RC-16-970 (2)BUILDING
PERMIT APPLICATION
Miami Shores Village
Building Department ; 16
10050 N.E.2nd Avenue, Miami Shores, Florida 33138--
Tel: (305) 795-2204 Fax: (305) 756-8972
INSPECTION LINE PHONE NUMBER: (30S) 762-4949 (�
FBC 20 I q "
Master Permit No. -Rc 16 _ j o
Sub Permit No.
❑ BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION [:]RENEWAL
❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION M SHOP
'' `` ,.1 j,,nn CONTRACTOR DRAWINGS
JOB ADDRESS: I o 4 N' W. 1 V g N
j 2A ,
City: Miami Shores County: Miami Dade Zip: 3-31 S-0
Folio/Parcel#: I I - 31 Q I r d 22 ` O I SO Is the Building Historically Designated: Yes NO X
Occupancy Type: IL Load: Construction Type: Flood Zone: BFE: FFE:
OWNER: Name (Fee Simple Titleholder): 1 r I�-�= Yy� (1v Phone#:
=g(0• 35 /0
Address: S V_'- L& t
City:
Tenant/Lessee Name:
Email:
CONTRACTOR: Company Name:
Address:
State: Zip:
Me
City: State:
hone#:
hone#:
Qualifier Name: Phone#:
State Certification or Registration #:
Certificate of Competency M
DESIGNER: Architect/Engineer: Phone#:
Address: City: State: Zip:
Value of Work for this Permit: $ ��' Square/Linear Footage of Work:
Type of Work: � Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition
Description of Work: -Tcoc,5e5
Specify color of color thru tile:
Submittal Fee $
Scanning Fee $
Permit Fee $ CCF $_
Radon Fee $ DBPR $
Technology Fee $ hhcD ,�T�raining/Education Fee $
Structural Reviews $Vy
CO/CC $
Notary $ �5. 6-3
Double Fee $
Bond $
TOTAL FEE NOW DUE $ I( b- 00
(Revised02/24/2014)
Bonding Company's Name (if applicable)
Bonding Company's Address
City
State
Mortgage Lender's Name (if applicable)
Mortgage Lender's Address
City
State
Zip
Zip
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating
construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS,
FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC.....
OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all
applicable laws regulating construction and zoning.
"WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY
RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND
TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING
YOUR NOTICE OF COMMENCEMENT."
Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must
promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person
whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site
for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the
inspection will not�beApproved and a reinspection fee will be charged.
Signature Signature
WNER or AGENT CONTRACTOR
The foregoing instrument was acknowledged before me this
1 G day of Q=el ;]� 20 � by
1 W0 , who is personally known to
me or who has produced
d who did take an oath.
NOTARY
Sign:_
Print:
The foregoing instrument was acknowledged before me this
day of
as me or who has produced
20 by
who is personally known to
identification and who did take an oath.
NOTARY PUBLIC:
Sign:
Print:
Seal: y^YtirvY r . 't'v v lrw -r'w..w �: ..
Q�prvp� Notary Public State of Florida Seal:
Ik
Sindia Alvarez
My commission FF 156750 �.
�Fp Expires 0910312018 w
as
APPROVED BY Plans Examiner Zoning
lf� Structural Review Clerk
(Revised02/24/2014)
• � < �� WwOr
Fort Dallas Truss Company, LLC.
7035 SW 44th ST
;FOR DALLAS Miami, FL 33155
R U S S Tel: (305) 667-6797
COMPANY 4t.0Fax: (305) 667-0592
Re: 17110: PATINO RESIDENCE :•..:.
• ......
Site Information: Project Customer: H C M DEVELOPMENT INC. Job Name: PATlg� Rl!SIDEWE•• . •
•
Lot/Block: Subdivision : ••••.. •.•.••
Site Name: 104 NW 102 ST. ••���. •
• ..... Site Address: 000000 00•0
MIAMI SHORES St: FL Zip: •••.•• ""•
:00:0:
00 • ....:.
.• •:
General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show
Special Loading Conditions):
Design Code: FBC2014/TP12007 Design Program: 8.00 Jan 15.20'16 Roof Load: 55.0 psf Floor Load: N/A
Wind Code:ASCE7-10 C-C for members and forces & MWFRS for reactions Wind Speed: 175 mph
This package includes 23 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No.
Date
Truss ID#
Seal#
1
10/03/17
CJ8
A0018928
2
10/03/17
CA
A0018929
3
10/03/17
J2
A0018930
4
10/03/17
14
A0018931
5
10/03/17
AA
A0018932
6
10/03/17
J5
A0018933
7
10/03/17
J6
A0018934
8
10/03/17
J6A
A0018935
9
10/03/17
J7
A0018936
10
10/03/17
VA
A0018937
11
10/03/17
J76
A0018938
12
10/03/17
J7C
A0018939
13
10/03/17
J8
A0018940
14
10/03/17
J8A
A001894
15
10/03/17
T1
A0018?4
16
10/03/17
T2
AOO 1 8043A D
17
10/03/17
T3
A0018. 4
18
10/03/17
T4
A00189
19
10/03/17
TG1
A0018946
20 1
10/03/17
V11
A0018947
No.
Date
Truss ID#
Seal#
21
10/03/17
V15
A0018948
22
10/03/17
V19
A0018949
23
10/03/17
V23
A0018950
;UcTURAL REVI
)ROVED
The truss drawing(s) referenced above have been prepared
under my direct supervision based on the parameters by
Arch. or ENG of Record using MiTek 20/20 software.
Truss Design Engineer's Name: Jose Martinez, P.E.
24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509)
NOTE: The seal on these drawings indicate acceptance of
professional engineering responsibilty for the truss
components shown.
A— r-- I
L:F im.tzt�
DA#--
T _ 3 Z017
010
e0001 MARTINEZ, P-t-
Consulting Engineer Civil/Structural
24 E. 5th Street
Hialeah, FL 33010
Phone.(305) 667-6797
(Florida P.E. 031509)
Page 1 of 1 Engineers Name Date
Fort Dallas Truss Co. LLC.
7035 SW 44 St.
To:
Delivery
Miami, FL. 33155
H C M DEVELOPMENT INC.
Job Nmnber: 17110
(305) 667-6797 Fax: (305) 667-0592
1074 NW 47 ST.
MIAMI, FL 33127
Page: 1
Date: 10/03/17 16:41:00
Project: PATINO RESIDENCE Block No:
Model: Lot No:
Contact:
Site:
Office:
D TO:
04 N
104 NW 102 ST.
Account No: 095300831
Designer: / : • • 0: 0
• •
Name:
Phone:
(305) 401-4750
Salesperson:* MON?ANO • • • • •
Fax:
MIAMI SHORES, FL
0'0IsUlg
Quote Number: 4. • • • • •
P.O. Number: • • • • •
Profile:
Qty:
Truss Id:
Span:
Truss Type:
Slope
LOH
ROH
• • • • •
• • • • • •
08-04-00
oAII fl�go'02 •
�'� �
•••••
1
CJ8
DIAGONAL HIP
2.43,
• •
'
••••�•
2X4/2X4
••••••
• •
•
09-01-01
OA 41it: 02 -0 6-08 • • • • • •
• • • • •�
1
CJ9
DIAGONAL HIP
2.93
• • • •
•
2X4/2X4
" • ••• •
•
�•••••
—
02-07-14
OA Ilght 00-11-13 • •
3
2
J2
CORNERJACK
3.00
2X4/2X4
I
04-03-03
OA Fight: 0 1 -04-10
4
J4
CORNER JACK
3.00
2X4/2X4
1
04-11-11
OA Ilght: 01-07-08
5
J4A
CORNER JACK
3•I4
1-- —1
2X4/2X4
05-05-00
OA Iight: 01-08-02
6
2
JS
CORNER JACK
3.00
-'` ---7
2X4/2X4
I
06-07-05
OA Ilght-. 02-00-10
7
J6
JACK -PARTIAL
3.14
2X4/2X4
I
06-00-12
�
OA Fight: 01-07-12
8
J6A
JACK -PARTIAL 3,tq
�F
2X4/2X4
07-02-06
OA light-. 02-01-07
9
I
J7
JACK -PARTIAL
3.00
2X4/2X4
1
07-10-04
OA Ilght: 02-03-07
10
.17A
JACK -PARTIAL
3.00
I
2X4/2X4
07-08-08
OA Hght 02-04-02
11
J7B
JACK -PARTIAL
3.14,
2X4/2X4
07-01-15
OA Hght 02-02-06
I
J7C
JACK -PARTIAL
3.14
12
2X4/2X4
08-06-02
OA Ilght 02-05-06
��—
I
J$
JACK -PARTIAL
3.00
13
_
2X4/2X4
=�
08-03-02
OA Hght 02-05-13
I
J8A
JACK -PARTIAL
3,14
14
2X4/2X4
26-06-00
I
OA light: 03-00-07
15
T1
ROOF SPECIAL
3,pp
2X4/2X4
26-06-00
OA Hght 03-06-05
16
T2
2X4/2X4
25-02-00
ROOF SPECIAL
3.00
1—
OA I lght 03-09-10
17
2 T3
2X4/2X4
05-09-00
COMMON
3.00
OA Hght 01-01-14
18
T4
ROOF SPECIAL
3.03
2X4/2X4
(1)2-Ply
26-06-00
OA I Ight: 02-06-09
2
TG1
2X4/2X6
ROOF SPECIAL
3.00
19
Fort Dallas Truss Co. LLC.
7035 SW 44 St.
To:
Delivery
Miami, FL. 33155
H C M DEVELOPMENT INC.
Job Number: 17110
(305) 667-6797 Fax: (305) 667-0592
1074 NW 47 ST.
Page: 2
Project: PATINO RESIDENCE Block No:
MIAMI, FL 33127
Date: 10/03/17 16:41:03
Model: Lot No:
Contact:
Site:
_
Office:
Deliver To:
104 NW 102 ST.
Account No: 095300831
Designer: • / • • • • .
Salesperson:• LC1 MON'1'ANO
• •. • •
Name:
Phone:
(305) 401-4750
Fax:
MIAMI SHORES, FL
Quote Number:• • • • •
P.O. Number: 0 • • • • •
'
•
Profile:
Qty:
Truss Id:
Span:
Truss Type:
Slope
LOH
ROH
• • • •
• • • ...
•
11-09-01
•
OA H4r4 16(ylUO •
.....
- -
1
Vl l
GABLE
3.00
• '
• • • �Q•
2X4/2X4
• • • •
15-09-01
OA Hint-. 0 1 -4 1 -10 •...:.
• • • 2.1•
V15
2X4/2X4
VALLEY
3.00
• • • '
" • ••• •
•
�••••�
19-09-01
OA Hglit: 02-05-10 • •
22
1
V19
2X4/2X4
GABLE
3.00
23-09-01
OA 11gnt: 02-11-10
23
V23
2X4/2X4
VALLEY
3.00
The truss drawing(s) referenced above have been prepared
under my direct supervision based on the parameters by
MARTINEZ, P.E.
Arch. or ENG of Record using MiTek 20/20 software.
JOSE
CivillStructural
Consulting Engineer
24 E. 5th Str et
Truss Design Engineer's Name: Jose Martinez, P.E.
