RC-17-387 (2) Miami Shores Village c I� z�
g Q 0 3 X117
Building Department
n
r\co'A' C) .
10050 N.E.2nd Avenue, Miami Shores,Florida 33138 5,
Tel:(305)795-2204 Fax:(305)756-8972 --F
INSPECTION LINE PHONE NUMBER:(305)762-4949
FBC 204
BUILDING Master Permit No.5;�C /7—c3,'7
PERMIT APPLICATION Sub Permit No.
Q BUILDING ELECTRIC ❑ ROOFING, ❑ REVISION •0 EXTENSION ❑RENEWAL
PLUMBING ❑ MECHANICAL E]PUBLIC WORKS CHANGE OF CANCELLATION 0 SHOP
CONTRACTOR t DRAWINGS
JOB ADDRESS: 672 NE 98 St.
City• Miami Shores County: Miami Dade Zip:
t
Folio/Parcel#: 11-3206-017-1780 Is the Building Historically Designated:Yes NO x
Occupancy Type: ' Load: Construction Type: Flood Zone: BFE: , FFE:
S �
OWNER: Name(Fee Simple Titleholder): Carol Invest USA, Inc Phone#:
Address: 990 Biscayne Blvd. Suite 801
City: Miami' state: Florida !' zip: 33132
Tenant/Lessee Name: Phone#:
Email:
CONTRACTOR:Company Name: Joseph S. Robbio, Inc Phone#:"(954)663-6743
Address: 9400 S. Meadows Circle
city: Miramar state: Florida Zip: 33025
Qualifier Name: Joseph S. Robbio Phone#:(954)663-6743
State Certification or Registration#: CBC 059462 Certificate of Competency#:
DESIGNER:Architect/Engineer: Victor Bruce Phone#:(305) 310-5030
Address: 370 NE 101 St. city: Miami Shores State:Fl. zip: 33138
Value of Work for this Permit:$ NA Square/Linear Footage of Work:•
Type of Work: ❑ Addition ❑ Alteration ® New ❑ Repair/Replace ❑ Demolition
Description of Work: Submit Truss drawings for approval
�hay �'{' .1 •lE�.l�`!r 4'] hit . l,j a � 0 ,d"i'...d \ -ly.,•1. .' � ,�• «
Specify color of color"tli�ru tile: - v- ' -- _ F 'gip 1
} }
Submittal Fee$ Permit Fee$ CCF$ CO/CC$
Scanning Fee$ Radon Fee$ DBPR$ Notary$
Technology Fee$ Training/Education Fee$ Double Fee$
Structural Reviews$ Bond$
TOTAL FEE NOW DUE$
(Revised02/24/2014)
'
f '
Bonding Company's Name(if'applicable)
Bonding Company's Address
City State, Zip ,
Mortgage Lender's Name(if applicable)
Mortgage Lender's Address+
City State 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 reinspection fee will be charged.
Joseph S. Robbio
Signature Signature
OWNER or AGENT CONTRACTOR
The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this.
day of N)au-,- 20 1-1 by v1cl day of t 20 I- by
Mnfm P,vUZ.Z who i ersonally kno n to ,�c�SP+h �. RobesiU ,who is p rsonally know to
me or who has produced as me or who has produced as
identification and who did take an oath. identification and who did take an oath.
NOTARY PUBLIC: NOTARY PUBLIC:
Sign: Sign: Gt,�G Cyt,
Pri Print:
LUCIA G ISASI
Seal: Seal: s MY COMMISSION#FF182628
MY COMMISSION#FF182628
�' dF• EXPIRES December 10,2018
EXPIRES December 10,2018 " ^^
(407)398-0153 FloridallotaryService.com
(407)398-0153 FloridallotaryService.com i.
i
J
APPROVED BY Plans Examiner Zoning
c5 ` Structural Review Clerk
(Revised02/24/2014)
F
' I
Project Information:
Customer: Job Number:
` DESARATA BLDG. 161116
Job Name:
3
CUSTOM TRUSS BRUZZI RES
1890 W. ATLANTIC AVE Address:
-DELRAY BEACH, FL 33444 672 NE 98TH STREET
l 954-786-8800 city,sr,ZIP:
MIAMI SHORES, FL 4
General Truss Engineering Criteria & Design Loads
Building Code and Chapter: Computer Program Used:
FBC2014/TPI2007 MiTek Version: 8.02 Nov 18 2016
Gravity. Gravity.
