RC-18-686 (3)BUILDING
Miami Shores Village
Building Department At 21 2018
10050 N.E.2nd Avenue, Miami Shores, Florida 33138 BY:. rj Ila
Tel: (305) 795-2204 Fax: (305) 756-8972
INSPECTION LINE PHONE NUMBER: (30S) 762-4949
FBC 20 (-� -
Master Permit No. -c 1I& ` (P12)V
7UILDING
MIT APPLICATION
❑ ELECTRIC ❑ ROOFING
Sub Permit No.
❑ REVISION ❑ EXTENSION
❑ PLUMBING ❑ MECHANICAL [:]PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION
JOB ADDRESS: �Z 9 0 E— 1
❑RENEWAL
SHOP
DRAWINGS
Folio/Parcel#: Is the Building Historically Designated: Yes NO
Occupancy Type: Load:
OWNER: Name (Fee Simple Titl&
Address: � KiE
Construction Type: T_Flood Zone:
BFE: FFE:
one#:�q? l 1q5 14q!D
Zip:(
Tenant/Lessee Name: //'�� Phone#:
Email: '�l�UlC- SJ�.��i�'�
CONTRACTOR: Company Name: &oe#
: �L?i ���
Address:
City: State:
Qualifier Name: ej
,,��►► ,, r�L yp*� //�� Phone
State Certification or Regist ion #: 66io - ISZ31� Certificate of Competency #:
lip:
DESIGNER: Architect/Engineer: Phone#:
Address: City: State:
�v
Value of Work for this Permit: $ AnaD Square/Linear Footage of Work:
Zip:
Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ lace Re air Re p / p ❑Demolition
Description of Work: <,- t!f_
Specify color of color thru tile:,
Submittal Fee $ s Permit Fee $
Scanning Fee $ �. Z• 0.7 Radon Fee $
Technology Fee $
Structural Reviews $ GO .
Training/Education Fee $
CCF
DBPR $
CO/CC $
Notary $
Double Fee $
Bond $
(Revised02/24/2014)
TOTAL FEE NOW DUE $ —:),2' cA
Bonding Company's Name (if applicable)
Bonding Company's Address
City _ U1 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 be approved and a reinspec ion fe ill be charged.
Signature ignature
OWNER or AGENT CONTRACTOR
The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this
G
Z _ day f NUBS ( 20 by Z� day of = f (:;ZI-)Si 20 (gLJ by
who is personally known to o is personally known to
me or who has produced �� ��T s me or who has produced -
identification and who did take an oath. identification and who did take an oath.
NOTAR BLIC: NOTAR P BLIC:
Sign: Sign:
Print: �T4 Print: k P
Seal: can }
Pu Notary Public State of Flortaa i C der v� Notary Public State of Florida
�? r° �v My Commission Alvarez {
Sindia Alvarez k
< My Commission FF 156750 < My Commission FF 156750 4
o Expires 0910312018 �, f e Expires 0910312018
APPROVED BY
Plans Examiner
Structural Review
(Revised02/24/2014)
Zoning
Clerk
TRUSS COMPANY, INC.
Trusses & Building Materials
13980 SW 252 Street, Miami, Florida 33032
Telephone: (305) 257-191 O Fax: (305) 257-1911
www.decotruss.com
WARNING:
Extreme Care is required in Handling, Erecting and Bracing Trusses. Refer to
TPI's "HIB-91 Summary Sheet", which is attached, to the engineering package.
BUILDING DESIGNER (ARCHITECT or ENGINEER of Recorded)
It is your responsibility to determine that the dimensions conform to the architectural plans and all loads utilized
herein meet or exceed the actual Dead Loads Specified and /or imposed on your structure, and Live Loads
imposed by The Building Code. PERMANENT BRACING shall be designed and specified by the building designer
for the structural safety of the building. It shall be the responsibility of the building designer to indicate size,
location and attachments for all permanent bracing as required by design analysis. The design and location of all
bracing shall be such that they work together with other structural parts of the building (such as shear walls,
portal frames, bearing walls, columns, beams etc.) to achieve total structural integrity Permanent Bracing
includes and is not limited to The Top Chord Plane, The Bottom Chord Plane and The Web Member Planes. The
Anchoring / Strapping of trusses to walls, beams, ledgers etc., shall be the responsibility of The Building Designer.
Truss to Truss Connections shall be The Responsibility of The Truss Manufacture. (Refer to Documents ANSI/TPI-
95 & WTCA-95 for further information)
TRUSS ERECTOR / INSTALLER (Builder)
The proper and safe erection of all the trusses is exclusively your responsibility. You are cautioned to seek
professional advice regarding the Erection / Installation and Bracing, which is ALWAYS required to prevent
toppling and dominoing. Top Chord, Bottom Chord and Webs shall be adequately braced, as per the attached
HIB-91 Summary Sheet. You are also responsible to refer to the Truss Placement Plan and The Engineering when
erecting Trusses, to insure proper placement. Not all trusses are symmetrical in loading and/or design. Proper
Placement and/or direction are always required. Check all Flat Truss to insure they are not installed UPSIDE
DOWN. Never cut or alter trusses in anyway. Never concentrate Building Materials, such as Plywood or Blocks on
installed Trusses.
Alterations to Trusses:
"The act of cutting or attaching any item that the truss was not originally designed for"
Trusses cannot be altered from the attached engineering designs, with out proper re -designing by a Florida
Registered Engineer. We highly recommend to our customers to use our engineer, however to our knowledge
there is no code that states you must use the engineer, who sealed the truss engineering and layout. However, it
is of the utmost importance that, any Florida Registered Engineer who takes the task of designing repairs to
trusses, should be extremely knowledgeable, not only in structural designs but also have experience designing
trusses. Should any alterations be made to our design or manufactured item, the engineer, contractor and
homeowner waive all warranties and liabilities by Deco Truss Company, Inc., its officers and engineer. All future,
questions regarding said structure and warranties will be held by the persons whom redesigned said trusses and
altered them.
ALWAYS REFER TO THE ATTACHED HIB-91 Summary Sheet
Deco Truss Company, Inc.
� IN ' '4-; 13980 SW 252nd ST
TRUSS COMPANY, INC. Miami, FL 33032
Trusses & Building Materials
Tel: (305) 257-1910
Fax: (305) 257-1911
Re: 10771: RESIDENCE:
Site Information: Project Customer: CAR LINA ARRONTE Job Name RESIDENCE: ARRONTE
Lot/Block: Subdivision :
Site Name:
Site Address: 890 NE 92nd ST.
MIAMI SHORES St: FL. Zip:
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show
Special Loading Conditions):
Design Code: FRC2017/TP12014 Design Program: 8.13 Nov 13 2017 Roof Load: 55.Opsf Floor Load: N/A
Wind Code:
Wind Speed: 175 mph
This package includes 36 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
08/01/18
Al
A0052693
2
08/01/18
A2
A0052694
3
08/01/18
A3
A0052695
4
08/01/18
A4
A0052696
5
08/01/18
A5
A0052697
6
08/01/18
A6
A0052698
7
08/01/18
AG7
A0052699
8
08/07/18
AG8
A0052700
9
08/01/18
82
A0052701
10
08/01/18
B3
A0052702
11
08/01/18
84
A0052703
12
08/01/18
BG1
A0052704
13
08/01/18
CJ5
A0052705
14
08/01/18
D1
A0052706
15
08/01/18
D2
A0052707
16
08/01/18
E1
A0052708
17
08/01/18
EG2
A0052709
18
08/01/18
J1
A0052710
19
08/01/18
J3
A0052711
20
08/01/18
J5
A0052712
21
08/01/18
MV12
A0052713
22
08/01/18
MV13
A0052714
23
08/01/18
MV14
A0052715
24
08/01/18
MV16
A0052716
No.
Date
Truss ID#
Seal#
25
08/01/18
MV18
A0052717
26
08/01/18
MV19
A0052718
27
08/01/18
MV20
A0052719
28
08/01/18
MV21
A0052720
29
08/01/18
MV22
A0052721
30
08/01/18
MV25
A0052722
31
08/01/18
MV27
A0052723
32
08/01/18
MV29
A0052724
33
08/01/18
MV4
A0052725
34
08/01/18
V16A
A0052726
35
08/01/18
V4
A0052727
36
08/01/18
V7
A0052728
The seal on this index sheet indicates acceptance of professional engineering responsibility\
solely for the truss design drawings listed above and attached.
Truss Design Engineer's Name: Mahmound Zolfaghari P.E. y�
License Number #: 36921 Address: 13901 SW 108 Ave, Miami, FL 33176 Mahmound Zolrag::;,'p.E. (/
Consulting Engirfesr3
13901 S.W. 108 Ave.
Miami, Florida 33176
NOTE: The suitability and use of each component for any particular buildingpl�9Rp305-253-2428F,*x305=.i..
responsibility of the Building Designer, per ANSI/TPI 1-1995 Section 2. Florida Professional Engirn rlog1imseNo.36921
crf. .i t ;Tense No. 636
Page 1 of 1 Engineers Name Date
lons:jidr.7 E glnrcor, INC
A P DRAVVIN:l DISPOSITION
17J Revicv;ad, Commems As Noted
L Not "cvievved2
iZ (W'1to general design cor,,^.,D'3 -md general
in 3 --ojract plans and spcificaticns oniy, and is
has ;jtzl m,-rcoviod or that all items required
ha:' viol
t '3;ieve 'to Contractor fro:n t! c razpom,ibility of
3 oft'?^tn.jab ccadit!'c.m, construction meansand mothods,
oflner other .-.y M-quirements of the duns, specVications
or miad-3 by ASD shall not be
c '- T: t n adcr';
W
z i pr—aimd by Sp-cially i3 limited to
'-nl " nc� cj C21WIdon; nor does R
Eq::nsn1;,3 f.,ml C�;
�,f the speddr]
or
0 f
1
Job
Truss
Truss Type
Oty
Ply
RE& ARRONTE (RC)
107i 1
Al
Common
2
1
Jab Reference o tional
n _.,..., �7 ��ITo4 lnrinefrice inr �nm,an1n373n 9n1R Paae1
UCVV IRVJJ VVMrMiviv V., riff iuctui i, r�uuvu<, ivini�v �.-,,.�„n _ --
ID:6HOjSvVSyySyyvQX3VOmTIbmAysWme-rLcpiD101?a6il_CIut7Vp2t0 9bOc VA 2s ys s.
1-6-0 5-8-4 11-4-8 17-0-12 22-9-0 24-3-0
1-6-0 5-8-4 5-8-4 5-8-4 5-8-4 1-6-0
11 13
4x4
0-8-0(0-1-8)
4x6 =
3.12 F12 4
7-7-0
7-7-0
3x4 = 3x4 =
3x4 =
22-9-0
Scale = 1:41.0
6 14
4x4 i
0-8-0(0-1-8)
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Vdefl Ud
PLATES
GRIP
TCLL 30.0
Plate Grip DOL 1.33
TC 0.94
Vert(LL) 0.31
8-10 >889 360
MT20
2441190
TCDL 15.0
Lumber DOL 1.33
BC 0.47
Vert(CT) -0.47
8-10 >581 240
BCLL 0.0
Rep Stress Incr YES
WB 0.18
Horz(CT) 0.07
6 n/a n/a
Weight: 95lb
FT = 0
BCDL 10.0
Code FRC2017rrP12014
Matrix-MSH
LUMBER-
CING BRA-
• • • •
• •
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing diretly applied.
• • • •
000000
BOT CHORD 2x4 SP M 31
BOT CHORD
Rigid ceiling directly applied orS-• -9ec gracing.
• • •
• •
WEBS 2x4 SP No.2
• • •
•
••••••
•• •
••••••
REACTIONS. (lb/size) 2=1370/0-8-0 (min. 0-1-8), 6=1370/0-8-0
(min. 0-1-8)
• • • • •
•
Max Horz2=-72(LC 10)
• • • • •
Max Uplift2=-782(LC 5), 6=782(LC 6) 0000 • • • • •
FORCES. (lb) - Maximum Compression/Maximum Tension • • • • • • • • • • • •
TOP CHORD 1-2=0/30, 2-12=-843/390, 12-17=-3478/2579, 3-17=-3395/2590, 3-18=3027/2239, 4-18=3005/2247, 4-19=-3005/2247, 5-19=-3027/2239,•5.4*"5/2590, ).520=-1478/2579, 0 �50 * 890,
6-7=0/30 • • 000000
BOT CHORD 11-13=-478/914, 13-21=2361/3306, 10-21=-2361/3306, 9-10=-1577/2273, 9-22=-1577/2273, 8-22=-1577/2273, 8-23=2361/3306, 16-23=L2361f3S06, 14-16=@448/914 gee***
WEBS 4-8=-416/800, 5-8=-611/588, 4-10=-416/800, 3-10=-611/588, 2-11=-779/716, 12-13=377/471, 11-12=-843/628, 2-13=-489/663, 6-14=-77V41&615-46=377/471, 14.15=-843/628, 6-16� 489/663
• • • • ••••••
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=5.Opsf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS{en•elope) and C-C Exterior(2) -t-;,1.4 jo.1V8-2,
Interior(1) 1-8-2 to 8-4-8, Exterior(2) 8-4-8 to 11-4-8. Interior(1) 14-4-8 to 21-0-14 zone;C-C for members and forces 8 MWFRS for reactions shown; Luml%PDOLt1.60 plate •I* DOL=1.60 • •
3) Plates checked for a plus or minus 0 degree rotation about its center. • • •
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 782 lb uplift at joint 2 and 782 lb uplift at joint 6.
5) 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.
LOAD CASE(S) Standard
Mahmound Zolfaghari, P.E.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fax 305-235-4248
Florida Professional Engineering License No. 36921
Special Inspector License No. 636
Job
Truss
Truss Type
Oty
Ply
RES: ARRONTE (RC)
107'71
A2
Common
1
1
Job Reference o tional
.
ID:6HOjSv..- .
VSyyvO.X3VOmTIbmAysWme-JYABvZ2e31izJSZOscOM21 aBXuNeIOJXkgPcOiysFs_
1-6-0 5-8-4 11-4-8 17-0-12 22-9-0 1 24-3-0
14-0 5-8-4 5-8-4 5-8-4 5-8-4
Scale = 1:41.0
4x4 =
3.12 12 4
14 15
3x6 % 3x6
zz
3 5
16 3x4 II
3x4 II 13
6
2 7
1
u�
r
17
11
10
18
9
19
r r
12
3x4 =
3x4 =
3x4 =
8
4x6 11
4x6 11
0-8-0(0-1-8)
0-2-8(0-1-8)
7-7-0
15-2.0
22-9-0
7-7-0
7-7-0
7-7-0
Plate Offsets X Y 2:0-2-4 0-1-8 6:0-2-4 0-1-8
LOADING (psf)
SPACING-
2-0-0
CSI.
TC
0.53
DEFL.
Vert(LL)
in (loc)
-0.10 9-11
Vdefl
>999
L/d
360
PLATES
MT20
GRIP
244/190
TCLL 30.0
TCDL 15.0
Plate Grip DOL
Lumber DOL
1.33
1.33
BC
0.99
Vert(CT)
-0.32 9-11
>830
240
BCLL 0.0
Rep Stress Incr
YES
WB
0.38
Horz(CT)
0.06 8
n/a
n/a
Weight: 119lb
FT = 0
BCDL 10.0
Code FRC2017/TP12014
Matrix-MSH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2D
WEBS 2x4 SP No.2
REACTIONS. (lb/size) 12=1367/0-2-8 (min. 0-1-8), 8=1367/0-8-0 (min. 0-1-8)
Max Horz 12=72(LC 9)
BRACING- 0000
TOP CHORD Structural wood sheathing directly applied or 3-4-3 o6 "ijs? except gngl ge •GIs.
BOT CHORD Rigid ceiling directly applied or2-2-0bc bracing. •
WEBS 1 Row at midpt 3-12. �� • • • • •
•••••• •• • ••••••
•
Max Upliftl2=-500(LC 5). 8=-500(LC 6) • • • • • • • • • • • • •
• • • • •
FORCES. (lb) - Maximum Compression/Maximum Tension • • • • • • • • • • • •
TOP CHORD 1-2=0/33, 2-13=217/109, 3-13=169/121, 3-14=2048/1102, 4-14=-1978/1110, 4-15=-1978/1110, 5-15=2048/1102, 5-16=-169/121, 6 16 •2.1T/1()♦9•(i 7=0/33.2-12= g11/419, 6 80*900
=-4c1/419
BOT CHORD 12-17=958/1992, 11-17=-958/1992, 10-11=789/1680, 10-18=-789/1680, 9-18=-789/1680, 9-19=958/1992, 8-19=-958/1992 • • **ego*
WEBS 4-9=126/445, 5-9=-221/219, 4-11=126/445, 3-11=-221/219, 3-12=-2041/1065, 5-8=-2041/1065 • • • • • • • • • • •
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=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS,(envelgqPpe) and C-C 106)"&M) -1 -3-1.to 1-8-2, Intedor(1) 1-8-2 to 8-4-8, Exterior(2) B-4-8 to 11-4-8, Interior(1) 14-4-8 to 21-0-14 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOl4i-r1.60 plate grip DOL=1.60 • • • • • • •
3) Plates checked for a plus or minus 0 degree rotation about its center. • • • **Go*
•••• • • •
4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 500 Ito uplift at joint 12 and 500 Ito uplift at joint 8.
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.
LOAD CASE(S) Standard
Mahmound Zolfaghari, P.E.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fax 305-235-4243
Florida Professional Engineering License No. 36921
Special Inspector License No, 636
Job
Truss
Truss Type
Oty
Ply
RES: ARRONTE (RC)
10)71
A3
COMMON
1
1
Job Reference (optional)
DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Wed Aug 1 10:32:32 2018 Page 1
I D:6 H OjSvVSyyvQX3VQmTl bmAys Wme-n kjZ7v2Ggcggxc8 b PJwba E7J E Ijq USQgz U 89w8ysFrz
5-8-4 11-4-8 17-0-12 22-9-0
5-8-4 5-8-4 5-8-4 5-8-4
4x4 =
3.12 12
Scale = 1:38.1
co
f u 3x4 = 3x4 = 3X4 — 4
4x6 II x6 11
0.2-8(0-1-8)
0.8-0(0-1-8)
7-7-0
15-2-0
22-9-0
7-7-0
7-7-0
7-7-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.33
TC 0.54
Vert(LL)
-0.10
7-9
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.33
BC 0.99
Vert(CT)
-0.33
7-9
>826
240
BCLL 0.0
Rep Stress Incr YES
WB 0.39
Horz(CT)
0.06
6
n/a
n/a
BCDL 10.0
Code FRC2017/TP12014
Matrix-MSH
Weight: 114lb FT=0
LUMBER- BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-4-15 ac ptr)irys, except end verticals.
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2D BOT CHORD Rigid ceiling directly applied orV-2-0 o0bracing. 9000
000000
WEBS 2x4 SP No.2 WEBS 1 Row at midpt 2-10?466, • • • •
• •
REACTIONS. (lb/size) 10=1235/0-2-8 (min. 0-1-8), 6=1235/0.8-0 (min. 0.1-8) • • • • • • • • •
•
• • • • • •
Max Horz 10=63(LC 13) 000000 •
• •
Max Uplift 1 0=-385(LC 5), 6=-385(LC 6)
• • • • • •
FORCES. (lb) -Maximum Compression/Maximum Tension • • • • •
TOP CHORD 1-11=-211/132, 2-11=-175/140, 2-12=2085/1177, 3-12=-2014/1185, 3-13=-2014/1185, 4-13=-2085/1177, 4-14=-175/140, 5-14=-211/132, 1 -1(1'A7/223, 5-6f 257223
•••••
•
BOT CHORD 10-15=1096/2038, 9-15=-1096/2038, 8-9=-881/1702, 8-16=881/1702, 7-16=-B81/1702, 7-17=-1096/2038, 6-17=-1096/2038 • • • • • • • •
• • • • •
WEBS 3 7=-133/466, 47=-240/226, 3-9=-133/466, 2-9=-240/226, 2-10=-2093/1136, 4-6=-2093/1136 • • • • • • •
• • •
• •
• • • • • •
NOTES- •••••• •
•
•
1) Unbalanced roof live loads have been considered for this design. • • •
Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=15ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS•(envelopg) and C-(PExteridt(2) 0-1-12
•
ND64A •
2) Wind: ASCE 7-10; Vult=175mph (3-second gust)
forces & MWFRS for reactions shown; Luraber DQ_=1.60 plat: jr� 15e)•--1.60
Interior(1) 3-1-12 to 8-4-8, Exterior(2) B-4-8 to 11-4-8, Interior(1) 14-4-8 to 19-7-4 zone;C-C for members and
• •
3) Plates checked for a plus or minus 0 degree rotation about its center. • • •
• • • • • ••
000000
4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. • •
• •
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 385 lb uplift al joint 10 and 385 Ito uplift al joint 6. • • •
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.
LOAD CASE(S) Standard
Mahmound Zoifaghari, P.E.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2429 Fax 305-235-4248
Florida Professional Engineering License No. 36921
Special Inspector License No. 636
Job
Truss
Truss Type
Oty
Ply
ARRONTE (RC)
10771
A4
Common
1
1ob
[ES:
Reference (optional)
DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Wed Aug 1 10:32:34 2018 Page 1
I D:6HOjSvVSyyvQX3VQmTlbmAysWme-k7rKXb4XLD5YAvlzXky3ffCZN5WVyQAzQodG_1 ysFrx
1-6-0 5-8-4 11-0-0 1-9- 17-0-12 22-9-0 24-3-0
1-6-0 5-8-4 5-3-12 9- 5-3-12 5-8-4 1-6-0
5x10 MT20HS=
3.12 F12
44 o— — — — 4X4
0-8-0(0-1-8)
LOADING (psf)
SPACING- 2-0-0
CSI.
TCLL 30.0
Plate Grip DOL 1.33
TC 0.94
TCDL 15.0
Lumber DOL 1.33
BC 0.47
BCLL 0.0
Rep Stress Incr YES
WB 0.18
BCDL 10.0
Code FRC2017/TPI2014
Matrix-MSH
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 31
WEBS 2x4 SP No.2
REACTIONS. (lb/size) 2=1370/0-8-0
(min. 0-1-8), 6=1370/0-8-0
(min. 0-1-8)
Max Horz2=71(LC 9)
5-2-0
22-9-0
Scale = 1:41.6
0-8-0(0-1-8)
DEFL.
in (loc)
I/defl
Ud
PLATES
GRIP
Vert(LL)
0.31 8-10
>882
360
MT20
2441190
Vert(CT)
-0.47 8-10
>579
240
MT20HS
187/143
Horz(CT)
0.07 6
n/a
n/a
Weight: 95 lb
FT = 0
BRACING-
• • • •
TOP CHORD
Structural wood sheathing directly applied. •
• • • • •
000000
BOT CHORD
Rigid ceiling directly applied ool,-1046 o• bracing.
•
••
•• •
•
•
• •
•
••
•••••
•• •
••••••
•
••••••
C
Max Uplift2=783(LC 5), 6=-783(LC 6) • • • • • • • • •
FORCES. (lb) - Maximum Compression/Maximum Tension 0000 • • • • • • • •
TOP CHORD 1-2=0/30, 2-12=-843/420, 12-17=3478/2707, 3-17=-3395/2718, 3-18=-3044/2359, 4-18=-3022/2370, 4-19=-3022/2370, 5-19=-3044/2359,"Q 6V%5/2718, lk20=-3478/2707, 6:1� �:431*20,
6-7=0/30 • • 660006
BOT CHORD 11-13=-478/914, 13-21=-2485/3306, 10-21=2485/3306, 9-10=-1693/2309, 9-22=-1693/2309, 8-22=-1693/2309, 8-23=-2485/3306, 16-23=92485A306, 14-16=4477/914 000000
WEBS 4-8=-419r785, 5-8=-588/592, 4-10=-419/785, 3-10=588/592, 2-11=-779/733, 12-13=-377/473, 11-12=-843/656, 2-13=-511/663, 6-14=77%731 454V=-377/473, 14:15=-843/656, 6-16=� 1/663
• • • •
• • ••
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=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; M4RS [�m*lope) aril C-C Exterior(2) -1 %Jg .1-1-2.
Interior(1) 1-8-2 to 7-1-9, Exterior(2) 7-1-9 to 11-4-8, Interior(1) 15-7-7 to 21-0-14 zone;C-C for members and forces & MWFRS for reactions shown; LumtrtioDOL•1.60 plate grip D(JL=1.60 • •
3) Al plates are MT20 plates unless otherwise indicated. • • •
4) Plates checked for a plus or minus 0 degree rotation about its center. • • •
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 783 lb uplift at joint 2 and 783 lb uplift at joint 6.
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.
LOAD CASE(S) Standard
Mahmound Zolfaghari, P.E.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305.253-2428 Fax.305-235-4248
Florida Professional Engineering License No..36921
Special Inspector License No. 636
Job
Truss
Truss Type
Qty
Ply
RES: ARRONTE (RC)
10771
A5
Hip
1
1
Job Reference o tional
DECO TRUSS COMPANY INC., Princeton, FL 33032. MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Wed Aug 1 10:32:35 2018 Page 1
I D:6HOjSvVSyyvQX3VQmTlbmAysWme-CJ Pilx596XDPo3tA5RTICtlk5Vrjhrr7fSNpVVrysFrw
1-6-0 4-6-0 9-0-0 13-9-0 1B-3-0 22-9-0 24-3-0
1-6-0 4-6-0 4-6-0 4-9-0 4-6-0 4-6-0 1-6-0
4x6 =
3.12 F12
4x8 =
Scale = 1:41.6
3x8 = 3x8 = 5x6 = 3x8 =
0-8-0(0-1-8) 0-8-0(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 1.33
TC 0.94
Vert(LL) 0.27 9-10 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.33
BC 0.53
Vert(CT) -0.39 10-13 >709 240
BCLL 0.0
Rep Stress Incr YES
WB 0.28
Horz(CT) 0.08 7 n/a n/a
BCDL 10.0
Code FRC2017/TP12014
Matrix-MSH
Weight: 101 lb FT = 0 h
LUMBER- BRACING- • • • •
TOP CHORD 2x4 SP No.2D 'Except' TOP CHORD Structural wood sheathing directly appl1ed or 2-2-0t• • • • • •
T2: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied orK-8-1 A ocbracing. •
BOTCHORD 2x4SPM31 •• • •••••• ••
WEBS 2x4SPNo.2 •••••• •• • ••••••
•
REACTIONS. (lb/size) 2=1370/0-8-0 (min. 0-1-8), 7=1370/0-8-0 (min. 0-1-8) • • • • • • • • •
Max Horz2=59(LC 5) • • • • • • • • •
Max Uplift2=-802(LC 5), 7=-802(LC 6) • • • • •
•••• • •• •••••
FORCES. (lb) - Maximum Compression/Maximum Tension • • • • •
TOP CHORD 1-2=0/30, 2-12=-898/462, 12-17=-3492/2918, 3-17=-3465/2926, 3-18=-2859/2364, 4-18=2819/2375, 4-5=-2743/2376, 5-19=-2832/2383, 6-19i-MD2373, 6-S4"E%926, 15-"--V S/2918.
