RC-10-19-2368, 29 NE 102nd St (3)Miami Shores Village
ImDT's.'7717"',-71 7a
I
Building Department
10050 N.E.2nd Avenue, Miami Shores, Florida 33138
Tel: (305) 795-2204 Fax: (305) 756-8972
INSPECTION LINE PHONE NUMBER: (305) 762-4949
FBC ZO q Q
BUILDING Master Permit No.
PERMIT APPLICATION Sub Permit No.
❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL
❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION 2 SHOP
/ CONTRACTOR DRAWINGS
S
JOB ADDRESS: �� / A
City: Miami Shores County: Miami Dade Zip: 33
Folio/Parcel#: 0%1Z anI Is the Building Historically Designated: Yes NO
Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:
OWNER: Name (Fee Simple Titleholder): ��tN �� s� Phone#:6- JI 16y-
Address: c��0+ 2 '�; t
City: State: Zip:
Tenant/Lessee Name: Phone#:
Email:
CON'
Addr
City: yr v1 a tit -
Qualifier Name: �^
State Certification or Registration #: C ��
DESIGNER: Architect/Engineer:
Certificate of Competency #:
Address: City: State:
Value of Work for this Permit: $ Jai.% Square/Linear Footage of work:
Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace
Description of Work:,}
Specify color of color thru tile:
Submittal Fee $ Permit Fee $ CCF $_
Scanning Fee $ Radon Fee $ DBPR $
Technology Fee $ Training/Education Fee $
Structural Reviews $ _
Zip:
❑ Demolition
CO/CC $
Notary $
Double Fee $
Bond $
TOTAL FEE NOW DUE $ 4�®
(Revised02/24/2014)
Bonding Company's Name (if applicable)
Bonding Company's Address
City
State
Mortgage Lender's Name (if applicable)
Mortgage Lender's Address
City
State
Zip
Zip
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulatin
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 mys7 be posted at the job site
for the first inspection which occurs seven (7) days after the building permit is issued. In the g�b�en e such posted notice, the
inspection will not be approved and a reinspection fee will be charged. /
Signature / ' Signatu �i(lUiLi
OWNER or AGENT
(The foregoing instrument was
lacknowledged before me this
J -i� ® day of OA [) IrQ , 20 I by
® 400lradcl , who is p sonally kno to
�—
me or who has produced
identification and who did take an oath.
NOTARY PUBLIC:
Sign:
Print:
The foregoinAi0strument was acknowledged before me this
day of ►r l' .20 by
Lid 'L e wh a onally k n to
as me or who has produced
identification and who did take an oath.
NOTARY PUBLIC:
Sign:
Print:
as
Seal: ��r rug Seal:
... �'r MATTHEW LAND �►R��op��
* Commission GG 915126 y EWL4N0
'"F F v o, 7 Expires October 12, 2023 \or E # GG 915126
APPROVED BY Plans Examiner Zoning
Structural Review Clerk
(Revised02/24/2014)
ENTERED
OCT 2 5 ZO21 //
arl-
A"'
r%%jr"SS COMPANY, INC.
Trusses & Building Materials
13980 SW 252 Street, Miami, Florida 33032
Telephone: (305) 257-1910 Fax: (305) 257-1911
www.decotruss.com : • • •:.
WARNI
NG: •••�•• ••••
Extreme Care is required in Handling, Erecting and Bracing Trusses 0Refer to •
TPI's "HIB-91 Summary Sheet", which is attached, to the engineering* pack�gb.•
BUILDING DESIGNER (ARCHITECT or ENGINEER of Recorded) • • • • • • •
It is your responsibility to determine that the dimensions conform to the architectural plans a:id all laads uwiized.
herein meet or exceed the actual Dead Loads Specified and /or imposed on your structure, arod Live lad6••
imposed by The Building Code. PERMANENT BRACING shall be designed and specified by theabuildtng destgjVr;
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
f .
Deco Truss Company, Inc.
EGO 13980 SW 252nd ST
TRUSS COMPANY, INC. Miami, FL 33032
Trusses & Building Materials
Tel: (305) 257-1910
Fax: (305) 257-1911
Re: 12728: ULVERT -ANDRADE
Site Information: Project Customer DTORR Job Name ULVERT - ANDRADE RESIDENCE
Lot/Block: Subdivision :
Site Name:
Site Address: 21 NE 102nd ST.
••••••
MIAMI SHORES St: FL. Zip: :
General Truss Engineering Criteria & Design Loads (Individual Truss Design,Drawings &how
Special Loading Conditions): •' •"' : • • • •:
Design Code: FRC2017/TP12014 Design Program: 8.43 Jun 17 2021 Roof Load: 55.0psf• Fl$$.•Load:; • .: • N/,4. • • 9 •
Wind Code:
Wind Speed: 175 mph •••••• • ••• •••••
066090
• • • •
This package includes 5 individual, dated Truss Design Drawings and 0 Additionel•Drawings? •,
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer dhd thVOdex shddf
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Enginee$s Rl!ies. ••
No.
Date
Truss ID#
Seal#
1
10/06/21
Al
A0091246
2
10/06/21
A2
A0091247
3
10/06/21
A3
A0091248
4
10/06/21
A4
A0091249
5
10/06/21
A5
A0091250
®EXCe�.i
TAKEN
Q
r )'DP OVED
/RpEVIS�kxpA�rypNCD
Cv4/.ionS uur coi,i ,}t�
,Ids, r'n' ji!i5 SI!C)p
drawr4gs dUdrag i3,i^
; -ekeve con-
trarcSor frox,t ccmnj,.+
;• ,,.si:. menu of
the permitted Jrawi
This check
is only for reviswv c4
,-rm@nce with
the de*##n wicer
4e., and E;etle(al
compliance with
r - n in 11re
contract �.Xurr f ,
r=.porsib e
for; cc-liirming arr:
:,,=: ;s',:ir, : ano
dimensions; seliecti� . o
, 1r10,
techniques of
her work with that of ak
:! 3er r.=,, ec and
perfrorming his at ur'k in a cv 5 ui;:',
manner..