55.0 psf ROOF TOTAL LOAD N/A
Wind
175 mph from MWFRS(Directional)/C-C hybrid Wind ASCE 7-10
This package includes a Truss Index Sheet and ***individual truss design drawings,together with the attached index of the Truss System
design drawings. I hereby certify that this serves as a cover sheet in accordance with Chapter 61 G15-31.003 of the Florida Board of
Professional Regulations.
Note: Furthermore,the responsibility of the undersigned is solely limited to the
design of the truss components shown. The suitability and use of these
trusses for any.building is the responsibility of the building designer.
r
Delegated Engineer: CARL G. FOfi Br� •'••••• ••••••
FL LIC. NO: ZU699 .".•• ••
��� '� a�'�t��, 555 S. POMPAi'DQ PKWY. �••••�
POMPANO-PE�A", F�!33069 • •
(954).682-665Y ;•••• ••;•••
r •
1 06/06/17 Al • • • •
2 06/06/17 A2 .F[� C 7 • • • ••••••
UFA!„ REVIE-i ✓ �"" .• • .••• • •
3 06/06/17 A4 ••
'
4 h, 06/06/17 AG 1 APPROVED
5 06/06/17 EJ2 b�cue$.brntce., Inc:.
6 06/06/17 HJ5 D Q 4WQ1 od n Careaed
h+we
7 06/06/17 Jj ❑9rl*4ftftd;kM'
Tris mvinrr is 6*saa peaewk cor+tprraenoe
8 06/06/17 J2 me =00 04 00.;woject.and
m the he �@ Wt,tyle intim- aton.given
9 06/06/17 J3 Jtcr'n� 0oeaanerMa CAWecoons or
tmHr�rlis rem®n ba she{ **ms during
tiffs re�rev de net 160W. conlwactor from
0U1Vk-*wt h the fe,* vaacOK Of the pians
and sfxrclrW060M AW(ywtt Qt a apedfic item t
chap no vrckufc
aprxovat:rr an assembly of
wfddr the item is a r:omnnnent contractor is
ti'+MSAge for dnnensitrns Su ht>confirmed
acrd corrMataJ at Ifrr;}ut;Hc:infwnlatlwt that
rxnam snk..'ty to the fabrication r>n>Gossps W
to the means,mothods,trchniquas,aoWanpt✓>t
am Pro"ros of construction; coordinom-
of tta work or an trados;and for pod"
at *A in a safe and satiaracbry marmor, t
J]ate BY
' f
Page 1 of 1
Job Truss Truss Type Qty Ply BRUZZI RES
161116 Al Half Hip 1 1
Job Reference(optional)
Custom Truss,Delray Beach,FL 33444,Company Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc. Thu Jul 20 14:25:32 2017 Page 1
1 2 010-0 3 6-6-5 11-9-0 ID:knKbO4ep9836JxrasWFrzJyRtuJ-5auIHpfC�Pfe-0K�VBsHxG41w0eBLpN1z;B OBKxLyw9ZX
I- 1-2-0 6-6-5 I 5-2-11 I 6-3-8 3-
Scale=1:33.5
5x5=
4 14 15 5
2.80 12
I�
0
1.5x4 II
3 13 4x4 i
N
N
12
;T .25112
2 l� l
8 6 7
3x4= 3x4= 4x10=
10-0-3 10-9-7
�� 6-6-5 1 11-9-0 F 13-10-0 14-3-$ 18-0-8 1$A 0
3- 6-2-13 5-2-11 2-1-0 5- 3-9-0 3-
Plate Offsets X Y-- 2:0-3-2 Ede ••••
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud • • • PLATES GRIP •
TCLL 30.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.13 8 >999 360 • • MT20.••.•X44/190 ••
TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.31 6-8 >689 240 00000* •• • see***
BCLL 0.0 * Rep Stress Incr YES WB 0.51 Horz(TL) -0.02 5 n/a n/a •• :•• . . •
BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Wind(LL) 0.18 8 >999 240 .• Weight:.7�.Ib FT=V S%••:
LUMBER- BRACING- 0000 •••• •••••
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathin@ diii;"y applied. • 6000*
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly apQliebe • •.•.: *00000
WEBS 2x4 SP No.3 MiTek recommends tha4�ta¢¢ilizers and required cross bracing
be installed during truzs erOclipn,in accordance with Stabilize&
Installation guide. • • • • 009000
REACTIONS. (Ib/size) 5=958/4-0-0 (min.0-1-8),2=1108/0-8-0 (min.0-1-8) . . . :0900:.