7-15=-897/463, 7-8=0/30 • • • • • • • • • • •
BOT CHORD 11-13=-534/902, 13-21=-2686/3324, 10-21=-2686/3324, 10-22=-2072/2740, 9-22=-2072/2740, 9-23=-2687/3325, 16-23=-2687/3325, 14-1� �/'0 •
WEBS 3-10=-681/643, 4-10=-76/288, 5-10=-225/233, 5-9=-79/364, 6-9=-669/636, 2-11=-800/756, 12-13=332/603, 11-12=814/678, 2-13=565/ 3, 7 �4- 99/757, 15-16--337/599, 14 15=-8� �/678,
• • • • ••••••
7-16=-565/674 • • • • • •
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=5.Opsf; BCDL=5.Opsf; h=15ft, Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS • • •
(envelope) and C-C Exterior(2)-1-3-14 to 1-8-2, Interior(1) 1-8-2 to 4-9-1, Exterior(2) 4-9-1 to 17-11-15, Intenor(1) 17-11-15 to 21-0-14 zone,C-C for members and • • •
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 802 lb uplift at joint 2 and 802 to uplift at joint 7.
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.
LOAD CASE(S) Standard
Mahmound Zolfaghari, P.E.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fax 305-235-4248
Florida Professional Engineering License No. 36921
Special Inspector License No. 636
Job
Truss
Truss Type
Oty
Ply
ARRONTE (RC)
107e1
A6
Hip
1
1
�RE&
Job Reference (optional)
DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Wed Aug 1 10:32:36 2018 Page 1
ID:6HOjSvVSyyvQX3VQmTIbmAysWme-gVz4yH6ntrLGQDRMe9_Xl4Hu1 v41 QILGt66N3wysFry
1-6-0 7-0-0 11-4-8 15-9-0 22-9-0 24-3-0
-' 1-6-0 7-0-0 4-4-8 4-4-8 7-0-0
Scale = 1:41.6
3.12 F12
4x6 =
3x4 =
4x6 =
3x6 = 3x10 MT20HS= 3x4 = 3x6 =
0-8-0(0-1-6) 3x4 = 0-8-0(0-1-8)
7-0-0 15-9-0 22-9-0
7-n-n 8-9-0 7-0-0
LOADING (psf)
SPACING-
2
CSI.
DEFL.
in (loc)
I/deft
L/d
TCLL 30.0
Plate Grip DOL
1%3
TC 1.00
Vert(LL)
0.28 8-10
>992
360
TCDL 15.0
Lumber DOL
1.33
BC 0.98
Vert(CT)
-0.55 8-10
>494
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.27
Horz(CT)
0.08 6
n/a
n/a
BCDL 10.0
Code FRC2017ITP12014
Matrix-MSH
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 91 Ito FT = 0
LUMBER- BRACING- 0000
TOP CHORD 2x4 SP No.2D'Except' TOP CHORD Structural wood sheathing direly appIr. • •
T2: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or -2-0 oc facing. • • • • • • • • • •
BOT CHORD 2x4 SP No.2D 'Except'
•s • •• • •
B2:2x4SPM31 •••••• •*'a ••••�•
WEBS 2x4 SP No.2 •
REACTIONS. (lb/size) 2=1370/0-8-0 (min. 0-1-8), 6=1370/0-8-0 (min. 0-1-8) • • • • • •
Max Horz2=-51(LC 6) • • • • •
Max Uplift2=-815(LC 5), 6=-815(LC 6) 0000 • • • 60009
FORCES. (Ib) - Maximum Compression/Maximum Tension • c • • • • • • • • • • •
TOP CHORD 1-2=0/30, 2-12=-793/424, 12-17=-3285/2691, 17-18=-3234/2695, 3-18=320212706, 3-4=-3125/2710, 4-5=-3126/2707, 5-19=-3203/2703, 1" VJ6/2693, 1"t•—"ft2689, %1i5 - 776/�09,
6-7=0/30
BOT CHORD 11-13=-514/833, 13-21=-2438/3098, 10-21=-2438/3098, 9-10=-2919/3552, 9-22=-2919/3552, 8-22=-2919/3552, 8-23=-2436/3100, 16-23-- 135j "' 14-16=-533/895 •
WEBS 3-10=-150/423, 4-10=-686/519, 4-8=-683/521, 5-8=-150/422, 2-1 l=801/785,12-13=-585/765, 11-12=-776/657, 2-13=-591/713, 6-14=-77fJ762,15-V=-593/7j1, 14-1 j=785/6586,16 = 157/670
••••••
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=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C. Part. Encl., GCpi=0.55; MWFRS • • •
(envelope) and C-C Exterior(2)-1-3-14 to 1-8-2, Interior(1) 1-8-2 to 2-9-1, Exterior(2) 2-9-1 to 19-11-15, Interior(1) 19-11-15 to 21-0-14 zone;C-C for members and • • •
forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree rotation about its center.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 815 lb uplift at joint 2 and 815 Ito uplift at joint 6.
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.
LOAD CASE(S) Standard
Mahmound Zolfaghari, A.E.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fax 30;_235-4248
Florida Professional Engineering License No, 36921
Special inspector License No. 636
9
M
N
Job
Truss
Truss Type
Qty
Ply
RES: ARRONTE (RC)
107i1
AG7
Hip Girder
1
1
Job Reference (optional)
DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print 8.130 s Nov 13 201 / Mi lek Inoustnes, Inc. vveo Aug 1 1u ocay Zu1a rage -1
ID:6HOjSvVSyyvQX3VQmTlbmAysWme-44fDb18fAmjrHgAxKHYEMjvVR65idWZia3L 1fEysFrs
-1-6-0 5-0-0 9-3-9 13-5-7 17-9-0 22-9-0 24-3-0
1-6-0 5-0-0 4-3-9 4-1-13 4-3-9 5-0-0 1-6-0
3.12
7xl6 M18SHS=
12
20
2x4 11
21 22
3x4 =
23
7x16 M18SHS=
Scale = 1:41.6
5x10 MT20HS= 3x6 11 7x10 M18SHS= 4x12 = 3x10 = 3x6 11 5xl0 MT20HS=
0-8-0(0-2-3)
9-3-9
22-9-0
0-8-0(0-2-3)
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L!d PLATES GRIP
TCLL 30.0 Plate Grip COL 1.33 TC 0.60 Vert(LL) 0.68 10-11 -399 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.33 BC 0.98 Vert(CT) -1.05 10-11 >260 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(CT) 0.13 7 n/a n/a M18SHS 244/190
BCDL 10.0 Code FRC20171TPI2014 Matrix-MSH Weight: 126lb FT=O%
LUMBER- BRACING- 0000
TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing direly appljgd or 2-4-36rip,krgi i � 000000
T2: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or&-l1-Go4racing.
BOT CHORD 2x6 SP M 26 • • • • • • •
WEBS 2x4 SP No.2 •••:•• •• • ••••:•
REACTIONS. (lb/size) 2=2311/0-8-0 (min. 0-2-3), 7=2311/0-8-0 (min. 0-2-3) • • • • • • • • •••••
•
•
Max Horz 2=42(LC 3) • • • • • • • • •
Max Uplift2=-1487(LC 31, 7=-1487(LC 4) • • • • •
Max Grav2=2606(LC 25), 7=2606(LC 32) • • • • • • • 00000
• •
•••••• • • •••••
FORCES. (lb) - Maximum Compression/Maximum Tension • •
TOP CHORD 1-2=0/30, 2-15=-3231/1624, 3-15=-8711/4473, 3-20=-12075/6224, 4-20=-12077/6225, 4-21=-12075/6220, 21-22=-12075/6220, 5-22=120OW62"5-23=-120:376117*(?23=-12O4Oi5i 5• •
6-18=-871114473, 7-18=-3230/1622, 7-8=0/30
BOT CHORD 14-24=-1782/3614, 16-24=-1782/3614, 16-25=-4262/8406, 13-25=-4262/8406, 12-13=-4285/8523, 12-26=-4285/8523, 11-26=-4285/8523,:T-2-t*,-%i23l12081, 27-A=-6123/12081, 0
28-29=6123/12081, 10-29=-6123/12081, 10-30=-4243/8523, 9-30=-4243/8523, 9-31=-4221/8405, 19-31=-4221/8405, 19-32=-1809/3614,•17-32=-16009/3614 • 0 0
WEBS 3-13=-225/1120, 3-11=-1983/3875, 4-11=-754/615, 5-11=-232/221, 5-10=476/623, 6-10=1997l3881, 6-9=224/1119, 2-14=-1316/810, 15-16=447/363, 14-J"2R6%1637, 2-16=• �8�AV,
• • • • •
7-17=-1316/810, 18-19=-447/362, 17-18=-2217/1140, 7-19=-77111497 • • • • • • • • •
•• • •• • • •
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=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS
(envelope); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree rotation about its center.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1487 lb uplift at joint 2 and 1487 lb uplift at joint 7.
7) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 171 lb down and 196 lb up at 5-0-0, 171 lb down and 196 lb
up at 7-0-12, 171 lb down and 196 lb up at 9-0-12, 171 lb down and 196 lb up at 11-0-12, 171 lb down and 196 lb up at 11-8-4, 171 lb down and 196 lb up at
13-8-4, and 171 lb down and 196 lb up at 15-8-4, and 171 lb down and 196 lb up at 17-9-0 on top chord, and 634 lb down and 254 lb up at 5-0-0, 231 lb down
and 30 lb up at 5-0-12. 231 lb down and 30 lb up at 7-0-12, 231 lb down and 30 lb up at 9-0-12, 231 lb down and 30 lb up at 11-0-12, 231 lb down and 30 lb up
at 11-8-4, 231 lb down and 30 lb up at 13-8-4, 231 lb down and 30 lb up at 15-8-4, and 231 lb down and 30 lb up at 17-8-4, and 634 lb down and 254 lb up at
17-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33
Uniform Loads (plf)
Vert: 1-3=-90, 3-6=-90, 6-8=-90, 14-17=-20
Concentrated Loads (lb)
Vert: 3=-96 6=-96 13=-407(8=-358) 11=50 4=-96 5=-96 10=-50 9=-407(B=-358) 20=-96 21=-96 22=-96 23=-96 26=-50 27=-50 29=-50 30=-50
• • •
•• •
M
00
�Ny
N ,IT
40 IC
W a z
y u ~ N
1.2d•E'0 en N O
kn
on.2o a
en
= o to eco v ?
0
�v aw 43
Job
Truss
Truss Type
Qty
Ply
RES: ARRONTE (RC)
10771
+
K
1
COMMON GIRDER
1
2
Job Reference o tional
DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA b.13U s Nov U 2U1 r Mi i eK inaustries, inc. i ue Aug r -icac 3 20io rage
ID:6HOjSvVSyyvQX3VQmTlbmAysWme-KIOWvc9V95hltYuhOEDhAilLpwLgfzlE3i?cXdygFFC
• 3-9-8 11-4-8 15-2-0 18-11-8 - 22-9-0
3-9-8 3-9-8 3-9-8 3-9-8 C 3-9-8 3-9-8
On"`wtQr 111 Scale = 1:40.0
For p� rimer to
Per "ailingEn81nRr
Multiple Mem lnstructio mowing
axs = bet Girder q ttac s 04
3.12 12 a hmp.,.
3xl2
7x8 MT20HS I I 7x8 MT20HS= 46 11
0-8-0(0-4-6)
HS=
7x8 MT20HS= 4x6 II 7x8 MT20HS= 7x8 MT20HS II
••••
• • 0-8-0(0-4-6)
• • •••• • ••••
•••••• •• • ••••%
•
15-2-0 18-1108. • • • • 2Q-9-0 • , •
n Q 7 n 9 z a v 0*1900•
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL.
in loc I/deft L/d •
• PLATES CitIP • •
• • • • • • •
TCLL 30.0
Plate Grip DOL 1.33
TC 0.92
Vert(LL)
-0.25 11-12 >999 360
:PLATES,,
: • • •2"190
TCDL 15.0
Lumber DOL 1.33
BC 0.89
Vert(CT)
-0.46 11-12 >581 240 •
• • • MT20HS• 187/143 • • • • • •
BCLL 0.0
Rep Stress Incr NO
WB 0.63
Horz(CT)
0.08 8 n/a n/a
•
• • • •
BCDL 10.0
Code FRC2017/TPI2014
Matrix-MSH
:
: Weight: 291 Ib FT = 0 % • •
LUMBER-
BRACING-
• • • • • •
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 2-2-i2 oc purtins, exce: grgdyWi�als.
BOT CHORD 2x6 SP No.1 D
BOT CHORD
Rigid ceiling directly applied or Y4 -13 of bracing. • • • • •
WEBS 2x4 SP No.2 *Except*
000000
W1: 2x6 SP No.2, W2: 2x4 SP M 31
•••••
REACTIONS. (lb/size) 14=865910-8-0 (min. 0-4-6), 8=8659/0-8-0
(min. 0-4-6)
Max Horz 14=-63(LC 8)
Max Upliftl4=-2684(LC 3), 8=2684(LC 4)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-13079/4049, 2-3=14655/4548, 3-4=-12608/3913, 4-5=-12608/3913, 5-6=-14655/4548, 6-7=-13079/4049, 1-14=-7250/2272, 7-8=7250/2272
BOT CHORD 14-15=-338/875, 13-15=338/875, 13-16=-3932/12603, 12-16=3932/12603, 12-17=-4364/14156, 11-17=-4364/14156, 11-18=-4315/14156, 10-18=-4315/14156, 10-19=-3883/12603,
9-19=3883/12603, 9-20=277/875, 8-20=-277/875
WEBS 4-11=-1811/5964, 5-11=2644/883, 5-10=-519/1829, 6-10=-546/1768, 6-9=-1491/518, 3-11=-2644/883, 3-12=-519/1829, 2-12=-546/1768, 2-13=-1491/519, 1-13=-3787/12312, 7-9=3786/12312
NOTES-
1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 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 (8) 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=5.Opsf, BCDL=5.Opsf; h=15ft; Cat. It: Exp C; Encl., GCpi=0.18, MWFRS
(envelope); Lumber DOL=1.60 plate grip DOL=1.60
5) All plates are MT20 plates unless otherwise indicated.
6) Plates checked for a plus or minus 0 degree rotation about its center.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2684 lb uplift at joint 14 and 2684lb uplift at joint 8.
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) Girder carries tie-in span(s): 26-11-0 from 0-0-0 to 22-9-0
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33
Uniform Loads (plf)
Vert: 1-4=-90, 4-7=-90, 8-14=-687(F=-667)
Mahmound Zolfa&6,T.E. 0
Consulting Engineers- f/
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fax 305435-4249
Florida Professional Engineeripg;lioense No. 36921
S pP,Ci";? 1n•;I:• ;..,,,r [,icense No. 636
Job
Truss
Truss Type
Qty
Ply
RES:�ARRONTE�(RC)SCISSORS
1
2
Job
_..._.o
,nn ..
ni...,, z on,
odor azn
tio��Mnndustries. Inc Wed Aua 1 10:32:44 2018 Page 1
DECO TRUSS COMPANY INC., Nnnceton, FL ssu,52, MARiv ca"iNci-
1-6-0
6
7-4-0
7-4-0
I D:6HOjSvVSyyvQX3VQmTlbmAysWme-R2S6eOCo?I L7NS3u6g7P3mdFo7pYHxmRjL2oLSysFrn
14-8-0 16-2-0
7-4-n 1-6-0
Scale = 1:28.6
st refelr to Bnginat wing
con" P �r nailing ins etit son
r ber Girder A hmem
_ e Men► .r—
5x6 =
Hatched Area =
SCAB SQUIRED
See Note Below
0-8-0(0-1-8) 1.50 12 U-B-U(U-,�)
LOADING (psf)
TCLL 30.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 5-10-0
Plate Grip DOL 1.33
Lumber DOL 1.33
Rep Stress Incr NO
Code FRC2017/TP12014
CSI.
TC 0.97
BC 1.00
WB 0.24
Matrix-MSH
DEFL. in loc I/deft Ud PLATES GRIP • •
Vert(LL) 0.20 6 >899 360 • T20 • • • 34/490
Vert(CT) -0.36 6 >488 240 • • • • • • • • •
Horz(CT) 0.14 4 n/a n/a • • • =(Veight: 170 lb • FT = 0 % • •
LUMBER-
BRACING- • • • • • •
0 • •
TOP CHORD 2x6 SP No.2
TOP CHORD 3-10-2 oc bracing • • • • • •
(Switched from sheeted: Spacing a 2-040). Except: • • • • •
BOT CHORD 2x6 SP No.2
3-10-0 oc bracing: 2-3 • • •
WEBS 2x6 SP No.2
• • •
4-10-0 oc bracing: 313
OTHERS 2x4 SP No.2
10 0 0 oc bracing: 1-2, 4-5
LBR SCAB 1-2 2x4 SP No.2 one side
BOT CHORD Rigid ceiling directly applied or 7-5-1 oc bracing.
4-5 2x4 SP No.2 one side
REACTIONS. (Ile/size) 2=2585/0-8-0 (min. 0-1-8), 4=2495/0-8-0 (min. 0-1-8)
Max Hor72=155(LC 9)
Max Uplift2=-1095(LC 5), 4=-1046(LC 6)
FORCES. (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-0/32, 2-3=-7751/4584, 3-14=-7531/4618, 13-14=-3963/2300, 4-5=0/32
8-16=-4084/7267, 6-16=-4070/7289,
6-17=-4090/7295, 12-17=-4098/7269, 12-18=-1891/3470, 11-18=-1900/3461, 4-11=0/31
BOT CHORD 2-7=-4323/7562, 7-15=-3680/6519, 8-15=-3676/6528,
WEBS 3-6=-919/2249, 9-10=-751/423, 7-9=-168/87, 8-10=-65/35, 7-10=-433/768, 8-9=410/727, 11-13=-1177/760, 12-14=-503/683, 11-14=3643/2116, 12-13=-2125/3746
NOTES-
1) 2-ply truss to be connected together with 1 Od (0.131"0") nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 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) Wlnd: 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=O.18; MWFRS
(envelope) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
5) Plates checked for a plus or minus 0 degree rotation about its center.
6) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1095 lb uplift at joint 2 and 1046 lb uplift at joint 4.
8) 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.
LOAD CASE(S) Standard
Mahmound Zolfaghari, P.E.
Consulting Engineers
13901 S. W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fax 305-235-4248
Florida Professional Engineering License No. 36921
Special Inspector License No. 6-16
Job
Truss
Truss Type
Oty
Ply
RE& ARRONTE (RC)
10-171
B2
Scissor
4
1
Job Reference (optional)
DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8,130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc Wed Aug 1 10:32:41 2018 Page 1
ID:6HOjSvVSyyvQX3VQmTlbmAysWme-1Tmz?_9wiNzYW KJRiaiS8?scwom4bz?1Ng8k7ysFrq
- , 1-6-0 3-8-0 7-4-0 11-0-0 — 14-8-0 16-2-0
1-6-0 1 3-8-0 3-8-0 3-8-0 3-8-0 1-6-0
Scale = 1:28.6
4x4 =
rt1��
Iola
0-8-0(041'8�-' 1.50 12 OA41(5-1-8)
• • •••• ••••••
•••••• •• • ••••••
•
3-8-0 7-4-0 11-0-0 • • • • 010-8-0 • • •
3-8-0 3-8-0 3-8-0 3-8-0 : • • • •
7ttlL(; G./nol rC.n1LC. Frinul • • • • • • __. _
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in loc I/deft Ud RLATES GRWI
• •
TCLL 30.0
Plate Grip DOL
1.33
TC 0.56
Vert(LL) -0.20 9-10 >885 360 • MT20 • • Q44160
TCDL 15.0
Lumber DOL
1.33
BC 0.94
Vert(CT) -0.37 9-10 >476 240 • • • •
• • • • • •
•
BCLL 0.0
Rep Stress Incr
YES
WB 0.18
Horz(CT) 0.13 6 n/a n/a • • • • •
•
BCDL 10.0
Code FRC2017rrPI2014
Matrix-MSH
• 1� eight: 62 Ito FT = 0%
•
LUMBER-
BRACING- • • • • • •
CHORD Structural directly agpheg or 3-1-2 oc pudins.
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
TOP wood sheathing
BOT CHORD Rigid ceiling directly applied or 2*41 oc tracing. • • •
• • •
• • • •
• •
WEBS 2x4 SP No.2
• • •
REACTIONS. (lb/size) 2=926/0-8-0 (min. 0-1-8), 6=926/0-8-0 (min. 0-1-8)
Max Horz2=-52(LC 6)
Max Uplift2=358(1-C 5), 6=-358(LC 6)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/30, 2-12= 434/98, 12-17=-2685/1477, 3-17=-2619/1484, 3-18=-2542/1486, 4-1 B=2522/1493, 4-19=2522/1493, 5-19=-2542/1486, 5-20=2619/1484, 1 5-20=-2685/1 477, 6-15=434/97,
6-7=0/30
BOT CHORD 11-13=-137/396, 13-21=-1320/2536, 10-21=-1317/2543, 10-22=-1336/2559, 9-22=-1334/2567, 9-23=-1334/2567, 8-23=-1336/2559, 8-24=-1317/2543, 16-24=-1320/2536, 14-16=105/396
WEBS 4-9=-378/841, 5-9=-341/187, 5-8=119/158, 3-9=341/181, 3-10=119/158, 2-11=-558/491, 12-13=353/252, 11-12=-629/373, 2-13=-266/526, 6-14=558/491, 15-16=-353/252, 14-15=-629/373,
6-16=-266/526
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. H. Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-3-14 to 1-8-2,
Interior(1) 1-8-2 to 4-4-0, Extedor(2) 4-4-0 to 7-4-0, Interior(1) 10-4-0 to 12-11-14 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 358 lb uplift at joint 2 and 358 lb uplift at joint 6.
6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
LOAD CASE(S) Standard
Mahmound Zolfaghari, P.E.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fa,% 305-235-4248
Florida Professional Enginee> ing License No. 36921
j eCiel ;n,pect>>r i..i r'ncE- N,, /,16
Job
Truss
Truss Type
Oty
Ply
RES: ARRONTE (RC)
10771
83
Common
5
1
Job Reference (optional)
utUU I KUJJ UUIVIrHIV 7 uvu., rnncewn, rL oowZ, MMMIU rO—N i+ ,...11. — ,.... � ,..,. —.. ,.... . ....___.- , ..._. ..__ .
I D:6 H OjSvVSyyvQX3VQmTl bmAys Wme-VfKL D KAYTh 5 P88vW?Q5x_LXvsK77p3l9G 1 ZhGZys F rp
1-6-0 7-4-0 14-8-0 16-2-0
1-6-0 7-4-0 7-4-0 1-6-0
Scale = 1:28.1
4x4 =
3.12 12 3
c?
0
0-8-0(Ot>148�= 04W(E-1-8)
• • •••• ••••••
•••••• •• • ••••••
•
7_4_0 14-8-0 • • • • • • • • •
740 7_4_0 u ••••••
Plate Offsets (X Y) (2 0-0-14 0-1 21 f3:0-2 0 0 2 81 f4 0-0-14 0-1-21 • • • • •-
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud • • • •PLATES • GRIP • • % • •
TCLL 30.0 Plate Grip DOL 1.33 TC 0.97 Vert(LL) -0.12 6-12 >999 360 4T20 • • J404 W
TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(CT) -0.28 6-12 >626 240 • • • • • • • • • •
BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.02 4 n/a n/a • • • • • , • •
BCDL 10.0 Code FRC2017/TPI2014 Matrix-MSH • 0eight: 52 Ib FT = 0 /o •
LUMBER- BRACING- • • • • • •
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dire4ly api?4 % • • •
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 244 oc b6acing. • • • • •
WEBS 2x4 SP No.2 • • •
REACTIONS. (lb/size) 2=926/0-8-0 (min. 0-1-8), 4=926/0-8-0 (min. 0-1-8)
Max Horz2=-52(LC 6)
Max Uplift2=-358(LC 5). 4=-358(LC 6)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/30, 2-8=-338/53, 8-13=1707/973, 13-14=-1628/980, 3-14=-1620/988, 3-15=-1620/988, 15-16=-1628/980, 11-16=-1707/973, 4-11=338/52, 4-5=0/30
BOT CHORD 7-9=-121/388, 9-17=-807/1576, 6-17=-807/1576, 6-18=-807/1576, 12-18=-807/1576, 10-12=-98/388
WEBS 3-6=0/357, 2-7=-576/504, 8-9=-517/529, 7-8=-458/276, 2-9=-249/435, 4-10=-576/504, 11-12=517/529, 10-11=-458/276, 4-12=-249/435
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: 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) and C-C Extedor(2) -1314 to 1-8-2,
Interior(1) 1-8-2 to 4-4-0, Exterior(2) 4-4-0 to 7-4-0, Interior(1) 10-4-0 to 12-11-14 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 358 lb uplift at joint 2 and 358 lb uplift at joint 4.
5) 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.
LOAD CASE(S) Standard
Mahmound Zolfaghari, P.E.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fax 305 235-4248
Florida Professional Engineering License No. 36921
Special lnsoector 1- icens e N- (,,6
Job
Truss
Truss Type
Qty
Ply
(RC)
10791
B4
Common
1
1ob
[ES:ARRONTE
Reference (optional)
Utl.V IKUOb UUMYAllT iiNu-YnnO tun, r L JJWL, IVIMMIV UO—N mm ,...ID:6 OjSvVSyyv .., -zruj...._.. ...___..._-,..._. ..-_ - -
ID:6HOjSvVSyyvQX3VQmTIbmAysWme-zrujQgBAE_DGIIUiZ7cAXZ44ckTMYW IUhJEoOysFro
1-6-0 7-4-0 14-8-0 16-2-0
7-4-n 7-4-0 1-6-0
71- =
9
0-8-0(01,j48�--
4x4 =
3.12 12 3
ter`
04 al-8)
Scale = 1:28.1
..•... .. . .•....
7_4_0 14-8-0 • • • • • • • • •
7-4-0
7-4-0 ••••••
a-. • • • •
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP • •
TCLL 30.0 Plate Grip DOL 1.33 TC 0.97 Vert(LL) -0.12 6-12 >999 360 • • •
• • OT20 � • JJ4J0 • • •
TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(CT) -0.28 6-12 >626 240 • • • • • • • • • •
BCLL 0.0 Rep Stress Incr YES WB 0.08 Horc(CT) 0.02 4 n/a n/a •
Weight:
BCDL 10.0 Code FRC2017ITP12014 Matrix-MSH • • •521b • FT 0% • •
LUMBER- BRACING- 000000
TOP CHORD Structural wood sheathing direcly agpffeg. • • •
TOP CHORD 2x4 SP No.2 • • • • • •
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2.2-0 oc tiocing. • • • • •
WEBS 2x4 SP No.2 • • • • • •
REACTIONS. (lb/size) 2=926/0-8-0 (min. 0-1-8), 4=926/0-3-8 (min. 0-1-8)
Max Horz 2=52(1-C 6)
Max Uplift2=-358(LC 5), 4=358(LC 6)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/30, 2-8=338/53, 8-13=-1707/973, 13-14=-1628/980, 3-14=-1620/988, 3-15=1620/988, 15-16=-1628/980, 11-16=-1707/973, 4-11=-338/52, 4-5=0/30
BOT CHORD 7-9=-121/388, 9-17=-807/1576, 6-17=-807/1576, 6-18=-807/1576, 12-18=-807/1576, 10-12=-98/388
WEBS 3-6=0/357, 2-7=576/504, 8-9=-517/529, 7-8=-458/276, 2-9=249/435, 4-1 0=-576/504,11-12=-517/529, 10-11=-458/276, 4-12=-249/435
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=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-3-14 to 1-8-2,
Interior(1) 1-8-2 to 4-4-0, Exterior(2) 4-4-0 to 7-4-0, Interior(1) 10-4-0 to 12-11-14 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 358 lb uplift at joint 2 and 358 lb uplift at joint 4.