X e E qqppee^+ ft N[ tt f 66 K
co'su tirkg �1,ng'soovc
,,
'3wr J
The seal on this index sheet indicates acceptance of professional engineerin r onsi��
solely for the truss design drawings listed above and attached. ' `" '°'`4.4"•
Truss Design Engineers Name: Mahmound Zolfaghari P.E. n
License Number #: 36921 Address: 13901 SW 108 Ave, Miami, FL 331 a
w • u.
i •
%D STATE OF
`•s
NOTE: The suitability and use of each component for any particular buiI ing is the � R , "�
responsibility of the Building Designer, perANSI/TPI 1-1995 Section 2. ",Pprl)
Page 1 of 1 Engineers Name Date
Job
Truss
Truss Type[ly
ULVERT- ANDRADERES. (RC)
12728
Al
Roof Special
4
1
Job Reference (optional)
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ID:XRXRCHyzQsw4r10FJvBUE5zPEEF-UQk211R5U?TlrIV3v5EOFxs?Fm_cKJlyGxt JpyW75W
8-10-14 17-9-13 26 8 11 32-9-5 42-1-0 44 9-8
8-10 14 8-10-14 8910-14 6-0 11 9-3-11
7x8
2
4x10 = 20
1 1
4x8 =
44 = 4
3 �. T
5.00 F12 5x6 =
2.50 F12 6
5x6
26
5
Scale = 1:80.9
27
5x8 MT18HS'
28 •
••• 23 8 ••••••
• • •
••• •• •••• •
• • • • Ve
24 3112 • 37 • o
5x811 ••••••
• •
• 4x6 —
29 193021 31 32 15 33 —•00000
12 34 40035
• 00
16 t4
17
13 17
1I I
• • • • •
10x10 11 2x4 11 5x10 MT20HS=
4x4 = 5x8 = • • : • •
• • 2„y 1010
•• ••
•• •
••••••
4x6 =
5x8 =
•
• •
•• •
••••••
• •
• ••
• •
2-4-0
• • •
• • 44-9-8
• •
i 2-0-0 8-10-14 17-9-13 i 26-8-11
i 32-9-5 i 42-1-0
•• •4�_�Jrs i
2-0-0 6-6-14 8-10-14 B-10-14
6-0-11 9-3-11
8- 2-0-0
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/TP12014
CSI.
TC 0.83
BC 0.64
WB 0.92
Matrix-MSH
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) I/defl L/d
0.61 14-16 >819 360
-0.82 14-16 >615 240
0.05 9 n/a n/a
PLATES
MT20
MT20HS
MT18HS
Weight: 305 lb
GRIP
244/190
187/143
244/190
FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x6 SP No.2
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x6 SP No.2 *Except*
BOT CHORD Rigid ceiling directly applied
or 4-3-11 oc bracing.
B1: 2x6 SP M 26, B4: 2x4 SP No.2, 132: 2x6 SP No.1 D
WEBS
1 Row at midpt 2-14,
3-13, 5-11, 7-11
WEBS 2x4 SP No.2 *Except*
W9: 2x6 SP No.2
WEDGE
Left: 2x4 SP No.2, Right: 2x4 SP M 31
REACTIONS. (lb/size) 1=2411/0-8-0 (min. 0-2-0), 9=2516/0-8-0 (min. 0-3-0)
Max Horz 1=450(LC 9)
Max Uplift1=-1375(LC 9), 9=-1136(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 18-20=-2328/1324, 20-25=-6352/3561, 2-25=-6332/3571, 2-3=-5908/3299, 3-4=-3856/2102,
4-5=-3763/2119, 5-26=-2166/1247, 6-26=-2064/1264, 6-27=-2066/1240,
27-28=-2083/1222, 7-28=-2250/1207, 7-23=-330/551, 8-23=-139/306
BOT CHORD 19-30=-1672/2353, 21-30=-1672/2353, 21-31=-3816/6137, 16-31=-3816/6137,
16-32=-3831/6149, 15-32=-3831/6149, 14-15=-3831/6149, 14-33=-3442/5738,
13-33=-3442/5738, 12-13=-2094/3658, 12-34=-2094/3658, 11-34=-2094/3658, 9-10=0/280,
7-9=-2475/1650, 9-36=-453/276, 24-36=-453/276, 24-37=-267/144, 22-37=-267/144
WEBS 2-14=-495/416, 3-14=-42/452, 3-13=-2243/1464, 5-13=-503/996, 5-11=-2388/1545,
6-11=-534/1024, 7-11=-1040/2065, 2-16=-234/289, 18-19=-1291/783, 19-20=-2436/1315,
18-21=-1251 /2165
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=16ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 4-5-12, Interior(1) 4-5-12 to 28-3-9, Exterior(2) 28-3-9 to
37-3-2, Interior(1) 37-3-2 to 40-3-12, Exterior(2) 40-3-12 to 44-9-8 zone; cantilever left and right exposed ;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) All 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 1375 lb uplift atjoint 1 and 1136 lb upliftat joint 9.
r;
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 alo
the Bottom Chord, nonconcurrent with any other live loads. r; F!
< .
LOAD CASE(S) Standard
a �
o •
} e 4 s'
e STATE OF .a
a4 A, ® !