Hialeah, F 01
24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509)
Phone-(3
(Flor' 09)
NOTE: The seal on these drawings indicate acceptance of��
�G� `�
_
professional engineering responsibilty for the truss
components shown.
gineers Name
Date
17110 I CJ8
FORT DALLAS TRUSS CO. LLC., MIAMI, FL., Tony Sierra
' F —
Plate
Diagonal Hip Girder
4-8-3
1-7-8 4-8-3
1-4 3-0-11
1 11
Job Reference_(o tional)_
8.000 s Jan 15 2016 MiTek Industrie
16TVoCQFeTW U6xA7xycRkf-D6?I i WZMH4bwb2
i — 8-4-0
3-7-13
A0018928
3:43:01 2017 Paqe 1
••••2x411
•••:
Scale = 1:15.7
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/deft
Lid
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.00
TC 0.48
Vert(LL)
0.05
5
>999
360
MT20 2441190
TCDL 15.0
Lumber DOL
1.33
BC 0.67
Vert(TL)
-0.13
1-5
>712
180
BCLL 0.0
Rep Stress Incr
NO
WB 0.32
Horz(TL)
0.02
4
n/a
nla
BCDL 10.0
Code FBC2014ITP12007
(Matrix)
Weight: 35 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/size) 4=613/Mechanical,1=32510-9-14 (min. 0-1-8)
Max Horz 1=152(LC 4)
Max Uplift4=-388(LC 4), 1=-166(LC 4)
Max Grav 4=613(LC 1), 1=348(LC 13)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-4-12 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 7-0-6 oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1125/566
BOT CHORD 1-6=-68911086, 5-6=-689/1086, 5-7=-68911086, 4-7=-689/1086
WEBS 2-5=0/288, 2-4=-11281715
NOTES-
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections. -
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 388 lb uplift at joint 4 and 166 lb
uplift at joint 1.
6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord, nonconcurrent with any other live loads.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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=1.33, Plate Increase=1.00
Trapezoidal Loads (plf)
Vert: 1=-8(F=41, B=41)-to-3=-188(F=-49, 13=49), 1=-2(F=9, B=9)-to-4=-42(F=-11, B=-11)
17110 ICJ9
Diagonal Hip Girder
411-7-7
4 1--10
Scale=1:17.0
3x4 11
6 3
2.9312
••••.•
3x4,
••
•
4, •
•
2
• • • • • •
0000
• • • • • •
•
T1
••••••
•
• •
W3
••••••
••••
•
•••••
••••
•••••
W2•••
•
81
LJi
� i
•
3x4 = 7
8 • •
•
• •
5
• • •
4
••••••
2x4
• •
••
3x8 11
5x6 =
1-5-0 4-11-7
9-1-1
1-5-0 ' 3-6-6
_
4-1-10
Offsets (X,lr)-- [1:0.0-4,Edge], 1[ .0-4-10,0_0-2],_[4:0.3-0,0-2-12]
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(foe)
I/deft
Ud
TCLL 30.0
Plate Grip DOL
1.00
TC 0.57
Vert(LL)
0.05
1-5
>999
360
TCDL 15.0
Lumber DOL
1.33
BC 0.69
Vert(TL)
-0.13
1-5
>766
180
BCLL 0.0
Rep Stress Incr
NO
WB 0.39
Horz(TL)
0.02
4
nla
n/a
BCDL 10.0
Code FBC2014ITP12007
(Matrix)
PLATES GRIP
MT20 244/190
Weight: 39 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-9 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-9-10 oc bracing.
WEDGE
Left: 2x4 SP No.3
REACTIONS. (Ib/size) 4=731/Mechanical, 1=385/0-8-9 (min. 0-1-8)
Max Horz 1=215(LC 4)
Max Uplift4=-464(LC 4), 1=-188(LC 4)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1186/561, 3-4=-313/272
BOT CHORD 1-7=-736/1131, 5-7=-736/1131, 5-8=-736/1131, 4-8=-736/1131
WEBS 2-5=01303, 2-4=-1121/729
NOTES-
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left exposed ; Lumber DOL=1.33 plate grip DOL=1.33
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 464 lb uplift at joint 4 and 188 lb
uplift at joint 1.
6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord, nonconcurrent with any other live loads.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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=1.33, Plate Increase=1.00
Trapezoidal Loads (plf)
Vert: 1=-8(F=41, B=41)-to-3=-205(F=-57, B=-57), 1=-2(F=9, B=9)-to-4=-45(F=-13, B=-13)
17110
3x8 11
. • • .
46 •
Scale =1:7.7
z-U-U
2-0-0
1 2-7-14
0-7-14
Plate Offsets (X,Y)-- [1:0-4-8L0-0-2], [1:0.0-4,Edge)
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in
(loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.27 Vert(LL) -0.00
1-3 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.26 Vert(TL) -0.02
1-3 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00
2 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix)
Weight: 10 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 2-7-14 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/size) 2=102/Mechanical, 3=23/Mechanical, 1=124/0-8-0 (min. 0-1-8)
Max Horz 1=57(LC 5)
Max Uplift2=-93(LC 5), 1=-65(LC 5)
Max Grav 2=102(LC 1), 3=223(LC 14), 1=256(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 2 and 65 lb
uplift at joint 1.
6) This truss has been designed for a moving concentrated load of 200.O1b dead located at all mid panels and at all panel points
along the Bottom Chord, nonconcurrent with any other live loads.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
O�
17110—
FORT DAL
LOADING (psf)
TCLL
30.0
TCDL
15.0
BCLL
0.0
BCDL
10.0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEDGE
Left: 2x4 SP No.3
0
3x4 —
1-4-0
SPACING-
2-0-0
Plate Grip DOL
1.00
Lumber DOL
1.33
Rep Stress Incr
YES
Code FBC2014ITP12007
Corner Jack 1 1
_ Job Reference (optional)
8.000 s Jan 15 2016 MITek Industries, Inc. Tue Oct 33164'
I D:_gUZB86TVoCQFeTWU6xA7xycRkf-AV7V7CadphrertUQE6?3kffh85n4Lw?d
4-3-3
4-3-3
2
3.00 r12 4
0
•
T1
•••••• ••••
•
B1
l• .
4
• • • 3
3x8 11
A0018931
Scale = 1:9.6
•� •••
•
•
•
• Q •
•
1-8-0
4-3-3
0-4-0
_
2-7-3
CSI.
DEFL. in
floc) I/deft L/d
PLATES GRIP
TC 0.79
Vert(LL) -0.01
1-3 >999 360
MT20 2441190
BC 0.52
Vert(TL) -0.10
1-3 >448 180
WB 0.00
Horz(TL) -0.00
2 n/a nla
(Matrix)
Weight: 15 lb FT = 0%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-3-3 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=174/Mechanical, 3=39/Mechanical, 1=213/0-8-0 (min. 0-1-8)
Max Horz 1=91(LC 5)
Max Uplift2=-158(LC 5), 1=-113(LC 5)
Max Grav 2=174(LC 1), 3=239(LC 14), 1=297(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 2 and 113 lb
uplift at joint 1.
6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord, nonconcurrent with any other live loads.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
ruSS
rUSS Type
ty
Ply — H C M DEVELOPMENT INC
A0018932'
17110
J4A
Corner Jack
1
1
Job Reference o optional)
_7
FORT DALLAS TRUSS CO LLC., MIAMI, FL., Tony Sierra
8.000 s Jan 15 2016 MiTek Industries, Inc. Tue Oct 0316:43:04 2017 Page 1
ID:
_gUZB86TVoCQFeTWU6xA7xycRkf-ehhtKYbFa?—VS03cnqWI GtCt8V4G4N FmmOXLwYyX4Qb
i
_4-11-11
4-11-11
Scale = 1:10.8
4 2
3.14 F12
• I
Ve •.
00*000
• •
T1
•••••• •.•• •�••••
• n
° ;••••
1
•••• • •••••
r
•••••• • •••••
•i •
•
••+••• •
3x6=
5
• • 3 ••••�• ••••••
• • • • +
3x8 11
1-4-0 1-8-0
4.11-11
_ 1-4 0 0 4 0 '
_
3-3-11
Plate Offsets (X,Y)-- [1:0-0-4,Edge], [1:0.0-4,_Edge1__
LOADING (psf) SPACING- 2-0-0 CSI.
T
DEFL. in
(loc) I/dell Lld PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.71
Vert(LL) -0.03
1-3 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.65
Vert(TL) -0.18
1-3 >309 180
BCLL 0.0 Rep Stress Incr YES WB 0.00
Horz(TL) -0.00
2 nla n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix)
L
Weight: 17 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 31
TOP CHORD
Structural wood sheathing directly applied or 4-11-11 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/size) 2=206/Mechanical, 3=46/Mechanical, 1=25210-8-0 (min. 0-1-8)
Max Horz 1=111(LC 5)
Max Uplift2=-187(LC 5), 1=-133(LC 5)
Max Grav 2=206(LC 1), 3=246(LC 14), 1=314(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Corner(3) 0-4-0 to 4-6-15, Exterior(2) 4-6-15 to 4-10-15 zone; cantilever
left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 187 lb uplift at joint 2 and 133 lb
uplift at joint 1.
6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord, nonconcurrent with any other live loads.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
ob Truss russ ype
17110 J5 Corner Jack
FORT DALLAS TRUSS CO.LLC., MIAMI, FL., Tony Sierra
q
3x4 =
1-4-0
2
ID:_gUZB86T
5-5-0
3.00 V2
3x4 � 2
T1
3
•
sees
s• • s•••
••e••• sees
•
•••es• •
�/ ••s• • •
1 • • seeps*
•••• •
sees•• •
5 • • • •
•••4e••
•• • ••• •
3x4 =
5-5.0
3-9-0
— -
—
F
—
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Ildefl
L/d
TCLL 30.0
Plate Grip DOL
1.00
TC 0.89
Vert(LL)
-0.04
1-4
>999
360
TCDL 15.0
Lumber DOL
1.33
BC 0.74
Vert(TL)
-0.24
1-4
>252
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
3
n/a
n/a
BCDL 10.0
Code FBC20141TP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
SLIDER Left 2x4 SP No.3 2-2-13
PLATES GRIP
MT20 244/190
Scale = 1:11.0
sees••
•
•
•
sees••
•••••
•
sees•
sees••
•
•
•
sees••
sees••
w •
Weight: 20lb FT=0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=226/Mechanical, 4=50/Mechanical, 1=276/0-8-0 (min. 0-1-8)
Max Horz 1=116(LC 5)
Max Uplift3=-204(LC 5), 1=-147(LC 5)
Max Grav 3=226(LC 1), 4=250(LC 14), 1=326(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 204 lb uplift at joint 3 and 147 lb
uplift at joint 1.
6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord, nonconcurrent with any other live loads.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
17110 IJ6 IJack-Partial 1 1
Job Reference
• FORT DALLAS TRUSS CO. LLC., MIAMI, FL., Tony Siena 8.000 s Jan 15 2016
3-8-2 6-7-5 -- — --i
3-8-2 2-11-3
1-4-0 3-8-2 6-7-5 _
1-4-6 ' 2-4-2 2-113
Plate
LOADING (psf)
SPACING-
2-0-0
TCLL
30.0
Plate Grip DOL
1.00
TCDL
15.0
Lumber DOL
1.33
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2014ITP12007
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
SLIDER Left 2x4 SP No.3 1-6-0
CSI.
TC 0.43
BC 0.44
WB 0.33
(Matrix)
DEFL. in (loc) Ildefl
Vert(LL) 0.02 7 >999
Vert(TL) -0.06 1-7 >999
Horz(TL) 0.01 6 n/a
BRACING -
TOP CHORD
BOT CHORD
REACTIONS. (lb/size) 4=109/Mechanical, 6=237/Mechanical, 1=33910-8-0 (min. 0-1-8)
Max Horz 1=148(LC 5)
Max Uplift4=-93(LC 5), 6=-129(LC 5), 1=-180(LC 5)
Max Grav 4=109(LC 1), 6=320(LC 14), 1=354(LC 15)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-6411687, 2-3=-596/698
BOT CHORD 1-9=-8611585, 7-9=-861/585, 7-10=-861/585, 6-10=-8611585
WEBS 3-7=01262, 3-6=-6211913
A0018934
Scale = 1:13.0
L/d PLATES GRIP
360 MT20 244/190
180
n/a
Weight: 28 lb FT = O%
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 6-3-8 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Corner(3) 0-4-0 to 4-6-15, Exterior(2) 4-6-15 to 6-6-9 zone; cantilever left
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 4,129 lb uplift
at joint 6 and 180 lb uplift at joint 1.
