) I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.19
Vert(LL) 0.09
7-8 >900
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.37
Vert(CT) 0.07
7-8 >999
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.09
Horz(CT) -0.00
7 n/a
n/a
BCDL 7.0
Code FBC2017ITP12014
Matrix -MS
Weight: 65 lb
FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlms, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
MTek recommends that Stabilizers and required
cross. bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
8 =
322/0-3-8 (min. 0-1-8)
7 =
32210-3-8 (min. 0-1-8)
Max Horz
8 =
135(LC 11)
Max Uplift
8 =
-98(LC 9)
7 =
-155(LC 9)
Max Gmv
8 =
322(LC 1)
7 =
322(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. -All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-129/283, 3-4=-129/283
WEBS
2-8=-208/305,4-7=-208/304
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp, B; EncL, GCpi=0.18; MWFRS (envelope)
and-C-LF enor(2 zone; can " evle—r left a-ndrig1t--
exposed ; end vertical left and right exposed; porch right
exposed;C-C for members and forces 8 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 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 98 lb uplift at
joint 8 and 155 lb uplift at joint 7.
LOAD CASE(S)
Standard
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&sraYi'r �"q'.,a4naoemeuim4 WensaaNNxxww wTm.o.a7n9,mm�nW h-+WawaeW4m'�fo�w�,ase4amo�^e+e��`afasga>aYr�^v^�leT^a.im ^Yt� .ieretaouumvE smos
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'tmaa-sa+u�...:mr..anmr.�e�,pas:msnaR+manss:.-nitro.ao®.mvaw^axnu:w.n.a+waw..,mm a.eQ•®.mwsrma�un:` PY 5""e'w FA " ose. aerzsrzols
Job
Truss
Truss Type
City
Ply
'!
A0280585
WRMSCM1560BIL
T06SGE
Common Structural Gable
1
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.cem
fs
LOADING(psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
10.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
7.0
Code FBC2017/fP12014
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
pur ins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
10 =
41510-3-8 (min. 0-1-8)
9 =
415/0-3-8 (min. 0-1-8)
Max Horz
10 =
147(LC 11)
Max Uplift
10 =
-194(LC 8)
9 =
-129(LC 13)
Max Grav
10 =
415(LC 1)
9 =
415(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
3-0=-95/251, 4-5=-95/251
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=i 60mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed; porch left
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MTek
4x8 =
6.00 1-2
3.8 = 3x8 =
2< 9-0e
108 1-e-12 1-11-8
1-0a H sl-s a 1z�
CSI.
DEFL
in (loc)
Well
Ud
TC 0.24
Vert(LL)
0.09 9-10
>915
360
BC 0.38
Vert(CT)
0.07 9-10
>999
240
WB 0.09
Horz(CT)
0.00 9
n/a
n/a
Matrix -MS
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/fPl 1.
4)All plates are 1.5x4 MT20 unless otherwise
indicated.
5) Gable studs spaced at 2-0-0 oc.
6) This truss has been designed for a 10.0 psi bottom
chord live load nonconcurrent with any other live
loads.
7) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 194 lb uplift at
joint 10 and 129 lb uplift at joint 9.
LOAD CASE(S)
Standard
Inc. Thu Auq 2213:41:30 2019
PLATES GRIP
MT20 244/190
Weight: 84 lb FT=10%
Job
Truss
Truss Type
Oty
Ply
A0286586
WRMSCM1560BIL
VM08
Valley
1
i
Job Reference o tional
1. rtoot 1 tosses, ton ne w, rL 09 , ee51gnLwaleYss.com KUn: a.41U S May 10 ZUla rnnl: 0.21U s May la 2Ulb M11 eK MOUSmeS, Inc. I nU AUg ZZ 1J:41:JU ZU19
3x4 =
9
3x4 =
3
4
2x4 1.5x4 II
LOADING(psf)
SPACING-
2-M
CSI.