M�ca40
Job
Truss
Truss I ype
ty
y
ULVERT- ANDRADERES, (RC)
12728
A2
Roof Special
4
1
Job Reference (optional)
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810-14 17-9-13 26-8-11 32-9-5 42-1-0 449-8
8-10-14 8 10 14 8-10.14 6-0 11 9-3-11
2-8-8
7x8
2
4x10 = 20 25
124 1 18
0
29 193021 31 16
17 10x10 II
2x4 11
.1 14
5x10 MT20HS=
4x6 =
5.00 12
5x6 =
2.50 Ff2 6
13 "
44 =
5x8 =
Scale = 1:80.9
5x8 MT18HS�
028 •
• • @70
23 006000
r
•
•.M
. 1
b • 37 • o
•••••• M
•• • •
• •• 4x6=00000
• i0.410 11 •••••
•
•
•••••• • •
• • •• • ••••••
2-4-0 • • • • • • ••• 4-9-8 • •
i 2-0-0 i 8-10-14 17-9-13 1 26-8-11 i 32-9-5 , 42-1-0 4-9r i
r 2-0-0 6-6-14 8-10-14 8-10-14 6-0-11 9-3-11
Plate Offsets (X Y)--
[1:0-6-13 0-0-7] [2:0-4-0 0-4-8],
[5:0-3-0,0-2-12],
[7:0-1-0,0-2-4], [8:0-0-12 1-4-3] [8:0-3-5,0-0-101
[9:0-4-4 0-2-12] [1 0:0-2-0 0-0-8] [11:0-4-0 0-2-12]
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
0.83
Vert(LL)
-0A4 14-16
>999
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.33
BC
0.64
Vert(CT)
-0.82 14-16
>615
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB
0.92
Horz(CT)
0.05 9
n/a
n/a
MT18HS
244/190
BCDL 10.0
Code FRC2017/TP12014
Matrix-MSH
Weight: 305 lb
FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP N0.2 *Except*
B1: 2x6 SP M 26, B4: 2x4 SP No.2, 132: 2x6 SP NoAD
WEBS 2x4 SP No.2 *Except*
W9: 2x6 SP No.2
WEDGE
Left: 2x4 SP No.2, Right: 2x4 SP M 31
REACTIONS. (lb/size) 1=2411/0-8-0 (min. 0-2-0), 9=2516/0-8-0 (min. 0-3-0)
Max Horz 1=294(LC 9)
Max Upliftl=-830(LC 9), 9=-691(LC 9)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 4-11-5 oc bracing.
WEBS 1 Row at midpt 2-14, 3-13, 5-11, 7-11
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 18-20=-2328/1054, 20-25=-6352/2911, 2-25=-6332/2921, 2-3=-5908/2796, 3-4=-3856/1952,
4-5=-3763/1969, 5-26=-2166/1247, 6-26=-2064/1264, 6-27=-2066/1240,
27-28=-2083/1222, 7-28=-2250/1207, 7-23=-330/551, 8-23=-139/306
BOT CHORD 19-30=-1190/2353, 21-30=-119012353, 21-31=-2912/6137, 16-31=-2912/6137,
16-32=-2925/6149, 15-32=-2925/6149, 14-15=-2925/6149, 14-33=-2704/5738,
13-33=-2704/5738, 12-13=-1745/3658, 12-34=-1745/3658, 11-34=-1745/3658, 9-10=01280,
7-9=-2475/1650, 9-36=-453/276, 24-36=-453/276, 24-37=-267/144, 22-37=-267/144
WEBS 2-14=-495/258, 3-14=0/452, 3-13=-2243/1034, 5-13=-332/996, 5-11=-2388/1236,
6-11=-366/1024, 7-11=-944/2065, 18-19=-1291/686, 19-20=-2436/1104, 18-21=-993/2165
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=16ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 4-5-12, Interior(1) 4-5-12 to 28-3-9, Exterior(2) 28-3-9 to 37-3-2,
Interior(1) 37-3-2 to 40-3-12, Exterior(2) 40-3-12 to 44-9-8 zone; cantilever left and right exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) All 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 830 lb uplift at joint 1 and 691 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. e
LOAD CASE(S) Standard
n 6.
Tr
Job
Truss
Truss Type
Qty
Ply
ULVERT- ANDRADERES. (RC)
12728
A3
Roof Special
21
1
Job Reference (optional)
UtL,V I KUJJ V VMYANY INU., Ynnceion, FL :54UJZ Kun: bAJU s Jun 1 r LULI Y'nni: b.43U s JUn 1 i LULI MI I eK Inausines, Inc. Wea VC1 b 14:19:b2 2U21 Nage 1
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8-2-11 16 5-5 24-8-0 26 8-11, 3%- , 42-1-8 44-9-8
8-2-11 8-2-11 8-2-11 2-0-11 6-0-11 9-4-3 2-8-0 1
7x8 =
2
4x10 = 24 26
1 22
0
o
30 233125 32 17
21 10x10 II
2x4 11
__ — 15
5xl0 MT20HS=
5x14 =
5.00 F12 5x6 =
2.50 12 7
14
U4 11
Scale = 1:79.9
• M p
• 10 38 20 18 39 • 9
• • 510 II 4x64t= •
• •• •••••
• • •
•
•
••••••
• • • • • • 44-9-8
Plate Offsets (X Y)--
[1:0-6-1 3 0-0-7][2:0-4-0,0-4-8],[3:0-3-12,0-2-0],
[6:0-5-0,0-4-0],[8:0-5-0,0-3-8],[10:0-4-8,0-2-8],
[11:0-5-0,0-4-4],
[13:0-6-12,0-2-01, [15:0-3-10-2-12]
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in
(loc) I/defl
Ud
PLATES
GRIP
TCLL 30.0
Plate Grip DOL 1.33
TC
0.97
Vert(LL)
-0.96
14 >528
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.33
BC
0.83
Vert(CT)
-1.76
14 >288
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB
0.99
Horz(CT)
0.44
10 n/a
n/a
M18SHS
244/190
BCDL 10.0
Code FRC2017/TP12014
Matrix-MSH
Weight: 302 lb
FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2 *Except*
T335: 2x6 SP No. 10
BOT CHORD 2x6 SP No.2 *Except*
61,64: 2x6 SP M 26. B3: 2x4 SP No.2, B2: 2x6 SP No.1D
WEBS 2x4 SP No.2 *Except*
W5: 2x4 SP M 31, W11: 2x6 SP No.2
WEDGE
Left: 2x4 SP N0.2
REACTIONS. (lb/size) 1=2423/0-8-0 (min. 0-2-0), 10=2504/0-8-0 (min. 0-2-15)
Max Horz 1=294(LC 9)
Max Upliftl=-833(LC 9), 10=-688(LC 9)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-6-15 oc purlins.
BOT CHORD Rigid ceiling directly applied or 4-5-3 oc bracing.