7) This truss has been designed for a moving concentrated load of 200.011D dead located at all mid panels and at all panel points
along the Bottom Chord, nonconcurrent with any other live loads.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
cuss
runsType
yly
HC M DEVELOPMENT INC.
�171
J6A
Jack -Partial
1
A001893510
1
Job Reference optional)
LOADING (psf)
TCLL 30.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
ID:_gUZB86TVoCQFeTWU6xA7xc......G....,...7tw;Wv ncB„T,y. 4..?. uLVugc O.,W...jw5W,Ho.iYCoD:mS
tyrXa eQYi
I
2-10-7
_cIu?Xu
4-8-7 5-2-13 6-0-12
2-10.7
1-10-0-0-6-6 i 0-9-14
4x5 = 0.80 12 Scale = 1:12.7
•
3.14 12
3 • • �•4••
•— •— a • • • • • •
•• i2 ••• •
•
2x411 ••��_•__—•��•• •
• ••••••
T1
•
••• • • ••••••
•••••• • •
••• •
W2 ••• W3 •••• • •
1
• • • • • • •
• • •
•
3x6=
7 9 •• • •� • ••••••
3x4 = • • • •
8
3x4 = 5
3x8 .I
1-4-0
2-10-7
6-0-12
1-4-0
1-6-7
3-2-5
i-4,Edge], [1:0-0-4,EdRel
_
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/deft L/d PLATES GRIP
Plate Grip DOL 1.00
TC 0.71
Vert(LL) 0.02 7 >999 360 MT20 2441190
Lumber DOL 1.33
BC 0.74
Vert(TL) -0.05 6-7 >999 180
Rep Stress Incr YES
WB 0.18
Horz(TL) 0.00 6 n/a n/a
Code FBC2014/TP12007
(Matrix)
Weight: 26 lb FT = O%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-1-4 oc bracing.
REACTIONS. (lb/size) 4=58/Mechanical, 6=257/Mechanical,1=309/0-8-0 (min. 0-1-8)
Max Horz 1=114(LC 5)
Max Uplift4=-49(LC 5), 6=-150(LC 5), 1=-168(LC 5)
Max Grav4=58(LC 1), 6=325(LC 18), 1=340(LC 19)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
TOP CHORD 1-2=-624/768, 2-3=-618/897
BOT CHORD 1-8=-912/579, 7-8=-912/579, 7-9=-351/217, 6-9=-351/217
WEBS 2-7=-195/450, 3-7=-680/489, 3-6=-310/502
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Corner(3) 0-4-0 to 4-8-7, Exterior(2) 4-8-7 to 6-0-0 zone; cantilever left
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
3) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 4, 150 lb uplift
at joint 6 and 168 lb uplift at joint 1.
8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord, nonconcurrent with any other live loads.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
r17110
— rusa — russ ype
J7 Jack -Partial
. FORT DALLAS TRUSS CO. LLC., MIAMI, FL., Tony Sierra
7-2-6
3-2-7
Scale = 1:13.7
1-4-0 3 11-15 .7-0-14 7-2-
1 3_0-15
1__ r4•n_n A C.d.-..l I..n w o n n n� rr.n n n n• n�
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) I/deft L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.00
TC 0.77
Vert(LL) -0.02
6 >999 360
MT20 2441190
TCDL 15.0
Lumber DOL
1.33
BC 0.91
Vert(TL) -0.08
1-6 >999 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.27
Horz(TL) 0.01
5 n/a nla
BCDL 10.0 1
Code FBC2014ITP12007
(Matrix)
Weight: 29 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-11-9 oc bracing.
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
REACTIONS. All bearings Mechanical except (jt=length)1=0-8-0.
(lb) - Max Horz 1=153(LC 5)
Max Uplift All uplift 100 lb or less at joint(s) 3 except 5=-148(LC 5), 1=-199(LC 5)
Max Grav All reactions 250 lb or less at joint(s) 3 except 5=335(LC 14), 5=269(LC 1), 1=372(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-761/564
BOT CHORD 1-8=-703/706, 6-8=-7031706, 6-9=-703/706, 5-9=-7031706
WEBS 2-6=0/268, 2-5=-744/741
NOTES-
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except
(jt=lb) 5=148, 1=199.
7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord, nonconcurrent with any other live loads.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
17110 J7A Jack -Partial 11 1 A0018937
� Job Reference (optional� _
FORT DALLAS TRUSS CO. LLC., MIAMI, FL., Tony Sierra 8.000 s Jan 15 2016 MiTek Industries, Inc. Tue Oct 0316:43:08 2017 Page 1
ID:
_gUZB86TVoCQFeTWU6xA7xycRkf-WSwOAveleDUxxeMOOgbERj N ei6Ur07tM heVZ3JyX4Q)
4-3-14 7-10-4
43-14 -T 3-6-6
3.00 12 8
3x4
3
3x4
2
1
131
�i
3x4 = 9
3x4 =
W1
72x4 'I
10
1-4-0 4-3-14 7-10-4
1-4-0 2-11-14 3-6-6
Plate Offsets (X,)O-- [1:0-5-3,0-1-8],[6:0-2-0,0-1-8]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.02 7 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.54 Vert(TL) -0.10 1-7 >891 180
BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.01 6 n/a nla
BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight: 32 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-6 oc bracing.
WEBS 2x4 SP No.3
SLIDER Left 2x4 SP No.3 1-7-2
REACTIONS. (lb/size) 4=128/Mechanical, 6=286/Mechanical, 1=408/0-8-0 (min. 0-1-8)
Max Horz 1=167(LC 5)
Max Uplift4= 1IO(LC 5), 6=-155(LC 5),1=-218(LC 5)
Max Grav 4=128(LC 1), 6=345(LC 14), 1=408(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-8361593, 2-3=-790/602
BOT CHORD 1-9=-744/773, 7-9=-744/773, 7-10=-744/773, 6-10=-744/773
WEBS 3-7=0/279, 3-6=-813/783
NOTES-
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.O.psf bottom chord live load nonconcurrent with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except
at --lb) 4=110, 6=155, 1=218.
7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord, nonconcurrent with any other live loads.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
o russ russ ype
17110 J713 Jack -Partial
• FORT DALLAS TRUSS CO. LLC., MIAMI, FL., Tony Sierra
4-2-12
4-2-12
5x6 =
U.000 s Jan 151U1
ID:_g UZB86TVoCQFeTWU6xA7xycRkf-_fU mN
3-5-13 —�
1 4 0 4-2-12 7-8-E
1-4 0 2-10-12 3-5-1
Plate Offsets (X,Y)-- [1:0-3-14,Edge], [6:0-1-13,0-1-8]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d
TCLL 30.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) 0.03 7 >999 360
TCDL 15.0 Lumber DOL 1.33 BC 0.52 Vert(TL) -0.09 1-7 >950 180
BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.01 6 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
SLIDER Left 2x4 SP No.3 1-6-14
A001
Scale=1:15.1
•
•
•
+ N
4
• • '
o •
PLATES GRIP
MT20 2441190
Weight: 32 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 5-11-2 oc bracing.
REACTIONS. (lb/size) 4=126/Mechanical, 6=280/Mechanical, 1=400/0-8-0 (min. 0-1-8)
Max Horz 1=172(LC 5)
Max Uplift4= 109(LC 5), 6=-153(LC 5), 1=-212(LC 5)
Max Grav4=126(LC 1), 6=342(LC 14), 1=400(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-7931782, 2-3=-746/793
BOT CHORD 1-9=-969/728, 7-9=-969/728, 7-10=-969/728, 6-10=-969/728
WEBS 3-7=0/278, 3-6=-769/1023
NOTES-
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Corner(3) 0-4-0 to 4-6-15, Exterior(2) 4-6-15 to 7-7-12 zone; cantilever
left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except
Qt=lb) 4=109, 6=153, 1=212.
7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord, nonconcurrent with any other live loads.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
o russ russ ype City Ply M DIJ7CJack.Partial 1 JHC
Job Ref
FORT DALLAS TRUSS CO. LLC., MIAMI, FL., Tony Sierra 8.000 s Jan
3-11-7 7-1-15
1-4-0
3-11-7
7-1-15
1-4-0
2-7-7
3-2-8
Plate Offsets (X,Y)--
[1:0-3-14,Edgej, [6:0-1-13,0-1-81
_ _
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
TCLL 30.0
Plate Grip DOL 1.00
TC 0.51
Vert(LL)
0.02
7
>999
360
TCDL 15.0
Lumber DOL 1.33
BC 0.48
I
Vert(TL)
-0.07
1-7
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.35
Horz(TL)
0.01
6
nla
n/a
BCDL 10.0
Code FBC2014ITP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
SLIDER Left 2x4 SP No.3 1-6-0
A0018939
Scale = 1:14.3
i�
0
..... o
•0000
•...•
...00
PLATES GRIP
MT20 244/190
Weight: 30 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-1-2 oc bracing.
REACTIONS. (lb/size) 4=117/Mechanical, 6=259/Mechanical,1=370/0-8-0 (min. 0-1-8)
Max Horz 1=160(LC 5)
Max Uplift4=-101(LC 5), 6=-141(LC 5), 1=-196(LC 5)
Max Grav4=117(LC 1), 6=331(LC 14), 1=370(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-718/739, 2-3=-672/749
BOT CHORD 1-9=-919/657, 7-9=-919/657, 7-10=-919/657, 6-10=-919/657
WEBS 3-7=O/270, 3-6=-695/972
NOTES-
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Corner(3) 0-4-0 to 4-6-15, Exterior(2) 4-6-15 to 7-1-3 zone; cantilever left
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except
at --lb) 4=101, 6=141, 1=196.
7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord, nonconcurrent with any other live loads.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
4-7-13 3-10-5 ---
4
3.00 12
10
3x4
3
••••••
9
• •
•
3x4
• • •
8 T1
2
••••••
• •
••••
•
••••••
•
W2
••••�•
1 u
W1
••••••
B1 -_-0- -
1 • • • 7 a •
•• •• •• •
7 • • •
3x4— 11 12 •••••• •6
2x4 I • • • 3x4•=
3x4= ••• • 5
• • • • • • 0 •
• •
1018940
yX4QU
Scale = 1:16.6
0
0
1 4 0
4-7-13
8-6-2
1� 0
3-3-13
3-10-5
Plate Offsets (X,Y)-- [1:0-5_3L0-1-8j, [6:0.2-0,0-1-8]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft L/d.
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.00
TC 0.46
Vert(LL) 0.03
7 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.33
BC 0.60
Vert(TL) -0.13
1-7 >771 180
BCLL 0.0
Rep Stress Incr YES
WB 0.30
Horz(TL) 0.01
6 n/a n/a
BCDL 10.0
Code FBC2014/TPI2007
(Matrix)
Weight: 35 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-10-12 oc purlins.
SOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-9-3 oc bracing.