5) 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.
LOAD CASE(S) Standard
Mahmound Zelfaghari, P.B.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fax 305-235-4248
Florida Professional Engineering License No. 36921
Special Inspector License No. 636
Job
Truss
Truss Type
Oty
Ply
RES:ARRONTE (RC)
10771
D1
COMMON
1
1
Job Reference (optional) ,_..,,., ,...T_�_ _� ,. --n„ 110'49 9n1A Pasoi
UCVV RUJJ VVIVIrI11V i1VU., �ii�ct�ii, ��.i.v..c, ivin�v �.. „vim„�ri - -v -- - _
ID:6HOjSvVSyyvOX3VOmTIbmAysWme-rd8EG1EhHDjiEvnTozh6hPFxNL?NUKHuP ynysFrk
0-6-0 4-0-0 8-0-0 8-6-0
0-6-0 4-0-0 4-0-0 0-6-0
Hatched Area = SCAB
REQUIRED
4x4 = See Note Below
9 3x4 II 3x4 II
0-8-0(0-1-8)
Scale = 1:16.5
aa-o>(arary
•••••• •• • ••••%
•
. -- .. ..-
- - - .
- _._ - - - - -
_.
LOADING (psf)
SPACING-
3-0-0
CSI.
DEFL. in
(loc) I/dell L/d
6 >999 360
PLATES GRIP
• • •CT20 JA.4:a0
• •
• • • • •
TCLL 30.0
Plate Grip DOL
1.33
TC 0.29
Vert(LL) 0.02
•
TCDL 15.0
Lumber DOL
1.33
BC 0.29
Vert(CT) -0.03
6 >999 240
• • • •
• • • • • •
BCLL 0.0
Re Stress Incr NO
WB 0.06
Horz(CT) 0.01
5 n/a n/a
• • •1�/eight: 461b • FT = 0%
•
•
BCDL 10.0
Code FRC2017/TPI2014
Matrix -MP
•
LUMBER-
BRACING -
• • • • • •
• • •
• •
TOP CHORD 2x6 SP No.2
TOP CHORD
6-0-0 oc max • •
• • • • • •
BOT CHORD 2x6 SP No.2
BOT CHORD
(Switched from sheeted: Spacingipb&4. • • •
Rigid ceiling directly applied or 6-10-6 oc bracing. 600000
• •
WEBS 2x4 SP No.2
OTHERS 2x4 SP No.2
LBR SCAB 2-7 2x4 SP No.2
one side
4-8 2x4 SP No.2
one side
REACTIONS. (lb/size) 1=615/0-8-0 (min. 0-1-8), 5=615/0-8-0 (min. 0-1-8)
Max Horz 1=31(LC 9)
Max Upliftl=-323(LC 5), 5=-323(LC 6)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD 11-12=-616/621, 2-12=-1217/1270, 2-3=-1216/1277, 3-4=-1216/1277, 4-16=-1217/1270, 15-16=-616/621
BOT CHORD 1-9=0/0,9-17=-549/549,10-17=-549/549,10-18=1100/1110,6-18=-1100/1110,6-19=-1100/1110,14-19=1100/1110,14-20=-549/549,13-20=-549/549,5-13=0/0
WEBS 3-6=-157/274, 9-11=-349/383, 10-12=-158/279, 9-12=-579/579, 10-11=-553/563, 13-15=-349/383, 14-16=-158/279, 13-16=-579/579, 14-15=553/563
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vu1t=175mph (3-second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=15ft, Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS
(envelope) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 323lb uplift at joint 1 and 323 lb uplift at joint 5.
5) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
6) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
Mahmound Zolfaghari, P.E.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fax 305-235-4248
Florida Professional Engineering License No. 36921
Special Inspector License Nn. 636
Job
Truss
Truss Type
Oty
Ply
RES: ARRONTE (RC)
10771
D2
Cammon
1
1
Job Reference o tional
Ut(-U I KUJJ UUW'ANY INU., t-rinceron, t-L 3JUJL, MAKIU tbFINUNA KUII. o. I— a I— I <u 1 i vu u <u . iI 11 1-1
... ..y .. .. y..
ID:6HOjSvVSyyvQX3VQmTlbmAysWme-JphcTNFJ2XsZs3GL; LEcn4zllpDna1ezO?UDysF6
0-6-0 4-0-0 8-0-0 8-6-0
0-6-0 4-0-0 4-0-0 0-6-0
Scale = 1:16.5
4x4 =
3.12 12 3
2x4 zz 2x4
0-8-0(0-1-8) • •Q9td(�1-8)
•• a •• •
•
d-n-n 8-0-0 000400 • ,
0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc) I/deft L/d
• • • •PLATES • GRIP
A • • • •
TCLL 30.0
Plate Grip DOL
1.33
TC 0.42
Vert(LL) -0.02
6-9 >999 360
• • • • 014T20 • 244/190
• • * • • •
TCDL 15.0
Lumber DOL
1.33
BC 0.47
Vert(CT) -0.05
6-9 >999 240
• • • • • • • •
BCLL 0.0
Rep Stress Incr
YES
WB 0.06
Horz(CT) 0.01
4 n/a n/a
• • • • •
• • • • • •
BCDL 10.0
Code FRC20171TP12014
Matrix -MP
• • • • •Vyeighl: 27lb .FT = 0%
• •
•
LUMBER-
BRACING-
• • • +
• • • • • •
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing dire ly applied or 5-11-20 C pi111T3
• •
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied orJ-6 5 �'bWcing.
• • • • • •
WEBS 2x4 SP No.2
• • • • • •
• •
•• •
REACTIONS. (lb/size) 2=469/0-8-0 (min. 0-1-8), 4=469/0-8-0 (min. 0-1-8)
Max Hor72=24(LC 14)
Max Uplift2=-263(LC 5), 4=-263(LC 6)
FORCES. (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/7, 2-8=-261/236, 3-8=-875/894, 3-11=-875/894, 4-11=-261/236, 4-5=077
BOT CHORD 7-9=-281/282, 9-13=-758/792, 6-13=-758/792, 6-14=-758f792, 12-14=-758/792, 10-12=-281/282
WEBS 3-6=54/258, 2-7=262/306, 8-9=249/392, 7-8=-247/258; 2-9=-225/223, 4-10=-262/306, 11-12=249/392, 10-11=-247/258, 4-12=-225/223
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=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) and C-C Exterior(2) zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 lb uplift at joint 2 and 263 Ito uplift at joint 4.
5) 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.
LOAD CASE(S) Standard
Mahmound Zolfaghari, P.E.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fax 305-235-4248
Florida Professional Engineering License No. 3692:
Special inspector License No. 636
Job
Truss
Truss Type
Oty
Ply
ARRONTE (RC)10'�1
E1
Monopitch
1
1ob
[ES:
Reference o tional
DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA
-1-6-0
1-6-0
» u
0-8-0(0-1-8)
tun: e.i ju s Nov l3 zul / Print. a. -iou s Nov i o zu i i rvu i eK inuusui"' "' v
I D:6 H OjSvVSyyvQX3VQmTl bmAysWme-o?F?hjGxpq_Q U DxsvOjamq KFB8cHy EjBtd mZOfysFri
E516161
i • •
••••••
•
••••••
2x4 II
3
Scale = 1:11.9
••••••
• •-8-0(0-1-8) • •
• •
••••••
LOADING (psf)
TCLL 30.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.33
Lumber DOL 1.33
Rep Stress Incr YES
Code FRC2017/TPI2014
CSI.
TC 0.39
BC 0.58
WB 0.00
Matrix -MP
DEFL. in
Vert(LL) 0.04
Vert(CT) -0.09
Horz(CT) 0.01
(loc) I/defl Ud
4-7 >999 360
4-7 >592 240
2 n/a n/a
• • • • gLATES • GRf f • • • • •
• WT20 • • 4JV4&0
• • • • • • • • • •
• • • • • • •
• 14/eight: 19 lb FT = 0 % •
LUMBER-
BRACING-
CHORD
• • • • • •
Structural sheathing direly agplReg or 4-10-Qoc purlins, exceptla venols.
TOP CHORD 2x4 SP No.2
TOP
wood
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 1660 odoracing. • • • • •
WEBS 2x4 SP No.2
• • •
• • •
REACTIONS. (lb/size) 4=241/0-8-0 (min. 0-1-8), 2=393/0-8-0 (min. 0-1-8)
Max Horz2=102(LC 5)
Max Uplift4=-96(LC 9), 2=-196(LC 5)
Max Grav4=312(LC 20), 2=393(LC 1)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/30, 2-6=199/68, 3-6=-69/38, 3-4=-175/233
BOT CHORD 5-7=-25/130, 7-8=0/0, 4-8=0/0
WEBS 2-5=-304/393, 6-7=-192/391, 5-6=-90/38, 2-7=102178
NOTES-
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone,C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 Ito uplift at joint 4 and 196 lb uplift at joint 2.
4) 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.
LOAD CASE(S) Standard
Mahmound Zolfaghari, P.E.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fax 305-235-4248
Florida Professional Engineering License No. 36921
Special Inspector License No. 616
Job
Truss
Truss Type
Qty
Ply
ARRONTE (RC)
10?h
EG2
Monopitch Girder
1
1
�RES:
Job Reference (optional)
UtUU I RUSJ UUMHANY INU., Hnnceton, FL 33U32, MARIU EtWINLIRA
-1-6-0
1-6-0
0-8-0(0-1-9)4x6 II
Run: 8.13U S NOV 13 2U1 / Pnnt: UA M S NOV 13 21J1 / MI I eK Industries, Inc. Wed Aug 1 1u:3Z:bU Zulu Nage 1
ID:6HOjSvVSyyvQX3VQmTlbmAysWme-GC pNu3GZa86H5NW2T5EpJ 1tRrYtmhdFK5HV6Y6ysFrh
2-10-0 4-10-0
2-10-0 2-0-0
2-1
4-10-0
2x4 II
4
0-8-0(0-2-3)
Scale = 1:11.9
LOADING (psf)
TCLL 30.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.33
Lumber DOL 1.33
Rep Stress Incr NO
Code FRC2017/TP12014
CSI.
TC 0.33
BC 0.95
WB 0.30
Matrix -MP
DEFL. in
Vert(LL) -0.02
Vert(CT) -0.04
Horz(CT) 0.01
(loc) Well L/d
6-9 >999 360
6-9 >999 240
5 n/a n/a
PLATES • GRItb
• • VT20 • "4/190
• • • • • •
• • •
• • : • Weight: 261b• OFT = 0%
• • • • • •
• •
•
000000
LUMBER-
BRACING-
• • • • • •
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing direcRyaa Iced or 3-6-9dC:urt s exceptand verticals.
BOT CHORD 2x6 SP No.2
BOT CHORD
Rigid ceiling directly applied ot7.7.7.W?)racing. • 000
WEBS 2x4 SP No.2 *Except*
• • • • •
• •
W3:2x6SPNo. 2
•••••• • •
• • ••••••
•••••
REACTIONS. (lb/size) 2=1346/0-8-0 (min. 0-1-9), 5=1845/0-8-0 (min. 0-2-3)
•• •• •
••••••
•
Max Horz2=101(LC 21)
•••••• •
•
•
Max Uplift2=549(1-C 3), 5=-644(LC 7)
• •
000000
FORCES. (lb) - Maximum Compression/Maximum Tension
• • •
• •
TOP CHORD 1-2=0/30, 2-8=-1044/358, 3-8=-2372/824, 3-4=15/17, 4-5=-82/44
• • •
• • • • • •
• • • • • •
BOT CHORD 7-10=-441/1166, 9-10=441/1166, 9-11=-843/2296, 6-11=-843/2296, 6-12=-843/2296, 5-12=-843/2296
• • •
• •
WEBS 3-5=-2527/928, 3-6=-481/1427, 2-7=-689/329, 8-9=-81/146, 7-8=-942/325, 2-9=-256/674
00 0
NOTES-
1) VUInd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 549 lb uplift at joint 2 and 644 lb uplift at joint 5.
4) 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.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1347 lb down and 520 lb up at 1-11-4, and 1219 lb down and
402 lb up at 3-114 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=1.33
Uniform Loads (plf)
Vert: 1-4=-90, 5-7=20
Concentrated Loads (lb)
Vert: 11=-1347 12=1219
Mahmound Zclfaghari, P.E.
Consulting Engineers
13901 S.W. 108 Av;.
Miami, Florida 33176
Phone 305-253-2428 Far. 3J5-235-4248
Florida Professional Engineering License No. 36921
Special Inspector License No, 636
Joh
Truss
Truss Type
City
Ply
RES:ARRONTE (RC)
10771
CJ5
Diagonal Hip Girder
2
1
Job Reference (optional)
i., uro.r e„ 1 10:37dR 2018 Pa e 1
DECO TRUSS COMPANY INC., Princeton, FL 33032, MAHIU LSPINt]KA r<un. o. IJ a .1— 10 <V 11 rM1L U. 1,,W , �.O. ��„ ,.,,, .F'. t Wit .-.--. l -- - -,-
I D:6HOjSvVSyyvQX3VQmTlbmAysWme-NQas3iD2XvbrdlCH EFAt9BiIWxUBIpYkBfXvPLysFr1
-2-1-7 3-6-1 7-0-2
2-1-7 3-6-1 3-6-1
Scale = 1:16.9
2x4 II
4 5
3x4 =
0-10-15(0-1-8)
0-2-8(0-1-8)
3-6-1
7-0-2
3-6-1
3-6-1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES •
TCLL 30.0
Plate Grip DOL 1.33
TC 0.36
Vert(LL) 0.03
7-8 >999 360
MT20 • 244/100
TCDL 15.0
Lumber DOL 1.33
BC 0,99
Vert(CT) -0.10
7-8 >844 240
• • • • • • • • • • • •
•
BCLL 0.0
Rep Stress Incr NO
WB 0.28
Horz(CT) 0.01
7 n/a n/a
• • 1 • • • •
BCDL 10.0
Code FRC2017/TP12014
Matrix -MP
Weight: 34 Ito• FT = 0 % •
LUMBER-
BRACING-
CHORD
•
Structural sheathing directly applied or 4-8-14 oc purlins, excepjqpgyejtCals.
TOP CHORD 2x4 SP No.2
TOP
BOT CHORD
wood
Rigid ceiling directly applied or 9t21 Rliltic bracing. • • • • •
BOT CHORD 2x4 SP No.2
WEBS 2x4SIP No. 2
•••• • •• •••••
REACTIONS. (lb/size) 2=554/0-10-15 (min. 0-1-8), 7=386/0-2-8 (min. 0-1-8)
• • • • • • • • • • • • •
Max Horz2=137(LC 26)
• • • • • • • • • • •
Max Uplift2=284(LC 3), 7=-226(LC 7)
•
• •
Max Grav2=596(LC 18), 7=662(LC 22)
0.0 • • •
0
• • • • ••••••
FORCES. (lb) - Maximum Compression/Maximum Tension
• • • • • •
TOP CHORD 1-2=0/31, 2-10=-432/154, 10-12=1432/321, 3-12=1418/338, 3-13=-67/32, 4-13=-26/20,
4-5=-5/0, 4-7=-167/127
• • • • •
BOT CHORD 9-14=-145/359, 11-14=-145/359, 11-15=-395/1390, 15-16=-395/1390, 8-16=-395/1390, 8-17=-395/1390, 17-18=395/1390, 7-18=395/1390� -1t0 *9 • • 0 • • • •
WEBS 3-8=-17/567, 3-7=-1434/407, 2-9=-439/285, 10-11=-157/31, 9-10=-320/59, 2-11=-92/302
• 0 0
• •
NOTES-
1) Wnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); Lumber DOL=1.60 plate grip
DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 284 lb uplift at joint 2 and 226 Ito uplift at joint 7.
5) 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.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 301 Ib down and 175 to up at 1-4-9, and 2501b down and 242
b up at 4-2-8 on top chord, and 75 lb down and 51 Ito up at 1-4-9, and 400 Ito down and 39lb up at 4-2-8 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=1.33
Uniform Loads (pin
Vert: 1-4=90, 4-5=90, 6-9=-20
Concentrated Loads (Ib)
Vert: 15=16 17=-15
Mahmound Zolfaghari, P.E.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fax 305-2354248
Florida Professional Engineering License No. 36921
Special Inspector Licerse No. 636
Job
Truss
Truss Type
Oty
Ply
(RC)
07
1'/ 1
J5
Jack -Open
8
1
�RES:ARRONTE
Job Reference (optional)
UtUU I KUbb UUMYANY INU., Princeton, hL JJUJZ, MAKIU tbI INtIKA
3x4 = 7
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 30.0 Plate Grip DOL 1.33 TC 0.69
TCDL 15.0 Lumber DOL 1.33 BC 0.63
BCLL 0.0 Rep Stress Incr YES WB 0.00
BCDL 10.0 Code FRC2017/TP12014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=186/0-1-8 (min. 0-1-8), 2=406/0-8-0 (min. 0-1-8), 4=70/0-1-8 (min. 0-1-8)
Max Horz 2=138(LC 5)
Max Uplift3=160(LC 9), 2=-257(LC 5), 4=10(LC 9)
Max Grav3=186(LC 1), 2=406(LC 1). 4=251(LC 20)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/30, 2-6=-329/66, 6-8=-95/41, 3-8=-89/54
BOT CHORD 5-7=-74/181, 7-9=0/0, 4-9=0/0
hurl: o. 13Ub I v IJ zu II —111. o. lov J IV Vv - — 1 1 vil 1um IIu—t—, it.. " aVc ,
I D:6HOjSvVSyyvQX3VQmTlbmAysWme-Cax7JIlp61M?LggRaWH HOSyipMdE9bTdZb_Dd_ysFrf
5-0-0
5-0-0
DEFL. in (loc) I/dell Ud
Vert(LL) 0.08 4-7 >761 360
Vert(CT) -0.11 4-7 >521 240
Horz(CT) -0.01 3 n/a n/a
3
1-8)
Scale = 1:12.6
PLATES • CiW
MT20 • 244/100
• •••• ••••••
- _ _ - Weight: lilb • Fi=0
•
BRACING- • • • • • • •
TOP CHORD Structural wood sheathing direct )y applied or 5-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or.1D-E C 11cibracing.: • • • •
• • ••••••
•• •• •
•
••••••
WEBS 2-5=-310/690, 6-7=-257/651, 5-6=-92/79, 2-7=-177/99 • • • • • • • •
NOTES- • • •
1) Wnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. It: Exp C; Part. Encl., GCpi=0.55, MWFRS (envelope) and C-C Comer(3)-1-3-14 to 2-11-1,
Exterior(2) 2-11-1 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb uplift at joint 3, 257 lb uplift at joint 2 and 10 lb uplift at joint 4.
5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3.
6) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
LOAD CASE(S) Standard
Mahmound Zolfaghari, P.E.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fax 305-235-4248
Florida Professional Engineering License No. 3692:
Special Inspector License Nn. 636
Job
Truss
Truss Type
Oty
Ply
RES: ARRONTE (RC)
t w 7i
J3
Jack -Open
4
1
Job Reference (optional)
UtUU I KUbb WW'ANY INu., Princeton, FL 3.SUJZ, MAKIU tb1-1Nt1NA
-1-6-0
1-6-0
ZX4 11
Kun: tl IJU 5 Novi,) LU-I ( Pnn[: o. I JU 5 NUV IJ CU I / Nil I eK InU-1ICJ, III.:. v
ID:6HOjSvVSyyvQX3VQmTlbmAysWme-kON16PHBLSE8jW5E1 p12sFPcXyNFQ8DTKxFgSYysFrg
3
-8)
Scale = 1:8.9
3-0-7
r
3-0-7
Plate Offsets (X Y)— (2 0-1-13 0-1-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
•Y•Y
PLATES • GRIN
TCLL 30.0
Plate Grip DOL 1.33
TC 0.34
Vert(LL) 0.01
4-7 >999 360 4
• MT20 • 0244190
• • • • • •
TCDL 15.0
Lumber DOL 1.33
BC 0.29
Vert(CT) -0.02
4-7 >999 240
• • • • • •
• •
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) 0.00
2 n/a n/a
• • •
•
BCDL 10.0
Code FRC20171TPI2014
Matrix -MP
4
• • • 1Veight: 12 ID• •Fr = 0 %
*so***
LUMBER-
BRACING-
000900
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing direclllyHppGed or 3-0--Am pudins.
• •
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or1k",p bracing. • •
• •
00600
REACTIONS. (lb/size) 3=101/0-1-8 (min. 0-1-8), 2=309/0-8-0 (min.
0-1-8), 4=36/0-1-8 (min. 0-1-8)
• • • • 4 • •
•
• s • • •
Max Horz 2=95(LC 5)
:•••s•
Max Uplift3=-90(LC 9), 2=208(LC 5), 4=-6(LC 9)
••s•••
••••••
•
Max Grav3=101(LC 1). 2=323(LC 16), 4=228(LC 20)
• • • • a • •
•
FORCES. (lb) - Maximum Compression/Maximum Tension
• • • • • •
• • • • • •
TOP CHORD 1-2=0/30, 2-6=-307/84, 3-6=-64/32
• • •
• •
BOT CHORD 5-7=-54/133 7-8=0/0 4-8=0/0
• • •
• • • • • •
WEBS 2-5=-261/621, 6-7=1051301, 5-6=-73/57, 2-7=-94/63 • • • • • • • •
NOTES-
1) Wlnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11, Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) and C-C Comer(3) zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint 3, 208 Ito uplift at joint 2 and 6 Ito uplift at joint 4.
5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3.
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.
LOAD CASE(S) Standard
Mahmound Zolfaghari, P.E.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fax 305-235-4248
Florida Professional Engineering License No. 36921
E'pecial Inspector license Nn, 636
Job
Truss
Truss Type
Oty
Ply
(RC)
10�71
J1
Jack -Open
4
1b
[S:ARRONTE
Reference (optional)
UtL,U I KUbb UUMYAN7 INI.., Ynnceron, r-L JJUJL, MAKIU tW-INtIKA KUn. a. IJU 5 INUVLIJ CU I / Ynnl: O IJU 51VOV IJ LU I I IVII I en IIIUUSul ' "" VV MUy
ID:6HOjSvVSyyvQX3VQmTlbmAysWme-kON16PHBLSE8jW5E1pl2sFPcXyRtI596dyc 1
KxFg5YysFrg
I -1-6-0 ' 1-0-7 ---- - '
1-6-0 1-0-7
LOADING (psf) SPACING- %0 CSI.
TCLL 30.0 Plate Grip DOL 1.33 TC 0,34
TCDL 15.0 Lumber DOL 1.33 BC 0.06
BCLL 0.0 Rep Stress Incr YES WB 0.00
BCDL 10.0 Code FRC2017/TPI2014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 2=252/0-8-0 (min. 0-1-8), 4=-19/0-1-8 (min. 0-1-8), 3=1/0-1-8 (min. 0-1-8)
Max Horz2=52(LC 5)
Max Uplift2=195(LC 5), 4=-19(LC 1). 3=14(LC 10)
Max Grav2=252(LC 1), 4=24(LC 5), 3=17(LC 7)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/30, 2-6=-277/101, 3-6=-12/11
BOT CHORD 5-7=-84/216, 4-7=0/0
WEBS 2-5=-232/599, 6-7=19146, 5-6=-38/70, 2-7=-50/23
3x4 II
6 3
1-0-7
Scale = 1:5.9
••••
DEFL. in (loc) I/defl L/d PLATES • GRIP •
Vert(LL) 0.00 7 >999 360 • MT20 •A*1990 • • • • • •
Vert(CT) 0.00 7 >999 240 • • • i • • • • •
Horz(CT) 0.00 2 n/a n/a • • • •
BRACING-
TOPCHORD
BOTCHORD
••••V4eight:61b•• FT=O% ••••••
•
••••••
Structural wood sheathing directlyeAptFed or 1-0-7•o• pudi•s. • •
Rigid ceiling directly applied or1k" SAbracing.: 0000 00000
•••••• • • ••••••
•• •• • ••••••
•
•••••• • •
••••••
• •
•• •
NOTES-
1) VMnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf, h=15ft; Cat. 11. Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope) and C-C Comer(3) zone.C-C for
members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 2, 19 lb uplift at joint 4 and 14 lb uplift at joint 3.
5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3.
LOAD CASE(S) Standard
Mahmound Zolfaghari, P.E.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fax 305-235-4248
Florida Professional Engineering License No. 36921
Special !nsl-:e%Aor UcPn5,. Tin. 636
11(01
Truss Truss Type
MV29 GABLE
1PANY INC., Princeton, FL 33032, MARIO ESPINEIRA
4-0-8
4-0-8
3.12 F12
4.4 = „
11
I 1 IJab R
Run: 8.130 s Nov 13 2017 Print 8.130 s
ID:6HOjSvVSyyvQX3VQmTlbmP
„ 4x4 = 21
29-3-0
Scale = 1:48.8
I
3x4 % 22 20 23 19 24 18 17 25 16 26 15 27 14 28 13 29 12
1x4 II 1x4 II 1x4 II 3x4 = 1x4 II 1x4 II 1x4 II 1x4 II 2x4 II
29-3-0 --
29-3-0
Plate Offsets (X Y)- [3 0-1-12 0-0-01 [7 0-3-00-3-01 [9 0-1-12 O-0-OI
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES • 40W
TCLL 30.0 Plate Grip DOL 1.33 TC 0.25 Vert(LL) n/a n/a 999 4 • MT20 • • a2jJ190
TCDL 15.0 Lumber DOL 1.33 BC 0.36 Vert(CT) n/a n/a 999 • • • • • • •
BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 12 n/a n/a • • • • • • •
BCDL 10.0 Code FRC2017/TPI2014 Matrix-SH • • • •,Height: 98 �• • = 0% •
LUMBER- BRACING- • • • • • • • • •
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direcgyMied or 6-0-%oc puriins, except •ntivarlcals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied o•10-0-0 o%bracing.• • • • • • •
WEBS 2x4 SP No.2 •••• • •• •••••
OTHERS • •
2x4 SPNo.2 •••••• • • •••••
REACTIONS. (lb/size) 1=134/29-3-0 (min.O-3-10), 12=202/29-3-0 (min.0-3-10), 20=403/29-3-0 (min.0-310), 19=442/29-3-0 (min. 0-3-10),18=441/2940•(rnn.0-3-10}16 439/19-3-0 (nyp•42,1.01
15=455/29-3-0 (min. 0-3-10), 14=349/29-3-0 (min. 0-3-10), 13=201/29-3-0 (min. 0-3-10) • • • • • • • •
Max Horz 1=100(LC 5) • • • •
Max Upliftl=-29(LC 5), 12=-84(LC 5). 20=-161(LC 5), 19=-157(LC 5), 18=-156(LC 5), 16=-155(LC 5), 15=-160(LC 5), 14=-141(LC 5), 13=-41(LC 5) • • • • • • • •
Max Grav1=261(LC 24), 12=289(LC 32), 20=403(LC 1), 19=442(LC 1). 18=441(LC 1), 16=436(LC 1), 15=455(LC 1), 14=349(LC 1), 13=3(5(LC 31) • • • • •
FORCES. (lb) -Maximum Compression/Maximum Tension • • • • • • • •
TOP CHORD 1-2=-113/43, 2-3=-72/19, 3-4=-69/18, 4-5=-69/18, 5-6=-69/18, 6-7=-69/18, 7-8=-69/18, 8-9=-69/18, 10-21=-71/0, 11-21=-43/1, 11-12=166/166 • ••
BOT CHORD 1-22=-13/28, 20-22=-13/28, 20-23=-13/28, 19-23=13/28, 19-24=-13/28, 18-24=13/28, 17-18=-13/28, 17-25=-13/28, 16-25=-13/28, 16-26=13/28, 15-26=-13/29,'45-l/=-13/28, 14-27=13/28,
14-28=-13/28, 13-28=-13/28, 13-29=-36/42, 12-29=36/42
WEBS 3-20=313/307, 4-19=-366/284, 5-18=359/249, 6-16=-357/252, 7-15=371/261, 8-14=-300/211, 9-13=148/111, 9-10=-49/0
NOTES-
1) Wnd: 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) and C-C Exterior(2) 1-1-11 to 840-8, Interior(1) B-O-8 to 26-1-4, Exterior(2) 26-1-4 to 29-1-4 zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 1, 84 lb uplift at joint 12, 161 lb uplift at joint 20, 157
lb uplift at joint 19, 156 lb uplift at joint 18, 155 lb uplift at joint 16, 160 lb uplift at joint 15, 141 lb uplift at joint 14 and 41 lb uplift at joint 13.