Max Horz 2=268(LC 8) • • • ••••••
Max Uplift5=-469(LC 9),2=-635(LC 8) . .
Max Grav5=958(LC 1),2=1108(LC 21) ••
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/25,2-12=-2607/1355,3-12=-2552/1373,3-13=-2604/1463,4-13=-2552/1480,4-14=-1166/687, 14-15=-1166/687,5-15=-1166/687
BOT CHORD 2-8=-1496/2485,6-8=-882/1396,6-7=0/0,5-6=-802/1363
WEBS 3-8=-471/406,4-8=-749/1234,4-6=-569/483
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.
11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-2-6 to 1-9-10,Interior(1)1-9-10 to 11-9-0,Exterior(2)11-9-0
to 15-11-15 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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Bearing at joint(s)5 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 469 Ib uplift at joint 5 and 635 Ib uplift at
joint 2.
8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)5.
9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum
sheetrock be applied directly to the bottom chord.
10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
LOAD CASE(S) Standard
1
CARR. 0. FORBES
FL LIC, NO:20699
566 S.POMPANO PKWY.
PAMP'ANO BEACH,FL. 33069
(954)692=6661
Job Truss Truss Type Qty Ply BRUZZI RES
161116 A2 Half Hip 1 1
Job Reference(optional)
Custom Truss,Delray Beach,FL 33444,Company Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc. Thu Jul 20 14:25:33 2017 Page 1
ID:knKbO4ep9836JxrasWFrcJyf� _77 mS7U9QrAZMoxfm2renJa8Zgok8KmKRg5ZwtTnyw9ZW
0-0-3
-1-2-d 7-6-1 13-10-0 _ 1A- 16-11-3 20-0-8 2Q-4r0
1-2-0 7-6-1 6-3-15 -5- 2-7-11 3-1-5 -32
f
Scale=1:36.0
=
2.80 12 5x5
6 15 14
3x4 7
5 12
13
3x4 3x4=
3x4 4
3 8
3x6
19
2 7.25 1
v1 iv
0
11 9 10
3x4=
1.5x4 II 4x8=
10-0-3 10-9-7
3 7-6-1 13-10-0 _ to-3$ 16-11-3 20-0-8 2Q-4 0
-3- 7-2-9 6-3-15 -5- 2-7-11 3-1-5 -3
000
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d • , PLATE0•„15'RIP •,••••
TCLL 30.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.1011-18 >999 360 • • • MT20 244/190 •
TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.2711-18 >773 240 • • ,•*,•, •,
BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) -0.01 7 n/a n/a •• ••• •• • ; ••••••
BCDL 10.0 Code FBC2014/TP12007 Matrix-AS Wind(LL) 0.1511-18 >999 240 ,. ; Weight:87P FT Z0% ,
0000 0000 • •
LUMBER- BRACING- ,
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing diteetly applied*••• 00000
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly appljpd,,, , , 0*609
••
WEBS 2x4 SP No.3 MiTek recommends tU Itp4ilTzers ana Leal it cross pwip•
be installed during truss erection,in accordance with Stabilizer)
Installation guide. :00:0: • 0
REACTIONS. (Ib/size) 7=-606/5-0-0 (min.0-1-8),2=987/0-8-0 (min.0-1-8),8=1870/5-0-0 (min.0-1-8) • • • • ••••••
Max Horz 2=371(LC 8) • , :•••0• , ,
Max Uplift7=-607(LC 21),2=-577(LC 8),8=-1018(LC 8) • • • •*000:
Max Grav7=360(LC 8),2=987(LC 1),8=1871(LC 21) 00 0 0 0 0• ,
••
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/25,2-19=-1959/875,3-19=-1897/896,3-4=-590/196,4-5=-531/214,5-6=-557/992,6-15=-532/983
BOT CHORD 2-11=-1114/1848,9-11=-1114/1848,9-10=0/0,8-9=-405/682,8-13=-1200/643
WEBS 3-11=0/267,6-8=-559/415,5-9=0/218,3-9=-1388/818,5-8=-1481/828
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft,eave=4ft;Cat.