WEBS 2x4 SP No.3
SLIDER Left 2x4 SP No.3 1-9-3
REACTIONS. (lb/size) 4=139/Mechanical, 6=311/Mechanical, 1=44410-8-0 (min. 0-1-8)
Max Horz 1=181(LC 5)
Max Uplift4=-120(LC 5), 6=-168(LC 5), 1=-238(LC 5)
Max Grav 4=139(LC 1), 6=358(LC 14), 1=444(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-929/592, 2-8=-881/597, 8-9=-868/599, 3-9=-849/602
BOT CHORD 1-11=-748/862, 7-11=-748/862, 7-12=-748/862, 6-12=-748/862
WEBS 3-7=01288, 3-6=-904/784
NOTES-
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 4-2-7, Exterior(2) 4-2-7 to
8-5-6 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip
DOL=1.33
2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration.
3) Plates checked for a plus or minus 0 degree, rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except
Qt=lb) 4=120, 6=168, 1=238.
7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord, nonconcurrent with any other live loads.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
17110 1 J8A I Jack -Partial
A0018941
FL., Tony Sierra 8.000 s Jan 15 201
I D:_gUZB86TVoCQFeTW U6xA7xycRkf-PEAv01
4-6-1 _ 8-3-2
4-6-1 3-9-1
Scale: 3/4"=1'
5x6 = • • • 43x4 = 5
•• • ••• •
8-3-2
+ 3-9-1
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 30.0
Plate Grip DOL
1.00
TC 0.66
Vert(LL)
0.03
7
>999
360
TCDL 15.0
Lumber DOL
1.33
BC 0.57
Vert(TL)
-0.11
1-7
>839
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.38
Horz(TL)
0.01
6
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
SLIDER Left 2x4 SP No.3 1-8-10
PLATES GRIP
MT20 244/190
Weight: 34 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 5-9-12 oc bracing.
REACTIONS. (lb/size) 4=135/Mechanical, 6=301/Mechanical, 1=430/0-8-0 (min. 0-1-8)
Max Horz 1=184(LC 5)
Max Uplift4=-118(LC 5), 6=-164(LC 5), 1=-228(LC 5)
Max Grav 4=135(LC 1), 6=353(LC 14), 1=430(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-868/814, 2-3=-819/825
BOT CHORD 1-8=-1007/799, 7-8=-1007/799, 7-9=-1007/799, 6-9=-1007/799
WEBS 3-7=01286, 3-6=-842/1061
NOTES-
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Corner(3) 0.4-0 to 4-6-1, Exterior(2) 4-6-1 to 8-2-6 zone; cantilever left
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord -live load nonconcurrent with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except
Qt=lb) 4=118, 6=164, 1=228.
7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord, nonconcurrent with any other live loads.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
17110
Roof Special
o w s _ _ a-i-i i 13-I-3 + 18-3-5 22-2-15 _ 26-6-0
5 4 3 4-3-3 3-11-12 4-8-2 3-11-9
0.94112
0.83 12
4x9 = 4x5 =
4x9 =
3.00 V2
5
6
4 2-
2x4
3x10 3
2 15
1
3x8 —
—
5x8 — 17 14 13 18
12
19 11
10
5x6 NB= 3x8 —
4x5 =
3x4 =
3x4 =
Scale = 1:45.8
••••••
ZA
i��•
�• •
•
3x8 •
, •
8 •
0000
•
• •
•
• •
• • •
•• ••
•• •
••••••
•
••••••
•
•
• •
• •
••••••
••••••
9-7-7 13-7-3 18-3-5 26-6-0
83-7 ^ ^ '^ ^ ' -11_12 - - - - - - 48-2 8-2-11
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
Ildefl
L/d
TCLL 30.0
Plate Grip DOL
1.00
TC 0.69
Vert(LL)
0.33 12-14
>946
360
TCDL 15.0
Lumber DOL
1.33
BC 0.90
Vert(TL)
-0.91 1-14
>345
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.31
Horz(TL)
0.16 9
n/a
n/a
BCDL 10.0
Code FBC2014ITP12007
(Matrix)
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
T4: 2x4 SP M 31 BOT CHORD
BOT CHORD 2x4 SP M 31 *Except*
132: 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
SLIDER Left 2x4 SP No.3 2-0-9, Right 2x4 SP No.3 2-0-12
REACTIONS. (lb/size) 9=1439/0-8-0 (min. 0-1-8), 1=1439/0-8-0 (min. 0-1-8)
Max Horz 1=-101(LC 8)
Max Uplift9=-731(LC 6), 1=-736(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-4437/2308, 2-15=-4376/2312, 3-15=-4372/2317, 3-4=-3756/1759, 4-5=-3478/1729,
5.6=-3477/1728, 6-7=-3553/1692, 7-16=-3585/1902, 8-16=-3608/1897, 8-9=-3681/1899
BOT CHORD 1-17=-2257/4242, 14-17=-2257/4242, 13-14=-1633/3617, 13-18=-163313617,
12-18=-1633/3617, 12-19=-1481/3432, 11-19=-148113432, 10-11=-1481/3432,
10-20=-1729/3425, 9-20=-172913425
WEBS 3-14=-715/654, 4-14=-771416, 4-12=-441/207, 6-12=-283/285, 6-10=0/307,
7-10=-132/266
PLATES GRIP
MT20 244/190
Weight: 124 lb FT = 0%
Structural wood sheathing directly applied or 2-2-8 oc purlins.
Rigid ceiling directly applied or 4.5-7 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 23-6-0, Exterior(2) 23-6-0 to
26-6-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip
DOL=1.33
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except
Qt=lb) 9=731, 1=736.
6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord, nonconcurrent with any other live loads.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
O rU55 rT ussType y Ply--EVELOPMENT INC.A0018943
17110 T2 Roof Special 1 —__ _ ference Loptionaq
• FORT DALLAS TRUSS CO. LLC., MIAMI, FL., Tony Sierra 8.000 s Jan 15 2016 MiTek Industries, Inc. Tue Oct 0316:43:14 2017 Pagge 1
ID: _gUZB86TVoCQFeTWU6xA7xycRkf-LcHfRzj W D3E4fZgXNwieg_cZuXR_QhU F3aytHzyX4QR
6-8-13 _ 12- -9 13-9-1.1 15-5-12 20-10-2 26-6-0
6-8-13 I 5-7-13 +1-5-2 1-8-1 I 5-4-6 5-7-14
—1
Scale = 1:46.7
0.94 12 0.83 L2,
3.00 FI-2
4x5 = 4x5 = 4x5 =
4x5 % 4 5 6
T3 • •
3 ••••••
3x4� • 3lc4� • ••••••
2 •!•• 7: *too ••
15 �00 • �••r0683l x10••••••
V1f7� • • • • \ • •
v 1 •trio • W2•••9•i v
Bi
.133--.•�.�`K i�
16
c _ .•_. • .-i�' to
3x8�3x8 I 14 17 13 18 12 •
11 19 •••10i •••a •• •7x611
2x4 11 5x16 = 3x8 - 5x6 = • • • • • • • • • • •
1 11-0--M00
i
5-7-13
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
30.0
Plate Grip DOL
1.00
TC 0.83
TCDL
15.0
Lumber DOL
1.33
BC 0.94
BCLL
0.0
Rep Stress Incr
YES
WB 0.91
BCDL
10.0
Code FBC2014ITP12007
(Matrix)
•
•••••• • •
• • • • toot••
toot••
• •
20-10-2 26-6 0
5-4-6 5-7-14�
DEFL.
in (loc)
I/dell
L/d PLATES GRIP
Vert(LL)
0.3413-14
>934
360
MT20 244/190
Vert(TL)
-0.6213-14
>506
180
Horz(TL)
0.17 9
n/a
n/a
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD
T5,T1: 2x4 SP M 31 BOT CHORD
BOT CHORD 2x4 SP No.2 *Except*
Ell: 2x4SPM31
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
SLIDER Right 2x4 SP No.3 2-10-4
REACTIONS. (lb/size) 9=1439/0-8-0 (min. 0-1-11), 1=1439/0-8-0 (min. 0-1-8)
Max Horz 1=114(LC 7)
Max Uplift9=-759(LC 6),1=-773(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-15=-4445/2311, 2-15=-4391/2321, 2-3=-3180/1610, 3-4=-3110/1622, 4-5=-3044/1632,
5-6=-301211586, 6-7=-3122/1571, 7-8=-3751/1962, 8-9=-3838/1953
BOT CHORD 1-16=-2264/4246,•14-16=-226414246, 14-17=-2264/4246, 13-17=-226414246,
13-18=-1353/2906, 12-18=-1353/2906, 11-12=-178313586, 11-19=-178313586,
10-19=-1783/3586, 10-20=-1783/3586, 9-20=-1783/3586
WEBS 2-14=0/327, 2-13=-1311/865, 5-13=-280/417, 5-12=-227/333, 7-12=-724/543,
7-10=0/297
Weight: 125 lb FT = 0%
Structural wood sheathing directly applied or 2-7-2 oc purlins.
Rigid ceiling directly applied or 2-2-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 23-6-0, Exterior(2) 23-6-0 to
26-6-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip
DOL=1.33
3) The solid section of the plate is required to be placed over the splice line atjoint(s)13.
4) Plate(s) atjoint(s) 3, 4, 5, 6, 9, 9, 2, 14, 12, 7, 10, 11, 1 and 1 checked for a plus or minus 0 degree rotation about its center.
5) Plate(s) atjoint(s) 13 checked for a plus or minus 3 degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except
at --lb) 9=759, 1=773.
8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord, nonconcurrent with any other live loads.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
17110
Qfy Ply TH cm DEVELOPMENT INC.
A0018944
\LLAS TRUSS CO. LLC., MIAIA FL., Tony Sierra 8.000 s Jan 15 2016 kiTek Industries, Inc. Tue Oct 0316:43:15 2017 Pagge 1
ID:_gUZB86TVoCQFeTWU6xA7xycRkf-pprleJkB_NMxHjPkxeDtDB9iYxvZ9H3O1DhQpPyX4QQ
1 4-4-11 8-5-14 12-7-1 _ 16-8-320-9-6 25-2-0
_
4-4-11 4-1-3 4-1-3 �— i 1-2 T 4-1-2 4-0-10
Scale = 1:42.0
3.00 12
45 =
3x4 %
6
3x4
3x4; 5
7 3x4
• •
••••••
• ••••••
4
8
• • •
•
•• •
•••• •
2x4
2x4 • •
•_•••••
�•�
••.• ••••••
9
3x8:
3
15
• • ��i 1
3x8 z-
` 14 • •
2
\ 10 ••••••
W-
!• •
•
•
n�-•
.—•o
17
14
18
13
19
12• • • •
We• • •
7x6 11
3x4 =
3xilwo • • • •
• 7x6 o I•
5x8 —
• •
• • ••••••
•
• • •
• •
6-5-4
12-7-1
18-8-12
25.2-0
6-5-4
6-1-13
6-1-11
'
6-54
Plate Offsets (X,Y)--
[1:0-3-12,0-2-9],[11:0-3-12,0-2-3],[13:0-4-0,0-3-0]
_
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/deft
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.00
TC 0.96
Vert(LL)
0.26 13.14 >999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.33
BC 0.41
Vert(TL)
-0.50 13-14 >600
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.38
Horz(TL)
0.12 11 n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix)
Weight: 117 Ib FT = O%
LUMBER-
BRACING -
TOP CHORD 2x4 SP
No.2
TOP CHORD Structural wood sheathing directly
applied.
BOT CHORD 2x4 SP
M 31
BOT CHORD Rigid ceiling directly applied or 5-10-3 oc bracing.