DEFL. in (loc)
I/deg
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.54
Vert(LL) We -
n/a
999
MT20 244/190
TCDL 10.0
Lumber DOL
1.25
BC 0.22
Vert(CT) n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT) -0.00 4
n/a
n/a
BCDL 7.0
Code FBC2017frP12014
Matdx-R
Weight: 20 lb FT = 10%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-OA oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. fib/size)
1 = 193/5-11-8 (min. 0-1-8)
4 = 19315-11-8 (min. 0-1-8)
Max Horz
1 = 70(LC 12)
Max Uplift
1 = -46(LC 12)
4 = -58(LC 9)
Max Grev
1 = 193(LC 1)
4 = 193(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Unbalanced roof live loads have been considered for
this design. -
2) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3)-Provide adequate drainage to prevent water pon ing.
4) Gable requires continuous bottom chord bearing.
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-U 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 461b uplift at
joint 1 and 58lb uplift at joint 4.
LOAD CASE(S)
Standard
Job
Truss
Truss Type
Qty
Ply
A0280587
WRMSCM156081L
VM10
Valley
1
1
Job Reference (optional)
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. Thu Aug 22 13:41:31 2019 Pagel
rxID:Id_00XyyT61Bi_TXoliwHHzefvK-DiK3nKl7mQqfmO2BzsEN9RCCin1Vi8FU7v3RU2y1I6o
8-0-0
8-0-0
4
P
O
2x4 i
1.5x4 II
1.5x4 II
4
1.5%4 II
" LOADING(psf)
SPACING-
2-2
CSI.
DEFL.
in (loc)
I/defi
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.23
Vert(LL)
n/a -
n/a
999
TCDL 10.0
Lumber DOL
1.25
BC 0.11
Vert(CT)
n/a -
n/a
999
BCLL 0.0 '
Rep SVess Incr
YES
WS 0.12
Horz(CT)
0.00
n/a
n/a
BCDL 7.0
Code FBC20171TPI2014
Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
89/7-11-8 (min. 0-1-8)
4 =
111/7-11-8 (min. 0-1-8)
5 =
33577-11-8 (min. 0-1-8)
Max Horz
1 =
147(LC 12)
Max Uplift
4 =
-51(1-C 12)
5 =
-155(LC 12)
Max Grav
1 =
89(LC 1)
4 =
111(LC 1)
5 =
335(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
1-2=-275/117
WEBS
2-5=-272/418
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psF, h=15ft;
Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom
chord live load 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 51 lb uplift at
joint 4 and 155 lb uplift at joint 5.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 31 lb FT=10%
Truss Type
Oty
PlyA028(1588
��M—S—CM1560BiL
VM12
Valley
1
1
Job Referenceo tiona0
A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1buss.com
2x4 i
Run: 8.210 s May 18 2018 Pnnt: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 22 13:41:31 2019 Page 1
ID:Id_OOXyyT61Bi_TXoljvHHzefvK-DiK3nK17mOgfmOZBz EN9RCBJnOZi7?U?v3RU2yll6o
5
1.5x4 II
1.5x4 II
3
4
1.5x4 II
LOADING(psf)
SPACING-
2-M
CSI.
DEFL.