II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-2-6 to 1-9-10,Interior(1)1-9-10 to 16-11-3,Exterior(2)
16-11-3 to 19-3-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 I
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 607 Ib uplift at joint 7,577 Ib uplift at
joint 2 and 1018 Ib uplift at joint 8.
7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)7,8.
8)This truss design requires that a minimum of 7/16”structural wood sheathing be applied directly to the top chord and%"gypsum
sheetrock be applied directly to the bottom chord.
9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
LOAD CASE(S) Standard
i
CARL G. FORBES
FL LIC. NO. 20699
555 S. POMPANO PKWY..
PAMPANO BEACH, FL. 33069
(954)682.6651
Job Truss Truss Type Qty Ply BRUZZI RES
Monopitch 6 1
161116 Truss
1_ 1 � Job Reference(optional)
Custom Truss,Delray Beach,FL 33444,Company Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc. Thu Jul 20 14:25:34 2017 Page 1
0-0-3 ID:knKbO4ep9836Jxra� r JyRtuJ-1y0WiVRUxtUfZpLFOMJY7L5wQ8PgVvJpKDgQ?Eyw9ZV
-1-2-(� 7-6-1 14-3-8 4 -1 17-2-10 i 22-0-8 22-4;-0
' 1-2-0 7-0-1 6-9-7 0-219 2-8-10 4-9-14 0-3 8
2.80 12 Scale=1:39.0
10 6
0
' Ian
16 d
3x4 1.5x4 5 11
4x4 i
4
3x4
3
15 7.25 12
� 2 �
1 I0 1
o p
0
7 8
3x6= 9 4x8-i
1.5x4 II
10-0-3 10-9-7
03 14-3-8
7-6-1 14-3-8 _ 22-0-8 2 - 0
0 3-8 7-2-9 6-9-7 7-9-0 1_1%
PlateOffsets(X,Y)-- [6:0-2-14,Edge],[7:0-5-0,0-2-41 eggs
_
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d 0 0•• PLATES s•0 GRIP ••••a•
TCLL 30.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.22 9-14 >999 360 • • MT20 s g e s e 244/190 00
TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(TL) 454 9-14 >472 240 00 ••• •• + 000090
BCLL 0.0 * Rep Stress Incr YES WB 0.38 Horz TL -0.10 6 n/a n/a go, •
BCDL, 10.0 Code FBC2014lrP12007 Matrix-AS Wind(LL) 0.32 9-14 >793 240 Weight:87 Ib FT=@@OA•••
_ • •• eggs • •
LUMBER- BRACING- •••• 0000 00000
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathi6i@ 496wUy applied. 0 00,0 g g
BOT CHORD 2x4 SP N0.2*Except* BOT CHORD Rigid ceiling directly apQlo g 0 0 0 8 00 0 0 g g g g 0
B1:2x4 SP M 30 WEBS 1 Row at midpt 3-' 0
WEBS 2x4 SP No.3 with 2x4 SP No.3 with?0'10p 131"x3")nai1S and cross bradb
spacing of 20-0-0 oc. • 0 0 0 s 0 0 0 g g 0
•eggs•
MiTek recommends t1%�flhbifizers ang required crosst +wg+
be installed during truss erection,in accoraanc:with Stabilizer s
••
REACTIONS. (Ib/size) 6=1177/8-0-0 (min.0-1-8),2=1286/0-8-0 (min.0-1-8) Installation guide.