WEBS 2x4 SP No.3
SLIDER Left 2x4 SP No.3 2-2-1, Right 2x4 SP No.3 2-2-1
REACTIONS. (lb/size) 1=138410-8-0 (min. 0-1-8), 11=1384/0-8-0 (min. 0-1-8)
Max Horz 1=-128(LC 8)
Max Upliftl=-714(LC 5), 11=-714(LC 6)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3569/1871, 2-15=-3495/1871, 3-15=-347511876, 3-4=-341011790, 4-5=-2651/1486,
5-6=-2599/1495, 6-7=-2599/1495, 7-8=-2651/1486, 8-9=-340811789, 9-16=-3471/1874,
10-16=-3491/1869, 10-11=-3565/1869
BOT CHORD 1-17=-1768/3322, 14-17=-1768/3322, 14-18=-1587/3186, 13-18=-1587/3186,
13-19=-158713184, 12-19=-158713184, 12-20=-169613318, 11-20=-169613318
WEBS 4-14=-50/335, 4-13=-825/583, 6-13=-419/952, 8-13=-824/583, 8-12=-501334
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) 0-0-0 to 3.0-0, Interior(1) 3-0-0 to 9-7-1, Exterior(2) 9-7-1 to
12-7-1, Interior(1) 15-7-1 to 22-2-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate
grip DOL=1.33
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except
(jt=lb) 1=714, 11=714.
6) This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points
along the Bottom Chord, nonconcurrent with any other live loads.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job runs russ ype Qty Ply H C M DEVELOPMENT INC.
A0018945
17110 T4 Roof Special �1 — 1
Job Reference (optional)
FORT DALLAS TRUSS CO. LLC., MIAMI, FL., Tony Sierra 8.000 s Jan 15 2016 MiTek Industries, Inc. Tue Oct 0316:43:16 2017 Page 1
ID:
_gUZB86TVoCQFeTWU6xA7xycRkf-H?PQreknlhUovszwULk61Pi01 LGwum4XXtR_LryX4QP
1-8-9 3-3-10 5.9-0
f— — 1-8-9 1-7-2 2-5-6
Scale=1:11.2
4x7 = 2x4 I
3.03 12 3 8 • 4 •
• — ••••••
3x6 II T20 • • •
•• • •• • •
2 • • •
0-00-91 • ••••••
•
•�•••• • •
W2 • •••• •
•••• • • • •
1 W3•0000
• a •••
61Ll •••••• `0-4 ••••••
•
• • •
10 6 11 • • • 5 • ••••••
3x4- 2x411 ••••••
• • • • •
7
3x4- ••
1-4-6 1-8-9 _3-3-10 5-9-0
1-4-6 0 4 3 1-7-2 2-5-6
Plate Offsets (X,Y)-- [3:0-5-0,0-2-0]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 TC 0.34 Vert(LL) -0.01 6 >999 360 MT20 2441190
TCDL 15.0 Lumber DOL 1.33 BC 0.27 Vert(TL) -0.02 5-6 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) -0.00 5 n/a nla
BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight: 22 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size) 5=173/Mechanical, 7=44410-8-5 (min. 0-1-8)
Max Horz 7=73(LC 5)
Max Uplift5=-109(LC 6), 7=-338(LC 5)
Max Grav 5=278(LC 18), 7=490(LC 15)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1781305, 2-3=-206/254
BOT CHORD 1-9=-267/178, 7-9=-267/178, 7-10=-267/178, 6-10=-267/178, 6-ll=-287/200,
5-11=-287/200
WEBS 2.7=-276/384, 3-5=-170/335
N OTES-
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
2) Provide adequate drainage to prevent water ponding.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except
(jt=lb) 5=109, 7=338.
7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord, nonconcurrent with any other live loads.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
rJo-�-- rT uss ruSs ype ty y H C M DEVELOPMENT INC.
17110 TG1 Roof Special Girder 1
1/018946
2 Job Reference (optional) _
FORT DALLAS TRUSS CO. LLC., MIAMI, FL., Tony Sierra8.000 s Jan 15 2016 MiTek Industries, Inc. Tue Oct 0316.4317 2017 Page 1J
ID: U6xA7xyc Rkf-IBzo3_IP W_cfWOY622FLIcE1 fl Vwd9 W hni)=u HyX4QO
6-10-5 13.4-12 17-2-13 21-0-15 __ 26-6-0
6-10-5 6-6-7 3-10-2 T— 3-10-2 5-5-1
0.94 12 0.83 12
sees••
4x7 = • • _ •
3.00 12 5x8= 3x4— ••••5xi sees
3 4
•
Scale = 1:46.2
000000
•
•
• I�
0
.•
13 10 - 14 _ 15 116 6x10 =9
2x4 11 7x6 WB= 3x4 = • •� ♦ • 3x10 I • •
7x10= sees••
• • • sees••
�1-4-01�!-0 6-10-5 _ 13-4-12 17-2-13 21-0-15 26-6-0
1-4-0 04-0 5-2-5 6-6-7_ 3-10-2 3-10-2 5-5-1
Plate Offsets (X,Y)--[1:0-5-13,0-2-5],[2_0-5-8,0-3-0j,L 04-8,0-2-4],[5:0-5-4,0-2-1,j6:0-0-0,0-3_2j,19:0-5-0,0-4-4]
LOADING (psf) SPACING- 2-0-0EBC
CS]. DEFL. in (loc) Ildefl LIdPLLATES GRIP
TCLL 30.0 Plate Grip DOL 1.00 0.98 Vert(LL) 0.50 9-11 >619 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 0.74 Vert(TL) -0.86 9-11 >360 180
BCLL 0.0 Rep Stress Incr NO 0.45 Horz(TL) 0.12 6 nla n/a
BCDL 10.0 Code FBC2014/TP12007trix) Weight: 270 Ib FT = O%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied.
T3,T4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-7-12 oc bracing.
BOT CHORD 2x6 SP M 26
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
REACTIONS. (lb/size) 1=319110-8-0 (min. 0-1-8), 6=347910-8-0 (min. 0-1-8)
Max Horz 1=80(LC 6)
Max Upliftl=-1766(LC 4), 6=-1933(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1151516286, 2-3=-1175916289, 3-4=-11735/6297, 4-5=-1127316170, 5-6=-9427/5133
BOT CHORD 1-12=-6084/11091, 11-12=-6084111091, 11-13=-6127/11187, 10-13=-6127/11187,
9-10=-6127/11187, 9-14=-6004/11229, 8-14=-6004/11229, 8-15=-4834/8939,
7-15=-4834/8939, 7-16=-4813/8889, 6-16=-4813/8889
WEBS 2-11=-501/1102, 2-9=-552/913, 3-9=-577/1144, 4-9=-514/889, 4-8=-661/422,
5-8=-1390/2488, 5-7=-238/578
NOTES-
1) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section.
Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) automatic zone; cantilever left exposed ; Lumber DOL=1.33 plate grip DOL=1.33
5) The solid section of the plate is required to be placed over the splice line atjoint(s) 10.
6) Plate(s) atjoint(s) 1, 2, 3, 5, 11, 9, 4, 8, 7, 6 and 6 checked for a plus or minus 0 degree rotation about its center.
7) Plate(s) atjoint(s)10 checked for a plus or minus 2 degree rotation about its center.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except
(jt=lb) 1=1766, 6=1933.
10) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord, nonconcurrent with any other live loads.
11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Continued on page 2
C17110
FOR
Roof Special Girder
NU I CJ-
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 706 lb down and 416 lb up at 6-10-5, and 706 lb down and 416
lb mp at 13-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00
Uniform Loads (plf) • •
Vert: 1-2=-90, 2-3=-116(F=-26), 3-5=-116(F=-26), 5-6=-116(F=-26), 1-11=-20, 6-11=-120(F=-100) ••••••
Concentrated Loads (lb) . . . •
Vert: 11=-706(F) 9=-706(F) • • • • • • • •
•••••• •••• ••••••
•
•••• • •••••
•
•••••• •••• •••••
•• •• ••• • ••••••
•
• • • • • • •
Job—
17110 V11
v-u ui 7-9-1 -
4-0-0 3-9-1
11-9-1
4-0--0
Scale=1:18.9
3.00 Ff2
3x4 -
• • •
•
2x41
3x4— •• • ••••••
•
2
3
w••••• ••••
q ••
••••••
T1
(1 • •
••••••
• •
]ll 1
F
•••• \• 5
••.••• o
1
—•Tires •
••w••
7
6
g • • • •
••••••
3x4
2x4 11
• • • ! • • •
4
• •
• •
11-9-1
CSI.
DEFL.
in (loc) I/defl Ud
PLATES GRIP
LOADING (psf)
SPACING- 2-0-0
TCLL 30.0
Plate Grip DOL
1.00
TC 0.38
Vert(LL)
n/a n/a 999
MT20 244/190
TCDL 15.0
Lumber DOL
1.33
BC 0.50
Vert(TL)
n/a n/a 999
BCLL 0.0
Rep Stress Incr
YES
WB 0.13
Horz(TL) 0.01 5 n/a n/a
BCDL 10.0
Code FBC2014ITP12007
(Matrix)
Weight: 32 lb FT = O%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 9-2-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=278/11-9-1 (min. 0-1-8), 5=278/11-9-1 (min. 0-1-8), 6=477/11-9-1 (min. 0-1-8)
Max Horz 1=-26(LC 8)
Max Uplift1=-176(LC 5), 5=-178(LC 6), 6=-229(LC 5)
Max Grav 1=318(LC 18), 5=318(LC 20), 6=477(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-481/467, 2-3=-433/483, 3-4=-433/483, 4-5=-481/467
BOT CHORD 1-7=-408/433, 6-7=-408/433, 6-8=-408/433, 5-8=-408/433
WEBS 3-6=-345/351
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.33 plate grip DOL=1.33
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a -10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except
Qt=1b)1=176, 5=178, 6=229.
8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord, nonconcurrent with any other live loads.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
;-Job russ TrussType
17110 V15 Valley
L� --
FORT DALLAS TRUSS CO. LLC., MIAMi, FL., Tony Sierra
7-10-9
4x7 =
3.00 F12
2
5 T16
'T
1
B
3V : 9
4
5x6 —
Qty Ply H C M DEVELOPMENT INC.
1 1
Job Reference (optional) A0018948
8.000 s Jan 15 2016 MiTek Industries, Inc. Tue Oct 0316:43:19 2017 Pagel
36TVoCQFeTWU6xA7xycRkf-ia5YUgnf2csNmKiVATIpN1 KP7YBy56p_DrfeyAyX4QM
15-9-1
7-10-9 — — -i
Scale = 1:25.0
7
••••••
•••Y••
••••
••••••
•
T1 g••••
• •
• •
• •
•
3
•
—i •
i"��—i7
•TTf
••••••
10 • •
• 3x4 z
• •
00
i
15-9-1
1_5_-9-1
Plate Offsets M-- j2:0-3-8,0-2-81,[4:0-3-0,0-3-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/dell
L/d
TCLL 30.0
Plate Grip DOL 1.00
TC 0.86
Vert(LL)
n/a -
n/a
999
TCDL 15.0
Lumber DOL 1.33
BC 0.77
Vert(TL)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr YES
WB 0.20
Horz(TL)
0.00 3
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix)
PLATES GRIP
MT20 2441190
Weight: 46 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=311/15-9-1 (min. 0-1-12), 3=311/15-9-1 (min. 0-1-12), 4=850/15-9-1 (min. 0-1-12)
Max Horz 1=61(LC 7)
Max Uplift1=-196(LC 5), 3=-203(LC 8), 4=-368(LC 5)
Max Grav 1=338(LC 18), 3=338(LC 20), 4=850(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-4=-638/566
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 4-10-9, Exterior(2) 4-10-9 to
7-10-9, Interior(1) 10-10-9 to 11-6-14 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate
grip DOL=1.33
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except
Qt=lb) 1=196, 3=203, 4=368.