WEBS 1 Row at midpt 2-15, 13-15, 3-13, 8-11
2 Rows at 1/3 pts 6-11
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 22-24=-2318/1056, 24-26=-6261/2881, 2-26=-6241/2890, 2-3=-6209/2927,
3-4=-10551/5163, 4-5=-10455/5177, 5-6=-9861/4924, 6-27=-4783/2442, 7-27=-4718/2459,
7-28=-5388/2726, 28-29=-5410/2709, 8-29=-5586/2693, 8-19=-743/305
BOT CHORD 23-31=-1187/2339, 25-31 =-1 187/2339, 25-32=-2884/6048, 17-32=-2884/6048,
17-33=-2899/6065, 16-33=-2899/6065, 15-16=-2899/6065, 13-14=0/269, 5-13=-108/351,
13-35=-5005/10440, 12-35=-5002/10443, 12-36=-4723/9824, 11-36=-4716/9845,
11-37=-299/355, 10-37=-320/327, 10-38=-387/875, 20-38=-387/875
WEBS 2-17=-298/262, 2-15=-290/159, 3-15=-1996/1118, 13-15=-2980/6301, 3-13=-2071/4200,
5-12=-855/457, 6-12=-186/462, 6-11=-5289/2677, 7-11=-1395/3268, 8-11=-2203/4652,
8-10=-2527/1736, 19-20=-314/194, 22-23=-1302/697, 23-24=-2409/1097, 22-25=-986/2139
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=16ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 4-5-12, Interior(1) 4-5-12 to 28-3-9, Exterior(2) 28-3-9 to 37-3-2,
Interior(1) 37-3-2 to 40-3-12, Exterior(2) 40-3-12 to 44-9-8 zone; cantilever left and right exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) All 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 833 lb uplift at joint 1 and 688 lb uplift
joint 10.
6) This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along
the Bottom Chord, nonconcurrent with any other live loads.
LOAD CASE(S) Standard
a' ,•o°vim r e:
`c. • x
• e
Sr''YE OF
II
F o- S ;
Job
rusS
Truss Type
aty
ly
71
ULVERT- ANDRADE RES. (RC)
12728
A4
Roof Special
1
Job Reference (optional)
uCI.V i rtuJJ Ii VVIrMIV i IYV Ii., rni lR , IL —W1 —0. 6.40U s Jun 1 / NCI rnnl. 0.43u s Jun -I ( LUL-I MI I eK InousLnes, Inc. vveo Uc[ b 14:zy:0a ZU2l Page l
ID:XRXRCHyzQsw4r1 OFJvBUE5zPEEF-rOXx4SVDIY6bx301 hepZy_ZulnkS?cunuL Di?1yW75R
220
0 19-0-0 24 8-0 26 8 11 32-9-5 42-1-8 44 9-8
9-6 0 9-6-0 5 &0 2-0-11 6 0.11 9-4-3 2-8 0
2.50 12
5.00 12 5x6 =
7
Scale = 1:79.5
5x6
5x6 �
27
28
4x8
6
4x4 :
5
• 29 • 6x6
4
3
•
•••
• 8 •••:•
C
7x8:
36
11 ••cc •
6x8=•••:••37
19
• 9 •
o
a
2
••• •••JWi
35 12
4x6 = 2 24
4x
3 4;
••••••
• 10 38 20 3Q.••i
22
l l 15x8
• • • •
• • 5�8 II 4x6� • 1;9
l
2.50 12
• •
• • •
21 30 4x10 II
17
15 34
14
••••••
• ••• ••i•••
233125 32
2x4 11
33 16 6x8=
2x4 II
••••••
•••• i ••••••
4x8 =
•
so
• •
•• • ••••••
• • • • • • 44-9-8
2-0-0 9-6-0
19-0-0 24-8-0 26-8-11
33-4-12
42-1-8
• 4 -9 8
2-0-0 7-6-0
9-6-0 5-8-0
2-0-11
6-8-1
8-8-12
-8- 2-0-0
Plate Offsets (X,Y)-- [1:0-8-1 3 0-0-7]
[1:0-0-7 2-8-14]
[2:0-4-0,0-4-8], [6:0-3-0,0-2-12],
[8:0-2-12,0-3-81,[10:0-4-4,0-2-81,
1`11:0-4-0 0-3-81, [13:0-540-2-0] [15:0-2-12 0-4-01
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 0.69
Vert(LL)
-0.07 11-12
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.33
BC 0.54
Vert(CT)
-0.19 10-11
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.80
Horz(CT)
0.08 10
n/a
n/a
BCDL 10.0
Code FRC20171TP12014
Matrix-MSH
Weight: 298 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins.
BOT CHORD 2x6 SP No.2 `Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
133: 2x4 SP No.2 10-0-0 oc bracing: 12-13,11-12.
WEBS 2x4 SP No.2 *Except* WEBS 1 Row at midpt 2-15, 13-15
W11: 2x6 SP No.2
WEDGE
Left: 2x4 SP No.2
REACTIONS. All bearings 17-4-0 except Qt=length) 10=0-8-0.
(lb) - Max Horz 1=294(LC 9)
Max Uplift All uplift 100 lb or less at joint(s) except 1=-161(LC 5), 10=-424(LC 10). 17=-265(LC 5), 15=-858(LC
9)
Max Grav All reactions 250 lb or less at joint(s) except 1=499(LC 16), 10=1317(LC 1), 17=628(LC 16),
15=2547(LC 1), 1=483(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 22-24=-100/432, 24-26=-212/286, 2-26=-202/376, 2-3=-681/1449, 3-4=-356/235,
4-5=-282/244, 5-6=-11461699, 6-27=-1609/898, 7-27=-1516/915, 7-28=-1626/903,
28-29=-1637/886, 8-29=-1813/870, 8-19=-421/298
BOT CHORD 23-31=-422/60, 25-31=-422/60, 25-32=-292/110, 17-32=-292/110, 17-33=-287/95,
16-33=-287/95, 15-16=-287/95, 5-13=-1031/532, 13-35=-163/298, 12-35=-160/305,
12-36=-540/1187, 11-36=-528/1201, 11-37=-343/293, 10-37=-362/275, 10-38=-306/554,
20-38=-306/554
WEBS 2-17=-416/330, 2-15=-1087/622, 3-15=-1385/810, 13-15=-1526/802, 3-13=-783/1633,
5-12=-527/1051, 6-12=-759/507, 6-11=-34/358, 7-11=-74/554, 8-11=-560/1245,
8-10=-1384/1189, 19-20=-368/260, 22-23=-270/213
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=16ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 4-5-12, Interior(1) 4-5-12 to 28-3-9, Exterior(2) 28-3-9 to 37-3-2,
Interior(1) 37-3-2 to 40-3-12, Exterior(2) 40-3-12 to 44-9-8 zone; cantilever left and right exposed ;C-C for members and forces & p
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 161 lb uplift at joint 1, 424 lb uplift at joii# $'r
10, 265 lb uplift at joint 17, 858 Ib uplift at joint 15 and 161 Ib uplift at joint 1.