in (loc)
I/deft
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.31
V t(LL)
n/a -
n/a
999
TCDL 10.0
Lumber DOL
1.25
BC 0.17
Vert(CT)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.14
Horz(CT)
0.00 4
n/a
n/a
BCDL 7.0
Code FBC2017/TPI2014
MatnxS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0.oc
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
12419-11-8 (min. 0-1-8)
4 =
14519-11-8 (min. 0-1-8)
5 =
414/9-11-8 (min. 0-1-8)
Max Hom
1 =
188(LC 12)
Max Uplift
4 =
-67(LC 12)
5 =
-190(LC 12)
Max Grav
1 =
124(LC 1)
4 =
145(LC 1)
5 =
414(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=-314/128
WEBS
25=-330/474
NOTES-
1) Wind: ASCE 7-10;
Vasd=124mph; TCDI
h=1
and C G Extenor(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom
chord live load noncancurrent 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 67 lb uplift at
joint 4 and 190 lb uplift at joint 5.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 40 lb FT=10%
Job
Truss
Truss Type
Ory
Ply
T
A0280589
WRMSCM1560BlL
VM14
Valley
1
1
Job Reference (optional)
A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com
It
Run: 8.210 s May 18 2018 Prim: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 22 13:41:32 2019 Page 1
ID:ld OOXyyT61Bi_TXoljwHHzefvK-hutR?gmlXjzWOA8OXZIcheIK4AKnRZvdEZp?OUyll6n
12-0-0
12-M
1.5x4 II
3
3x4 i 5 6 4
1.5x4 II 1.5x4 II
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Udefl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC
OA4
Vert(LL)
n/a -
Na
999
TCDL 10.0
Lumber DOL
1.25
BC
0.30
Vert(CT)
n/a. -
n/a
999
BCLL 0.0 '
Rep Stress Incr
YES
WB
0.16
Horz(CT)
0.00 4
We
n/a
BCDL 7.0
Code FBC2017/TPI2014
Matrix-S
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
puriins, 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
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
1 =
153/11-11-8 (min. 0-1-8)
4 =
174/11-11-8 (min.0-1-8)
5 =
503111-11-8 (min. 0-1-8)
Max Horz
1 =
229(LC 12)
Max Uplift
4 =
-81(LC 12)
5 =
-232(LC 12)
Max Grav
1 =
153(LC 1)
4 =
230(LC 19)
5 =
503(LC 1)
FORCES. (Ib) -
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=-363/149
WEBS
2-5=-402/545
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft;
Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 pat bottom
chord live load nonconcument with any other live loads.
4) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members, with BCDL =
7.Opsf.
5) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 81 Ib uplift at
joint 4 and 232 lb uplift at joint 5.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 48111 FT=10%
JUNE 20, 2019 1 TYPICAL HIP / KING JACK CONNECTION I STDTL01 t
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
CORNERSET GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 175 mph, ASCE
7-10, Exp. B, C up to 60' Mean Roof Height
and Exposure D up to 30' Mean Roof Height.
Attach King Jack w/ (3) 16d Toe
,Nails @ TC & BC
Attach End Jack's I Attach Corner Jack's
w/ (4) 16d Toe Nails @ TC w/ (2) 16d Toe Nails @ TC &
& (3) 16d Toe Nails @ BC N-
(Typ)
0
ttach Corne
/ (2) 16d T
@ TC & BC
J.rc�9Mt�PE 9M�
tMde XWse BpYnfrLq W 91815
ft9 RUN.
19,0
.. Yu 012YAt9
FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 3494
772409-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
I' - 3' MAX.
DIAG. BRACE
AT 1/3 POINTS
IF NEEDED
IT IS THE RESPONSIBILITY OF THE BLDG.
DESIGNER OR THE PROJECT ENGINEER/ARCHITECT
TO DESIGN THE CEILING DIAPHRAGM AND ITS
ATTACHMENT TO THE TRUSSES TO RESIST ALL
OUT OF PLANE LOADS THAT MAY RESULT FROM
THE BRACING OF THE GABLE ENDS.
HORIZONTAL BRACE
(SEE SECTION A -A)
TRUSSSES
24' O.C.
2X6 DIAGONAL BRACE SPACED 4B'
O.C. ATTACHED TO VERTICAL WITH
(4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - 10d COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
V/ (2) - 16d NAILS (MIN.).
PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
\ BRACE AND THE TWO TRUSSES ON
\EITHER SIDE AS NOTED. TOENAIL
\ BLOCKING TO TRUSSES WITH (2) -
\ 10d NAILS AT EACH ENO. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d COMMON WIRE NAILS.
19:I1`1.3"
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, GRACE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL
NAILING SCHEDULE:
- FOR WINO SPEEDS 120 MPH (ASCE 7-98, 02, 05), 159 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (J31'
X 3') NAILS SPACED 6' O.C.
- FOR WIND SPEEOS•GREATER 120 MPH (ASCE 7-99, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
(13l'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM).
STRUCTURAL
GABLE TRUST
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI
BRACING METHODS SHOWN ON PAGE 1 ARE VALID
AND ARE TO BE FASTENED TO THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED
STUDS. TRUSSES WITHOUT INLAYED /
STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE
TRUSS /
---I—ORAL
TRUSS
_�U
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.