Max Horz 2=457(LC 8)
Max Uplift6=-691(LC 8),2=-729(LC 8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/25,2-15=-3555/1711,3-15=-3516/1732,3-4=-2026/911,4-5=-1896/924,5-16=-2281/1248, 10-16=-2198/1253
BOT CHORD 2-9=-2019/3424,7-9=-2019/3424,7-8=0/0,7-11=-1520/2562
WEBS, 3-9=0/268,3-7=-1585/968,5-7=-783/608
NOTES-
1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.
II;Exp C;Encl.,G6pi=0.18;MWFRS(directional)and C-C Exterior(2)-1-2-6 to 1-9-1-�,Interior(1)1-9-10 to 21-3-4 zone;C-C for
members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4)Bearing at joint(s)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 691 Ib uplift at joint 6 and 729 Ib uplift at
joint 2.
6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)6.
7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2'gypsum
sheetrock be applied directly to the bottom chord.
8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
LOAD CASE(S) Standard
i
CARL G. FORBES
FL LIC. NO: 20699
666 S. POMPANO PKWY.
PAMPANO BEACH,FL. 33069
(954)5$2-6651
Job Truss Truss Type Qty Ply BRUZZI RES
161116 AG1 Half Hip Girder 1 1
Job Reference(optional)
Cuslom Truss,Delray Beach,FL 33444,Company Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc. Thu Jul 20 14:25:34 2017 Page 1
10-0-3 ID:knKbO4ep9836JxrasWFrzJyRtuJ-1yOWtVRUxtUfZpLF04jj 7}5wY8T?VxJpKDgQ?Eyw9ZV
-1-2-0 -4 6-6-14 10-2-14 13-10-0 16-0-8 1 0
1-2-0 6-6-14 3-8-0 3-7-2 2-2-8 -3
Scale=1:29.5
4x4=
2.80 F12 3x4=
3 4 15 12 16 5
-- T2 Io
13 t4 4 4x4 i
2
dd
83x4= 7.25 12
6 7
3x4= 4x8=
10-0-3 10-9-7
Q-3$ 6-6-14 10-2-14 13-10-0 14-3-$ 16-0-8 16-4x0
tl-3-8 6-3E 3-8-0 3-7-2 -5- 1-9-0 -3-
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.09 8-11 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.22 8-11 >855 240
BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.01 2 n/a n/a
BCDL 10.0 Code FBC20141TPI2007 Matrix-MS Wind(LL) 0.13 8-11 >999 240 Weigh;ttV• FT=20%
• • • •
LUMBER- BRACING- •• • •• • •
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied orQ-14-1 oc puns.•
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly ap�llet!19-1-9 oc bPatin6. ••rli•••'
WEBS 2x4 SP No.3 MiTek recommends t a ti7a8Mzers and req fired cross 6V�p9•
be installed during trusEPArection,in accerdanoe with Stabilizer•
Installation guide. •....• ••l,, •
REACTIONS. (Ib/size) 5=847/2-0-0 (min.0-1-8),2=999/0-8-0 (min.0-1-8) . •
•••••• • • •••••
Max Horz2=165(LC 8) • • • • •
Max Uplift5=-494(LC 9),2=-625(LC 8) •• •• •• •• ••••••
FORCES. (lb)-Maximum Compression/Maximum Tension •• •: • ••
TOP CHORD 1-2=0/25,2-13=-2099/1207,13-14=-2074/1209,3-14=-2039/1225,3-4=-1995/1241,4-15=-1064/567, 12-15=-1 4/567,112-16=-3QG015g;5-16=5 5156
BOT CHORD 2-8=-1245/1985,6-8=-1202/1916,6-7=0/0,5-6=-654/1234 • • • • •
WEBS 3-8=-22/185,4-8=-136/183,4-6=-981/732 .. • ••• • • •
NOTES- •••
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph,TCDL=8.Opsf,BCDL=4.Opsf;h=25ft;B=45ft;L=24ft,eave=4ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS
(directional)and C-C Exterior(2)-1-2-6 to 1-9-10,Interior(1)1-9-10 to 6-6-14,Exterior(2)6-6-14 to 10-9-13 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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Bearing at joint(s)5 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 494 Ib uplift at joint 5 and 625 Ib uplift at
joint 2.