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 alon 'f —
the Bottom Chord, nonconcurrent with any other live loads. :+
x
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
ULVERT- ANDRADERES. (RC)
12728
A5
Roof Special
4
1
I 7
Job Reference (optional)
UCUV IKUJS UUMYANY i"t_ hTU1ceton, VL 3JUJZ
s Jun if zuzi Yn7II: t5.4su s Jun if zuzi mt I eK Inausmes, Inc. Wea UCt b 142`J:bb ZNZI rage 1
HyzQsw4r1 OFJvBUE5zPEEF-Ja5JloWs3rESZDZDFMLOVC51 BB1 ik1 EgfsKIXTyW75Q
Scale = 1:79.5
5.00 12 5x6 =
7
2.50 12
5x6 :
5x6 : 27
28
6 g
5
• 29 • 6x6
4x8-'-
••• 8 ••••••
4x8: q
• 19 • r
11 • • 9 • o
4x10 : 3
36
Sx12 7••••�r7 ••• •••1
2
35 12
•
4x6 = 24 26
9j 4x4 :
•••
••• • 10 • • 38 20 i8.
22
x10 MT20H� 12
• ••••• •• 48.11 4xfi •I;-
• •
•
30 233125 32 33 16 34
17 15
14
•
•••••• • •• •••••
21 4x10 II 3x8 II 4x8=4x16=
3x4 II
•••••• ••
••• i ••••••
•
•••••• • •
• • •• • ••••••
• • -
••••••
• 4a-s-a
i 2-0-0 i 7-11-0 16-3-8 i 24-8-0 i26-8-11i 33-4-12
i 42-1-8 42-9r8 i
1 2-0-20 5-11-0 8-4-8 8-4-8 2-0-11 6-8-1
8-8-12 8-b 21 QO
Plate Offsets (X,Y)--
[1:0-8-13,0-0-7], [1:0-0-7,2-8-14], [2:0-4-12,0-2-0], [4:0-2-8,0-2-0], [6:0-3-0,0-2-12], [8:0-3-8,0-2-12],
[10:0-4-4,0-1-12], [11:0-6-0,0-5-8], [13:0-6-4,0-2-0],
[15:0-6-0 0-2-0] [17:0-4-4 0-1-8]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.33
TC 0.80
Vert(LL) -0.56 13 >727
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.33
BC 0.66
Vert(CT) -1.03 14 >397
240
MT20HS 187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.96
Horz(CT) 0.29 10 n/a
n/a
BCDL 10.0
Code FRC2017/TP12014
Matrix-MSH
Weight: 304 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x6 SP No.2 *Except`
TOP CHORD Structural wood
sheathing directly applied or 2-2-0 oc purlins.
T1: 2x6 SP No.1 D
BOT CHORD Rigid ceiling directly applied or 4-0-0 oc bracing.
BOT CHORD 2x6 SP No.2 *Except*
WEBS 1 Row at midpt
2-15, 13-15, 4-13, 6-11, 8-11
133: 2x4 SP No.2, 134: 2x6 SP No.1 D
WEBS 2x4 SP No.2 *Except*
W1,W11: 2x6 SP No.2, W2: 2x4 SP No.2D
WEDGE
Left: 2x4 SP No.2
REACTIONS. (lb/size) 1=-416/0-8-0 (min. 0-1-8), 10=2014/0-8-0 (min. 0-2-6), 17=3329/0-8-0
(min. 0-3-15)
Max Horz 1=294(LC 9)
Max Uplift1=-416(LC 1), 10=-549(LC 10), 17=-1221(LC 5)
Max Grav 1=179(LC 9), 10=2014(LC 1), 17=3329(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 22-24=-580/1220, 24-26=-1319/2731, 2-26=-1310/2806, 2-3=-2388/1081, 3-4=-2250/1096,
4-5=-6429/3224, 5-6=-6286/3224, 6-27=-3463/1817, 7-27=-3397/1834, 7-28=-3834/1987,
28-29=-3849/1970, 8-29=-4025/1954, 8-19=-580/276
BOT CHORD 23-31=-1032/427, 25-31=-1032/427, 25-32=-2649/1171, 17-32=-2649/1171,
17-33=-2649/1171, 16-33=-2649/1171, 15-16=-2649/1171, 13-14=0/285, 5-13=-390/251,
13-35=-3060/6335, 12-35=-3058/6341, 12-36=-3023/6250, 11-36=-3010/6266,
11-37=-335/301, 10-37=-356/283, 10-38=-335/714, 20-38=-335/714
WEBS 2-17=-2939/1529, 2-15=-2260/5001, 4-15=-1717/985, 13-15=-1063/2275, 4-13=-1970/3964.
6-11=-3010/1585, 7-11=-854/2131, 8-11=-1554/3274, 8-10=-2059/1520, 19-20=-357/249,
23-24=-381/844, 22-25=-971/409
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=16ft, Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-0 to 4-5-12, Interior(1) 4-5-12 to 28-3-9, Exterior(2) 28-3-9 to 37-3-2,
Interior(1) 37-3-2 to 40-3-12, Exterior(2) 40-3-12 to 44-9-8 zone; cantilever left and right exposed ; porch left exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) All 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 416 lb uplift at joint 1, 549 lb uplift at joint
10 and 1221 lb uplift at joint 17.
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
STANDARD LATERAL WEB BRACING
u.v
SHALL BE CONNECTED TO A FIXED
RIGID POINT OR X—BRACED AS NOTED
ON THIS DETAIL.
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—BRACQVG•AT 20'—•d'••
INTERVALS FGP*6 E@•FORCES UP
TO 2509 lbs. ql" AT 10'—G: FOR
FORCE GREAT%.T�A 2501 Ids••
LATERAL BRACIN•'OE; ,�."jL
• ---
Al_T. LATERAL BRACING DETAIL
-10d 0 6"
0, C. TYP,
T—BRACE SAME SIZE
TRUSSES @ 24" AND GRADE AS WEB.