7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points
along the Bottom Chord, nonconcurrent with any other live loads.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
ob I russ puss Type
17110 �V119 GABLE
FORT DALLAS TRUSS CO. LLC., MIAMI, FL., Tony Sierra
19-9-1
—�
Scale = 1:31.3
4x5 =
3.00 12 3
3x4: 13 8
14
7
15
••••i6 ••ir»• 3x4•
9
2x4 11
5x6=
•••• 2x4 II •
•• •• •• •
••:•••
••••••
• • • •
•
••••••
- —
19-9-119-9-1
—
• • •
• a._• —_0i••
• •
Plate Offsets (X,Y)-- [7:0-3-0,0-3-0]
•
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.00
TC 0.53
Vert(LL)
n/a
n/a
999
MT20 244/190
TCDL 15.0
Lumber DOL 1.33
BC 0.55
Vert(TL)
nla
n/a
999
BCLL 0.0
Rep Stress Incr YES
WB 0.17
Horz(TL)
0.00 5
n/a
nla
BCDL 10.0
Code FBC2014ITP12007
(Matrix)
Weight: 60 lb FT = O%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 19-9-1.
(lb) - Max Horz 1=80(LC 7)
Max Uplift All uplift 100 lb or less atjoint(s) 1, 5 except 7=-246(LC 5), 8=-406(LC 7), 6=-406(LC 8)
Max Grav All reactions 250 lb or less atjoint(s) 1, 5 except 7=629(LC 1), 8=617(LC 12), 6=617(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 3-7=-500/396, 2-8=-524/463, 4-6=-524/463
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 6-10-9, Exterior(2) 6-10-9 to
9-10-9, Interior(1) 12-10-9 to 15-6-14 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate
grip DOL=1.33
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 5 except
at --lb) 7=246, 8=406, 6=406.
7) This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points
along the Bottom Chord, nonconcurrent with any other live loads.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
iTruss jTruss ype
17110 V23 l Vailey
FORT DALLAS TRUSS CO. LLC., MIAMI, FL., Tony Sierra
ii6
23-9-1 _
-- 11-10-9
4x5 =
3.00 12 3
3x4 13 8
2x4 11
Scale = 1:37.7
14 7 15
••••••
ii6••••
5x6 =
21,1 is •
•
••••••
••••
•• ••
•• •
• • • • • •
23-9-1
• •
•
23-9-1
•—•—•
LOADING (psf)
L
CSI.
SPACING- 2-0-0
DEFL. in (loc) I/defl
L/d
TCLL 30.0
Plate Grip DOL
1.00
TC 0.56
Vert(LL)
n/a
n/a
999
TCDL 15.0
Lumber DOL
1.33
BC 0.58
Vert(TL)
n/a
n/a
999
BCLL 0.0
Rep Stress Incr
YES
WB 0.18
Horz(TL)
0.00 5
n/a
n/a
BCDL 10.0
Code FBC20141TP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
BOTCHORD
PLATES GRIP
MT20 244/190
Weight: 74 lb FT = 0%
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 23-9-1.
(lb) - Max Horz 1=98(LC 7)
Max Uplift All uplift 100 lb or less atjoint(s)1, 5 except 7=-224(LC 5), 8=-457(LC 7), 6=-455(LC 8)
Max Grav All reactions 250 lb or less atjoint(s) except 1=285(LC 20), 5=286(LC 24), 7=603(LC 1), 8=699(LC
12), 6=703(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 3-7=-485/372, 2-8=-575/505, 4-6=-575/505
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 8-10-9, Exterior(2) 8-10-9 to
11-10-9, Interior(1) 14-10-9 to 19-6-14 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate
grip DOL=1.33
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss- has been designed for a 10.0.psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except
(jt=lb) 7=224, 8=457, 6=455.
7) This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points
along the Bottom Chord, nonconcurrent with any other live loads.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
COMI
TOP CHORD CONNECTION
COINER JACKS - USP (2) MP3
T-0" JACKS - USP (2) MP3
5'-0" JACKS - (2) 8d NAILS
3'-0" JACKS - (2) 8d NAILS
1'-0" JACKS - (2) 8d NAILS
MIN. P= 1.4 12
MAX. P=6.5
T-0" CORNET SET
CORNER JACK
PARTIAL ROOF LAYOUT
1 / 3
3' 0" BOTTOM CHORD CONNECTION
COINER JACKS-SKH26 UR OR HJC26
MAX T-0" JACKS - USP (2) MP3
5'-0" JACKS - (2) 8d NAILS
T-0" JACKS - (2) 8d NAILS
V-0" JACKS - (2) 8d NAILS
COMMON JACK
NOTE:
THIS DESIGN HAS BEEN CHECKED FOR 175 MPH
WINF LOAD. WALL HGT. 30' MAX PROVIDE
FOR UPLIFT AT BEARING WALL CONNECTIONS
925 Ibs LUMBER STRESS INCREASE 1.33
PLATE STESS INCREASE:
Nail design loads:
(ACCORDING TO NATIONAL DESIGN SPEC.)
FOR GROUP II SPECIES(S.P.)
d COMMON NAILS = 78 Ibs (SHEAR)
10d COMMON NAILS = 94 Ibs (SHEAR)
USP HANGERS DESIGN LOADS
;ACCORDING TO MIAMI DADE BUILDING CODE COMPLIANCE OFFICE/PRODUCT
CONTROL DEVISION)
RT3 HURRICANE CLIP-366 Ibs (UPLIFT 100%) W/ (8) 8d x 1-1/2" N.O.A. No. 07-0306.10
-LPBF BUTTERFLY HANGER =367 Ibs (UPLIFT 100% & DNWRD w/ (15) 6d N.O.A No.
38-0208-.07
SKH26 UR = 870 Ibs UPLIFT/900 Ibs REACTION (UPLIFT 100% DNWRD) W/ (12) 16d N.O.A.
No. 07-0214.20
HJC26 = 1975 Ibs UPLIFT/2020 Ibs REACTION (UPLIFT 100% DNWRD) W/ (28) 16d N.O.A. No.
37-0214.20
MAXIMUN ALLOWABLE LOADS:
JACK SIZE
T.C. NOTE2
CORNER JACK
T-0"
5'-0"
T-0"
1.4.
UPLIFT (100%)
365 Ibs
365 Ibs
NAILS
NAILS
NAILS
ROOF (125 %)
365 Ibs
365 Ibs
NAILS
NAILS
NAILS
T.C. NOTE2
CORNER JACK
T-0"
5'-0"
T-0"
1.4.
UPLIFT (100%)
870 Ibs U/1975 Ibs R
367 Ibs
NAILS
NAILS
NAILS
ROOF (125 %)
900 Ibs U/2020 Ibs R
1170 Ibs
NAILS
NAILS
NAILS
MINIMUM GRADE OF LUMBER
LOADING
(PDF)
ILL
T-0" 2x4 No.2 SP
TOP 30.0
FLORIDA
BUILDING
T-0" 2x4 No.2 SP
BOTTOM 10.0
CODE
2014
WEB 2x4 No. 3 SP
SPACING 24" O.C.
W
W7
TRUSS CONNECTORS
mm
7-30-15
E
It
JANUARY 1, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE
I 1
R! MITek Industries, Chesterfield. 1v10 Wage 1 Of 1
A �
MiTek Industries, Inc.
MAXIMUM TRUSS WEB FORCE (lbs.)(See note 7)
X-BRACE
24"O.C.
48"0.C.
72" O.C.
BAY SIZE
-
BRACING
MATERIAL TYPE
BRACING MATERIAL TYPE
BRACING MATERIAL
TYPE
A
B
C
D
A B C
D
C D
10'-0"
1610
1886
1886
2829
_
12'-0"
1342
1572 1
1572
2358
3143 3143
4715
4715 • • • • • • 7074
14'-0"
1 150
1347
1347
2021
• •
• • • • •
16'-0"
1006
1179 1
1179
1768
2358 2358 1
3536
• • • • •
• • •
18'-0"
894
1048
1048
1572
• • •
3143 • • 4715
0
20'-0'
805
943
943
1414
1886 1886
2819 •
0
• • •
•••
'Bay size shall be measured in between the centers of a pair of diagonals or x-bracing. • •' • • ' • •
GENERALNOTES •••••••• •
TYPE BRACING MATERIALS
1 DIAGONAL BRACING 13PECUSEO TO TRANSFER THECUMULATIVE LAI RALIIIAC=FORCE INJP`nI •
ROOFAND/OR CEILING DIAPHRAGM, THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED • • • • • •
PROF—,SSIONAL
•
1 X 4 IND. 45 SYP
2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%QP THWWE• FORCE
A -OR.
3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BET". AS T14E LATEP.A&P.A% III
MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTCRC.CTS W`3 MEMBERS
1 X 4 a2 SRB (DF, HF, SPF)
AT APPROX. 45 DEGREES AND SHALL BE NALED AT EACH END AND EACH INTERMEDIATE TRUSS WITH?8!
10.' 31'w251FOR 1.4 BRACES. 2-10d (0.131'x 3') FOR 2,3 and 214 BRACES. AND 3-10d (0. 131')X) FOP. 24 BRACES.
4 CCNNLCT LAI FRAL BRACE TO EACH TRUSS WITH 280(013VY25") NAILS FOR 1>4 LATERAL BRACES.
2• 100 (0 131.6-) NAILS FOR ?4 a J 2x4 LATERAL BRACES. AND 3-10d (0. 131-1x) FOR 2.6 LATERAL BRACES
B 2 X 3 k3, STD, CONST (SPF, DF, HF, OR SYP)
5 LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE
FOR CONTINUITY.
-
6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING. CONSULT
C 2 X 4 H3, STD, CONS? (SPF, DF, HF, OR SVP)
OSB'89 TEMPORARY BRACING OF METAL PLATE CONNECTED'W000 TRUSSES AND BCSI 1 03
GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLCIG A BRACNG OF METAL PLATE CONNECTED
WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE.
wOw"W s C— and—.tPnSL0,g
D 2 X 6 k3 OR BETTER (SPF, DF, HF, OR SYP)
7 RFFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE.
B. TABULATED VALULS ARE BASED ON A DCL.. 1.15
FOR STABILIZERS:
FOR A.SPACING OF 24' O.0 ONLY, MITEK "STABILIZER' TRU55 BRACING SY3TEMS CAN BE
SUES nTUTED FOP TYPE A. B. C A:ID D BRACING MATERIAL CROSS BRACING FOR STABILIZERS
ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED
A7 PITCH BREAKS,
STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE'STABIJZER'
TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION -
DIAGONAL BRACE
i-
/, , mil. �. '-.r `, `Il i� <.,`.•
CONTINUOUS LATERAL
BRACE
,.J 1\ ' 21Od NAILS
'4� • �; r (SEE NOTE 41
f 1 -
Horizontal Blocking
:µ JOSE MAH I I11l_4-,
C' 'I/Structura
X-BRACING ;REQUIRED FOR 72`O.C.)
FOR 24' AND 48' O.C. SINGLE DIAGONAL IS SUFFICIENT.
(One leg of X•bracing shown dashed for drawing clarity. TRUSS WEB
This leg will require horizontal blocking MEMBERS
next to the top and bottom chord so 1t attaches to the brace plane.)
This information is provided as a recommendation to assist in the
requirement for permanent bracing of the individual truss web
members. Additional bracing may still be required for the stability
of the overall roof system. The method shown here is just one
method that can be used to provide stability against web buckling.
Consulting Engineer IV
OF M
JANUARY 1, 2009 T-BRACE / I -BRACE DETAIL ST - T-BRACE
R MiTek Industries, Chesterfield, MO Page 1 of 1
Note: T-Bracing / I -Bracing to be used when continuous lateral bracing
is impractical. T-Brace / I -Brace must cover 90% of web length.
Note: This detail NOT to be used to convert T-Brace / I -Brace
webs to continuous lateral braced webs.