DULY 17, 2017 STANDARD PIGGYBACK TRUSS
,l6 ,LILIl ..TI. &I -All 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
DRAWING FOR UPLIFTS.
NOTE: THIS DETAIL IS VALID FOR ONE PLYTRUSSES 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' OZJ A PURLIN
TO BE LOCATED AT EACH BASE TRUSS JOINT.
ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8'
TEE -LOCK MULTIUSE 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.
.ramaani.ncevms
WMN XWYEipNHNp W 91616
MSINLuge B'W.
p.PWa.R91NB
am BYtY1010
JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED 1 STDTL05
u
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
VALLEY TRUSS
(TYPICAL)
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6' O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
DETAIL A
P 12
SEE DETAIL'A'
BELOW (TYP.)
GENERAL SPECIFICATIONS:
1. NAIL SIZE =3'X0.131'=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 NOS -01.
7. VALLEY STUD SPACING NOT TO EXCEED 48'O.C.
BASETRUSSES
VALLEY TRUSS
(TYPICAL)
ATTACH 2X4 CONTINUOUS k2
SYP TO THE ROOF W/ TWO USP
WS45 (1/4' X 4.5) 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 6112
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24' O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
Jua19MI�PE YNJB
wxb xous. xymren�a w 31615
FL Pbm, GL.49,8
OM: p42yM19
FEBRUARY 5, 2018
TRUSSED VALLEY SET DETAIL
(`�11911111*I6
A-1 ROOF TRUSSES
4461 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-0091010
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6' O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
ATTACH 2X4 CONTINUOUS 42
SYP TO THE ROOF W/TWO USP
WS3 (1/4- X 3-) WOOD SCREWS
INTO EACH BASE TRUSS.
DETAIL A
(NO SHEATHING) N.T.S.
GENERAL SPECIFICATIONS:
1. NAIL SIZE =3'X 0.131'=10d
2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM)AND SECURE PER DETAIL
'A'.
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS:
5. BASE TRUSS SHALL BE DESIGNED WITH A PURMN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
6. NAILING DONE PER NOS -01.
7. VALLEY STUD SPACING NOT TO EXCEED 48'O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3112 MAXIMUM 6112
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24- O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
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(HIGH WIND VELOCITY)
STDTL07
u
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ATTA(
WIND DESIGN PER ASCE 7-98, ASCE 7
WIND DESIGN PER ASCE 7-10: 170 MPI
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:'
MAX TOP CHORD TOTAL LOAD = 50 PSI
MAX SPACING = 24' O.C. (BASE AND VP
SUPPORTING TRUSSES DIRECTLY UNL�.. .,
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF Z -10' ON AFFECTED
TOP CHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPFS SPECIES LUMBER
NON -BEVELED
BOTTOM CHORD
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
MAXIMUM 6/12 PITCH NON -BEVELED
BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6/12 (MAXIMUM
12/12 PITCH)
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FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL I STDTL08
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD,
FORT PIERCE, FL 3494
772-409.1010
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/Uld NAILS, 6' D.C.
VER'
STU[
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
VERTICAL
2X6 SP OR SPF
STUDVBRACE
#2 DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED G' OZ.
(2) IDd NAILS
INTO 2X62X6
SP OR
SPF #2
2X4 SP OR
SPF 42L
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
W/(4) - 10d NAILS
DIAGONAL BRACE 4' - 0' O.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
12 PROVIDE 2X4 BLOCKING BETWEEN
Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED.
TOENAIL BLOCKING TO TRUSSES
* WITH (2) - IDd NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
**
(4) Ed NAILS MINIMUM,
3X4= PLYWOOD SHEATHING TO
2X4 STO SPF BLOCK
* DIAGONAL BRACING ** L - BRACING REFER
va
REFER TO SECTION A -A TO SECTION B-B 24' MAX.►I
NOTE:
/
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
/
2- CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO
12' MAX:
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
SYSTEM.
4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
BETTER WITH ONE ROW OF lOd NAILS SPACED S' O.C.
5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT 4' - 0' D.C.
S. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
WITH 15d NAILS SPACED -S' O.C. HORIZONTAL BRACE TO BE LOCATED AT
THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
STUDS WITH (3) IDd NAILS THROUGH 2X4 (REFER TO SECTION A -A)
7. GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240.
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG.
BRACE
BRACE
AT 1/3
S. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPEPOINTS
TRUSSES. IF
NEEDED
10. IDd AND 16d NAILS ARE 0.13l'X3.0- AND 0131'X35' COMMON WIRE NAILS
RESPECTIVELY.
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIB/ALSC.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
VITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE
(2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4SP#31STUD
12'0.C.
3-&10
5&ll
6&11
11.1-13
2X4SP#31STUD
16'0.C.
3-3-10
4-9-12
6&11
9.10.15
2X4SP931STUD
24'0.C.
2-8-6
3.11-3
5-4-12
8-1-2
2X4 SP #2
12'0.C.
3-10.15
5&l1
6&ll
11.8-14
2X4 SP#2
16'0.C.
3&11
4.9-12
6&ll
10-8-0
2X4 SP#2
24'O.C.
3-14
3-11.3
6.2-9
9.3-13
DIAGONAL BRACES OVER 6' - 3- REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH IDd NAILS 6. O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
ROOF
SHEATHING
(2) - SOd
NAILS
'TRUSSES 0 24' O.C.
2X6 DIAGONAL BRACE
SPACED 48' D.C. ATTACHED
TO VERTICAL WITH (4) -
16d NAILS, AND ATTACHED
TO BLOCKING WITH (5) -
IOd NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
ENO WALL
MEAN ROOF HEIGHT= 30 FEET
)SURE B OR C
:7.10 190MPH
ITION OF LOAD INCREASE: 1.60
FEBRUARY 17, 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 90% OF WEB LENGTH.
THIS DETAIL NOT TO BE USED TO CONVERT T—BRACE / I —BRACE WEBS TO
CONTINUOUS LATERAL BRACED WEBS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2XB
10d
6- O.C.
NOTE NAIL ALONG ENTIRE LENGTH OF T—BRACE / ]—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
2XB
2XB T—BRACE
2X8 I —BRACE
BRACE
SIZE FOR TWO-PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T—BRACE
2X4 1—BRACE
2X6
2X6 T—BRACE
2X6 I —BRACE
2X8
2X8 T—BRACE
2XB 1—BRACE
T—BRACE / I —BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS NAILS
WEB
NAILS WEB
I -BRACE T-BRACE
SECTION OETAILS
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FEBRUARY17,2017 1 LATERAL BRACING RECOMMENDATIONS I STDTL10
r
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET
ALONG A FLOOR TRUSS.
ILI
C, NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
X1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW.
4461 ST. LUCIE BLVD.
FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
772-09-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
INSERT WOOD SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (00 NOT
USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d
TO TOP CHORD NAILS (0131' X 3') C\NAILS (0131' X 3'). ATTACH TO VERTICAL
\ r NAILS
WITH (3) -
NAILS (0131' 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 CHORE] NAILS (0131' X 30
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 f3) - IDd
NAILS (0131' X 3')
TRUSS 2X6 4' - 0' WALL
STRONGBACK r
(TYPICAL SPLICE) � (BY OTHERS)
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0.216' DIA1
INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (DO NOT
USE DRYWALL TYPE SCREWS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - D' AND FASTEN WITH (12) -
10d NAILS (0131' X 39 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
4461 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
NOTES:
1. TDE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 450 WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS
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 NDS 2001 (LB/NAIL)
DIA
SP
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
z
.135
93.5
85.6
74.2
72.6
63.4
0
J
in
.162
108.8
99.6
86.4
84.5
73.8
ri
.128
74.2
67.9
5B.9
57.6
50.3
z
p
.131
75.9
69.5
60.3
59.0
51.1
N
.148
81.4
74.5
64.6
63.2
52.5
1
Mi
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 115:
3 (NAILS) X 845 (LB/NAIL) X LAS (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.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
SIDE VIEW ...
(2X4) 3 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.00'
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30' TO 60'
45.000
FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDR12
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE. FL 34946
772409-1010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
TOE -NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA.