O.C. TYP.
WEB (2x6 MAX.)
WI TH
i ®6"
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 Zolfoghori
T.0SEE STRUCTURAL SHEET.
13901 S.W. 108 Ave.
......
Revised:
Miomi, FL. 33176
B.0...... SEE STRUCTURAL SHEET.
7/7/94
305-253-2428
WEBS —SEE STRUCTURAL SHEET.
03/2012
P.E. No. 36921
LOADING (PLF
L. D.
STIR. INCR.: 33�
DRAWN BY: G.L.H.���
Fo
T.C. 30 15
CHECKED
BY: J.A.I.
r U
%✓ //�
B.G. 0 10
SPACING: 24 INCH 0 C.
REP. STRESS: YES
MITek Industries Inc.
Approved for MITek Industries Inc.
R
a
General' Notes Notes generates
Trusses are not marked in any way to identify the
Los trusses no estan marcados de ningun modo que
frequency or location of temporary lateral restraint
identifique la frecuencia o /ocalizac/6n de restricci6n
and diagonal bracing. Follow the recommendations
lateral y arriostre diagonal temporales. Use las
for handling, installing and temporary restraining
recomendaciones de manejo, instalaci6n, restdcci6n
and bracing of trusses. Refer to BCSI - Guide to
y amostre temporal de IDS trusses. Vea el folleto BCSI
Good Practice for Handling, Installing,Res a n
Restraining
9. 9
- is de Buena Practice Para all Maned, InstalaciiSn
Gu u P 1
& Bracingof Metal Plate Connected Wood
1
Restriccibn Arriostre de IDS Trusses de Madera
y
Trusses* for more detailed information.
Conectados con Placas de Metal* Para informaci6n
Truss Design Drawings may specify locations of
mas detallada.
permanent lateral restraint or reinforcement for
Los dibujos de diseno de Ids trusses pueden especificar
individual truss members. Refer to the BCSI.B3*
las localizations de restdcci6n lateral permanente o
for more information. All other permanent bracing
refuerzo an los miembros individuales del truss. Vea
design is the responsibility of the building designer.
la hoja resumen BCSI.83* Para mas informaci6n. El
resto de Ios diseios de arriostres permanentes son la
responsabilidad del diseiador del edificlo.
DANGER The consequences of improper
handling, erecting, installing, restraining
and bracing can result in a collapse of the
structure, or worse, serious personal injury
or death.
!PEL!GRO! El resultado de un manejo,
levantamiento, instalacibn, restricci6n y arrisotre
incorrecto puede ser la caida de la estructura o
arm peon, heridos o muertos.
A((of] Exercise care when removing
banding and handling trusses to avoid
damaging trusses and prevent injury. Wear
personal protective equipment for the
eyes, feet, hands and head when working
with trusses.
II L, Utilice cautela at quitar las ataduras
o los pedazos de metal de sujetar Para evil
dano a los trusses y prevenir la herida personal.
Lleve at equipo protective, personal Para Ojos,
pies, menos y cabeza cuando trabalia con
trusses. A @&UVOOO(nl Use BC1�1 1
special care in Utilice cuidado
windy weather or especial an
near power lines dias ventosos o
Handling o Manelo and airports. Cerra de cables
el6ctricos o de
aeropuertos.
Avoid lateral
bending. Spreader bar
for truss \'
Evite la flexOn lateral. a
IrIPPOMI The contractorAg \
is responsible for O O
properly receiving,
unloading and storing the trusses at the Use proper rigging and Use equipo aprop/-
jobsite. Unload trusses to smooth surface hoisting equipment. ado Para levantar
to prevent damage.
e improvisor.
El contratista tiene la responsabilidad de recibir,
descargar y almacenar adecuadamente IDS
trusses en la obra. Descargue los trusses sobre
una supericie Asa Para prevenir at dano.
k �
Trusses may be unloaded directly on the ground at
the time of delivery or stored temporarily in contact
with the ground after delivery. If trusses are to be
stored for more than one week, place blocking of
sufficient height beneath the stack of trusses at 8'
(2.4 m) to 10' (3 m) on -center (oc).
Los trusses pueden ser descargados directamente
an at Sul en aquel momento de entrega o alma-
cenados temporalmente an contacto con el suelo
despues de entrega. Si los trusses estarin guarda-
dos Para mas de una semana, ponga bloques de
altura suficiente debajo de la pila de IDS trusses a 8
hasta 10 pies en Centro (oc).
(S)DO NOT NO almacene verti-
store unbraced calmente IDS trusses
bundles upright. sueltos.
If trusses are to be stored for more than one week, G)DO NOT store on NO almacene en
cover bundles to protect from the environment. uneven ground. tiers desigual.
Para trusses guardados por mas de una Samaria,
cubra IDS paquetes Para protegerlos del ambiente.
Refer to BCSI* for more detailed information pertaining
to handling and jobsite storage of trusses.
Vea at folleto BCSI* Para information mas detallada
sobre e/ manejo y almacenado de IDS trusses an el
sitio de trabalo.
Hoisting and Placement of Truss Bundles
Recomendaciones para levantar paquetes de trusses
DON'T overload the crane.
NO sobrecargue la gr6a.
NEVER use banding to lift a bundle.
NUNCA use las ataduras Para levantar un
Pa9 uete.
A single lift point may be used for bundles of top
chord pitch trusses up to 45' (13.7 m) and parallel
chord trusses up to 30' (9.1 m).