MiTek Industries, Inc.
Nailing Pattern
Brai%$i7D.
T-Brace size Nail Size Nail Spacing •for One•Ply Truss • • ! •; •
1x4or1x6 10d 8"o.c. �� • .•�•'. •
2x4 or 2x6 or 2x8 ; 16d 8" o.c. I . • • VUt°clfied C 'hTiiMuous
• • Amps of Lateral Bracin • •
•.�•�•
Note: Nail along entire length of T-Brace / I -Brace Web Size • • � • • • • •'P • • �„
(On Two-Ply's Nail to Both Plies) • .
2x3 or 2x4 91(4E j*T-Brace4*Am I BreC� ••
t
2x6 116 Tj T-Brace*�x6 rBrace • • I • •
2x8 i2x8OT-race ..M.I-Brace•;•;.
Nails • ' ' ' .
�A • • . Bra(t'3ije ; . '
for Two -Ply T"s
` Specified Continuous
Rows of Lateral Bracing
SPACING Web Size 1 2
\ \. 2x3 or 2x4 ! 2x4 T-Brace 2x4 I -Brace
WEB ' �\ �� 2x6 2x6 T-Brace 2x6 I -Brace
_x`r 2x8 2x8 T-Brace 2x8 I -Brace J
`0
\ t t\ T BRACE
.00T
Nails Section Detail \ JOSE hiiiAM I itVCLr r.G•
<-'
Ci
Consulting Enginee+ Structura.
I
T-Brace 24 E. 5th et
Hialeah,
Web Phon 7
IFI .F
Na;ts T-Brace / I -Brace must be same species and grade etter) as web member.
(') NOTE: If SYP webs are used in the truss, 1 or 1x6 SYP braces must be stress
Web -Brace rated boards with design values that are equal to (or better) the truss web
"= design values.
For SYP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for T-Brace/1-Brace'
Nails For SYP truss lumber grades up to #1 with 1 X_ bracing material, use IND 55 for T-Brace/I Brace,
IGttivd� I.I!°'�yk 1 nal�I - tliCljO g Ir�),MnC�lnyal f I I IF�Kv 11�'rc II'evC� w t �� 7��I�+ k'1 , ^ v )i`, +NL I 'V
�•. ` D_-i-d�P_� P, q AIZI U. j f 7�ll �{{rryy P'q I p I. qr 1 "17U a 1
_ 4-� - - _ _ _ P -.�I - .r -1 . r\_ V �.t.
' e' Flo tr vf'(e} gl 10 a •)jn_ L •]tl'e� fit a ryt: ili "L is a .j fiY. C,f c c "?' iZ f
�rLt _Lli 1 ��u u i�-�_��l �It �a j�-i -r(dc �(�-:1-1i I, r _ it •t:
GENERAL NOTES NOTES GENERALES HOISTING AND PLACEMENT OF TRUSS BUNDLES STEPS TO SETTING TRUSSES RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES
Trusses are not marked in any way to identify the Los trusses no estan m-•radar de n..1g. n modo qLe RECOMENDACIONES PARR LEVANTAR PAQUETES DE TRUSSES LAS MEJIDAS DE LA INSTALACION DE LOS TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2
frequency or location of temporary :ateral restraint identiN.:ela frecue:xia oioc.:5r chi:. do rsb. ridn:atcrar • •!• • • 10' (3 m) or Diagonal bracing Repeat diagonal bracing
tai)N'f overload the crane. • _ _ • r 1)Ittall Drou dbracin 2 Set first truss and attach sccurel to round bracin 3 Set next 4 ° Refer to 15' (4.6 m)" ever 15 truss spaces 30,
and diagonal bracing. fo!!ow the recommendations ya,rostradiaga':Itvnpo: :;. U e;asrsomendt on s t� • g ) y g 9 ) _ Y P
for hand;irg, installing and t, mpxary restrarnrng de mao;,g insL=k Ann, r-tacnon yarnostr: ten,xiiald^ NO sobrecargue la grua. • • • • tr acting (se s elo w. bsr temporary lateral restraint (see below). 4) Install top chord diagonal _ 5'- �7 **Y for more r - (9.1 m) max.
axed bracing of trLSEcs. Refer to B:� y�0 to los tru•> lkn eJ & -'o L Su.3 dr 8Lzna eLk y �• : • • ••,racing (see below). S�S tall ,rub member plane diagonal bracing to stabilize the first five Information. ` << 45 -ty T �-
Good Practice for L41p'.t19�Insta.:ino.ResLr=irlrng_ g• a�Ln= In (4�jpn, Res[rccica vq�p ��lq� a NrNt R use banding to lift a bundle � `►� _,t s :• : tit s •s (segeb�m(�. 6)``jjns[all bottom chord temporary lateral restraint and diagonal bracing (see • ��-- Iklk
&�rac'ng� I P YtQ GOnr ected l"OQd Tr•� ;!e AI,3dm Conrfpdo5 on F;= 1CMEG 1* * grNt r1 use lac ataduras para levantar on pequete. ' Q4� • • ►elow). 7) Rjp at p!ocess with romps of four truss's until all true>es are set.
Vea el resumen BLS( R7***
Trusses*** for note detailed information. Pura in'.;;macr,;., mas •; ''c • r • �•• • t para mac information.
A single lift point may be used for bundles of • I �' -• • • 1) Instale loWrriostres de tier -A 17jns&:, el primero truss y ate segurarriente at arriostre de
Truss Design Dra, 'ngs may specify locations of Los d.,bu,'os de diseno de los trusses pueden especificar ,' .rar'� tferra. 3) Instate Gn pr&imossi�russeicon restricci6n lateral temporal de miembro corto (vea
errri: Went lateral rest -ant or reinforcement for las locahzaciones de resmcoon lateral ermanente o top chord pitch trusses up to 45' (13.7 m) and • • • • ` aba o Instale el arriostre d;a de la cuerda ser error (vea aba S Instate arriostre Apply diagonal brace to vertical
P P 1) �•� P (' )o)• )
3*individual *ft or membe i Refer to the BCS riser rzo en los mie Mos and pia es del tier t a la 6-e at chord trusses zp to 30' (9.1 s o • • • • • • • • diagonal pl#141anos de )10ni cobras s, cundarios para estabilice los Primeros cinco trusses b webs bearing
at end of wn :evor and a[
63*" for more informatic t. All other penman -t uya resumen i Fora mss :arrac on. El Uw at least two lift purnts fat bundles of top • • •n over load r ) ) temporal y g para la cuerda inferor bea rig locations. All lateral restraints I
* chord pitch trus>es u to 60' 18.3 m and oral- Qo ^� _•pportinry (vea a.�. ro . 6 i�stale la re_ icoon•1ae21 [em rl arriostre diagonal
brawn design is the re nsibili of the buMin re -to c Lis disen0s de drmitres PerP,ac: ft, s _in la p p ( ) p • • • ve.�3„�" Re ita 6st� ro A*niento en ru os de cuatro trusscs pasta que todos tus I_;ped at (cast two trusses.
9 g p g let chord trusses up to 45' (13.7 m). Use at least structure with ass Lt Willi. • • • ( 46 �) P 9 P
designer. rE_ lonsab,,dad del ds Wader del edifi io. p p • • • •No s brecar u! I9 • trus•;t , es �n �stalados. • • • • Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords
three lift pints for bundles of top chord itch � g • p� p and 15' (4.6 m) o.c. for 4x2 c`h�or/d�s.� q p�
trusses 560' (18.3m) and parallel chord trusses estrudura apoyajpt�nsl paquete de • I ". '"'; Refer to ..r5r �r*'•k�more information. INSTALLING IIrS1 /1LMCI0/r
>45' (13.7 m). trusses. • • • • s • • ye? el resumen ::t r 1' � ra mas information.
® The consequences of mp-oper - _ • • WOutof-Plane
handling, erecting, instar;:ng, rL;tr�,mng �'' Pu?de usar ern solo lugar de levantar para pa- Iv l place truss bundles i� *t•� position • • • RESTRA�IIOi(�RACIN�t LL PLANES OF TRUSSES
and bracing can result in a colla se of the C, quetes de trusses de la cuerda superior hasta 45' • • g Tolerances for Out -of -Plane. Out -of -Plumb Max. B•w Truss Length
g P a P Puse a uetes d� trusses e� una posit on RESTRICCIeNIARRIUST*RE TI&A TODOS PLANOS DE TRUSSES Toleranoas para Fuera-de-Plano. • 0000
9
structure, or worse, c hour persona injury aa� y cusses de cue dos paralelas de 30' o menos. p q • • • •. • • Pa ye D (ft.)
3/4" 126'o • •
1 'I establz. • • +�
or death. t.� f ;'fir ;;-� 3 Usr par to menos dos puntos de levantar con • • • s re5 aunt andhr4ang method is for all trusses except 3x2 and 4x2 parallel chord trusses Max. Bow • 4i ( ) s ruin) (3 8 m) •
_ .�_ Lerg;h -►
E7 resultado de on mane)o, ) @Z'% .,�} %,� �"'' grupos de trusses de cuerda superior inclinada • • • (PCTs). See top r} nett cold n for temporary restraint and bracing of POTS. Y - -�--_�,•,_/l- II N4" 1' 7/8" • 14.6' `
-� hasta 60' y trusses de cuerdas paralelas hasta • • • • • � Len n -►IJ �6• ,! 0 3 m) •(�•r•) a.5 •I
levan[a 'unto, tnstalxirin, res[r reran arriootre r ( ° S � Este -,etodo de restriction y a..,tr: es para toda tru-s exLepto trusses de cuerdas parz/e ,s Max. Bow g •,•
Y fir- y- 45' Use por to menos dos puntos de levantar con grupos de huss,,s d, cuerda superior tnclin&La 111
incorrecro ued, ser la c..ida de la estluctura o ri= x (Pl7s) 3x2 y 4x2 Vea 13 parte superior de /a col,,.nna para la restr,ca.m y arriostre tcmporol d; PC7s • i'• 2' 1^ 16.7'
P< mas de 60' y trusses de cuerdas paralelas mas de 45: Max. Bov o (13 mrr` 0.6 m)(251nm) (5. •n)
On peor, heridos o muertos. -� * a.- !, _ .. r 3• 1-1! " 1 a • •
® ' • ' f' 1) TOP CHORD - CUERDA SUPERIOR ' I g •
Exercise care .rhen removing a. ��� �� �7 ,-. Length u PI rub 11 J m) (0 9 m) • *v-& (5. m)
g =r. MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES
banding and handling truces to avoid RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES
damaging trusses and prevent injury. Wear - - L _ -- '
personal protective equipmL it for the eyes, Using a single pick -point at the peak can damage the truss.
feet, hands and head wher .:ork, .g wit i�
1 trusses. ^I yr El use de on solo lugar en el pico para levantar puede 60 or less
• • Uti;ice cautela at guitar lac ataduras hater dcno al truss. -
o los p-dazos de metal de suetar para evitar dano a
1 los trusses y prevenir la henda personal. Lleve a ,
el equipo protectivo personal para ojos, pies, ~ ttrr P soengi
mans y cabeza cuando traba,'a con trusses. ® Use Ubhce _ - 7ag.ine
specs' Lire m cu,dado especial en f
Truss Span
Top Chord Temporary Lateral Restraint (TCTLR) Spacing
Longitud de Tramo
Espaciamiento del Arriostre Temporal de la Cuerda Superior
! Up to 30'
10' (3 m) o.c. max.
(9 11,1)
30' (9.1 m) -
8' (2.4 m) o.c. max.
45' (13.7 m)
45' (13,7 m)-
6' (1.8 m) o.c. max.
_ 60' (1R.3 m)
69' (18.3 ^) -
4' (1.2 m) o.c. max.