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.
LOAD CASE(S) Standard
Mahmound Zelfaghari, P.B.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fax 305-235-4248
Florida Professional Engineering License No. 36921
Special Inspector License No. 636
Job Truss Truss Type Oty Ply RES: ARRONTE (RC)
10771 MV27 GABLE 1 1
Job Reference (optional)
DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Wed Aug 1 10:33:03 2018 Page 1
ID:6HOjSvVSyyvQX3VQmTlbmAysWme-Ni5HdWQjWBkR9MOYkKzsLnvhCoS?EZNE5o91 WrysFrL
4-0-8 25-6-6 27-3-0 ,
4-0-8 21-5-14 1-8-10
Scale = 1:45.!
3.12 12
4x4 = 1x4 II 1x4 II 1x4 II 5x6 = 1x4 II 4x4 = 2x4 II
10
3x4 % 20 19 21 18 22 17 16 23 15 24 14 25 13 26 12 27 11
1x4 II 1x4 II 3x4 = 1x4 II 1x4 II 1x4 II 1x4 II 2x4 II
1x4 II
25-6-6
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES • 4OW
TCLL 30.0 Plate Grip DOL 1.33 TC 0.23 Vert(LL) n/a n/a 999 4 MT20 • •.2"190
TCDL 15.0 Lumber DOL 1.33 BC 0.36 Vert(CT) n/a n/a 999 4• • • • • • • •
BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 11 n/a n/a • • • • • • • •
BCDL 10.0 Code FRC2017/TPI2014 Matrix-SH 4 • • • • Veight: 8e Ip• • aT= 0% •
LUMBER- BRACING- • • • • • • • • •
TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing direct/ appied or 6-0. oc purlins, except Erod*. S.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied o•6-0-0 ocyracing, &zcepue • • •
WEBS 2x4 SP No.2 10-0-0 oc bracing: 11-12. • • • • • • • • • • • •
OTHERS 2x4SPNo.2 •••••• • ••�•••
REACTIONS. (lb/size) 1=131/27-3-0 (min. 0-3-6), 11=92/27-3-0 (min. 0-3-6), 19=407/27-3-0 (min.0.3-6), 18=442/27-3-0 (min. 0-3-6), 16=441/27-3-0•(Tin.EI6-6), 15=436J27 3•-0 rmin. 0-3-fj)•tai4S,U27-3-0
(min. 0-3-6), 13=364/27-3-0 (min. 0-3-6), 12=90/27-3-0 (min. 0-3-6) • • • • • • • •
Max Horz 1=69(LC 5) • • • •
Max Uplift1=36(LC 5), 11=-38(LC 5), 19=-155(LC 5), 18=-157(LC 5), 16=-156(LC 5). 15=155(LC 5), 14=-161(LC 5), 13=-131(LC 5), 12=-69(LC 21)• • • • • • • •
Max Gravl=259(LC 24), 11=242(LC 32), 19=407(LC 1), 18=442(LC 1), 16=441(LC 1), 15=436(LC 1), 14=454(LC 1), 13=365(LC 30), 12=241(LC 31) • • • • •
FORCES. (lb) - Maximum Compression/Maximum Tension • • • • • • • • • • • • • •
TOP CHORD 1-2=79/39, 2-3=-38/14, 3-4=-36/12, 4-5=36/12, 5-6=-36/12, 6-7=-36/12, 7-8=-36/12, 8-9=-36/12, 9-10=-25/7, 10-11=-73/74 • •• • •
BOT CHORD 1-20=3/11, 19-20=-3/11, 19-21=-3/11, 18-21=-3/11, 18-22=-3/11, 17-22=-3/11, 16-17=-3/11, 16-23=-3/11, 15-23=-3/11, 15-24=-3/11, 14-24=-3/11, 14-25=-3/1 r 13-23=-3/11, 13-26=-3/11,
12-26=-3/11, 12-27=-14/17, 11-27=-14/17
WEBS 3-19=317/298, 4-18=-366/284, 5-16=359/249, 6-15=-357/252, 7-14=372/261, 8-13=298/209, 9-12=77/64
NOTES-
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) and C-C Exterior(2) 1-1-11 to 8-0-8, Intenor(1) 8-0-8 to 25-6-6, Extedor(2) 25-6-6 to 27-1-4 zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36lb uplift at joint 1, 38 Ito uplift at joint 11. 155 lb uplift at joint 19, 157
Ito uplift at joint 18, 156 lb uplift at joint 16, 155 lb uplift at joint 15, 161 lb uplift at joint 14, 131 lb uplift at joint 13 and 59 Ito uplift at joint 12.
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.
LOAD CASE(S) Standard
MahmoundZolfaghari, P-E.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fax 305-235-4248
Florida Professional Engineering License No. 36921
Special Inspector License No. 636
Truss I Truss Type I Qty I Ply I RES: ARRC
1771
DEC
MV25 IGABLE I1 I 1I
Job Referee
Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 1
I D:6 HOjSvVSyyvQX3VQmTl bmAys Wme-v
25-3-4
21-2-12
3.12 F12
4x4 = 1x4 II 1x4 II 1x4 II
2 3 4 5 6
Scale = 1:41.4
5x6 = 1x4 II 2x4 II
7 18 8 9
.❖.•.•.❖.❖.•.•.•.•.•.•.•.•.•.•.❖.❖.❖.•.•.❖.•.•.❖.•.•.•.❖.❖.❖.❖.❖.•.❖.❖.•.•.•.❖.❖.•.•.•.•.❖.❖.❖.❖.•.❖.•
3x4 % 19 17 20
1x4 II
16 15 21 14 22 13 23 12 24
1x4 II 3x4 = 1x4 II 1x4 II 1x4 II
11 25 10
1x4 II 2x4 II
Plate Offsets (X Y)- 13:U-1-12 13-0-01 17:0-3-0 0-3-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES • 46W
TCLL 30.0 Plate Grip DOL 1.33 TC 0.23 Vert(LL) n/a n/a 999 11 • MT20 • • g!g44A0 • • • • • •
TCDL 15.0 Lumber DOL 1.33 BC 0.36 Vert(CT) n/a n/a 999 10 • • •
BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 10 n/a n/a • • • • • • • 0 % •
• - •
BCDL 10.0 Code FRC2017lrP12014 Ma[rix-SH • • • j(`e9ht: 791 ; • � - • • •
LUMBER- BRACING- • • • • • • • • •
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direct/ pgpyed or 6-0-0•oj purls, except @r*lowicalS.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied om6-0-0 oc bracing. • • • •
WEBS 2x4 SP No.2
•••• • •• •••••
• •
OTHERS 2x4SPNo.2 ••�••: �•••:• •••••
REACTIONS. (lb/size) 1=129/25-3-4 (min. 0-3-2), 10=-53/25-3-4 (min. 0-3-2), 17=408/25-3-4 (min. 0-3-2), 16=442/25-3-4 (min. 0-3-2), 14=440/25-3-0(Vninla3-2), 13=437/25-3-4 (min. 0-34)9 • • • •
12=453/25-3-4 (min. 0-3-2), 11=382/25-3-4 (min. 0-3-2) • • • • • • •
Max Horz 1=45(LC 5) • • • • • •
Max Upliftl=-45(LC 9), 10=-122(LC 21), 17=-149(LC 5), 16=-161(LC 6), 14=156(LC 5), 13=-155(LC 6), 12=-161(LC 5), 11=135(1_C 6) • • • • so****
Max Gravl=258(LC 23), 10=176(LC 30), 17=408(LC 1), 16=442(LC 1), 14=440(LC 1), 13=437(LC 1), 12=453(LC 1), 11=382(LC 21) • • • • • • • •
FORCES. (lb) - Maximum Compression/Maximum Tension • • • • • • • •
TOP CHORD 1-2=-45/45, 2-3=-6/16, 3-4=4/15, 4-5=-4/15, 5-6=-4/15, 6-7=-4/15, 7-18=-4/15, 8-18=-4/15, 8-9=-4/15, 9-10=34/44 • • •
BOT CHORD 1-19=-15/4, 17-19=-15/4, 17-20=15/4, 16-20=-15/4, 15-16=-15/4, 15-21=-15/4, 14-21=-15/4, 14-22=-15/4, 13-22=15/4, 13-23=-15/4, 12-23=-15/4, 12-24=-15/4, ?1-2t=-15/4, 11-25=-15/4,
10-25=-15/4
WEBS 3-17=-318/290, 4-16=-366/284, 5-14=-359/250, 6-13=-358/251, 7-12=370/266, 8-11=314/260
NOTES-
1) Wnd: 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) and C-C Exterior(2) 1-1-11 to 8-0-8, Interior(1) 8-0-8 to 22-1-8, Exterior(2) 22-1-8 to 25-1-8 zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 1, 122 lb uplift at joint 10, 149lb uplift at joint 17, 161
lb uplift at joint 16, 156 Ito uplift at joint 14, 155 lb uplift at joint 13, 161 lb uplift at joint 12 and 135 Ito uplift at joint 11.
6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel paints along the Bottom Chord,
nonconcurrent with any other live loads.
LOAD CASE(S) Standard
Mahmound 7olfaghari, P.E.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fa7 305-235-4248
Florida Professional Engineering License No. 36921
Special Inspector License No. 636
10l71 I MV22 I GABLE I 1 1 1
JECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2011 Mi I ek Industries, Inc. Wed Aug 1 1u:33:U1 2u1S Page 1
I D:6HOjSvVSyyvQX3VQmTlbmAysWme-RJ_XCgPT_WUjw3s9cvxOGMgLR_mSmgsydVg BRzysFr"
2-6-12 , 18-6-10 , 22-3-4
r 2-6-12 15-11-14 3-8-10
0
0
3.12 12
Scale = 1:37.7
2x4 II
8
3x4 = 17 15 18 14 13 12 19 11 20 10 21 9
1x4 II 1x4 II 3x4 = 1x4 II 1x4 II 1x4 II 2x4 II
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES • GRIP
TCLL 30.0
Plate Grip DOL 1.33
TC 0.25
Vert(LL) n/a n/a 999
0 • MT20 • • g0
TCDL 15.0
Lumber DOL 1.33
BC 0.36
Vert(CT) n/a n/a 999
0 • •
• • • • • •
•
BCLL 0.0
Rep Stress Incr YES
WB 0.05
Horz(CT) -0.00 10 n/a n/a
• • • • • •
•
BCDL 10.0
Code FRC20171fP12014
Matrix-SH
• • • • � el ht:7�19 T=0%
••
•••••
LUMBER- BRACING- • • • • • • •
• •
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directjy pppjjed or 6-0-0 of puriins, except A VM"s.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or60-0 oc bracing, VcWt: •
•
WEBS 2x4 SP No.2 10.0.0 oc bracing: 9-10. •••• • ••
•••••
OTHERS 2x4SPNo.2 ••�••� �•••:•
••�•••
REACTIONS. (lb/size) 1=103/22-3-4 (min. 0-2-14), 9=180/22-3-4 (min. 0-2-14), 15=394/22-3-4 (min. 0-2-14), 14=447/22-3-4 (min. 0-2-14), 12=434/224W (Rdh. 0-2-14), 61=459/22-3-4 (min.%2g
r •
10=417/22-3-4 (min. 0-2-14) • • • • • • •
•
Max Horz 1=99(LC 5) • • •
• •
Max Upliftl=-13(LC 5), 9=-73(LC 5), 15=-163(LC 5), 14=-159(LC 5), 12=-152(LC 5), 11=-169(LC 5), 10=-134(LC 5) • • • •
• • • • • •
Max Grav1=248(LC 22), 9=280(LC 28), 15=394(LC 1), 14=447(LC 1), 12=434(LC 1), 11=459(LC 1), 10=417(LC 1) • • • • • •
• • •
• •
FORCES. (lb) - Maximum Compression/Maximum Tension • • • • • •
• •
TOP CHORD 1-2=-148/72, 2-3=103/46, 3-4=100/44, 4-5=-100/44, 5-6=-100/44, 6-7=-100/45, 7-16=-78/0, 8-16=-42/5, 8-9=-146/150 • • •
BOTCHORD 1-17=-30/18, 15-17=-30/18, 15-18=-30/18, 14-18=-30/18, 13-14=-30/18, 12-13=-30/18, 12-19=-30/18, 11-19=-30/18, 11-20=-30/18, 10-20=30/18, 10-21=-31/419g-21S-31/41
WEBS 3-15=311/307, 4-14=-369/286, 5-12=-352/245, 6-11=-381/266, 7-10=-344/255
NOTES-
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) and C-C Exterior(2) 0-0-0 to 6-6-12, Interior(1) 6-6-12 to 19-1-8, Extedor(2) 19-1-8 to 22-1-8 zone;C-C for members and forces 8 MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 Ito uplift at joint 1, 73 lb uplift at joint 9, 163 lb uplift at joint 15. 159 lb
uplift at joint 14, 152 lb uplift at joint 12, 169 Ito uplift at joint 11 and 134 lb uplift at joint 10.
6) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
LOAD CASE(S) Standard
MahmoundLeifaghari, P.E.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fax 305-235-4248
Florida Professional Engineering License No. 36921
Special Inspector ( ci n�,. Nr) 616
Job Truss Truss Type I Oty I Ply 1 HLb: ARRUN I E (R(:)
IOT71 MV21 GABLE
DECO TRUSS COMPANY INC., Princeton, FL 33032. MARIO ESPINEIRA Run: 8,130 s Nov 13 2U1 / Print: 6.13o s Nov 13 2U1 r MI I eK Inaustnes. Inc. vvea Hug 1 1v33:uu zu I o rage I
ID:6HOjSvVSyyvQX3VQmTlbmAysWme-z7Q9?UOgEDMslvHz2BQ9j8HAkaQE1 DboPrwevXysFr}
4-0-8 20-0-6 21-9-0
4_0_8 15-11-14 1-8-10 '
Scale = 1:35.E
3.12 12 2x4 II
4x4 = 1 x4 11 1 x4 11 1 x4 11 4x4 = 8
I-
3x4 7:z: 16 15 17 14 13 18 12 19 11 20 10 21 9
1 x4 11 3x4 = 1 x4 11 1 x4 I I 1 x4 11 2x4 11
1x4 II
21-9-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deFl Ud PLATES • chip
TCLL 30.0 Plate Grip DOL 1.33 TC 0.24 Vert(LL) n/a n/a 999 • MT20 • 0000
4 /14K • • • • • •
TCDL 15.0 Lumber DOL 1.33 BC 0.36 Vert(CT) n/a n/a 999 • • •
BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.00 10 n/a n/a • • • • • • •
BCDL 10.0 Code FRC2017/TP12014 Matrix-SH • • • • Weight: 68 lb • • = 0 % •
LUMBER- BRACING- • • • • • • • •
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directivla ied or 6-0-0 oc puriins, except •nd�w ticys.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied o6&0-0 oc�racing. : • • • • • ••••
WEBS 2x4 SP No.2
•••• • •• ••
OTHERS 2x4 SP No.2 000000 0 • •
REACTIONS. (lb/size) 1=120/21-9-0 (min. 0-2-10), 9=60/21-0-0 (min. 0-2-10), 15=427/21-9-0 (min. 0-2-10), 13=458/21-9-0 (min. 0-2-10), 12=439/21-fi (r•is.0-2-10), 1:=4933ri21'J-0 (min."j`Q)• •
10=292/21-9-0 (min. 0-2-10) 000000 • •
Max Horz 1=69(LC 5) • • • • •
Max Upliftl=-31(LC 5), 9=-29(LC 5), 15=-163(LC 5), 13=-163(LC 5), 12=-155(LC 5), l l=-166(LC 5), 10=-92(LC 5) • • • • 000000
Max Gravl=255(LC 22), 9=226(LC 28). 15=427(LC 1), 13=458(LC 1), 12=439(LC 1), 11=455(LC 1). 10=336(LC 27) • • • • • • • •
FORCES. (Ib) - Maximum Compression/Maximum Tension • • • • • • • •
TOP CHORD 1-2=-lolR2, 2-3=59/37, 3-4=-57/34, 4-5=-57/34, 5-6=-57/34, 6-7=-57/34, 7-8=-34/11, 8-9=-48/56 • • •
BOT CHORD 1-16=34/19, 15-16=-34/19, 15-17=34/19, 14-17=34/19, 13-14=-34/19, 13-18=34/19, 12-18=-34/19, 12-19=34/19, 11-19=-34/19, 11-20=-34/19, 10-20=-34/19,gD-X=-15/18, 9-21=15/18
WEBS 3-15=336/313, 4-13=-379/295, 5-12=357/247, 6-11=-376/266, 7-10=-241/179
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; End., GCpi=0.18, MWFRS
(envelope) and C-C Exterior(2) 1-1-11 to 8-2-12, Interior(1) 8-2-12 to 20-0-6, Extedor(2) 20-0-6 to 21-7-4 zone,C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 1, 29 lb uplift at joint 9, 163 lb uplift at joint 15, 163 lb
uplift at joint 13, 155 lb uplift at joint 12, 166 lb uplift at joint 11 and 92 lb uplift at joint 10.
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.
LOAD CASE(S) Standard
Mahmound ?oifaghari, P.E.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Prone 305-253-2428 Fax 305-235-4248
Florida Professional Engineering License No. 36921
Special Inspector License Nn. 636
Job I
TrusS (Truss Type IUty Ply KLS:AKKUNIL (KG)
07 171 MV20 GABLE 1 1 Job Reference (optional)
DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print: 8,130 s Nov 13 2017 MiTek Industries, Inc. Wed Aug 1 10*32:59 2018 Page 1
I D:6HOjSvVSyyvQX3VQmTlbmAysWme-Vwsnn8NCTvE?glinVUvwAxk?uA44lmQfABB5N4ysFr)
14-5-2 20-1-12
14-5-2 5-8-10
Scale = 1,34.4
3.12 12 2x4 II
1vA II 7
15 18 14 19 13 12 11 20 10 21 9 22 8
2x4 II 1x4 II 1x4 II 3x4 = 1x4 II 1x4 II 1x4 II 2x4 II
20-1-12
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Vd PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.33 TC 0.25 Vert(LL) n/a n/a 999 MT20 • + ~90
TCDL 15.0 Lumber DOL 1.33 BC 0.36 Vert(CT) n/a n/a 999 • • • • • • • • • •
BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 10 n/a n/a 10 • • •
BCDL 10.0 Code FRC2017/TP12014 Matrix-R • • Neight: 69 Ib • -FT = 0 %WE- •
LUMBER- BRACING- • • • •
••••••
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direC4%1lpRcll or 6-0-0 oc puslins, except eind verticgls.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6AP of bracing. • • • • • •
WEBS 2x4 SP No.2 • • • • •
OTHERS 2x4 SP No.2
•••• • •• •••••
REACTIONS. (lb/size) 15=50/20-1-12 (min. 0-2-9), 8=8/20-1-12 (min. 0-2-9), 14=415/20-1-12 (min.0-2-9), 13=443/20-1-12 (min. 0-2-9), 11=456/20-1-12 4mm.t2-9), 10s�1(j( 1�12 (min."Ar •
9=395/20-1-12 (min. 0-2-9) • • • • • • • • • • •
Max Horz 15=85(LC 5) 990000
• •
Max Upliftl5=-9(LC 17), 8=-62(LC 20), 14=-186(LC 5), 13=150(LC 5), 11=-170(LC 5), 10=-128(LC 5), 9=-144(LC 5) • • • • •
Max Gravl5=226(LC 22), 8=203(LC 28), 14=415(LC 1). 13=443(LC 1), 11=456(LC 1), 10=416(LC 1), 9=395(LC 1) • • • • 009009
FORCES. (lb) -Maximum Compression/Maximum Tension • • • • • Soto
• • • •
TOP CHORD 1-15=-49/29, 1-2=140/80, 2-16=-140/80, 3-16=-140/80, 3-4=-140/80, 4-5=-140/80, 5-17=-74/24, 6-17=-68/43, 6-7=-40/11, 7-8=-2/19 •• • •• • • •
BOT CHORD 15-18=-59/23, 14-18=59/23, 14-19=-59/23, 13-19=-59/23, 12-13=-59/23, 11-12=-59/23, 11-20=-59/23, 10-20=59/23, 10-21=17/8, 9-21=-17/8, 9-22=-17/8, 8922=-b7/8•
WEBS 2-14=331/282, 3-13=362/251, 4-11=-380/269, 5-10=-340/210, 6-9=-331/286 •• 0
NOTES-
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) and C-C Exledor(2) 0-1-12 to 3-1-12,
Interior(1) 3-1-12 to 17-0-0, Exterior(2) 17-0-0 to 20-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water pending.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 Ito uplift at joint 15, 62 lb uplift at joint 8, 186 lb uplift at joint 14, 150 lb
uplift at joint 13, 170 lb uplift at joint 11, 128 lb uplift at joint 10 and 144 lb uplift at joint 9.
6) This truss has been designed for a moving concentrated load of 200.0I1b dead located at all mid panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
LOAD CASE(S) Standard
Mahmound 4.oifaghari, P.E.
Consulting Engineers
13901 S. W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fax 305-235-4248
Florida Professional Engineering License No. 36921
Ipecial Inspector License No. 636
Job (Truss Truss Type Qty Ply [ES: ARRONTE (RC)
16 71 MV19 GABLE 1 1ob Reference (optional)
DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Wed Aug 1 10:32:58 2018
ID:6HOjSvVSyyvQX3VOmTlbmAysWme-1 klOaoNaib683b7bxnNhejCgankIZJAVxXRXr
4-0-8 19-9-4 1
4-0-8 15-8-12
3.12 F12
Scale = 1:32.4
4x4 = 1 x4 I I 1 x4 11 1 x4 11 2x4 11
23 4 5 6 14 7
3x4 % 15 13 16 12 11 17 10 18 9 19 8
- 1x4 II 3x4 = 1x4 II 1x4 II 1x4 II 2x4 II
19-9-4
19-9-4
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES • %0W
TCLL 30.0 Plate Grip DOL 1.33 TC 0.22 Vert(LL) n/a n/a 999 4 • MT20 • • 4?"RJO 000000
TCDL 15.0 Lumber DOL 1.33 BC 0.36 Vert(CT) n/a n/a 999 4 • • •
BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 8 n/a n/a • • • ei ht: 61 • • • •ffi = 0 % • •
BCDL 10.0 Code FRC2017/TPI2014 Matrix-SH • • • • iN 9 �• •
LUMBER- BRACING- 000000 • • •
TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directy V4ied or 6-0-�%c purlps, exceptMMr•rbmis.
BOT CHORD 2x4 SIP No.2 BOT CHORD Rigid ceiling directly applied o• 10-0-0 o6 bracing.• •
•••• • •• •
WEBS 2x4 SIP No.2 ••••• •
OTHERS 2x4SPNo.2 •••••• • • •••••
REACTIONS. (lb/size) 1=143119-9-4 (min. 0-2-6), 8=164/19-9-4 (min. 0-2-6), 13=393/19-9-4 (min. 0-2-6), 11=443119-9-4 (min. 0-2-6), 10=437/19-9-4•(9h n.4110.2-6), 9=452111919*4(min. 0-2-61 • • •. •
Max Horz 1=45(LC 5) • • • • • • • •
Max Upliftl=-47(LC 9), 8=-59(LC 5), 13=144(LC 5), 11=-162(LC 6), 10=-155(LC 5), 9=161(LC 6) • • • •
Max Gravl=264(LC 21), 8=275(LC 26), 13=393(LC 1), 11=443(LC 1), 10=437(LC 1), 9=452(LC 1) • • • • 969969
• • • • •
FORCES. (lb) -Maximum Compression/Maximum Tension • • • **see*
TOP CHORD 1-2=-81/6, 2-3=-71/29, 3-4=-71/31, 4-5=71/31, 5-6=71/31, 6-14=71/31, 7-14=71/31, 7-8=-136/119 • • • • • • • •
BOT CHORD 1-15=-31/71, 13-15=-31/71, 13-16=-31/71, 12-16=-31/71, 11-12=31/71, 11-17=-31/71, 10-17=-31/71, 10-18=31/71, 9-18=31/71, 9-19=31/71, 8-19=-31/71 • • •
WEBS 3-13=304/281, 4-11=367/286, 5-10=-357/244, 6-9=-369/280 • • •
NOTES-
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) and C-C Exterior(2) 1-1-11 to 8-0-8,
Interior(1) 8-M to 16-7-8, Extedor(2) 16-7-8 to 19-7-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 1, 59 lb uplift at joint 8, 144 lb uplift at joint 13, 162 lb
uplift at joint 11, 155 lb uplift at joint 10 and 161 lb uplift at joint 9.
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.
LOAD CASE(S) Standard
Mahmound Zolfttghari, P E.
Consulting r.ngin-.ers
13901 S.W. 108 AVe.
'Aiami, Florida 33176
Phone 305-253-2428 Fa:: 305-235-4248
Florida Professional Engineering License No. 36921
Special Inspector License, No. 636
MV18
10-5-2
10-5-2
un: 8.130
ID:6HOj!