8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)5.
9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
LOAD CASE(S) Standard
CARL G. FORBES
FL LIC. NO: 20699
666 S.POMPANO PKWY.
PAMPANO BEACH, FL. 33069
(954)682.5651
Job Truss Truss Type Qty Ply BRUZZI RES
161116 EJ2 Jack-Open 4 1
Job Reference(optional) _
Custom Truss,Delray Beach,FL 33444,Company Run:8.020 s Nov 13 2016 Print:8.020 s Nov 18 2fb1@LMiTek Industries,Inc. Thu Jul 20 14:25:34 2017 Page 1
10-1-1 ID:knKbO4ep9836JxrasWFrzJyF td,UyOWVRUxtUfZpLFOMJY7L5318bBV_HpKDgQ?Eyw9ZV
-1-2A 2-2-8 2-6-
1-2_,
2 0 —1— 2-2-8 0-3-8
Scale=1:14.4
3
i
8
7.25 12 /
0
a
vi
1
A2x4
81
4
1
10-1-1
10-1-1 11-6-6
0-3-8 2-6-0
_ 01 33 2 2-8— -'
Plate Offsets(X Y)-- I2:0-4-1 Edge]
LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.23 I Vet(LL) -0.00 7 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.00 4-7 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a `•`•
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MP Wind(LL) -0.01 4-7 >999 240 • • Weight:•1Q"• FT=Q994o••
LUMBER- BRACING- • • • •
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheat4R L t&ty applied'&2'1 0 oc pullM..•••
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applfeel"$0-0-0 oc bra•ing. • •
MiTek recommends that 61ebilizers ando@quired cross racing•
be installed during trU9'%Wgrjitn,in a&9rgjgp6 with S"U7.pj
Installation uide. • •
REACTIONS. (Ib/size) 3=78/Mechanical,2=275/0-8-0 (min.0-1-8),4=27/Mechanical --...... o..*.:
'� -••••
Max Horz 2=1 94(LC 12) •• •• •• •• ••••••
Max Uplift3=-62(LC 12),2=-189(LC 12) •
Max Grav 3=90(LC 17),2=275(LC 1),4=42(LC 3) • ••• ••
• • • • ••••••
FORCES. (lb)-Maximum Compression/Maximum Tension • • • • •
TOP CHORD 1-2=0/58,2-8=-71/61,3-8=-60/75 �• � ��� � • �
BOT CHORD 2-4=0/0 • •
NOTES-
1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.
11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-2-14 to 1-9-2,Interior(1)1-9-2 to 2-5-4 zone;C-C for
members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 62 Ib uplift at joint 3 and 189 Ib uplift at
joint 2.