Use at least two lift points for bundles of top chord - WA R t4I IN G Do not overload supporting
pitch trusses up to 60' (18.3 m) and parallel chord structure with truss bundle.
trusses up to 45' (13.7 m). Use at least three lift No sobrecargue la
points for bundles of top chord pitch trusses >60' estructura apoyada con el paquete de
(18.3 m) and parallel chord trusses >45' (13.7 IT). drusses.•
Puede user un solo lugar de levantar pars paquetes • • • • •
de trusses de la cuerda superior hasta 45'2 trusses lace truss bundles olcl•t4 :position.
de cuerdas parelelas de 30' o menos. Use yip• Pwo Wlquetes de trusses4er) una
menos dos puntos de levantar con grupos de trusses Qosici6n dStable. •
de cuerda superior inclinada hasta 60' y trilliti i • • • • • • • • • •
cuerdas paralelas hasta 45. • • • • • • • • •
Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior Net "_ armas de
60' y trusses de cuerdas paraletas mas de 4614 • • • • • • •
•••••• • •••• •••••
Mechanical Hoisting Recommendations foe Single T�us�es
Recomendaciones para levapias trusses I1n�ividuaMos
• • • • fi • • 991111060
• •
Using a single pick -point at tt�y 6 damage the truss. •
•
El Lso de un solo lugar en el pico papa levantapuede • • • • 0649
hacer dano al truss. • • •
• • • • • •
• • r; 60' of a s• • •
•• • • • •
00000
•
Approx. 1/2 y
truss length
Tagline . TRUSSES UP TO 30' (9.1 ni
Steps to Setting Trusses
Las medidas de la instalacion de los trusses
1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses
with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see
below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6)
Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process
with of four trusses until all trusses are set.
groups
1) Instate IDS arriostres de tiers. 2) Instale el primero truss y ate seguramente al arriostre de tierra. 3)
Instale IDS r6ximos 4 trusses con restricci6n lateral temporal de miembr p p o Corte (vea abajo). 4) Instale
el arriostre diagonal de la cuerda superior (vea abajo). 5) Instale arriostre diagonal Para IDS pianos de
los miembros secundarios Para estabf/ice IDS primeros cinco trusses (vea abajo). 6) Instale la resMc-
ci6n lateral temporal y arriostre diagonal Para /a cuerda inferior (vea abajo). 7) Repita este proced-
imiento an grupos de cuatro trusses hasta que todos IDS trusses esten instalados.
JjJUU= Refer to BCSI.B10 for trusses spaced greater than 2' oc.
Consulte BCSI-B10 Para trusses espaciados a This de Zen el Centro.
Restraint/Bracing for All•Planes of Trusses
RestriF4 6s"rrlios1A•l todo.; pla%ps de trusses
•
Minimum luml»r used for lateral Wliraiiii1t and diagc:al arW.Weis 2x4 stress -graded lumber. Attach to
each truss vi at least 2-10d (0.128x3"),*-12d (0.128x3.25 ) or 2-16d (0.131x3.5") nails.
La maderaZAZlA&Sda por estrAA19lt1adera miniA"MaIllIallpara restricci6n lateral y arriostramiento
diagonal. Ajprlas a cage braguere con l minimo 2 clavci 46: fP.JVx3 ), 12d (0.128x3.25) o l6d (0.131x3.5 ).
This restr• j 1iTana &%ling metho(j is forte trusses ex"6342 and 4x2 parallel chord trusses (PCTs).
See top of next column for temporarl reatraint and a racing oi
Este mBtoi t*&ci6n y anndiltfb as lAra todo trWGA641fAcepto trusses de cuerdas paralelas (PCTs)
3x2 y 42. V*l"ire superio" 41 cojumna pare 04eitWn y amiostre temporal de PCTs.
1) TOP CHORD PLANE - Q!EADA SUPERIOR •
rtfss it "'
$' fip�)1ortS` , porary' a I Restraint (TCTLR) Spacing
Longitud 4eTramo
Espacfailiento del Arrioete•RAtl/Ural de la Cuerda Superior
UpRs311D• • •
• • • A'(3 m) o(Pn ax.
•
( 1 m)
• •
3011111-111 • •
(9.1 A13.7 ni
• • 8:2.4frg),pPmax.
45'- 60'
(13.7 m - 18.3 IT)
• 6' (1.8 m) oc max.
60'- 80' *
(18.3 m - 24.4 m)*
4' (1,2 m) oc max.
TRUSSES HASTA 30 PIES I
reader bar
'Consult a Registered Design Professional for trusses longer than 60' (18.3 rm
*Conspire a un Professional Registrado de Diselo Para trusses mas de 60 pies. /
Too-in� T�oe-in Attach
Locate Spreader bar 10' (3 m)
See BCSI-B2*for TCTLR options. 'A
-
Spreader bar 1/2 to -�
above or stiffback oc max.
mid -height
Vea el BCSI-82* Para las opoiones de TCTLR.
Tagline
2/3 truss length
1
TRUSSES UP TO 60' (18.3 m) _�
TRUSSES HASTA 80 PIES
�� Refer to BCSI-B3* <_2' oc P.
for Gable End Frame restraint/bracing/ ""` _ A
Hold each truss in position with the erection equip-
Spreader bar 2/3 to
reinforcement information.
____ s 45
ment until top chord temporary lateral restraint is 3/4 truss length
I
Para informacibn sobre restricci6n/
TCTLR
installed and the truss is fastened to the bearing Tagline
arriostre/refuerzo Para Armazones
TRUSSES UP TO AND OVER 60' (18.3 in
points. f- TRUSSES HASTA Y soe RE 60 PIES
Hasliales vea el resumen BCSI-B3*
Sostenga cada truss an posici6n con equipo de
Note: Ground bracing not shown for clarity.
10" or>
gl is hasta que IS restricci6n lateral temporal de /a
Truss attachment
cuerda superior este instalado y el truss est6 asegurado an los soportes.
Repeat diagonal braces for each set of 4 trusses.
required at support s)
Repita IDS arrisotres diagonales Para cada grupo de 4 trusses. Section A -A
Installation of Single Trusses by Hand
Recommendacciones de levantamiento de trusses individuales
LATERAL RESTRAINT & DIAGONAL BRACING ARE
por la mano
VERY IMPORTANT
Trusses 20' - " f � - � � -
Trusses 30'
•LA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON
(6.1 m) or
less, support
near peak.
- �
'
�
(9.1 m) or less,
support at
quarter points.
_
��
I d
MUY IM;PORTANTES!