18-1-12
7-8-10
Scale = 1:31.0
2x4 11
3.12 12 6
13 16 12 11 10 17 9 18 8 19 7
2x4 II 1x4 11 3x4 = 1x4 II 1x4 II 1x4 II 2x4 11
18-1-12
18-1-12
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
•
• PLATES • •GRI **so:*
•
TCLL 30.0
Plate Grip DOL 1.33
TC 0.26
Vert(LL)
n/a
n/a
999
• 4MT20 244/190
• • •
TCDL 15.0
Lumber DOL 1.33
BC 0.37
Vert(CT)
n/a
n/a
999
• •
000000
BCLL 0.0
Rep Stress Incr YES
WB 0.05
Horz(CT)
-0.00 9
n/a
n/a 000000
• • • • • • • • •
BCDL 10.0
Code FRC2017fTP12014
Matrix-R
• • 0 Weight: 63 lb FT = 0
LUMBER-0000• 0000
•
BRACING- • • • • •
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly appplied or 6-0A 000pudins, except end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or "t34t bracing. • • • 00000
WEBS 2x4 SP No.2 000009 • • • • : • • •
OTHERS 2x4 SP No.2 •• •• • • • • • • • • •
••••••
REACTIONS. (Ib/size) 13=57/18-1-12 (min. 0-2-5), 7=157/18-1-12 (min. 0-2-5), 12=402/18-1-12 (min. 0-2-5), 10=470/18-1-12 (min. 0-2-5), 9=405/18.1.1Z "rj 0-2-5), 8=473/,8-1-12 (min. 0-2-% •
Max Horz 13=116(1-C 5) • • • •
Max Upliftl3=-7(LC 17), 7=64(LC 5), 12=193(LC 5), 10=-167(LC 5), 9=-117(LC 5), 8=-183(LC 5) • • • • • • • • • •
Max Grav 1 3=229(LC 21), 7=271(LC 26), 12=402(LC 1), 10=470(LC 1), 9=405(LC 1), 8=473(LC 1) • • : • • • • • • •
FORCES. (lb) - Maximum Compression/Maximum Tension • • • • • • • •
TOP CHORD 1-13=-55/26, 1-2=-168/89, 2-14=-168/89, 3-14=168/89, 3-4=-168/89, 4-5=-112/53, 5-15=-64/0, 6-15=-24/17, 6-7=-126/134 • • • •••
BOT CHORD 13-16=-47/19, 12-16=-47/19, 11-12=47/19, 10-11=47/19, 10-17=-47/19, 9-17=-47/19, 9-18=-19/20, 8-18=-19/20, 8-19=-19/20, 7-19=-19/20
WEBS 2-12=-318/279, 3-10=-392/274, 4-9=331/184, 5-8=-391/306
NOTES-
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) and C-C Exterior(2) 0-1-12 to 3-1-12,
Intedor(1) 3-1-12 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 13, 64 lb uplift at joint 7, 193 lb uplift at joint 12, 167 lb
uplift at joint 10, 117 lb uplift at joint 9 and 183 lb uplift at joint 8.
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.
LOAD CASE(S) Standard
Mahmound Zolf"ache P E.
Consulting Engineers
13901 S.W. 108 Ava.
Miami, Florida 33176
Phone 305-253-2428 Fax 305-235-4248
Florida Professional Engineering License No. 36921
Special Inspector License No. 636
Job
Truss
Truss Type
oty
Ply
RES: ARRONTE (RC)
10171
MV16
GABLE
1
1
Job Reference (optional)
DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MI Tek industries, Inc. wed Aug 1 1u:J2ob 2ultf rage 1
I D:6HOjSvVSyyvQX3VQmTlbmAysWme-4MAe96LKA_sQplzCpMLDZ16U Rz3N5PfDU DyQmlysFrb
10-3-14 16-0-8
• 10-3-14 5-8-10
3.12 12
Scale = 1:27.3
2x4 II
13 16 12 11 17 10 18 9 19 8 20 7
2x4 II 1x4 II 3x4 = 1x4 II 1x4 II 1x4 II 2x4 II
LOADING (psi)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/deb L/d
• PLATES • •GRiP
• • • • • •
TCLL 30.0
Plate Grip DOL
1.33
TC 0.26
Vert(LL)
n/a n/a 999
• 4MT20 244/190
•
TCDL 15.0
Lumber DOL
1.33
BC 0.36
Vert(CT)
n/a n/a 999
• • • • • • • • •
• •
BCLL 0.0
Rep Stress Incr
YES
WB 0.05
Horz(CT) -0.00 9 n/a n/a
• • • • • • • •
• • • • • •
BCDL 10.0
Code FRC2017/TP12014
Matrix-R
• Weight: 56 lb FT = 0%
LUMBER-
BRACING-
• • • • • • •
• •
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-04Oocgourlin•, except end verticals.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or (?:&- & bracing. • • •
• • • • •
WEBS 2x4SPNo2
•••••• • •
••••••
OTHERS 2x4 SP No.2 • •• • • • • • • • •
•
•• •••••
REACTIONS. (Ib/size) 13=44/16-0-8 (min. 0-2-1), 7=6/16-0-8 (min. 0-2-1), 12=404/16-0-8 (min. 0-2-1), 10=468/16-0-8 (min. 0-2-1), 9=413116-0-8 (mjp�lj.8=397/16-0-8 (g1in.0-2-1) • •
Max Horz 13=85(LC 5) • • • •
Max Upliftl3=-14(LC 17), 7=-63(LC 19), 12=181(LC 5), 10=168(LC 5), 9=-129(LC 5), 8=-145(LC 5) • • • • • • • • • •
Max Grav13=222(LC 21), 7=202(LC 26), 12=404(LC 1), 10=468(LC 1), 9=413(LC 1), 8=397(LC 1) • • • • • •
FORCES. (Ib) - Maximum Compression/Maximum Tension • • • • • • • •
TOP CHORD 1-13=-46/27, 1-2=-144/83, 2-14=-144/83, 3-14=-144/83, 3-4=-144/83, 4-15=-77/26, 5-15=-71/44, 5-6=-40/10, 6-7=-1/19 • ••
BOT CHORD 13-16=-60/24, 12-16=-60/24, 11-12=-60/24, 11-17=-60/24, 10-17=60/24, 1D-18=-60/24, 9-18=-60/24, 9-19=-16/7, 8-19=-16f7, 8-20=-16/7, 7-20=16f7 • • •
WEBS 2-12=-319/282, 3-10=390/274, 4-9=-337/211, 5-8=-332/293
NOTES-
1) Wnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=15ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-1-12 to 3-1-12,
Interior(1) 3-1-12 to 12-10-12, Exterior(2) 12-10-12 to 15-10-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 13, 63 lb uplift at joint 7, 181 lb uplift at joint 12, 168
lb uplift at joint 10, 129 lb uplift at joint 9 and 145 lb uplift at joint 8.
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.
LOAD CASE(S) Standard
Mahmound Zoifaghari, P.E.
Consulting Engineens
13901 SM. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fax 305-235-4248
Florida Professional Engineering License No. 36921
Special inspector Licer-f Nn. 636
Job
Truss
Truss Type
aly
Ply
RES:ARRONTE (RC)
101'71
MV14
GABLE
1
1
Jab Reference (optional)
UtUU IKUJJ UUMVArvr INu., rnnce[on, rL 33UJZ. MANIU COVIIVCIMh
6-3-14
6-3-14
r�un.o iouo ,vvv is cull �i. o. wv�ww w��,� ,.,���, ,..���"��, ,, ,.,. ...,...,..y ._.._.____._ _'_ .
ID:6HOjSvVSyyvQX3VQmTlbmAysWme-c9cGxmKi' gg,uF 00Geq_OSaKyZjOMyJ3FZDtEJysFrc
14-0-8
7-8-10
v »�
2x4 II
5
Scale = 1:24.3
I-,
10 13 9 14 8 15 7 16 62x4 II
2x4 I I 1 x4 11 1 x4 11 1 x4 11
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc)
I/deft
Ud
• PLATES • �{ijP . • • • • • •
TCLL 30.0
Plate Grip DOL 1.33
TC 0.25
Vert(LL) n/a
n/a
999
• RAT20 244/190 •
TCDL 15.0
Lumber DOL 1.33
BC 0.37
Vert(CT) n/a -
n/a
999
•• • •• • •
• • • •
BCLL 0.0
Rep Stress Incr YES
WB 0.06
Horc(CT) -0.00 8
n/a
n/a
• • • • • • • • • • • • • •
BCDL 10.0
Code FRC2017/TP12014
Matrix-R
• Weight: 50 lb - FT = 0% - -
• • • • • •
LUMBER-
BRACING- • • • • • • • •
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direttly �ap�plied or 6-0-040c purlins, except end verticls.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6'MdE bracing. • • • • • : • • •
WEBS 2x4SPNo.2 •••••• • • •••••
OTHERS 2x4 SP No.2 • • • • • • • •
•• •• • ••••••
REACTIONS. (lb/size) 10=39/14-0-8 (min. 0-1-13), 6=168/14-0-8 (min. 0-1-13), 9=432/14-0-8 (min. 0-1-13), 8=403/14-0-8 (min. 0-1-13), 7=470/14-0-4 W"4—1 13) • • •
Max Horz 10=116(LC 5) • • • •
Max Uplift10=-12(LC 17), 6=-68(LC 5), 9=-216(LC 5), 8=-107(LC 5), 7=-184(LC 5) • • • • • • • • • •
Max Grav10=222(LC 20), 6=277(LC 24), 9=432(LC 1), 8=403(LC 1), 7=470(LC 1) • • • • • •
FORCES. (Ib) -Maximum Compression/Maximum Tension • • • • • • • •
TOP CHORD 1-10=-35/15, 1-2=-172/93, 2-11=-172/93, 3-11=172/93, 3-4=-118/56, 4-12=-67/0, 5-12=-23/18, 5-6=-135/152 • ••
BOT CHORD 10-13=-46/18, 9-13=-46/18, 9-14=-46/18, 8-14=-46/18, 8-15=-20/22, 7-15=-20/22, 7-16=-20/22, 6-16=-20/22 •• •
WEBS 2-9=355/333, 3-8=-330/180, 4-7=-389/318
NOTES-
1) Wnd: 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) and C-C Exterior(2) 0-1-12 to 3-1-12,
Interior(1) 3-1-12 to 10-10-12, Exterior(2) 10-10-12 to 13-10-12 zone;C-C for members and forces & MVVFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 10, 68 lb uplift at joint 6, 216 lb uplift at joint 9, 107 lb
uplift at joint 8 and 184 lb uplift at joint 7.
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.
LOAD CASE(S) Standard
Mahmr�und Zciiaghari, P.E,.
Consulting Engineers
13901 SAV. 108 Ave.
Miarni, Honda 33176
Phone 305-253.2428 Fax 305-235-4248
Florida Professional Engineering License No. 3692.1
Special Inspector I: icr ,lse Nn, 636
Job
Truss
Truss Type
Qty
Ply
RES: ARRONTE (RC)
10,71
MV13
GABLE
3
1
Job Reference (optional)
UtUU I KUJJ UUMI'ANr INU., vrinceton, FL JJUJZ, MAKIU tJYINtIKA —1. o. I u s Nuv IJ cu I I 1. o. I— a — I u I I n uo1 a, u v ...+
I D:6HOjSvVSyyvQX3VQmTlbmAysWme-8z3ukRJ4eNcia_gpixJlTt19S9NIdUowOvTKhtysFrd
4-0-8 12-6-8
4-0-8 8-6-0
3.12 12
4x4 =
23
1x4 II
4 11
Scale = 1:20.5
1x4 II
2x4 II
5 6
3x4 12 10 13 9 14 8 7
1 x4 11 1 x4 11 2x4 11
1x4 II
• ••a• ••••••
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. in (loc)
I/deb
L/d
• PLATES GRIP •
TCLL 30.0
Plate Grip DOL
1.33
TC 0.23
Vert(LL) n/a
n/a
999
• • 1W20 • • %41IVO • •
TCDL 15.0
Lumber DOL
1.33
BC 0.33
Vert(CT) n/a
n/a
999
00000 • • • • • • • • •
BCLL 0.0
Rep Stress Incr
YES
WB 0.08
Horz(CT) -0.00 7
n/a
n/a
•
BCDL 10.0
Code FRC20171TP12014
Matrix-SH
• • • •Weight: 39 lb • FT = 0 % • •
••••••
LUMBER-
BRACING- • •
• • •
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing direc"PpTied or 6-0-00oc
pAlIhs, except%*14VOilcals.
•
BOT CHORD 2x4 SP No.2
BOT CHORD Rigid ceiling directly applied or&%44gpbracing.
• •
• • • •
WEBS 2x4 SP No.2
• •
• • • • • •
OTHERS 2x4SPNo.2
•• ••
•
••••••
•
REACTIONS. (lb/size) 1=133/12-6-8 (min. 0-1-8), 7=-325/12-6-8 (min. 0-1-8), 10=403/12-6-8 (min.
0-1-8), 9=451/12-6-8 (min. 0-1-8), 8=576/12-6-8 (w n 001 80
•
• •
Max Horz 1=45(LC 5)
• •
• •
• • • • • •
••••••
Max Uplift1=46(LC 9), 7=-496(LC 18), 10=-146(LC 5), 9=165(LC 6), 8=-190(LC 5)
0
Max Gravl=259(LC 20), 7=101(LC 6), 10=403(LC 1), 9=451(LC 1), 8=727(LC 18)
• • •
• • • • • •
FORCES. (lb) - Maximum Compression/Maximum Tension
• • •
TOP CHORD 1-2=-37/32, 2-3=-1/9, 3-4=-3/8, 4-11=-3/8, 5-11=-3/8, 5-6=3/8, 6-7=-229/247
BOT CHORD 1-12=-8/3, 10-12=-8/3, 10-13=-8/3, 9-13=-8/3, 9-14=8/3, 8-14=-8/3, 7-8=-8/3
WEBS 3-10=313/326, 4-9=-374/344, 5-8=451/429
NOTES-
1) Wnd: 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; MVVFRS (envelope) and C-C Exterior(2) 1-1-11 to 8-0-8,
Interior(1) 8-0-8 to 9-4-12, Extedor(2) 9-4-12 to 12-4-12 zone;C-C for members and forces & MVVFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 1, 496 lb uplift at joint 7, 146 lb uplift at joint 10, 165
lb uplift at joint 9 and 190 lb uplift at joint 8.
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.
LOAD CASE(S) Standard
Mahmound Z"Olfaghari, P.E.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fa:: 305-235-4248
Florida Professional Engineering License No. 36921
Special Inspector I it:enrc'. No. 6-36
Job
Truss
Truss Type
Oty
Ply
REST ARRONTE (RC)
10��1
MV12
GABLE
1
1
Job Reference (optional)
ID:6HOjSvVSyyvOX3VOmTIbmAysWme-gnWX5JRt3UsygFd8DoWxgVz2m1 eu2xmoFkm9RysFre'
12-0-8
9-8-10
Scale = 1:20.7
2x4 11
5
10 12 9 13 8 14 7 15 6
2x4 11 1 x4 11 1 x4 I I 1 x4 11 2x4 11
12-0-8
LOADING (psf)
TCLL 30.0
TCDL 15.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.33
Lumber DOL 1.33
Rep Stress Incr YES
Code FRC2017lrPI2014
CSI.
TC 0.27
BC 0.36
WB 0.05
Matrix-R
DEFL. in
Vert(LL) n/a
Vert(CT) n/a
Horz(CT) -0.00
(loc) I/deft Ud
n/a 999
n/a 999
9 n/a n/a
• PLATES GRIP
• • AIT20 • • IV"90
• • • • • • • •
•
• • • • A/eight: 48 lb • FT = 0 %
•
• •
000600
• •
LUMBER- BRACING-
• •
• • •
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directy ItIled or 6-0-Oec pu}IiRs, except AhM tMisals.
BOT CHORD 2x4 SP No.2 BOT CHORD
Rigid ceiling directly applied orW"Wacing.
• •
• • • • •
WEBS 2x4 SP No.2
• •
••••••
OTHERS 2x4SPNo.2
••
•
••••••
•
REACTIONS. (lb/size) 10=62/12-0-8 (min. 0-1-8), 6=25/12-0-8 (min. 0-1-8), 9=371/12-0-8 (min. 0-1-8), 8=486112-0-8 (min. 0-1-8), 7=348/12-0-8 (minlo 14 • •
•
• •
Max Horz 10=147(LC 5)
• •
• •
• • • • • •
Max Upliftt0=14(1-C 17), 6=-51(LC 18), 9=-160(LC 5), 8=-189(LC 5), 7=-121(LC 5)
• •
• • • • •
• •
Max Grav 1 0=227(LC 20). 6=21O(LC 24). 9=371(LC 1). 8=486(LC 1). 7=360(LC 23)
• • •
• • • • • •
FORCES. (lb) - Maximum Compression/Maximum Tension
• • • • • •
TOP CHORD 1-10=-69/48, 1-2=-230/125, 2-3=-167/90, 3-11=-85/15, 4-11=-79/43, 4-5=-32/3, 5-6=-20/39
BOT CHORD 10-12=-53/31, 9-12=-53/31, 9-13=-10/5, 8-13=-10/5, 8-14=-10/5, 7-14=-10/5, 7-15=-10/5, 6-15=-10/5
WEBS 2-9=288/217, 3-8=-401/288, 4-7=-285/281
NOTES-
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) and C-C Extedor(2) 0-1-12 to 2-3-14,
Interior(1) 2-3-14 to 8-10-12, Exterior(2) 8-10-12 to 11-10-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ile uplift at joint 10, 51 lb uplift at joint 6, 160 lb uplift at joint 9, 189 lb
uplift at joint 8 and 121 lb uplift at joint 7.
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.
LOAD CASE(S) Standard
Mahmound Zelfaghari, P.E.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fax 305-235-4248
Florida Professional Engineering License No. 36921
EpeC18! '.,.,nt°r.t..-; ' �,•rn'. \ln Of"
Job
Truss
Truss Type
Oty
Ply
RES: ARRONTE (RC)
tOM1
MV4
Valley
12
1
Job Reference (optional)
utuu I Ku.7J uvm-tvT iiVu , YI Inuetun, rL JJUJL, NIHRIU CJl'IIV CIRH
ID:6HOjSvVSyyvQX3VQmTlbmAysWme-gnVVX5JRt3UsygFd8DoWxgVzVm I lu2jmoFkm9RysFre
4-0-8
4-0-8
2x4 11 Scale = 1:7.5
2
4 3
2x4 i 2x4 II
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
• PLATES • 6wi 0 000000
TCLL 30.0
Plate Grip DOL 1.33
TC 0.31
Vert(LL)
n/a
n/a
999
• MT20 244/190 •
• • •
TCDL 15.0
Lumber DOL 1.33
BC 0.35
Vert(CT)
n/a
n/a
999
• • • • • • • •
BCLL 0.0
Rep Stress Inr YES
WB 0.00
Horz(CT)
0.00
n/a
n/a
09000 • • • • • • • • •
BCDL 10.0
Code FRC2017rrP12014
Matrix-P
• • Weight: 11 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2
REACTIONS. (lb/size) 1=152/4-0-8 (min. 0-1-8), 3=152/4-0-8 (min. 0-1-8)
Max Horzt=42(LC 5)
Max Upliftl=-48(LC 5). 3=-59(LU 5)
Max Grav1=269(LC 17), 3=269(LC 18)
FORCES. (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-73/25, 2-3=-124/264
BOT CHORD 1-4=0/0, 3-4=0/0
••••••
BRACING- 0000
• • • •
TOP CHORD Structural wood sheathing directly applier or 4-0-84Dc Nurlins• except end verticals.
BOT CHORD Rigid ceiling directly applied or 1 GS-Q Cc bracing. • • • so:***
•••••• • • •••••
• • ••••••
•• •• • ••••••
•
•••••• • •
• • • • ••••••
••••••
•• • •• • • •
• • •
• •
NOTES-
1) Wnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft, Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) Gable requires continuous bottom chord bearing.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 1 and 59 lb uplift at joint 3.
5) 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, nonconcurrenl with any other live loads.
LOAD CASE(S) Standard
Mahmound Zolfaghari, P.E.
Consulting Engi-� ers
13901 S.W, 108 Ave.
Miami, Florida 33176
Phone 305-25 -2428 Fax 30;_235-4248
Florida Professional Engineering License N W921
Special )n<;,r.._,. -
107 /1 I V16A I GABLE 11 I 1 I Job Reference (optional)
DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Wed Aug 1 10:33:07 2018 Page 1
I D:6H OjSvVSyyvQX3VQmTl bmAys Wme-GTLoTtU Da M Fse_JJzA2oVd4 N pPp?AN IgOQ7 Wfdys FrC
6-5-2 16-1-12
6-5-2 9-8-10
Scale = 1:28.1
2x4 II
- — 6
13 16 12 11 17 10 18 9 19 8 20 7
2x4 II 1x4 II 3x4 = 1x4 II 1x4 II 1x4 II 2x4 II
6-5-2 16-1-12
6-5-2 9-8-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud • PLATES • • A-406 • • • • • •
TCLL 30.0 Plate Grip DOL 1.33 TC 0.25 Vert(LL) n!a n/a 999 • WT20 244/190 •
••
TCDL 15.0 Lumber DOL 1.33 BC 0.36 Vert(CT) n/a - n/a 999 •• • • • • • ••
BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.00 10 n/a n/a go**** • • • • • • • • •
BCDL 10.0 Code FRC20171TPi2014 Matrix-R • Weight: 61 lb FT = 0%
••••••
LUMBER- BRACING- • • • • • • • • •
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-Oocpurtine, except end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or UtRddb bracing. • • • • • • • •
WEBS 2x4 SP No.2 •••••• • • 00000
OTHERS 2x4 SP No.2 •• + • • • • • • •
•• • ••••••
REACTIONS. (lb/size) 13=42/16-1-12 (min. 0-2-1), 7=36/16-1-12 (min. 0-2-1), 12=442/16-1-12 (min. 0-2-1), 9=469/16-1-12 (min. 0-2-1), 8=357/16-1-12."0(62-1), 10=398/1a-1-12 (min.0-2-1)• •
Max Horz 13=147(LC 5) • • • •
Max Upliftl3=-9(LC 17), 7=40(LC 19), 12=231(LC 5), 9=-192(LC 5), 8=123(LC 5), 10=-94(LC 5) • • • • 0000
••• • •
Max Grav 1 3=223(LC 21), 7=216(LC 26), 12=442(LC 1), 9=469(LC 1), 8=364(LC 25), 10=398(LC 1) • • 0 • • • • • • •
FORCES. (lb) - Maximum Compression/Maximum Tension • • • • • • • •
TOP CHORD 1-13=-40/10, 1-2=-212/116, 2-14=212/116, 3-14=-212/116, 3A4 160/83, 4-15=-82/14, 5-15=-75/41, 5-6=-34/5, 6.7=29/45 069000
BOT CHORD 13-16=-60/23, 12-16=-60/23, 11-12=-60/23, 11-17=-60/23, 10-17=-60/23, 10-18=-9/4, 9-18=-9/4, 9-19=-9/4, 8-19=-9/4, 8-20=-9/4, 7-20=-9/4
WEBS 2-12=-360/327, 4-9=-386/271, 5-8=-293/260, 3-10=-326l170
NOTES-
1) Wnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-1-12 to 3-1-12,
Interior(1) 3-1-12 to 13-0-0, Extedor(2) 13-0-0 to 16-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 Ito uplift at joint 13, 40 lb uplift at joint 7, 231 to uplift at joint 12, 192 lb
uplift at joint 9, 123 lb uplift at joint 8 and 94 lb uplift at joint 10.
6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,
nonconcurrent with any other live loads.
LOAD CASE(S) Standard
Mahmound Zolfaghari, P.E.
Consulting Engineers
13901 S.W. 108 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fax 305-235-4248
Florida Professional Engineering License No. 36921
Special ;n4.ae�1�:, �_ it ��a�r r..) 636
10771 IV,
I Valley 11 I 1 I Jab Reference (optional)
DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Wed Aug 1 10:33:OE
I D:6 HOjSvV SyyvQX3VQmTl bmAys Wme-o H n Q FXTbp37?Ogk7 PSXZyPXCQ? M4 Rwxh n
3-7-0 7-2-0
3-7-0 3-7-0
3.12 12
2x4
2
4
3x4 =
7-2-0
7-2-0
2x4
3
Scale = 1:13.0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defi Ud
• q)LATES GRIP
• • 1vIT20 • •2g411.90
•
•
TCLL 30.0
Plate Grip DOL 1.33
TC 0.23
Vert(LL) n/a n/a 999
•
•
TCDL 15.0
Lumber DOL 1.33
BC 0.78
Vert(CT) n/a - n/a 999
06600 • • •
• • • • • 0
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) 0.00 3 n/a n/a
•
BCDL 10.0
Code FRC2017/TPI2014
Matrix-P
• • • • Weight: 18 lb • FT = 0%
• •
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlj appted or 6-0-(Poc polllhs.
• • • • •
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied orsE65,W bracing. • •
•
00000
REACTIONS. (lb/size) 1=26917-2-0 (min. 0-1-8), 3=269/7-2-0 (min. 0-1-8)
• • • • •
• • • • • •
Max Horz 1=-14(LC 10)
• • • • • • •
• •
Max Upliftl=84(LC 5). 3=84(LC 6)
• • •
•
Max Grav 1=322(LC 21), 3=322(LC 22)
• • •
• • • • • •
FORCES. (lb) -Maximum Compression/Maximum Tension
• • •
• • • • • •
TOP CHORD 1-2=-459/535, 2-3=-459/535
• • • • ° •
• • •
• •
BOT CHORD 1-4=-477/423, 3-4=-477/423
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) VVind: 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) and C-C Extedor(2) zone;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 1 and 84 lb uplift at joint 3.
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.
LOAD CASE(S) Standard
Mahmound Zoifagttiri, P.E..
Consulting 'r.rlgmeers
13901 S.W. 109 .hve.
Miami, Florida 3`3176
Phone 305-253-2428 Fax 305-235-4248
Florida Professional Engineering License No. 36921
Special Inspect-.:�r r,,r_,> No 636
1o771 Iva
1 1 1
4NY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Wed Aug 1 10:33
I D:6 HOjSvVSyyvQX3VQmTl bmAysWme-K4 D22 BSz21?9Og9xri0KQC_4Y bC41TF
2-0-0 4-0-0
2-0-0 2-0-0
4x4 =
3.12 12 2 3
(0-9-8)
(0-9-8)
Scale = 1:7.4
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defl
Ud
• PLATES • • ('gyp • •• • • •
TCLL 30.0
Plate Grip DOL 1.33
TC 0.05
Vert(LL)
n/a
n/a
999
• OT20 244/190 •
TCDL 15.0
Lumber DOL 1.33
BC 0.00
Vert(CT)
n/a
n/a
999
• • • 000090 •
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00 3
n/a
n/a
•
• • • • • • • • • • • • • •
BCDL 10.0
Code FRC2017/TP12014
Matrix-P
• •: • i fight: 10 Ib • FT = O% —
LUMBER- BRACING- **so • • • • •r•••••
TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing dirmt� applietl or 4-0.080c purtins
BOT CHORD Rigid ceiling directly applied. • • • • • • • • • • • '
• •
REACTIONS. (lb/size) 1=98/4-0.0 (min. 0-9-8), 3=98/4-0.0 (min. 0-9-8) 909600 • • 00000
Max Horz 1=-6(LC 10) • • • • • • • •
Max Upfifti= 49(LC 5), 3 49(LC 6)
•• •• • ••••••
•
FORCES. (lb) -Maximum Compression/Maximum Tension • • • •
TOP CHORD 1-2=22/35, 2-3=22/35
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=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-&VF e%m) zone;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable requires continuous bottom chord bearing.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 1 and 49 Ito uplift at joint 3.