6)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
LOAD CASE(S) Standard
CARS. 0. FORBES
FL. LIC. NO: 20699
666 S. POMPANO PKWY.
PAMP'ANO BEACH, FL. 33069
(964)682.6651
Job Truss Truss Type Qty Ply BRUZZI RES
161116 HJ5 Diagonal Hip Girder 11 1
Job Reference (optional) I
Custom Truss,Delray Beach,FL 33444,Company Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc. Thu Jul 20 14: 2017 Page 1
10-0-3 ID:knKbO4ep9836JxrasWFrzJyRtuJ-V9auvgR6hAcVBywRy3gnfZe9cYoq 1' _YtP_Xgyw9zU
I -1-5-6 I 3-10-2 6-6-9 6-1 -is
1-5-6 3-10-2 2-8-7 0-3-8�
Scale=1:15.6
3
2.59 F12 9
8
T1
�( 2
qq 10 11 4
3x4=
3x4=
i
10-0-3
10-0-3 11-6-1
,0-3-8 6-10-1
0-3-8 6-6-9
Plate Offsets(X,Y)-- [2:0-2-6 Edge]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.14 4-7 >594 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.33 4-7 >246 240
BCLL, 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 2 n/a n/a 0••
BCDL 10.0 Code FBC2014fTP12007 Matrix-MP Wind LL 0.20 4-7 >408 240 9 • •
Wind(LL) � � •Weight:�91b FT=Q(i�',�•••
•
LUMBER- BRACING- • • •• ••• ••
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathiRj Si=e*cfy applied0o}6-t-0 oc puAR?.•'
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied eM10-0-0 oc braoing. • 0
MiTek recommends tha#81lo ilizers and osqui•ed cross bracing•
be installed during tru?sejV4i8n,in ac1WgWV9 with St41WW6
•
REACTIONS. (Ib/size) 3=262/Mechanical,2=530/2-1-0 (min.0-1-8),4=104/Mechanical Installation guide. • • 0 •
• •
Max Horz 2=170(LC 4) 00 09 •• •• 0.0 0.9
Max Uplift3=-207(LC 4),2=-405(LC 4),4=-24(LC 4) •
*00000
Max Grav 3=262(LC 1),2=530(LC 1),4=125(LC 3) 0
• • • • 0000••
•0900•
FORCES. (Ib)-Maximum Compression/Maximum Tension • • • '• •
TOP CHORD 1-2=0/28,2-8=-9117,8-9=-53/2,3-9=-48/45 • • • ••••••
•• • 090 • • •
BOT CHORD 2-10=0/0, 10-11=0/0,4-11=0/0 • •
NOTES-
1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;6=45ft;L=24ft;eave=4ft;Cat.ll;Exp C,Encl.,GCpi=0.18;MWFRS
(directional);Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 207 Ib uplift at joint 3,405 Ib uplift at
joint 2 and 24 Ib uplift at joint 4.
6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)122 Ib down and 22 Ib up at
3-0-11,and 54 Ib down and 92 Ib up at 3-1-6,and 123 Ib down and 52 Ib up at 5-5-13 on top chord,and 51 Ib down and 32 Ib up at
3-0-11,and 17 Ib down and 21 Ib up at 3-1-6,and 26 Ib down and 0 Ib up at 5-5-13 on bottom chord. The design/selection of such
connection device(s)is the responsibility of others.
7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert: 1-3=-90,4-5=-20 I
Concentrated Loads(lb)
Vert: 10=-17(13)11=0(F)