Diagonal Continuous Lateral Restraint
2) WEB MEMBER PLANE- ��� (CLR) splice reinforcement
PLANO DE LOS MIEMBROS bracing
Soporte
Soporte an
Truss Member
SECUNDARIOS �\ 2x_ CLR
cerca del IL los puntos
pico Ios de cuarto los Trusses u to 30'
trusses de E Trusses up to 20' E P
20 pies o (6.1 m) trusses de 30 (9.1 m)
menos. Trusses hasta 20 pies pies o menos. Trusses haste 30 pies
Temporary Restraint & Bracing
Restriccidn y arriostre temporal
12167M Refer to BCSI-B2* for more information. Top Chord Temporary
Vea at resumen BCSI-82* Para mas informaci6n.leiei Lateral Restraint
(TCTLR)
Locate ground braces directly in line with all rows 2x4 min.
of top chord temporary lateral restraint (see table
in the next column).
Coloque Ios arriostres de tiers pars el primer truss s Too, typ.
directamente an Anea con cada una de las fllas de Brace first
restricci6n lateral temporal de /a cuerda superior -90°
(vea la table an IS pr6xima columi truss
securely
() DO NOT walk on unbraced trusses. before
NO camine sobre trusses sueltos. t- erection of
additional
DO NOT stand on truss overhangs until trusses.
Structural Sheathing has been applied to
the truss and overhangs.
4 NO se pare an vo/adizos catches haste
Revestimiento estructural ha side aplicado
a IS armadura y vo/l
ottom
chords
Minimum 2' 2x- Scab block
centered over CLR splice.
Diagonal braces every
Attach to CLR with minimum
10 truss spaces 20'
8-16d (0.135x3.5") nails each
(6.1 m) max.
side of splice or as specified
10' (3 IT) - 15' (4.6 m) max.
by the Building Designer.
Same spacing as bottom chord Note: Some chord and web members
SECTION A -A
lateral restraint not shown for clarity.
3) BOTTOM CHORD PLANE -
CUERDA INFERIOR
Truss
Lateral Restraints - 2x4xl2' or greater -
Member
lapped over two trusses
--
Note: Some chord
or CLR splice reinforcement. �"
�-
_-.----- __-
.'
and web members
Bottom
not shown for
chords =4�
clarity.
10' (3 m) -15' (4.6 IT) max.
Diagonal braces every 10
truss spaces 20' (6.1 m) max.
Restraint & Bracing for 3x2 and 4x2 Parallel Chord,Tilusses
Restriction y arriostre pars trusses de cuerdas paralelas 3x2 y 4x2
10' (3 m) or Diagonal bracing Repeat diagonal bracing
Refer to BCSI-B7* 15' (4.6 mi every 15 truss spaces 30'
for more information. / (9.1 m) max.
Vea el resumen BCSI.B7* Para ` 4
mas informaci6n. r
typ. I -
Apply diagonal brace to vertical _ 2 oc,
webs at end of cantilever and at
bearing locations. All lateral restraints
lapped at least two trusses.
*Top chord temporary lateral restraint spacing shall be 10' (3 m) oc max. for 3x2 chords
and 15' fd R rut or. for AY9 rhnrdt
Installing - Instalacion
Tolerances for Out -of -Plane.
D/50
D (ft.)
Tolerancias Para Fuera-de-Plano.
Length -►I Max. Bow
1/4"
6 mm
1'
0.3 m
1'..
13 mm
2'
0.6 m
Max. Bow Length �� T i
3/4"
19mm
3'
0.9m
Max. Bow r
i
1"
25 mm
4'
11.2 m
n i
E------Lengm - - --------- - - m , Plumb
0 l
Tolerances for Outof- /r
Plumb.
Tolerancias Para Fuera-de- D/5o max
1-1/4^
32 rum
5'
1.5 m
1-1/2"
38 mm
6'
1.8 m
Plonrl
1-3/4"
T
44 mm
2.1 m
51 rum
>_z.4 in
Construction Loading
Carga de construction
DO NOT proceed with construction until all lateral restraint
and bracing is securely and properly in place.
NO proceda con la construction hasta que todas las restric-
crones laterales y IDS arnostres estdn colocados en forma
apropiada y segura.
DO NOT exceed maximum stack heights in table at right.
Refer to BCSI-B4* for more information.
NO exceda las alturas maximas de mont6n. Vea el resumen
BCSI-/84*Para mas informacii
Ad= ArINIF
1. Based on truss live load of 40 psi or
greater. For other conditions, contact
-@ a Registered Design Professional.
., 2. Install stacks of materials as quickly
as possible.
NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs.
NUNCA apile los materiales cerca de un pico, a Centro de la luz, en
cantilevers o ateros.
DO NOT overload small groups or single trusses.
NO sobrecargue pequefios grupos o trusses individuales.
Place loads over as many trusses as possible.
Coloque las cargas sobre tantos trusses come sea posible.
Position loads over load bearing walls.
Coloque las cargas sobre las Paredes soportantes.
Alterations - Alterations
007M Refer to BCSI-B5.* Truss bracing not shown for clarity.
Vea et resumen BCSI-B5. *
DO NOT cut, alter, or drill any structural member of a truss unless
specifically permitted by the truss design drawing.
NO Corte, altere o perfore ningun miembro estructura/ de un truss, a Aw
menos que estd especificamente permitido en el dibujo del diseno del truss.
Trusses that have been overloaded during construction or altered without the Truss Man-
ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void.
Trusses que se han sobrecargado durante IS construcci6n o han sido alterados sin /a autor-
izaci6n previa del Fabricante de Trusses, pueden hacer nulo y sin efecto /a garantfa limitada del
Fabricante de Trusses.
'Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance.
NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are
professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs
assistance in some aspect of the construction project, it should seek assistance from a competent party. The methods and procedures
outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY
These recommendations for handling installing, restraining and bracing trusses are based upon the collective experience of leading
personnel involved with truss design, manufacture and installation but must due to the nature of responsibilities involved be presented
only as a GUIDE for use by a qualified building designer or contractor Its not intended that these recommendations be interpreted as
superior to the building designer's design specification for handling, installing, restraining and bracing trusses and it does not preclude the
use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, Floors, roofs and all the interrelated
structural building components as determined by the contractor. Thus, SBCA expressly disclaims any responsibility for damages arising
from the use, application, or reliance on the recommendations and information contained herein_
SBCA
6300 Enterprise Lane - Madison, WI 53719
608-274-4849 - sbandustry.com
B1 WARN11 x17 200804