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.
LOAD CASE(S) Standard
Mahmound Zolfaghari, P.E.
Consulting Engineers
13901 S.W. ; 08 Ave.
Miami, Florida 33176
Phone 305-253-2428 Fax 30;-235-4248
Florida Professional Engineering License No. 36921
Special insnectnr 1 ;r-,1.1 , N!„ 636
STANDARD LATERAL WEB BRACING
2x4 LATERAL BRACE
PER TRUSS DESIGN WITH 2-10d
NAILS PER WEB FOR FORCES
UP TO 4600 lbs. FORCES IN
EXCESS OF 4600 lbs. REQUIRES
2x6 #3 OR BETTER.
NOTE:
PROVIDE X-BRACING AT 20'-0"
INTERVALS FOR WEB FORCES UP
TO 2509 lbs. AND AT 10'-0" FOR
FORCE GREATER THAN 2509 lbs.
RIGID POINT
R X-BD CE A FIXED LATERAL BRACING D E T.A I L
RIGID POINT OR X-BRACED AS NOTED
ON THIS DETAIL.
• • • • • •
ALT. LATERAL BRACING DETAIL ; ; ;•••:.
TRUSSES ® 24"
O.C. TYP.
E WITH
i ®6"
•••••• •
•V
0d ®:6" • .
.C. •TYP. ••••••
•1•-BRACE SOME 9t E
AND GRADE AS .
WEB (2x6 MAX.)
WEB SECTION DETAIL
NOTE:
BRACE MUST BE 80% THE LENGTH
OF THE WEB.
THIS DETAIL IS TO BE USED AS AN
ALTERNATE FOR CONTINUOUS
LATERAL BRACING.
MINIMUM GRADE OF LUMBER
TPI-2007
Mohmoud Zc3.fo`g1,ori_ '
T.0...... SEE STRUCTURAL SHEET.
Revised:
13901 S.W.108 Ave.
B.0.... ..SEE STRUCTURAL SHEET.
nE��
Miomi, FL. 33176
P05
WEBS... SEE STRUCTURAL SHEET.
3/201
03/2012
No.3369218
�-� 00
LOADING (PLF)
L. D.
STIR. INCR.: 33%
DRAWN BY: G.L.H.
�L_J�
T.C. 30 15
CHECKED
BY: J.A.I.
rj
B.C. 0 10
SPACING: 24 INCH 0 C.
REP. STRESS: YES
MITek Industries Inc.
Approved for MITek
Industries Inc.
0607
STANDARD ROOF VALLEY DETAIL
SUPPORTING VALLEY VALLEY
TRUSSES TRUSSES AREA
PARTIAL ROOF LAYOUT
12
� oirru
STRAP @ 48" O.C.
SEE NOTE (c) BELOW.
3x5
SEE NOTE (o).
SUPPORTING TRUSSES
@ 2'-0" O.C. MAX.
NOTES:
••••
(a) Provide continuous braoing. pn verlllits
••••
over 6'-3". Connect broc*u: to verIe4s
•
w/2-8d nails and broclgq; must be tied
to.a....
fixed point at each end,...
......
(b) Max. spacing for verticblS.4luds ; S'.-;0".
On trusses with spans ea.*ar..24'-pth " e
��••�
•
verticals should be spaAj-�C'•at 6'-:ne*6o6c._
(c) Conn, for wind uplift w:�** i;. 1 1/4�, 16
go. .•
twist strop at 4'-0" intervo?s w/*.J.� noils••••
each side of strap. : .'.
•
Max. 175 mph wind speed 20'-0;*Vj. won
height. (ASCE 7-10).
VALLEY TRUSSES AT
2'-0" O.C. MAX.
Note: Plywood sheathing may be
extended below valley trusses.
Provide opening for straps to
connect to trusses below.
OR BEVEL CUT BOTTOM CHORD OF VALLEY TRUSS.
MINIMUM
GRADE OF LUMBER
Mohmoud ZolioohorI"
13901 S. W ; 1 n8` Ave.
REFER TO
ENGINEERING
FBC-2010
Miami, FL.-33176
SHEETS.
305-253=2428
=
DECO TRUSS COMPANY
P.E. No. 35920
13980 S.W. 252 ST.
PRINCETON, FL. 33032
LOADING (PLF)
STIR. INCR.: 33%
L. D.
DRAWN BY:
T.C.
30 15
CHECKED BY:�
B.C.
0 10
SPACING:
24 INCH 0 C.
REP. STRESS: YES
-
TRUSS COMPANY, INC.
Trusses & Building Materiels
13980 SW 252 Street, Princeton, Florida 33032
Telephone: (305) 257-191 O Fax: (305) 257-1911
HIP / JACK HANGER DETAIL SHEET
1. FOR HIP CORNER JACK 5'-0" AND 7'-0" SETBACK, USE USP HJC26
UNIVERSAL HIP HANGER, ON BOTTOM CHORD. TOP CHORDS NAIL WITH
THREE (3) -16D NAILS AND USE USP RT8A (UR) HURRICANE CLIP
FOR HIP CORNER JACK 9'-0" AND 11'-0" SETBACK, USE USP H; ; • •
.
UNIVERSAL HIP HANGER ON BOTTOM CHORD. TOP CHORDS -NAIL WITH. •. •
�
THREE (3) -16D NAILS AND USE USP RT8A (L/R) HURRICANE ftffb •
� � • �; •
.... ..
......
2. FOR 1'-0" TO 9'-0" SIDE JACKS, NAIL TOP & BOTTOM CHORD Y�ffrl THREE"
• •; • •
... .
(3) -16D NAILS AND USE USP RT8A (L/R) HURRICANE CLIP AT.?QP... & ; • • • • •
..... •
BOTTOM. ••••••
• • • •
.•
.
3. FOR COMMON JACKS 5'-0" TO 7'-0", USE USP JUS26 HANGER: OWBOTPOM
•
%
CHORD AND NAIL TOP CHORD WITH THREE (3) -16D NAILS AND USE -k ; •
f • e;
RT8A (LJR) HURRICANE CLIP AT TOP
4. FOR COMMON JACKS 9'-0" TO 11'-0", USE USP THD 26 HANGER ON BOTTOM
CHORD AND NAIL TOP CHORD WITH THREE (3) -16D NAILS AND USE USP
RT8A (L/R) HURRICANE CLIP AT TOP
NOTE:
Refer to attached Florida Approvals
For nailing and proper use of hangers.
Hanger / Strap
I.D. Number
State of Florida Approval Number
HJC26 & HJC28
Florida Approval Number
FL17236-R1
SKH26 UR
Florida Approval Number
FL17243-R1
RT8A — Hurricane Clips
Florida Approval Number
FL17236.11
JUS 26
Florida Approval Number
FL17232.13
THD 26
Florida Approval Number
FL17232
Code Evaluation Information
Code Evaluations
Most structural products shown in this
catalog are listed in a current code
evaluation report from the code
evaluation agencies listed to the right.
The load values shown in this catalog
were current at the time of printing but
we are continually improving our products
through better engineering design and
development so some of the evaluation
reports may have been updated with better
load values after the catalog was printed.
in a few cases, we have submitted a formal
independent test report from an approved
lab to the code evaluation agency and are
awaiting on an evaluation report.
We recommend visiting our web site:
USPconnectors.com/code-reports or, the
specified code evaluation agency's web site,
shown below, to obtain the latest bad values
from the most current evaluation report
Some code jurisdictions may require
additional load reductions and/or use
limitations for some products listed in this
catalog. In those cases, the products may
not be approved or may need further review
for approval.
We recommend contacting the code
jurisdiction having authority for your
project to confirm they accept the
evaluation reports shown to the right,
or contact our Engineering Department
for further assistance.
Code Watch
"Code Watch" items are included to
highlight relevant sections of the 2012 IBC
and 2012 IRC building codes that discuss the
use of products contained in this catalog.
L
We strongly encourage you to consult with
Y a qualified design professional to review
the exact requirements of the relevant code
0
references for your project.
a Please note that not all code sections
relating to the use of all products in this
catalog are included. In addition, some states
and local municipalities may have adopted
amendments to the referenced code section.
Code references are for the 2012
International Residential Code (IRC) and 2012
International Building Code (IBC).
Code Reference Key Chart
Code
Agency
Approval
Listing
Code
Ref.
ICC
ESR-2266
1
ESR-3444
2
ESR-1678
3
ESR-1702
4
ESR-3445
5
ESR-3446
6
ESR-1970
7
ESR-3447
8
ESR-2685
9
ESR-3448
10
ESR-3449
11
ESR-2761
12
ESR-2787
13
ESR-3455
14
ESR-3456
15
ESR-2089
16
ESR-2362
17
ESR-2526
19
ESR-3768
20
ESR-3847
21
ESR-3754
22
IAPM0-M ER
ER-0200
30
ER-0201
31
ER-0311
32
ER-0473
33
!LA - OBS
RR 25993
R1
RR 26017
R2
RR 25992
R3
RR 25991
R4
RR 25843
R5
RR 25759
R6
LA City -
City of
Los Angeles,
California
RR 25753
R7
RR 25976
R8
RR 25745
R9
RR 25972
R10
RR 25971
R11
RR 25749
R12
RR 25779
R13
RR 25836
R14
RR 25850
R15
RR 25954
R16
RR 26048
R77
%600-usp
STRUCTURAL CONNECTORS
MTek
Code
Agency
Approval
Listing
Code
Ref.
o.,
State Cl • • •
Florida • • •
Produd* • •
Appro••••
e • s o
• •.. •
••••••
•
' • 00
V e : s :
• s
• • • :
FL17241
F1
FL17232
F2
FL17243
F3
FL17240
F4
FL17236
F5
F1.172t9
F6
FL17244
F7
FL17245
F8
FL578
F9
FL17247
F10
FL17248
F11
FL17249
F12
FL17U • .'
F14
FL1732rr •
F15
FL176ti'0' •
F16e
fL17699
F17;
FL20a72 •
F18
FLl0739 •
F19•
FL1247
F229
FL2033 '
F23
FL5664 • • • •
F25f
FL6223• •
F29
FL178efi •
F28
FL17231
F29
FL17219
F31
FL17227
F32
FL17230
F33
FL17246
F35
Prescriptive Code
—
100
Pending for
Code Evaluation
Contact us for
test data
110
No Load Capacity
--
120
No Code Listing
Contact us for
test data
130
New products or updated product
information are designated in blue font.
Code Evaluation Agency websKes
ICC-ES — ESR reports:
http://www.icc-es.org/Evaluation_Reports
IAPMO Uniform ES — ER reports:
www.iapmoes.org/EvaluationReports
City of Los Angeles — LARR reports:
http://netinfo.ladbs.org/rreports.nsf
State of Florida — Product Approvals:
www finridah 61dinn nrn/nr
sees*
•
•see•
•
ee•ee
•
sees
e
1•e•
o••ee
•
•
e
•
A
Plated Truss
HHC / HJC / HJHC / HTHJ Hip/Jack Connectors
HHC — Designed to support hip/hip truss/rafter.
Contact USP when using in multi -ply applications.
HJHC — Allows for hip/hip support and hip/jack/hip installations.
HJC & HTHJ — Used to simultaneously hang a combination of hips and
jacks off girder trusses. These hangers fit both left-hand and right-hand
applications. An open back design allows for retrofit installations.
Materials: HHC, HJC, & HJHC —12 gauge, HTHJ —18 gauge
Finish: G90 galvanizing
Options: See Specialty Options Chart
Codes: See page 11 for Code Reference Chart
Installation:
• Use all specified fasteners. See Product Notes, page 17.
R 45" r " 4__ 45"
Typical HJC/HTHJ installation top view
1-3/4"
0
HH
6 , l� 3-1/4"
HJC
2"
i 5"
HTHJ
k.-
Typical HJC/HTHJ
installation
45" y, I.,� 45"
Typical HHC
installation top view
?- 1-7/8"
A
9
HHC
8USP
STRUCTURAL CONNECTORS
MTek
v
w
m
CL
t=
v7
V!
Typical HJHC
installation top view
. . .... ....
•• ••••••}-3/4"OIL ••
•
•••• •i3-1/4�••••
•••••• 10-1.2" • •
• •••••
• • XJW •
• y Uplift loads have been •
z • IAirwwIl 60% for wind' • • •
') • • or seismic loads; no
•
Y rift' lusher increase All` • • • �
• pe p6rmRted.
25X 1609E 2)ioading published for
total load of hip / jack
10, connection.
25 1955 R8 3) NAILS: 10d nails are
0.148"dia. x 3" long,
55 1965 FS 16d nails are 0.162" dia.
x 3-1/2" long.
2800 1137D New products or updated
805 19� 130 product information are
designated in blue font.
Fastener Schedule
OF/SP
S-P-F
Allowable toads (tbs.)z
Allowable LoadS
Supported Member
Member
per
per
Floor
Roof
r
Floor
Hoof
USP
Steel
H
HMcode
Qty
Type
Qty
Qty
Descrip6ott
Stock No.
Ref. No.
Gauge
in
Type
1007E
1159i:FIM
1601%
100X
11596
1
LTHJA26,!
I
j
i
+
!t
2 x 6 right / left
HJC26
THJA26,
THJU26
12
5-3/8
16
16d
5
7
10d
2385
2740
2980
1840
12180
ttt
2510
27
2x8right /left
—
HJC28
12
7-1/8
20
16d
6
8
! 10d
2980
3425
3505
1840
2725
2855
26
2 x 6 terminal
HHC26
LTHJA26,
THJA26
12
5-7/16
20
16d
5
10d
3100
35M
3505
2130
2725
2800
2z8terminal
HHC28
12
7-3(16
24
16d
6
10d
3505
3505
3505
2410
2805
2805
2
2 x 6 terminal
HJHC26_ E
—
12
5-7/16
20
16d
5
i 2
10d
3100
3505
3505
2410
2725
2815
2815
1935
2x8terminal
HJHG28 !
-
12
7-3116
24
16d
6
2
110d .
3505
3505{3505
2410
2820
2820
2820
1940
2x6terminal
HTHJ26-18
18
5
16
16d
7
5
16d
2190
2520
2740
1790
1920
2110
2110
1225
10,R8,
HJC Specialty Options Chart
Option Hip Truss Skew
Range 30'to60"
Allowable Loads 100% of table load
Add SK angle of hip
Ordering required, to product number.
Ex. HJC26 SK55
—Specify angle
� ®�
i (60" max)
Typical HJC (skewed) installation
with altamnto cfrpw annlo fnn wipes
1-3/4"
g H
t
Var E;yY
8"max,
HJC (skewedl
m
R
Hangers
SKH / SKHH skewed 450 Hangers
Typical SKH26L installation
left skew
W
SKHH210L
left skew
16,01- U S P
STRUCTURAL CONNECTORS
MiTek
D Ar
s AVAILABLE IN
" COAT
+i
�Y4yi
SKHH21OL-2
left skew
Fastener Sdreduie'
DF/SP
S-P-F
Dimensions (m)
Reader
Joist
Allowable Loads PQ
Allowable Loa& W)
C
O
Beam/Joist
USP
Floor Roof Up0w
Fkar Root UpIHt�
o
Code
t00%
115%
125%
160%
IW%
115%
125%
—
1
Size
Stock No.
ReLNo.
Ga.
WT N D
Qty Type
Qty T
� r
Ref.
2 x 4
SKH24L/R
J SURIL24
161
1-9/16
1 3-1/4
l 1-7/81
4
f 16d
j 4
1 10d x 1-12
510
510
510
565
395
395
395
1 440
'
6, R11,
2 6-8
SKH26L/R
SURA26
16
1-9/16
5-1/4
1-7/8
6
16d�il10dx
1-12
830
890
890
1085
700
700
700
980
F3
x
SKHH26L/R
—
14
1-5/8
3-1/4
18
16d
tOdx 1-12
1850
1980
1980
885
1555
15%
1555
695
130
2x 8-12
SKH28L/R
16
1-9/16
_5-1/8
7-1/4
1-7/8
10
16d10dx
1-12
1380
1465
1465
1360
1160
1160
1160
1075
6,R11,F3
SKHH28UR
14
1-5/8
7
3-1/4
26
16d
16
10dx 1-12
2485
Z780
2790
1260
2115
2200
2200
995
130 —
SKH21OUR
SURA210,
16
C 1-9/16
9-1/4
1-7/8
14
16d
10
1Odx 1-12
1790
1790
1790
1565
1425
1425
1425
1245
6,R11,
2 x 10-14
SUR/L214
j --}
—
_
F3
_
SKHH210UR
—
14
I 1-5/8
1 9
4-1/4
34
16d
20
10d x1-1/2
2935
2935
2935
1520
2330
2330
2330
1210
130
1-3/4x
SKH1720LIR
SUR/L1.81/9
16
1-13/16
9-1/8
1 7/8
14
10d
10
1Odx 1-12
1625
1870
2030
1565
1430
1645
1730
1245
9-1/4-14
1-3/4x
SUR/L1.81/11,
11-1/4-18
Will724L/R
SUR4.1.81/14•
16
1-13/16
11-1/8
1-7/8
16
10d
10
10dx1-12
1855
2135
2320
1565
1635
1880
2040
1245
2 - 2-1/8 x
SUR/L2.06/9,
•!
•
9-1/4-14
SKH2020L/R
SUR/L2.1/9
16
2-1/8
9
--
1-7/8
14
10d
10
10dx 1-12
1625
1870
2030
1565
1
•
1645.1715
�i
1235`•
_ _
0 •.•
L�
2-2-1/8x
SKH2024UR
SUR/L2.06/11,
16
2-1/8
11
1-7/8
16
10d
10
10d x 1-12
1855
2135
2320
1565
163.1
L
1239,1
•
. •
11-1/4 -18
SUR/121/11
}2040
•
2-1l4 - 2-5/16 z
9-1/4-14
SKFI2320L/R
SUR/L2.37/9
16
2-3/8
8-7/8
1-7/8
14
10d
10
10d x 1-12
1625
1870
2030
1565
143tP`-RI1Rt!
i 14'15
1235
•
2-114 - 2-5/16 x
SKH2324UR
StM2.37/11,
16
2-3/8
10-7/8
1-7/8
16
10d
10
10d x 1-1/2
1855
2135
2320
1565
160
��
1
9 21140
123:
•
•
•
11-1/4 -18
SURA2.37A4
•
•
•
6
3 x 6-8
SKH36UR
—
16
2-9/16
4-3/4
, 1-3/8
6
16d
6
10d x 1-12
830
950
1 1025
1085
725•
•✓ 3l3
a9W,
R11,
3 x 8-12
SKH38L/R
16
2-9/16
i 6-3/4
; 1-3/8
10
16d
' 8
tOd x 1-12
1380
1585
1585
1360
121Qj
1155
PM
1240
0600o
F3
3 x 10-14
SKH310UR
16
2-9/16
8-3/4
1-3/8
14
16d
10
1Od x 1-12
1930
2220
2250
1565
1780i
264s
2090
1249
t
3 x 12 -14 -16
. SKH312L/R
116
2-9/16
10-3/4
1-3/8
161
16d
t 10)
10d x 1-1/2
2210
2500
2500
1565
0,
90
7 1245
, 0 i
2-12x
SKH2520L/R
SURU56/9
16
2-9/16
8-5J8
1-7/8
14
10d
10
10dx1-12
1625
1870
2030
1565
1438
1645
h05
123a'�
i
9-1/4-14
1
•••••
2111X1/4-i6
SKH2524LIR
stmfizSURn2.%ni
16
2-9/16
10-3/4
i-7/8
16
.10d
10
10dx1-12
1855
2135
2320
1565
1639
ar
11
:W
1230L•
2 59-1/4-14
SKH2620LIR
504,
— — '
16
2-11/161
8-11/16
f
1-7/81
14
10d
10
. 10d x 1-12
1625
1870
2030
1565
1430
1645
1705
a1
1230
—• •
• •
2-5/8x
SKH2624L/R
—
16
2 11/16
10-11/16!
1-7/8
ii
16 110d
10
10dx 1-12
1855
2135
2320
1565
1635
1880
2040
1230
11-1/4-16
iI
SKR26UR-2 "
SUR/126-2
16
3-1/16
4-1/2
1-3/8
6
16d
6
10d
830
950
1035
1115
iLS
835
■5
9W
I
(2) 2 x 6-8
SKHH26L/R-2
HSUM.26-2
14
3-1/16
5-1/4
2
12
16d
4
16d x 2-12
1850
2040
21140
US
1495
1495
1495
650
730
SKHH26UR-21F
HWRILC26-2
14
3-1/16
5-1/4
2
12
16d
4
16dx 2-12
M 2 x 8-12
SKH28LIR-2 '
16
3-1/16
642
1-3/8
10
16d
8
10d
1390
1585
1725
1360
1210
1395
1515
1065
6,
SKH210L/R-2 ` :
SUR/1-210-2
16
3-1/16
8-1/2
1-3/8
14
16d
10
10d
1930
2220
2415
1565
1695
19501
2120
1235
R1I,F3
(2) 2 x 10-14
SKHH210L/R-2
HSURI1-210-2,
HSURIL214-2
14
3-1/16
8-12
2
20
16d
6
16d x 2-12
3475
2280
2580
Z745
2745
1695
--
3080
3695
__ 130
SKHH210L/R-211'
HSURILC210-2
14
3-1/16
8-1/2
2
201
16d
6
16d x 2-12
(2)2x12-16
SKH212IM-2 `
SUR/1-214-2
16
3-1/16
10-12
1-3/8
.16 1
16d
10
10d
2240
2575
2800
1565
1940
2230
2405
1235
3-12 x8-14
SKH4101-111 •
SUR/1,410
14
3-9/16
8-12
2-12
16
16d
10
16d
2255
2540
25401
1565
1995
2290
2400
1215
6,
3-1/2x12-18
SKH414L/R `
SURIL414
14
3-9/16
12-12
2-12
22
16d j
10
16d
3100
3565
38801
1565
2740
3150
3425
12151
1 RI 1,
SKH46L/R "
SUR/L46
14
3-9/16
4-3/4
2-12
10
16d
6
16d
1410
1590
15901
1355
1225
1225
1225
1050
F3
4 x 6-8
SKHH46L/R
HSLNVL46
14
3-9/16
5-1/4
2-1/2
12
16d
6
16d
1850
2040
20401
885
1490
1490
1490
650
�—
130
SKHH46URIF
HSUR/LC46
14
3-9/16
5-1/4
2-12
12
16d
6
16d
SKH410UR `
SURIL410
14
3-9/16
8-1/2
2-1/2
16
16d
10
16d
2255
2540r
2540
1565 11995
Z290
2400
1215
16,RII,F3
4x 10-14
SKHH410UR
HSUR/L410
14
3-9/16
8-12
/
20
16d
10
16d
3080
3475
2280
2580
2735
2735
1690
130
SKHH410L/RIF
HSUR/LC410
14
3-9/16
8-12
2
�2-1/2
20
16d
10
16d
SKH414L/R `
SUR/L414
14
3-9116
12-12
22
16d
10
16d
3100
3565
3880
1565
2740
3150
3425
1215
— 6,R11,F3
4x 14-18
SKHH414L/R
HSURIL414 1
14
3-9/16 1
12-12
2-1/2
26
16d
10
16d
4005I
451514650
2280
3740
3740
i835 i
.Y.--r--------
ti 130
SKHH414UPJF
HSUR/LC414
14
3-9/16
12-1/2
2-1/2,
26
16d
10
16d
[3520
1) Uplift loads have been increased 60% for wind and seismic loads; no further increase shall be permitted. Corrosion Finish
2) NAILS:1 Od x 1-12 nails are 0.148" dia. x 1-12" ",1 Od nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-12" long.
® Stainless Steel 0 Gold Coat
`Miter cut required on end of joist to achieve design loads ws unr- 10 T W. 7;,,,.
Truss & Rafter
HC / HCPRS / HHCP / LFTA / RT Rafter Ties
Installation:
• Use all specified fasteners. See Product Notes, page 17.
• To achieve full allowable loads listed, fasteners must be installed as prescribed in the chart.
• Depending on pitch, birdsmouth notching may be required with some models to enable
installers to fill all nail holes.
• Designer shall determine if solid blocking is required.
• LFTA6, RT4, RT5, and RT7 ship in equal quantities of left and right versions. Left version images shown.
4 ^1
USP"
STRUCTURAL CONNECTOR$
MiTek
USP
Stock No.
Ref. No.
steel
Gauge
Fastener Schedule ��
DF/SP
Allowable Loads Wm)'
S-P-F
Allowable Loads Wm)1
q
coo a
code
Ref.
Truss/Ratter
Plate
Stud
Uplift
160%
Lateral
Witt with
8d x 1-1/2"
�
160%
tl with
1-12"
F1
160%
F2
160%
=[:B;dx
ay
Type
4tY
Type
oty
Type
160%
60%
FMA
H3
18
4
8d
4
8d
-
610
190
190
610
525
160
160
525
IN
RT4
H4
18
4
8d
4
Bd
-
-
410
215
215
410
345
160
180
345
RT5
H5
18
4
8d
4
8d
-
540
265
265
540
450
225
i 225
450
10,
RT6
HS24
18
8
10dxl-12
6
10dx1-1/2
-
-
665
800
800
665
560
670
670
560
RT7
-
18
5
8d�
5
8d
585
195
195
585
495
160
1 160
415
F5
RT7A
H2.5A
18
5
lid
5
8d
-
670
210
210
670
565
175
1 175
, 565
MAT
H2.5T
18
5
8d x 1-12
5
8d x 1-1/2
t -
555
210
210
555
1 465
180
1 180
1 465
F18
RT8A
H8
18
5
10d x 1-12
5
10d x 1-1/2
-
775
215
1 215
775
650
180
180
650
RD0
FtZ H2A
18
6
8d
8
8d �
I 6
8d
585
195
195
585
495
i 160
760
1 495
RT15
H1
18
5
8d x•1-1/2
5
Sd
--
-
530
500
340
530
445
285
410 j
445
R8, .
RT/6A
H;� !
18
9
10d x 1-12
8
I 10d
i --
1380
B00
645
1380
1160
670
545
1160
' g
RT16AR
H10AR
18
9
10d x 1-12
8
10d
-
1380
800
645
1380
1160
670
545
1160
130
RT16-2
1f102
18 1
8
1 8d
8
8d
-
1160
655
415
1160 1
975
550
345
975
10,R8,
HHCP2
HCP2
18
10
10d x 1-12
10
10dx 1-1/2
--
-
800
370
-
800
670
310
-
670
F5
NHCP4-TZ
HCP4Z
16
8
10d
8
10d
1100
410
-- -
- -
920
345 i
-
--
—�
HC520
GBC
18
-
-
11
8d
6
8d
515
470
430
515
445
405
370 .