SP
DF
HF
SPF
SPF-S
LD
.131
59
46
32
30
20
Z
O
J
.135
60
48
33
30
20
.162
72
58
39
37
25
J
F
(,
.128
54
42
26
27
19
0Z
Z
.131
55
43
29
28
19
LU
.148
62
48
34
31
21
J
in
J
N
Q
M
Z
.120
51
39
27
26
17
0
Z
.128
49
38
26
25
17
0
.131
51
39
27
26
17
0
.148
57
44
31
28
20
M
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER END AS SHOWN.
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION.
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES TOP PLATE
FOR WIND DOL OF 133:
3 (NAILS) X 37 (LB/NAIL) X 133 COOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO
FOR WIND DOL OF 1.60.
3 (NAILS) X 37 (LB/NAIL) X 1.GD IDOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LBS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
*as USE (3) TOE -NAILS ON 2X4 BEARING WALL
*of USE (4) TOE -NAILS ON 2X5 BEARING WALL
NEAR SIDE
FAR S1
IE
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-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
1.0 A 14
2x2 NAILER ATTACHMENT
GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
7-10, 29'-0" Mean Height, Exp. B, C or D.
April 11, 2016
TYPICAL ALTERNATE BRACING DETAIL
FO EXTERIOR FLAT GIRDER TRUSS
STDTL14
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
(4) 12d
TRUSS 2411 o.c.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
12
VARIES
(4) 12d
MAX 30" (21-611)
2x6 #2 SP (Both Faces)
2411 O.C.
SIMPSON H5
Jw BL m mm
N1We Hwv Bg rlryL/.]1815
uStflLu@W
RGun,RN91]
Db: OZtaTI]
FEBRUARY 17, ZOi7 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15
DAMAGED OR MISSING CHORD SPLICE PLATES
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
iY
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK
X
(INCHES)
MAXIMUM FORCE (LBS) 15% LOAD DURATION
SP
OF
SPF
HF
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
20
30
24'
1706
2559
1561
2342
1320
1980
1352
2028
26
39
3D'
2194
3291
2007
3011
1697
2546
1738
2608
32
48
36'
2681
4022
2454
3681
2074
3111
2125
3187
38
57
42'
3169
4754
2900
4350
2451
3677
2511
3767
44
66
Q.
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 2XG) SPACED 4' O.C. AS SHOWN (131' DIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE.
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C
Ilk
• lOd NAILS NEAR SIDE
+ IOd NAILS FAR SIDE
THE LOCATION OF THE BREAK MUST BE GREATER
THE REQUIRED X DIMENSION FROM ANY PERIMETER
AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
L THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
ODES 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.
-9
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THAN OR EQUAL TO
BREAK OR HEEL JOINT
(SEE SKETCH ABOVE).
FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTL16
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34945
772-409.1010
TRUSS CRITERIA:
LOADING: 40-1D-D-10
DURATION FACTOR: 115
SPACING: 24' D.C.
TOP CHORD: 2X4 OR 2XG
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION
NOTES:
1. ATTACH 2X_SCAS (MINIMUM S2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (148' DIA. X 3') SPACED S' O.C.
2. THE 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 WITK-TRUSSES-(SPANS-LESS THAN -4D9-SPACED 24' D.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PSF.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.
11
Lumber design values are in accordance with ANSI7TPI 1-2014 section 6.3
A-1 ROOF These truss designs rely on lumber values established by others.
TRUSSES
A FLORIDA CORPORATION
RE: Job WRMSCM1560B1L
,No.
Seal #
Truss Name
Date
37
A0280583
T06
8/22/19
38
A0280584
T06A
8/22119
39
A0280585
T06SGE
8122119
40
A0280586
VM08
8/22119
41
A0280587
VM10
8/22119
42
A0280588
VM12
8/22/19
43
A0280589
VM14
8122/19
44
STDL01
STD. DETAIL
8122/19
45
STDL02
STD. DETAIL
8122119
46
STDL03
STD. DETAIL
8/22119
47
STDL04
STD. DETAIL
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