60' (24.4 )*
o u
/line 1" q• 1-1/4" 2p�t w
Tolerances for I f • s •,m (1.2 m) 3 ruin) (6 3 m)•
Out -of -Plumb. • _tf 5' 1.3/8� 2,79 • 1
Tolerances para �'50 max (32 m ) (1 5 m) • 065 mrs) (7Qji • s
• Fuera-de-Plomada. •4fW* 6' 1-7/2" 25.0'
� (38•-r• 1.8 m) (:3 ruin) (7 6 m) •
1.314" 7• 1 1-41. • • •
CONSTRUCTION LOADING • (45 . m) (2 1 m) 044 •r•) 87u rn
CARGA DE CONSTRUCCION • t" • >-8' 2" >03 3' i
Ml mn• (22.4 m) b1 m ) (1 Qt0.lA •
t proceed with construction until all lateral i
restraint and bracing is securely and properly in place.
I
windy weather or d,as ventosos o ccrca
near power lines de cables erectricos o
and airports. de aeropuertos.
Locate
r ad
E;r_c:r• tar 1a (3 m,
C: suit a Registered Des yn Profes .anal for truce s longer than 60' (18.3 m).
'C _;te a on Professional Regstrado de Diseno para trusses mas
p
!, proceda con la construccidn hasta que todas las restric-
clones tat y los arriostres esten colocados en forma
iada
2
/
J
7
Spreader r �;.« ,R.
T� oe-in
above
mid-hemtn
or s..!',ack o.c. Max
I ._�
I r I
d. �C H.as
See .._s'.L 1- for TCTLR options.
_ __ /
--
a ro y se
S U/ a.
P P Y e9
w; ; exceed maximum stack heights. Refer to BCil
g
i
'` I
t
r
r -
-
tt ! -
..err -- I fe --
"r
Lza el -",I L z** *para lac opciones de TCTLR.
= _�
for more information.
-
1 1 i
Spreader bar
I
for truss Taghne
L, Bader 1 12 10
213 truss lonc•n'tl.
€
1
Spreader bar 211.
+`+ - ,,..
Refer to BCS, * for
--
exceea /as alturas m3ximas de mont6n. Vea el resumen
9c eT-84*** Para mas informaci3n.
p
\
HANDLING®
i�
34 truss length y
- -_
' Gat End Frame restraint/bracing/
I L,nf rcemPnt lrformatlon. < 49 �
q
-_
j
- .
Maxim�n�Btack Height
for Material on Trusses
Material
Height
Gypsum Berard
12" (305 mm)
Ply-d or OSB
16" (406 mm)
Asphalt Suingles
2 bundles
Concrete Block
8" (203 rum)
Clay Tile
3-4 files high
MANES® s •!�/ ►d pnpy�;-+t� a .aclon sobre restnccron/ __ TCTLR 1 0 itv
\ p. ~ yI arr,&,tr, ,Liu mparaArmazones - c ,-`=Ni
Hold each truss in position with the erection equipment until top cord temporary lateral rc5baint Hastir'es vea el resumen EC'
" $ Is Installed and the truss Is fastened to the bearing points. * r.,J :yr i k stack materials near a peak or at mid -span.
f ° Avoid lateral bending. Note: Ground bracing not shown for clarity. 10" or > 4 11 t',i amontone /os matenales cerca de on po.
Evite la flexion lateral. Use proper rig- Use equipo apropiado Sostenga coda truss en position con equipo de grua pasta que la restnccron laiura/ temporal de !a _ Truss attachment
g 9 g cuerda superior este instdlado el truss esta ace urado en los so Dies. ? Repeat diagonal braces for each set of 4 trusses. re tired at support(s)" ; ;.L: ;r rt overload small groups or single trusses.
n and hoisting para levantar e Pe Y 9 P P- 9 q
° l The contractor is responsible for equipment. improwsar. repita los arrisotres diagonales para cads grupo de 4 trusses. Section A -A na'
INSTALLATION OF SINGLE TRUSSES BY HAND sobrecargue pequenos grupos o trusses individuates.
properly receiving, unlcad:^g and sto•ing 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS
I the trusses at the jobsite. Unkind trusses to RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES Y Place loads over as many trusses as possible. S
9 smooth surface to prevent damage. .+' POR LA MANO n r ' 6 f R t Coloque /as cargas sobre tantos trusses Como sea ]
El contratista tiene la responsablJdad de ��'\ \ 1 _ r r, t , - f (' n posible.-
recibir, descargar y almacenar adecuadarrente Tresses 20' r _ Trusses 30'
Lt %� - t __ Position loads over load bearing wars.
los trusses en la obra. Descargue los trusses en i- e .
r (6.1 m) or (9.1 m) or \ r -% t • ' .r '^ d " '- a '+M A.°(`.� . L' Col ere lac cargos sobre /as " U
la Gana !so para revenir el dano. s r oq g Paredes soportantes.
p p less, support less, support at �! . , r T ,'1 t b " Diagonal
1 � near peak. [�'" bracing CLR sefice r-mlcrcernen ALTERATIONS - ALTERACIONES , y pe quarter points.
-� /d 2x CUT
I+� Truss bracing not shown •1r c:
Soporte Saporte de _ - - \` (rl Truss Member e) Refer to FC'.I C5,*** g
4, �, „ cerca at Pico los cuartus Vea el resumen BC SI e.5. ***
de [runes p trusses
des I f, , members -�• `q I r hl ivcyI cut, alter, or dr.;r an structural member of a truss unless
w t Trusses u to 20' -► f- Trusses up to 30' J ,
r. de 20 pies o (6.1 m) trusses de ,0 (9.1 m) I 5° � Y
n i DO .O I store NO almacene menos. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies I specifically permitted by the truss design drawing.
ti Qn L ° unbraced bundles verticalmente los M0 torte, altere o rfore nin ern miembro estructural de on truss,
ib'Q:L� - `' 6 u r ht. trusscssueltos. I t I :L• : I; - 9'
siY9 _9_y�,ac a�� 4 S p .g TEMPORARY RESTRAINT &BRACING /�I r a A a menos que este especihcamente permitido en el dibujo del diseno
Trusses may be unloaded direcl,y on th y,ound
I at the tine of delivery or stored temporarily in
contact with the ground after de:!very. If trusses
are to b^ stored for more than one week, place
blocking of suffic.2nt height beneath the stack
of trusses at 8' (2.4 m) to 10' (3 m) o- -center
(o.c.).
Los trusses pucvLn ser d Kcargados directamente
en el suclo en aq:x4 momento de enbeg3 o
crmacenados temilic. ,,Ten[a en contacto con cl
suet cf-spues de P�trega. & los trusses estoran
nu' dodos para mas de ulna sc-nara pc-ga
RESTRICCION Y ARRIOSTRE TEMPORAL
th t t t 12'
Bottom
/---"
t chords
k. ' ''cd 2' 2x CccS
del truss.
. r t ;
�= �'
Refer to I D2'-** for more
information.
Top Chord Temporary
Latcrdl Restraint
z
Diagonal braces
every 10 truss spaces
20'
cc::rYcd c,a,p:xe. Roach
nach
to CLN w;"i c_.,mum 8-16d
(01356 5.1 •r s each tide
c` r, "^e or as spec"ed by I..".e
Trusses Oct have been overloaded du•ing construction or altered without the Truss Man -
ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void.
Trusses que se han sobrecargado durance la construccidn o han sido a/ferados sin la autor-
Vea el resumen ,; B2• `* para mas infor-
TCTLR
10' (3 m) - 15' (4.6 m) max.
(6.1 m) max.
B . y Des.dnt'
izacion prewa del Fabricante de Trusses, pueden hater nulo y sin efecto /a garantfa limitada del
�
2x4 mm.
Same spacing as bottom Note: Some chord and web members
SECTION A -A
Fabricante de Trusses.
macidn.
chord lateral restraint not shown for clarity.
-r
Locate round braces for first truss directly y
in f ne with all rows of top chord temporary
I t� I t t t bl I
��
3) BOTTOM CHORD - CUERDA INFERIOR
Lit I R 2 4
contact the Component Manufacturer for more information or consult a Registered Design professional tar assistance.
Tp v ew a an-pn rig PDF of thisis document, visit sbrxd stry.co Nb1
a ..fa res rain (see a e in a nex cc umnI. a c
a es ras x x or t Member NOTE: The truss man•-ifacturer and truss designer rely on the pres,np:ior that the ..W-Wix an3 crane operator (if applicable) are
( blogtx,;ndo do akw,, sufc,,:nte der ds de la pi,a t rater lapped i y give Pm)ect. if the contractor be:zves it needs
DO NOT store on Pd0 a;macene en Berra , _ pp over two trusses , ' professionals with the aspect of the to undertake the w xk they bare a-ress q d^ an an
de Jos trusses a 8 hasta 10 p:..; _,) ccrtr , (o.c.). CO,oque los arriostres de Cerra Para el primer --90 , I ass;tad m th some aspect or the rnrst.,,ccon a ct, a shourd seek assistance from a enVbVed party. The methods and place
SAFups
r �I uneven ground. desigual. truss directamerte en I.nea con cada una de Ar CLR splice reinforce- Note: Some chord ed n ins docvmmt r•e, e-cdnd . ensure that erne aeraa co st ud^^ txnnques en played wnu put the musses into dace sAFe y
For trus,^s stored for more than one ,.rek, cover ment. and web members r� mcon"nendafio"s `x hand"ng, rnsta.".ing, restrainng and bracing trusses are Wsed upon the colkctke rperie. a of leadag
bundles M protect from the environment. J /as filar de rrs7licidn lateral temporal de Id Persorm,l •rsolvod v-!h truss desgn, manufactwe and „";anon, tart must, due, a ore ^atum ar responsibr.ties vey lved, be presented
P _ r Brace Crsl truss t ottom ��` not shown for
cuerda supener (vea la tabla en la prox ma 7� < wv as a curoE r« use t a gua red t .a rg auigr:er « r: ling, i . it is not e w-ning and
rids r trusses and it doer Nedufed as
Para trusses uardados _ - *, ' �e senurcj, befor: chords - °
g por Was de una semana, co;umna). c, rity. pe f c tc r e utale d methods s vent spe-rP-+u n for d prcv,g kstaa i:A restraining and Lnins, trusses and t dab not mterrce the
cobra Jos paquetes Para pro:_ edos del amb,ente. - I erect :n of .dd,tizinal - use cr ether equNarent methods for reshamrrxj/yai ^g and provrC•g stad:.ty for the wa,;s, cd,.ms, rk , r_Js a-n a0 t' a mterrc'cted
7 expressly ^y responsrwn damages
-sing fr-i the . , appata„w,, On. ante on the recemmendatio ssanddiin4(ormatan contained he
drsclaim a for
ice'^ DO NOT walk on / Irusst ; 1
Refer to :•_5:**' fur more d,tz,eu information _ ^- - -/ 1ti r unbraced trusses. 9
perta:.-;ng to handling end job:,te storage of \L i
tru55es. .i"�`.ya._�•��'�), NO camine en trusses ZIT
?;+ i�l
Diagonal braces every 10 SBC-����-sueltos truss spaces 20' (6.1 m) max. ��{jj� ail
Vea el flelleto . L51' para mforraoon mas decal- _ _ t+I+ i-1 woo,"user-ot TRUSS PLATE INSTITUTE
63-10 Enterprise Lane • ML_son, WI 53719 213 N. Lee St., Ste 312 . Alexandria, VA 22314
en area de trabaj
lads sobre el jo y 2:ma[Middo de 105 trusses 10' (3 m) - 15' (4.6 m) max. W/274-4849 • sbcindustry.com 703160.1010 • tpins[.org
a)o.o.
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