4445 • •
•
130
HCPR.S
--
18
-
--
5
8d
6
8d
540
500
340
540
455 1
975
285 i
455 •-
•
10 R8.F5
LFTA62
H6
16
8
Bd
8
_ Bd
-
-
1210
700
90
1210
1015
�9p ..-7�0
101
_-
•••
Typical RT3A
truss/rafter to plate
installation
l�
y+ 9
v_f
Typical RT7A
truss/rafter to
rinrrhlp nlatp inctallatinn
Typical RT4 Typical RT5 Typical RT6 Typical RT7
truss/rafter to plate truss/rafter to truss/rafter to truss/rafter to
installation double plate installation plate installation double plate installation
�j1jI �.a1a P
Uplift I M w„w4
eF/�
Typical MAT Typical MA Typical RT10 Typical RT15
M bottom chord stud to double plate truss/rafter to double plate truss/rafter to
inctallatinn inctallatinn to ctrrfl inctallatinn rinrrhlp MOP inctallatinn
d
N
A
Hangers
HUS / JUS / MUS Slant Nail Face Mount Joist Hangers
The HUS, JUS & MUS hanger series offers double shear nailing. USP's
dimple allows for 30° to 45' nailing through the joist into the header
00-usp
STRUCTURAL CONNECTORS
MiTek
resulting in higher loads and less nailing. Slant nailing also eliminates i
the need for shorter joist nails in 2x applications. w- -
Materials: JUS -18 gauge; MUS -18 gauge; HUS -14 or 16 gauge
Finish: G90 galvanizing
Options: See Chart for Corrosion Finish Options. See HUS Specialty �.
Options Chart. Typical JUS26
Typical HUS46
Codes: See page 11 for Code Reference Chart installation installation
e
Installation:
• Use all specified fasteners. See Product Notes, page 17.
• Joist nails must be driven at a 30' to 450 angle through the joist
or truss into the header to achieve listed loads. Standard length
"double shear" nails must be used to achieve listed load values.
• JUS & MUS -16d sinkers (0.148" x 3-1W) may be used where 10d
commons are specified with no load reduction.
Double shear nail design Uses standard
features fewer nails and length nails
faster installation
HUS Specialty Options Chart
Refer to Specialty Options pages 228-229 for additional details.
Option
Inverted Flange
Range
Not available in
widths less than 2-1/4".
100% of table load.
Allowable
65% of table load when
Loads
nailing into the support
members end grain.
Add IF
Ordering
to product number.
Ex. HUS410_IF
Y � fit.•
Typical HUS4101F
inverted flange
installation
HUS28-2
AVAILABLE IN
COAT
w/
JUS28
Hangers
Face Mount Hanger Charts
U S P
STRUCTURAL CONNECTORS
MTek
Joist Size
USP
Stock No.
Ref. No.
Steel
Gauge
Dimensions (in)
Fastener Schedule2.4
DF/SP ;
Allowable Loads (LbsJ
`o
c
Z03 if
Code
Ref.
Header
Joist
W
H
D
I A
0-
Nail
MY
NaR
Floor
IRoof
Uplift'
100%
115%
125%
160%
2 4
JL24
JL241F-TZ
LU24
20
18
1-9/16
1-9/16
3
3-1/8
1-1/21
1-1/2
15/16
4
10d
2
10d x 1-1/2
470
540
90
320
5,
R5, F2
31,Ri,
F32
4
4
16d
1Od HDG
2
2
10d x 1-1/2
10d x1 1/2 HDG
560
465
W
535
695
580
320
280
4
16d HOG
2
10d x 1-1/2 HOG
550
615
615
28.
x
JUS24I
LUS24
18
1-9/16
3-1/8
1-3/41
1
4
10d
2
10d
675
775
835
510
SUH24
HD26
U24
HU26
( 16
{ 14
� 1-9/16
1-9/16
3-1/4
3-1/2
¢ 2
-
` 2
1-3/16
1
1-1/8
10d
2
10d x 1-1/2
500
560
605
380
_
5,
R5,
F2
4
4
16d
16d
2
2
10d x1-1/2
1Od x 1-1/2
590
565
665
650
72D
705
380
290
JL26
LU26
!
20
1-9/16
4-3/4
1/2�
15/16
6
10d
4
10d x 1-1/2
710
805
870-1
fi50
s
6
16d
4
10d x 1-1/2
840
960
1045
650
JL26IF-TZ
LUG26Z
18
1-9/16
4-1/2
1-1/2
— —
6
1Od HOG
4
1Od x 1-1/2 HDG
695
800
870
730
31, Ill,
F32
6
16d HOG
4
10d x 1-1/2 HDG
830
950
1035
730
JUS26
LUS26
1 18
1-9/16
4-13116
144
1
4
10d
4
10d
970
1000
1080
1115
5,R5,F2
2 x 6
MUS26
MUS26
18
1-9/16
5-1/16
2
1
6
10d
6
10d
1285
1475
1605
865
31, R1, F32
SUH26
) U26
16
1-9/16
5-1/8
2
1-3/16
6
10d
4
10dx1-1/2
750
NO
910
755
6
16d
4
10d x 1-112
880
1000
1080
755
HUS26
HUS26
16
1-5/8
5-7/16
3
2
14
16d
6
16d
2760
3140
33451
1925
—
5,
H026
HU26
14
1-9/16
3-1/2
2
1-1/8
4
16d
2
10d x 1-1/2
565
650
705
290
R5,
HD28
HU28
14
1-9/16
5-1/4
2
1-1/8
: 8
16d
4
10d x 1-1/2
1130
1295
.'1410
730
F2
JL26
LU26
20
1-9/16
4-3/4
R 1-1/2
15/16
6
10d
4
10d x 1-1/2
710
805
870
650
1.
6
16d
4
10d x1-1/2
840
%0
1045
650
JL261F-TZ
LUC26Z
18
1-9/16
4-1/2
1-1/2
--
6
10d HOG
4
10d x 1-1/2 HDG
695
800
870
730
31, 111,
F32
6
16d HOG
4
10d x 1-1/2 HDG
830
950
1035
730
JL28
LU28
20
1-9/16
6-3/8
1-1/2
15/16
10
10d
6
10d x 1-1/2
1180
1295
1295
855
5, R5, F2
10
16d
6
10d x 1-1/2
1400
16DO
1740
g55
JL281F-TZ
-- --
18
1-9/16
6 1/8
7-1/2 !
8
1 Od HDG
4
10d x 1-1/2 HDG
930
1065
1160
73% •
•-•
• •
• 31. R1,
F32 •
8
16d HDG
4
10d x 1-1/2 HOG
1105
215
Y2J 5
730 •
JUS26
LUS26
18
1-9/16
4-13/16.
1-3/41
1
4
10d
4
10d
870
'IMS
loco
1115 •
•
• 5,R5,F2
2 8
JUS28
WS28
18
1-9/16
6-5/8
1-3/4
1
6
10d
4
10d
1110
4XIII
43P5
1115•
x
MUS26
MUS26
18
1-9116
5-1/16
_ 2
1
6 i
10d
6
10d
1285
47476
iW5
865
31,R1•
MUS28
SUH26 I
MUS28 {
U26
18
16
1-9/16
1-9/16
7-1/16 !
5-1/8�i
2_
2 i
1
1-3/16
8
6 l
10d
lOd
8
4
10d
tOd x 1 1/2
1710
750
1 7
•840
140
9!0
12V,
75t1 '•
•
• •
F32
• •
6
16d
4
10d x 1-1/2
88O
1000
108079
I
SUH28 (
HUS26
-- -- I
HUS26
16 =1-9/16
i6
1-5/8
6-5/8 1
5-7/16
2 1
_
3
1-3/16
2 1
8 j
1(d
6 I
lOd x 1 1/2
1000
0
!'•
•'
• I
5, ••
'
8
14
16d
16d
6
6
10d x 1-1/2
16d :2760
1175
1335
"4o
1440
R:ll5
809
1925
HUS28
HD28 i
HD210
HUS28 !
HU28
HU210
16 11-5/8
14
14 1
1-9/16
1-9/16,
7-3/16
5-1/4 '
7-3/i6
3 ` 2
2_[ 1-1/8 i
2 ` 1-1/8
22
8
12
16d
16d
16d
8
4
4
16d 14170
10d x 1-1/2
10d x 1-1/2
1130
1 990
4345
•1295
•I ,
4 5
1410
2fI5
25Y1
7•
730
• I
i•
• •
� •
1) Uplift bads have been increased 60% for wind or seismic loads; no further increase shall be permitted. • • •
2 16d sinkers 0.148 dia. x 3-1/4" Ion may be used at 0.84 of the table load where 16d commons are s • • • ( g) y specified. This does not apply to JUS, HUS, MUS slant nail hangers.
3) For JUS, HUS, and MUS hangers: Nails must be driven at a 30' to 45` angle through the joist or truss into the header to achieve the table loads.
4) NAILS: 1Od x 1-1/2" nails are 0.148" dia. x 1-112" long, 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long.
New products or updated product information are designated in blue font.
Corrosion Finish ®Stainless Steel ®Gold Coat 13HDG ■Triple Zinc
ri
Plated Truss
THD Heavy -Duty Face Mount Truss Hangers
Medium -to -heavy capacity face mount hanger.
Some THD models are available with a
min/max installation option.
Materials: See chart
Finish: G90 galvanizing
Options: See chart for Corrosion Finish Options
Codes: See page 11 for Code Reference Chart
Installation:
• Use all specified fasteners. See Product Notes, page 17.
• THD Min — Fill all round nail holes.
• THD Max — Fill all round and diamond holes.
Some model designs may vary
from illustration shown
Typical THD28
installation
A
r"
I
1i
S' H
'r L W 3„
-
THD28
lousp
STRUCTURALCONNECTORS
MiTek
THD double or larger
Joist /
Truss Size
USP
Stock No.
Ref. No.
Steel
Gauge
Dimensions (in)
Fastener Sc hedule2
OF/SP
Allowable Loads (Lbs.)
0
g
ci a:
Code
Ref.
W .
H
D
A
Mln/
Max
Header
Truss
Qty
I Type
Qly
Type
floor
Roof
Uplift'
t00%
115%
125%
100%
2 x 6 - 8
THD26
HTU26
v
16
1-5/8
5-1/16
3
1-7/8
Min
! 18
1 16d
121
10d x 1. 1/2
2645
3000
3060
2265
Max
201
16d
20
10d x 1-1/2
2940
i 3335
1 3471)
2330
2 x 8 -10
THD28
HTU28
6
1-5/8
, 7
r
3
1-7/8
Min
281
16d
16
10d x 1-1/2
4115
4485
4485
2330
Max
28
16d
28
10d x1-1/2
4115
4670
5040
2330
2 x 10 -12
THD210
I HTU210
16
1-5/8
9
3
1-7/8
Min
38
f 16d
20
10d x 1-1/2
5115
5115
5115
3095
Max
38
16d
32
10d x 1-1/2
, 55M
6335
6415
3790
(2) 2 x 6 - 8
THD26-2
HH11S26-2,
.l�
H-2
14
3-7/16
5-3/8
3
2
-
18
16d
12
10d
2770
3150
W
23JO
•
• •
(2) 2 x 8 -10
THD28-2
HTLI28- 2 -2,
HU28
14
3-7/16
7-1/8
3
2
I --
28
16d
16
10d
4310
4860
5005
001,000
259?
• •
•
(2) 2 x 10 -12
_
THD210-2
HHUS210-2,
HTU210-2
14
3-7/16
9-1/8
3
2
-
38
16d
20
10d
5850
6600
70D�
!
�
5,
R5,
4 x 6 - 8
THD46 _ I
HHUS46 i
14
3 5/8
5 5/16
3
2
-
18
16d
12
1 Od
2770
_
3125
�r
zsay
•��
4 x 8 -10
THD48 a
HHUS48 !
14
3-5/8
7-1/16
3
2 !
--
28
16d '
16
b
10d 24310
4860
5
•
4 x10-12
THD410
HHUS410
14_
3-5/8
9-1/16
3
2
38
16d
20
tOd
5850
6600
70"
t#M
•
4 x 12 -14
4 x 14 -16
--
T�--
THD414
-�
— -- --
14
14
3-5/8
3-5/8
11 t
_12-_7/8
3_
_3_
3
3 �
-_
--
48
58
16d
16d
20
20
10d 1
10d i
7045
7045
7045
7045
7DAra
7
z9p5
•
(3) 2 x 10 -12
THD210-3
HHUS210-3
12
5-1/8
9
3
3
-
38
16d
20
10d !6535
7255
7 5'
985
6 x10-12 _
THD610
HHUS5.50/10
12
5-1/2
9
3
3
38
16d
20
1Od�-� 6535
_
7255
7605
341
I�
•
6 x 12 - 14 -
J D612
12
5-1/2
11 1
3
3
48
16d
20
10d _ 8255 !
8415
5
•
-6 x14-16
THD614
12 '
5-1/2
12-7/81
3
3
-
58
16d
20 '
10d 8415
8415
8415
4259
1
• •
(4) 2 x 10 -12
THD210-4
HHUS210-4
12
6 3/4
9
3
3
38
16d
20
10d 6535
7255
7605
3850
• • •
7 x 9-1/4 - 14
THD7210
HHUS7.25/10
12 !
7-1/4
9
3
3
--
381
16d
20 1
10d 6535 ;
7255
6605
3410
1) uplm wads nave Deen increased 6U% for wind or seismic loads; no further increase shall be permitted.
2) NAILS:1 Od x 1-1 /2" nails are 0.148" dia. x 1-1/2" long, I Od nails are 0.148" dia. x 3" long,16d nails are 0.162" dia. x 3-1/2" long.
New products or updated product information are designated in blue font.
Corrosion Finish ®Stainless Steel LGold Coat t3HDG ■Triple Zinc
Specialty Options Chart
— refer to Specialty Options pages 228-229 for additional details.
Option
Skewed''
Sloped See
Sloped / Skewed' '
Inverted Flange
Not available in widths < 3".
Range
1'to 45'
1 ° to 45'
See Sloped Seat and Skewed
Widths > 3" can have
one flange inverted.
100% of table load.
Allowable
Loads
85% of table load
65% of table load
65% of table load
65% of table load when
nailing into the support
1
members end grain.
Add SK, angle required,
right (R) or left (L), and
Add SL, slope required,
Add 1IF, one flange,
Ordering
square cut (SO) or
andup D () , to
See Sloped Seat and Skewed.
right (R) and left (L),
bevel cut (ev)
Product number.
Ex. THD410_SK45R_SO_SL30D
to product number.
to product number.
Ex•THD470_SL30D
Ex. THD410_11FR
Ex. THD410_SK45R_SQ
1) Skewed hangers with skews greater than 15°
may have all joist nailing on outside flange.
2) Sloped or sloped / skewed hangers with
slopes greater than 15" may have additional
joist nails.
i) For skewed hangers, the required cut type
(square or bevel) of joist member may vary
based on skew angle and width of hanger.
Some square cut hangers will require
custom pricing due to welded back plate.
New products or updated product information
ire designated in blue font.
y. �!e
_ 0_E:V.cj
TRUSS COMPANY, INC.
Trusses & Building Materials
13980 SW 252 Street, Princeton, Florida 33032
Telephone: (305) 257-1910 Fax: (305) 257-1911
www.decotruss.com
Han_gerApproval
lzubmittal
Hanqer Approvals for Truss to Truss Connections
Attached to this package are the approvals for the following Hangers/Straps.
Hanger / Strap
I.D. Number
State of Florida or Miami -Dade County
Approval Number
THD Series
FL 13285
THDH Series
FL 821
GTWS2T, GTWS3T,GTWS4T
FL 6223
HTW16 Twist Straps
FL 820-R2
SKH26 UR
Miami -Dade Approval Number 11-0510.01
5—RUCTIPAL
CONNEC7OR5
AFSRek'company
At :'.!
Materials: See chart <; A it'
Finish: G90 galvanizing �
Options: See Specialty Options Chart. Rough/Full sizes available.
THD hangers with widths greater than 3" can have one
flange inverted with no load reduction. !>
Specify right (RR) or left (L).
Codes: ESR-1781, FL9835, FL13285,
Dade County, FL 06-0921.05, L.A. City RR 25843 Typical THD210
installation
Installation:
• Use all specified fasteners. See Product Notes, page 11
Som_ a model designs i H
may varyfrom _
illustration shown
D
'See.EWP applications pages 121-122.
THD28
Joist
Truss Size
LISP
Stock No.
Ref. No.
Steel
Gauge
Dimensions Fastener Scheduh?"
Allowable Loads (Lbs.)
Code
Ref.
W
H
D
Header
Truss
DF-L / SP
Qty
Type
Oty
Type
Floor
Roof
Uplift'
100%
115%
125%
160%
2 x 6 - 8
THD26
HTU26
16
1-5/6
1 5-1116
3
1 18
16d
12
10d x 1-1/2
1 2485
2855
3060
2170
2 x 8 - 10
THD28
HTU28
16
1-5/8
7
1 3
1 28
16d
16
10d x 1-1/2
3865
3965
3965
2330
2 x 10-12
THD210
HTU210
16
1-5/8
9
1 3
38
16d
20
10d x 1-1/2
5075
5115
5115
3095
(2) 2 x 6 - 8
THD26 2
HHUS26-2, HTU26-2
14
3-7/16
5-3I8
`r 3
18
16d
12
10d
2540
2920
3175
2285
5'
F18,
(2) 2 x 8 -10
THD28-2
HHUS28-2, HTU28-2
14
3-7/16
7-1/8
3
28
16d
16
10d
3950
4540
4935
2595
D2
(2) 2 x 10 -12
THD210-2
HHUS210-2, HTU210-2
14
1 3-7/16
9-1/8
3
38
16d
20
10d
5360
6160
6700
3810
4 x 6. 8
THD46
HHUS46
14
3-518
5-5/16
( 3
18
16d
12
10d
2540
2920
3175
2285
R5
4 x 8.10
THD48
HHUS48
14
3-5/8
7-1/16
3
i 28
16d
16
10d
3950
4540
J 4935
2595
4 x 10 -12
THD410
HHUS410
14
3-5/8
9-1/16
3
38
16d
20
10d
5360
6160
6700
3810
4 x 12 - 14
THD412
— —
14
3-5/8
11
3
48
16d
20
10d
6770
7045
7045
3810
4 x 14 -16
THD414
— —
14
3-5/8
12-7/8
3
58
16d
20
10d
7045
7045
7045
3810
j 5. F30: R5
(3) 2 x 10 -12
THD210-3
HHUS210-3
12
5-1/8
z 9
3
38
16d
20
10d
5660
6510
7045
3850
5, F18, F30. D2. R5
6 x 10 -12
THD610
HHUS5.50/10
12
5-1/2
i 9
3
38
16d
20
10d
5660
6510
7080
3410
5, F18,
6 x 12 -14
THD612
--
12
5-1/2
11
3
48
j 16d
f
20
10d
7150
8225
8415
4065
1`10, F30, D2, R5
6 x 14 -16
THD614
--
12
5-1/2
12-7,8
3
58
16d
20
10d
9415
8415
9415
4065
5, F30, R5
7 x 9-1/4 -14
THD7210
HHUS7.25110
12
7-1/4 �
9
3
38
j 16d
20
! 10d
5660
! 6510
7080
3410
5, F18, F30. D2. R5
1) Uplift loads have been increased 60 % for wind or seismic loads: no further increase shall be permitted.
2)10d x 1-1/2 nails are 9 gauge (0.148" diameter) by 1-112' long.
3) Minimum nail penetration is 1-5i8" for 16d nails.
Specialty Options Chart — refer to Specialty Options pages 194 to 195 for additional details
Option
Skewed'•'
sloped Seas
Sloped / Skewed',"
Inverted Flange
Not available in widths < 3".
Range
1' to 45'
1" to 45'
See Sloped Seat and Skewed
Widths > 3 can have
one flange inverted.
100% of table load.
Allowable
85% of table load
65% of table load
65% of table load
65% of table load when
Loads
nailing into the support
members end grain.
Add tangle required.
Add SL, slope required,
Add flFone flange,
and right (R) or left (L),
and up (Q) or down (D).
See Sloped Seat and Skewed.
right (R) and left (L),
Ordering
to product number.
to product number.
Ex. THD410-SK45RSL30D
to product number.
Ex.THD410-SK45R
Ex.THD410-SL30D
Ex. THD41011FR
1) Skewed hangers with skews greater than 15` may have all joist nailing on outside flange.
2) Sloped or sloped / skewed hangers with slopes greater than 15' may have additional joist nails.
3) All sloped, skewed, or combinations require bevel cut or sgare cut on joist in all applications.
• • •••• ••••••
•••••• •• • ••••••
•
•••••• • • •••••
•• •• • ••••••
•
• • • • ••••••
••••••
• • • • • • • •
• • •
•• •
1-800-328-5934 - www.USPconnectors.com
/CUSP
®® STRUCTURAL
CONNECTORS'
P W1 k'C mp.ny
Materials: 12 gauge
Finish: G90 galvanizing
Options: See Specialty Options Chart.
Codes: ESR-1881, FL821, FL9835,
Dade County, FL 06-0921.05
installation:
• Use all specified fasteners. See Product
Notes, page 11.
• Joist nails must be driven in at a 30o to 45o
angle through the joist or truss into the header to
achieve listed loads. Standard length "double
shear" nails must be used to achieve listed
load values.
..!
I
Drive joist nails into header at 30°
to 45° to achieve listed loads.
Its 1 14
' R1
i L,
MII
k
Typical THDHdouble
shear installation
Typical THDH26--2
EWP applications
pagessee
instauaiion
Dimensions
Fastener
Schedule'
Allowable Loads (Lbs.)
Code
Ref.
6, F15, F18, 02, R13
6, F15, F18, D2, R13
6, F15, R13
6, F15, F18, D2, R13
6, F15, R13
6, F15, R13
6, F15, F18, 02, R13
6, F15, R13
6, F18, F15, 1 R13
6, F15, R13
6, F18, F15, D2, R13
6, F18, F15, D2, R13
6, R13
6, F18, F15, D2, R13
6, F15, R13
6, F15, R13
6, F16, F15, D2, R13
6, F18, F15, D2, R13
6, F15, F18, R13
6, F15, R13
6, F15, R13
Joist)
Truss Size
USP
Stock No.
Ref. No.
W
1-5/8
1-5/8
1-518
2-3/4
2-314
2-314
3-3116
3-3/16
3-7116
3 7/16
3-7/16
3-9/16
3-9116
3-9/16
3-9116
3-9116
5-1/8
5118
5-1/8
5-1/8
5-1/8
H
5-7116
7-3/16
9-3116
9-1/8
10-718
12-1/4
9-318
10 5/8
5 318
7-1/B
9-1/8
5-318
7-1/8
9-1/8
10-112
13-116
5 7/16
7-3116
;3-116
11-3/16
13-3/16
D
5
5
5
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
4
Header
Truss
DF-LISP
S-P-F
Qty
20
36
46
46
56
66
46
56
20
36
46
20
36
46
56
66
20
36
46
56
66
Type
16d
16d
16d
16d
16d
16d
16d
16d
16d
16d
16d
16d
16d
16d
16d
16d
16d
16d
16d
16d
16d
Qty
8
12
16
12
14
16
12
14
8
10
12
8
10
12
14
16
8
12
16
20
22
Type
t6d
16d
16d
16d
16d
16d
16d
16d
16d
16d
16d
16d
16d
16d
16d
16d
16d
16d
16d
16d
16d
Floor
Roof
Upl�
Floor
Roof
Uplift
100 %
3915
6770
8725
8260
9845
9845
8260
9845
3915
6535
8260
3915
6535
8260
9845
9B45
3915
6770
8725
9935
11645
115%
4505
7395
9580
8260
9B45
9845'
8260
9B45
4505
7515
8260
4505
7515
9010
9845,
9845
4505
7785
9855
9935
11645
125%
4895
7395
9600
8260
9845
9845
8260
9845
4795
8025
8260
4895
7835
9010
9845
9845
4795
8025
9855
9935
11645
160%
2340
4370
5400
3490
5225
6810
3490
5960
2235
2665
3490
2605
3185
3970
5225
6810
2235
2665
4565
5180
5795
100 %
3370
5835
6835
6935
7655
8110
6935
8270
3370
5635
6935
3370
5635
7120
8270
8270
3370
5835
7520
8345
9780
115 %
3880
6210
7385
6935
8135
8275
6935
8270
3860
6480
6935
3880
6480
7570
8275
8270
3880
6705
8275
8345
9780
125 %
4200
6210
7750
6935
8275
8275
6935
B270
4030
674D
6935
4215
6580
7570
8275
8275
4030
6740
8275
8345
9780
160
1965
3670
4535
2930
4895
5835
2930
5105
1880
2240
2930
2190
2675
3335
4895
5835
1880
2240
3835
4355
4865
2 x 6 - 8
THDH26
HGUS26
HGUS28
2 x 8 -10
THDH28
2 x 10 -12
THDH210
--
HGUS2.75/10
HGUS2.75112
HGUS2.75114
2.11116 x 9-1/4 -14
2-11116 z 11-114 -16
THDH27925
THDH27112
2-11116 x 14 -16
THDH2714
3-1/4 x 9-1/2
THDH3 110
HGUS325110
HGUS3.25/12
3 114 x 10 5/B
THDH3212
(2) 2 x 6 - 8
(2) 2 x 8 -10
THDH26-2
THDH28-2
HGUS26.2
HGUS28 2
HGUS210-2
HGUS46
HGUS48
HGU5410
HGUS412
HGUS414
HGUS263
HGUS28-3
HGUS210 3
HGUS212-3
HGUS214-3
(2) 2 x 10 -12
THDH210-2
4 x 6 - 8
THDH46
4 x B -10
THDH48
4 x 10 -12
THDH410
4 x 12.14
THDH412
4 x 14 -16
THDH414
(3) 2 x 6 - 8
THDH26-3
(3) 2 x B -10
THDH28 3
(3) 2 x 10.12
THDH210 3
(3) 2 x 12.14
THDH212-3
2 14 -16
THDH214-3
(3) x
6 x 10.12
THDH610
HGUS5.25110,
HGUS5.50110
5-1/2
9
4
46
16d
16
16d
8725
9855
9855
4565
7520
8275
8275
3835
6, R13
6 x 12 -14
THDH612
HGUS5.25112,
HGUS5.50/12
HGUS5.50/14
HGUS210.4,
HGUS6.88110
5-1/2
5-1/2
6-7/8
11
13
8-13116
4
4
4
5
66
46
16d
t6d
16d
20
22
12
16d
16d
16d
9935
11645
8260
9935
11645
8260
9935
11-U
8260
5180
5795
3490
13,345
9780
6935
8345
9710
6935
8345
9780
6935
4355
4865
2930
6, R13
6, R13
6, F18,
D2, R13
6 x 14 -16
THDH614
6-3/4 x 9-14-1/2
THDH6710
6 314 x 11 -18
THDH6712
HGUS212-4,
HGUS6.88112
6-718
10-13/16
4
56
16d
14
16d
9845
9845
9845
5225
B270
8270
8270
4390
6, R13
6-3/4 x 13 - 20-1/2
THDH6714
HGUS214-4,
HGUS6.88114
HGUS7.25/10
HGUS7.25/12
HGUS7.25/14
6-7/8
7-1/4
7-114
7-1/4
12.13116
9
10 112
12-114
4
4
4
4
66
46
56
66
16d
16d
16d
16d
16
12
14
16
16d
t6d
16d
16d
9845
8260
9845
9945
9V5
9010
9845
9845
9845
9010
9845
9845
6810
3970
5225
6810
8270
7120
8275
8270
8270
7570
8275
8270
8270
i670
0
8270
5835
1335
4 0
5835
•6•1i1
�� G2i 3
6 R13
• 6,10 •
7-114 z 9-1/4 -14
THDH7210
7-1/4 x 11-114 -16
THDH7212
7-1/4 x 14 - 18
THDH7214
1) Uplift loads have been increased 60%for wind or seismic loads. no further increase shall be permitted.
2) Joist nails need to be toe nailed at a 30° to 45' angle to achieve allowable loads shown.
n�fl ,enPo-atioo shall he 1-5/8-for 16d nails.,,.
S.OIt1e nlode� des
a v'
from:'IIIUstratwn
n _
gns may�vary :
wNu
_..s-. _ c.,. ;, I+., nn+inn z nnnac 194 to 195 for additional details.
Sloped Seat"'
SlopedISkewed'Z°
Skewed''
1' to 45'
1' to 45'
See Sloped Seat and Skewed85°/
of table allowable load.
of table allowable load
52 / of table allowable load.85°/
of table uplift load.Add
50°/ of table uplift load.50°/
JRangee
SK, angle required,
Add SL, slope required,
and right (R) or left (L),
and up (U) or down (D),
See Sloped Seat and Skewed.
to product number.
to product number.
Ex. THDH410-SK45RSL30D
Ex.THDH410-SK45R
Ex.THDH410-SL30D
1) Skewed THDH hangers with skews greater than 15- always nave an lolsi nnnn y uu vl ..,_ .,-.
2) Sloped or sloped I skewed hangers with slopes greater than 15° may have additional joist nails.
3) All sloped, skewed, or combinations require bevel cut on joist in all applications.
Inverted flange option is not available for THDH models.
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• • •••••21/2.,
KaiSed dimlflsallow9 ; "r.
50' to 4:° nalln j
• • H
�Ws`�D
THDH26 2
USP2173-111
-
The GTWS series girder -to -girder hangers feature high uplift capacities
along with high gravity load ratings.
Materials: 10 gauge
Finish: G90 galvanizing
Codes: FL6223
Installation
• Use all specified fasteners. See Product Notes, page 11.
• WS Wood Screws are included with hangers where specified.
• GTWS2T shall be installed to a minimum 2x4 vertical member of a girder
truss with no restriction on the size of the bottom chord.
• GTWS3T shall be installed to a minimum 2x6 vertical member of a
girder truss with no restriction on the size of the bottom chord.
• GTWS4T shall be installed to a minimum 2x8 vertical member of a
girder truss with no restriction on the size of the bottom chord.
GTWS3T
USP
Stock No.
Ref.No.
Steel
GaugeJWHD
Dimensions
Fastener Schedule'''
No. of
Plys
Allowable Loads (Lbs.)
Code
Ref.
Supporting Truss
Supported Truss
DF•L I SP
Qty
Wood
Screws
Qty
Wood
Screws
100%F
125%
UPlift'
160%
GTWS2T
--
10
3-1/4
16
4
22
WS3
16
WS3
2PIy
8720
10030
10900
8435
GTWS3T
---
10
4-7/8
16
5
28
WS3
24
WS3
2PIy
1 11100
12470
12470
12490
1 F26
GTWS4T
--1
10
16-1/21
16
5
1 28
1 WS3
24
WS3
2PIy
11100
124711
12470
12490
1) Uplift bads have been increased 60% for wind or seismic loads; no further increase shall be permitted.
2) WS3 wood screws require a minimum 3" wood penetration.
3) WS3 wood screws are 114" x 3" long and are included wdh the GTWS hangers.
4) WS3 wood screws may be installed in both vertical and horizontal members.
New products or updated product information are designated inbold font
The STC provides uplift resistance by securing trusses to top plates
Slotted nail holes allow for horizontal movement as scissor trusses deflect.
Materials: 12 gauge
Finish: G90 galvanizing
Codes: ESR-1465, FL817
Installation:
• Use all specified fasteners. See Product Notes, page 11.
• When installing, do not fully set nails.
• Locate nails into the center of slots to allow for horizontal movement.
1 1/4" 510t5
SUSP
UCTURAL
CONNECTORS'
Typical GTWS
installation
LISP
Stock No.
Ref. No.
Steel
Gauge
Description
Dimensions
Fastener Schedule'
Allowable Loads (Lb• )s • •
•
•
Code
. Ref.
W1
W2
Truss
Plate
DF"L / SP
S." • • •
Qty
Type
TyType
Ft
I Uplift'
F1
UPlift'
160%
160%
160%
160, •
STC24
TC24
12
2 x 4 top plate
3-9/16
1-5/8
5
10d x 1-1/2
6
10d x 1-1/2
330
810
275
0880
10
11
STC26
TC26
12
2 x 6 top plate
5-1/2
1-5/8
5
10d x 1-112
6
10d x 1-112
330
810
275
680
F12
STC28
TC28
12
2 x 8 top plate
I 7-1/4
1-518
5
10d x 1-112
6
tOd x 1-112
330
810
275
680
1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted.
2) 10d x 1-1/2 nails are 9 gauge (0.148' diameter) by 1-1/2"long.
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GTWS2T
`F1
-- L,
-:%pical STC•.
i000
nstallation
•
••••••
• • •
• •
• • •
•• •
USP2173-101
LISP
Stock No.'
Ref. No.
Steel
Gauge
Dimensions
Fastener
Schedule'''-',s
Allowable Loads (Lbs.)'
Code
Ref.
yy
L
L1
L2
DF-L 1 SP
S-P-F
Qty
Type
Uplift
Uplift
160 %
160 %
LTW12
LT 12
I 18
1-114
12
t
i 4-1/2
ff
4-1/2
12
10d10d�
775
t
i 650
1111
: 8, F14. R9
t2
i
LTW16
LTS16
18
1.1/4
16
6-1/2
6-1/2
12
10dt011 /2
775
650
8. F14, R9
LTW18
LTS18
! 18
!!!
1-114
18
7-1/2
7-1/2
12
10d x 1 1/2
775
650
8, F14, R9
LTW20
LTS20
18
1-1/4
20
8-112
8-1/2
12
10d x 1 1/2
775
! 650
I
8, F14, R9
12
10d
MTW12
MT V16
MTS12,
TS12,TS9
16
1-1/4
12
4-112
4-112
14
10d x 1-1/2
1195
1195
s
1 1005
1005
8, F141 R9
8, F14, R9
?4
10d
x ?-1
?Oa 12
~' 10d
s MTS16
16
r
1-1/4
16
6-1/2
6-1/2
14
14
F,9Tld18
MTS16,
TS18
t
16
1-1/4
18
7-112
_
7-112
14
14
tOd x 1-112
10d
-
1�-
- 1195
1005
8, F14, R9
LFTA5
H6
16
2-1/4
19-1/8
8-3/8
6-1/2
t6
8d
1210
1015
8, F14, R9
16
8d xt-1/2
MTVV20
t -4-
i MTS20
16
+16
1-1/4
20
8-1/2
k 8-1/2
14
10d x 1-1/2
1195
1005
8, F14, R9
14
10d
MTWL.0
i M rS24C
1 1-1/4
24
111
10-7/16
10-7116
14
14�_
10d x 1-112
-
10d-
€
1195
1005
_
( 8, F44, R9
'
NITW28C
�
--
16
1-1/4
28
12-7116
t
( 12-7/16
14
10d x 1-1/2
1195
1005
E 8, F14, R9
14
10d
MTW30
MTS30
16
I 1-1/4
30
8-5/16
18-9/16
14
10d x 1-1/2
1195
1005
i 8, F14, R9
14
10d
MTVKC
HTVY15
( MTS30C
HTSu
16
14
1-1/4
1-1/4
I
30
16
13-7/16
5-1/8
t
} 13-7/16
5-118
14
10d x 1-112
1195
i 1260
1005
0 8,F14,R9
14
16
10d
__-
10d x 1-1/2
1060
8,F14,R9
16
-10d
n�T��,i,
i7Uv'20
Iii'rir24 -
_ -_.-a
HTS 1
HTS24 i
14
--
14
1-1/4
1-1/4
20
24
7-1/8
s
9-1/8
._-
7-1/8
9_118
24
10d x i-1/2
-
t
1530
---
(
1 1530
1285
-
1285
i
i 8, F14, R9
8,F14,R9
20
f 24
20
10d
I 1 x1-1/2
10d
HTVv28
HTS28
14
1-1/4
28
11-118
11-118
24
_ i0d10d i12
1530
1 1285
8, F14, R9
20
HTW30 -
-�.
HTW30C
THTS30 i
HTS30C
14
14
1-1/4
1-1/4
30
30
7
12-1/8
17-114
12-1/8
24
10d1/2
1530
1530 I
1285
1285
8, F14, R9
8, F14, R9
20
24
10d
10d x 1 112
20
1) Allowable loads have been increased 60 % for wind or seismic loads; no further increase shall be permitted.
2) Minimum nail embedment shall be 1-5/16" for 8d nails and 1-112" for 10d nails.
3)16d sinker nails may be substituted for 10d common nails with no reduction in load.
4) For 1-112" lumber, use 0.84 of table load for 10d nails and 0.77 for 16d nails.
5) 10d x 1-112 nails are 9 gauge (0.148" diameter) by 1-112" long.
8d x 1-1/2 nails are 11 gauge (0.131" diameter) by 1-1/2" long.
6) Fasteners shall be distributed equally on each end of the connection.
7) C after the model number designates center twist as in MTW30C.
8) LFTA6. F1 is 700 Ibs and F2 is 90 lbs. To achieve F1 lateral loads, three nails must be installed on each side on the strap located
closest to the bend line. Lateral F1 and F2 load directions do not apply to roof truss -to -top plate installations.
Typical MTW30
installation
s�USP
®�+ STROCTtikAL
CONNECTOfiS'
A MTak'<ompany
Li
�A
• i•
i
• • •
MTW30C
1-800-328-5934 • www.USPconnectors.com
USP2173-111
General Notes Notes Generates Hoisting and Placement of Truss Bundles Steps t0 Setting Trusses Restraint & Bracing for 3x2 and 4x2 Parallel Chord Trusses
y y y g q Recomendaciones Para Levantar Paquetes de Trusses Las red%dsi5 de la InStataC%On de IOS 7%'[ISSeS Restriccidn y Arriostre Para Trusses de Cuerdas Paralelas 3x2 y 4x2
Trusses are not marked in an way to identify the Los trusses no estan marcados de run bn mode que
frequency or location of temporary lateral restraint identifique Is frecuencia o localtzacion de restriccion � DON'T overload the crane. - 10' (3 m) or Diagonal bracing Repeat diagonal bracing
and diagonal bracing. Follow the recommendations lateral y arriostre diagonal temporales. Use last NO sobrecargue la grua. 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 ® Refer to IS' (4.6 m)* env; m15 truss spaces 30'
for handling, installing and temporary restraining recomendaciones de manejo, instalacidn, restriccion trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal BCSI-B7*** for more ( ) max.
and bracing of trusses. Refer to BCSI - Guide to yarriostre temporal de los trusses. Vea e/ folleto BCSI t9 NEVER use banding to lift a bundle. bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses information. - - 5 4
Good Practice for Handling, Installing, Restraining - Guia de Buena Practica pare el Manejo, Instalacion, (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below)
& Bracing of Metal Plate Connected Wood Restriction y Arriostre de los Trusses de Madera NUNCA use /as ataduras pare levantar un paquete. 7) Repeat process with groups of four trusses until all trusses are set. Vea el resumen BCSI-B7- j _
r 1) Instate los arriostres de tierra. 2) Instate el primero truss y ate seguramente a/ arriostre de tierra. Para mas informacion. -
p A single lift point may be used for bundles of �' .,�.
3) Instate lost stye ilia 4 trusses con restriccion lateral temporal In taembro torte (vea al para 4)
Truss Design rDrawingmore samay specify locations of Conectados con Places de Metal*"" era mformacidn 1 top chord pitch trusses up to 45' (13.7 m) and Instate at arriostre diagonal de /a cuerda superior (vea abate). 5) Instate arriostre diagonal pare lost '' A I ilia diagonal brace to vertical 5 2' oc, typ.
mas detallada
permanent lateral restraint or reinforcement for Los dibulos de diseno de los trusses pueden especificar parallel chord trusses up to 30' (9.1 m). planes de lest miembros secundarios para estabi/ice lost pnmeros LOCO trusses (vea abate). 61 Instate Apply
g
individual truss members. Refer to the BCSI-B3'** las localizations de restriccion lateral permanente o Use at least two lift points for bundles of top la restriccion lateral temporal y arriostre diagonal para /a cuerda inferior (vea abajo). 7) Repita aste webs at end of cantilever and at
for more information. All other permanent bracing refuerzo en IDS miembros individuales del truss. Vea chord pitch trusses up to 60' (18.3 m) and parallel WARNING Do not overload supporting procedimiento en grupos de cuatro trusses hasta que todos los trusses estan insta/ados. bearing locations. All lateral restraints
lappedatleasttwotrusses.
design is the responsibility of the building designer. la hoja resumen BCSI-B3""pare mas informacion. El chord trusses up to 45' (13.7 m). Use at least � �
structure with truss bundle. Refer to BCSI-B2*** for more information.
Taste de lost disenos de arriostres permanentes son la three lift points for bundles of top chord pitch 'Top chord temporary lateral restraint spacing shall be 10' (3 m) oc max. for 3x2 chords
responsabilidad del disenador del edificio. trusses >60' (18.3 m) and parallel chord trusses !ADVERTENCIA! No sobrecargue la Vea at resumen BCSI-B2'** para mSs informacion. and 15' (4.6 m) oc for 4x2 chords.
>45' (13.7 m). estructura apoyada con e/ paquete de Restraint/Bracing for All Planes of Trusses
DANGER The consequences of improper trusses. . _ Installing - Instalaei®n
Puede user un solo lugar de levantar para Rtestr�eeirodArr�ostre Para Tbdos Pianos de Trusses g Out -of -Plumb
handling, erecting, installing, restraining paquetes OR trusses de Is cuerda superior 0 Place truss bundles in stable position.
and bracing can result in a collapse of the hasta 45' trusses de cuerdas aralelas de `0 Minimum lumber used for lateral restraint and diagonal bracing is 2x4 stress. graded lumber. Attach Q Tolerances for Out -of -Plane.
structure, or worse, serious personal injury y p Pose paquetes de trusses an una to each truss with at least 2-10d (0.128x3"), 2-12d (0. 1 28x3.25") or 2-16d (0.131x3.5") nails. Tolerancias para Fuera-de-Plano. Dl50 D (fit.)
P 1 rY 30' o menos. Use per to menos dos puntos osicion astable.
or death. de levantar con grupos de trusses de cuerda p La madera 2x4 a cadcada per o con t la madera minima u(0.1 8 para 2d (0.1ibn lateral y 16d (tramte3.5 di- Length ->. Max. Bow 1m 1'
0 R! superior inclinada hasta 60' y trusses de cuerdas agonal. Atadas a cads braguero con al minimo 2 Cleves lOd (0.128x3 ), 12d (0.128x3.25) 0 16d (0.131x3.5 ). Y�/-- 6 rum 0.3 m
iPELIGRO! El resultado de un manejo, levanta- � --`- --"-
miento, instalacion, restriccion y arriostre incorrecto parale/as hasta 45'. Use per /o menos dos puntos de levantar con grupos de trusses de cuerda This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses Max: Length -►u 1 /2 2
(PCTS). See top of next column for temporary restraint and bracing of PCTS. 13 rum 0.6 m
superior inclinada mas de 60' y trusses de cuerdas parale/as mas de 45'. 3/4" 3'
puede ser la calda de la estructura o aun peer, ', ) Este ,todo de y p yarriostre
. p as p p p y p Max Bow o
heridos o muertos. �:, g 1 TOP CHORD PLAN Vea la nartersuperiorde la o umtnas are la restric� on y ares nostee tem oral de PCTS. __ ____ _____ __ ___ - 19 rum 0.9 m
ingingQ(T9Oo Exercise cage when remov- Recomendaciones Para Levantar Trusses Mdw�dua/es Plumb
Length ►,. n 1" 4'
A @Zi bandingand hancase care
trusses to avoid Mechanical Hoisting Recommendations for Sin le Trusses ) CUER A SUPERIOR line 25 rum 1.2 m
damaging trusses and prevent injury. Wear
personal protective equipment for the eyes, feet, hands and head when working with • tit ��� M Using a single pick -point at the peak can damage the truss.
trusses. m �*� El use de un solo lugar an e/ pico para levantar puede
dCcJ Utilice caute/a a/ quitar las ataduras hacer dano a/ truss. 60' or less
O los pedazos de metal de suiletar para evitar
dano a los trusses y prevenir la herida personal.
Lleve e/ equipo protective personal para Ojos,
pies, manes y cabeza cuando trabara con A @ ter p o l Use 1, Approx.1/2
trusses. special care in Utilice cuidado Tagline TRUSSES UP TO 30truss length
- (e.1 ml
windy weather or especial en < -
Tolerances for 1-1/45'
Out -of -Plumb. 32 mm 1.5 m
D/SO max 1-1/2" 6'
Tolerancias para ' 38 mm 1.8 m
Fuera-de-Plomada' 1-3/4" 7'
44 rum 2.1 m
201
Construction Loading 51mm >2.48
m
Carga De Construction
V) DO NOT proceed with construction until all lateral restraint
and bracing is securely and properly in place.
TRusses HAsrA 3o PIES NO proceda con la construction hasta que todas las restric-
near power lines Bias ventosos a 'Consult a Registered Design Professional for trusses longer than 60' (18.3 m) 1' clones laterales y IDS arriostres estan colocados an forma
Handling - Manelo and airports. cerca de cables reader bar Conspire a un Professional Registrado de Diserio para trusses mas de 60 pies _ / apropiada y Segura.
ef6ctricos o de Attach -
Toe -in roe -in See SCSI•B2'*' for TCTLR options. -r. �-- Locate Spreader bar
• aeropuertos. 10• (3 m) P� ": DO NOT exceed maximum stack heights in table at right.
® Avoid lateral above or stiNback oc max. Vea at BCSI-B2*** para las options de TCTLR. s%�✓ Refer to BCSI-B4*** for more information.
Spreader
bending. TRusses uP borso211ea m _� mid -neigh I for Gable Frame BCSI B3*** tin / I' BC exceda last alturas ormacs de mouton. Vea e/ resumen
Evite la flexion lateral. Spreader bar Ta line 2/3 truss length 'j • BCSI-B4"'para mas informacibn.
for trussMil
g Refer toBCSI.83"* <_2'oc p.
TRUSSES HASTA 60 PIESNV/ 9 A
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) oc max.
(9.1 m)
30'- 45'
(9.1m-13.7m)
8' (2.4 m) oc max.
45'- 60'
(13.7m-18.3m)
6' (1.8 m) oc max.
60'- 80' `
(18.3 m - 24.4 m)"
4' (1.2 m) oc max.
Maximum Stack Height
for Material on Trusses'
Material
Height
Gypsum Board
12" (305 mm)
Plywood or OSB
16" (406 mm)
Asphalt Shingles
2 bundles
Concrete Block
8" (203 mm)
Clay Tile
3-4 tiles high
The contractor 1- reinforcement information. < 45 1. Based on truss live load of 40 psf or
is responsible for Spreader bar 2/3 to �- �� - _ �, greater. For other conditions, contact
0 Hold each truss in position with the erection �-- ->• Para informacion sobre restriccion/ TCTLR 9
�P 3/4 truss length
properly receiving, - - -a_ - a Registered Design Professional.
equipment until top chord temporary lateral Tagline arriostre/refuerzO para Armazones --- .. 2. Install stacks of materials as quickly
unloading and storing m O O restraint is installed and the truss is fastened TRUSSES UP TO AND OVER 60' (18.3 m) �', Hastiales vea el resumen BCSI-B3*** - as possible.
the trusses at the I �- TRUSSES HASTA V SOBRE 60 PIES -� 1 D" Or >
to the bearing points.
jobsite. Unload trusses Note: Ground bracing not shown for clarity. I � NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs.
to smooth surface to prevent damage. Use proper rig- Use equipo apropiado Sostenga cada truss an position con equipo de grua hasta que /a restriccitn lateral temporal de Truss attachment NUNCA apile IDS mateda/es cerca de un pica, a Centro de /a /uz, en
in and hoisting para Is a Repeat diagonal braces for each set of 4 trusses. required at support*S)
El contratista liana la responsabilidad de recibir, g g 9 p la cuerda superior este instalado y e/ truss esta asegurado en lost soportes. cantilevers o a/eros.
descargar y a/macenar adecuaciamente los equipment. improvisar Repita lost arrisotres diagonales para Cade grupo de 4 trusses. Section A -A
trusses an to obra. Descargue lost trusses en la Installation of Single Trusses by Hand IS)DO NOT overload small groups or single trusses.
Werra figo para prevenir at dano. Reeommendaeciones de Levantamiento de Trusses
LATERAL RESTRAINT & DIAGONAL BRACING ARE I NO sobrecargue pequenos grupos o trusses individuales.
Individuates Por La Mano VERY IMPORTANT 0 Place loads over as many trusses as possible.
REST Coloque las cargas sobre tantos trusses come sea posible.
Trusses 20' - 0 Trusses 30' - ;LA CCION LATERAL Y EL ARR/OSTRE DIAGONAL SON
t
(6.1 m) or (9.1 m) or less, MUY IMPORTANTES! 0 Position loads over load bearing walls.
less, support support at I Diagonal Continuous Lateral Restraint Coloque las cargas sobre las parecies soportantes.
2 WEB MEMBER PLANE-
° near peak. IF quarter points pLgNO DE LOS M/EMBROS ,''� (CLR) splice reinforcement
P q P bracing Alterations - Alterations
Soporte Soporte de SECUNDAR/OS �� Trust 2x CLRI •
, _ ® Refer to BCSI-B5."
C cerca al pico - los cuartos
s Member
lost trusses de tramo lost Trusses u to 30' Web members Vea el resumen BCSI-B5. "' Truss bracing not shown for clarity.
t- Trusses u to 20' .
de 20 pies o (6 1 m, trusses de 30 E (9.1 m) \\ <_ 45` DO NOT cut alter, or drill any structural member of a truss unless
DO NOT store NO almacene menos. \l� ,:
0 Trusses may be unloaded directly on the ground at Trusses hasta 20 pies pies: •1•r�•� • Trusses haste 30 pies '�, • - specifically permitted by the truss design drawing.
unbraced bundles vertica/mente lost y
the time of delivery or stored temporarily in contact • • • • • • • • • • • • • • •` • • aty • • I I
with the round after delivery. If trusses are to be upright. trusses sueltos. i� • A NO torte, alters o perfore ningiin miembro estructural de un truss, a
stored for more than one week, place blocking of Temporary Restr�'ne# BraCJ11� • • n r''. • • • menos que este especiffcamente permitido an at dibujo del diseno
sufficient .in)theight beneath the stack of trusses at 8' Restr/ce/on y Arriesfte Teshpb sal • �--� G • • Bottom Minimum 2' 2x Scab block center d del truss.
(2.4 m) to 10' (3 m) on center (oc). • • • • • • • • • • •1 �� •• • • •chords -
• over CLR splice. Attach
• • • • • • • • • • \\�� 4ag•rlobboaces eve to CUR with minimum 8-16d Trusses that have been overloaded during construction or altered without the Truss Man -
Los trusses pueden serdescargados directs- Refer to BCSI-B2*** for more information. every
mente an el suelo an aquel momento de entrega • • • • • • TiprC�cyd Temporary lot s paces 20' (0.135x3.5") nails each side ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void.
Lateral Pkstraint • • • of splice or as specified by the
o almacenados temporalmente en contacto con el Vea at resumen BCSI-62"' para m!s informa•ion. • • • (IF) mai• Trusses qua se han sobrecar ado durante la construccidn o han side alterados sin la autor-
10' (3 m) - 15' (4.6 m max. Building Designer. q 9
guard despuas de entre u Si lost trusses estaran - • • • • ♦ • • 04 min
� • • • • • - izacidn previa del Fabricante de Trusses, pueden hacer nulo y sin efecto /a garantia limitada del
guardados para mas de una semana, ponga "+ �I � Locate ground braces directly in line with all rows 2.4 minSame spac�.l!4,�a a om chord• Note: Some chord and web members '
ff l SECTION A -A Fabricante de Trusses.
bloqueando de allure suficiente detras de la pile I of top chord temporary lateral restral}1t•(�� 2QIe 00600 lateral rest r�jr� • • • • not 9►lown for �alit�.• • • ''.
de /os trusses a 8 hasta 10 pies an Centro (oc). - in the next column). • • • • • 000000 • •
` ±2' oc, typ. 3) BOTTOM CM•Dlb PLANE - • • • • '-Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance.
If trusses are to be stored for more than Coloque los arriostres de tierra par�p{-igi�r• CUERDAINFERIOR • �-_
Truss I
one week, cover bundles to protect from •truss a resamente en ranee con can% uric le 1•s • Lateral Res Ints - 2x4x12' or reater • MemberNOTE: The truss manufacturer and truss desi ner rel presume perator (f applicable) are
the environment. DO NOT store on NO almacene en tierra Brace first g g y on the ton that the contractor and crane oalas de restricci6n lateral temporal la cuerda =g!` •••• lapped ovCl�h4b�r@A • �• professionals with the capability to undertake the work they have agreed to do on any given protect. If the contractor believes It needs
uneven round. desi pal. • • • • truss • • • Note: Some chord assistance in some aspect of the construction project, it should seek assistance from a competent party. The methods and procedures
Para trusses guardados per miss de una semana, 9 g superior (vea /a table en la prdximaColumn�l. • • • securer or CLR sgjce reinfof a ri _ • outlined in this document are intended to ensure that the overall construction techniques employed will put me tmsses'mto place SAFELY.
cubs los paquetes para protegerlos del ambiente. • • • • • • • • • y • and web members These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading
DO NOT walk on unbraced trusses. • • • • • • • • before • �- • 4 not shown for personnel involved with truss design, manufacture and installation but must, due to the nature of responsibilities involved, be presented
Refer to BCSI"' for more detailed information per • • • erection of cords i" ---� clarity. only as a GUIDE for use by a qualified building designer o contractor It's not intended that these %commendat ons be-interpretedas
NO camine an trusses sueltos. t-- y orto the bu'ldn designer's des r g grestraining- g preclude the
raining to handling and jobsite storage of trusses. 410 • additional /� • • super gst specification in for ha ill n installing, and brae n trusses and does not
'i. �' use of other equivalent methods for rests n rig/bracing and prow ding stability for the walls columns floors roofs and all the interrelated
delr. DO NOT stand on truss overhangs until trusses. ® /� structural building components as determined by the contractor. Thus SBCA expressly disclaims any respons, my for damages arising
Vea s brfoleat BCSI'"' para informacibn mas trusses
-- p I '� from the use. application or reliance on the recommendations and information contained herein .
lade sobre el manejo ya/macenado de lost trusses s � : I Structural Sheathing has been applied to � \ -� �.,r'
an area de traba'o. = -- r the truss and overhangs II /`` g every / - - truss
Diagonal braces eve 10 SBCA
4 � NO se pare en volad¢os cerchas haste �' � �' truss spaces 20' (6.1 m) max.
Revestimiento estructural ha side aplicado 6300 Enterprise Lane •Madison, WI 53719
a la armadura y voladizos. 10' (3 m) - 15' (4.6 m) max. 608-2744849 • sbcindustry.com
BIWARNllxl7180321