a
CARL G. FORBES
FL LIC. NO 20699
656 S. POMPANO PKWY.
PAMPANO BEACH,FL. 33069
(964)692-6651
Job Truss Truss Type Qty Ply BRUZZI RES
161116 J 1 Corner Jack 1 1
Jo Terence(optional)
Cuslom Truss,Delray Beach,FL 33444,Company Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18'2(Y16 MiTek Industries,Inc. Thu Jul 20 14:25:35 2017 Page 1
10-111i:knKb04ep9836JxrasWFrzgf�tt�J-V9auvgR6hAcVBywRy3gnfZeE2Yz0ERXzYtP_Xgyw9ZU
0-9-10 1-1-
1-2-0 I 0-9-10 0-3-8 '
Scale=1:9.7
3
7.25 12
0
2
r
T1 B1
>< 4
1
3x4=
10-1-1
10-1-1 10-8-2
0-3-8 1-1-2 • •
0-9-10 1 • • •••• ••••••
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATL'S •GRIP •
TCLL 30.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 7 >999 360 •• :•• MT20 •• X244/190 ••••••
TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(TL) 0.00 7 >999 240 •• 000
• • •
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a • •• •••• :••••;
BCDL 10.0 Code FBC2014/TP12007 Matrix-MP Wind(LL) -0.00 7 >999 240 •• •••Weight 6Jq•• FT=JQ%••
LUMBER- BRACING- •••••• • • •••••
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathiml directly applied �{y1�oc pu4ips.•••
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly aP011egp610-0-0 oc braking. •
MiTek recommends tTt St%bi:zers ano requijed cross braking
be installed during truss erection,in aceardwce with Stab�i1jig •
Installation guide. 0 • • ' • •
REACTIONS. (Ib/size) 3=9/Mechanical,2=237/0-8-0 (min.0-1-8),4=-15/Mechanical ••• . ••• • ;'"•.
Max Horz2=133(LC 12) • •
Max Uplift3=-9(LC 9),2=-228(LC 12),4=-15(LC 1) ••
Max Grav3=15(LC 8),2=237(LC 1),4=44(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/58,2-3=-24/38
BOT CHORD 2-4=0/0
NOTES-
1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft,B=45ft;L=24ft;eave=4ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS
(directional)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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 9 Ib uplift at joint 3,228 Ib uplift at joint 2
and 15 Ib uplift at joint 4.
6)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
LOAD CASE(S) Standard
CARL G. FORBES
FL LIC. NO: 20699
666 S. POMPANO PKWY.
PAMPAN O BEACH,FL. 33069
(954)682.6651
Job Truss Truss Type Ply BRUZZI RES
161116 J2 Corner Jack 11 1
Job Reference(optional) +
Custom Truss,Delray Beach,FL 33444,Company Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc. Thu Jul 20 14:25:36 2017 Page 1
100-3 ID:knKbO4ep9836JxrasWFrzJyRtuJ-zL8G7ASkSUkMp6VdWmLOCm CRpyVizun6nX9X46yw9ZT
} i -1-2-0 2-9-11 - -
1-2-0 -- 2-9-11
Scale=1:8.6
3
2.77 F12
i n
2 4
Ti ro
W
a d
1
B1
4
r
1
10-0-3
3x4=
10-0-3 �0�✓:11
0-3-8 3-1-3 • -r•-L• ••••••
Plate Offsets(X,Y)-- [2:0-3-1,Edge] .. . •• • •
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d • :••PLATES *GRIP ••••••
TCLL 30.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.00 7 >999 360 •• •••MT20 ) • 244/190 ••••
TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.01 4-7 >999 240 • •• *fee • •
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a • • • •
BCDL 10.0 Code FBC2014/TP12007 Matrix-MP Wind(LL) 0.01 4-7 >999 240 • • Weight:11 Ib FT=200
0°Y*• •
•• ••• • • •••••
• • • • •
LUMBER- BRACING- •• •• •• •• ••••••
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathipa dilill applied or 3-1-3 oc purlins.••
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied Sr 10-0-0 oc bracin�q. •
�•�.
MiTek recommends that Stabilizers and oegsiped cross bracing-
be installed during trues erepTpn,in acEordance with StIllIyl"r•
Installation guide. •• • ••• • • •
REACTIONS. (Ib/size) 3=98/Mechanical,2=296/0-8-0 (min.0-1-8),4=48/Mechanical •
Max Horz 2=94(LC 8)
Max Uplift3=-67(LC 8),2=-242(LC 8),4=-7(LC 8)
Max Grav3=98(LC 1),2=296(LC 1),4=53(LC 3)
FORCES. (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/24,2-3=-50/22
BOT CHORD 2-4=0/0
NOTES-
1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=8.Opsf;BCDL=4.Opsf,h=25ft;B=45ft;L=24ft;eave=4ft,Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS
(directional)and C-C Corner(3)zone;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 67 Ib uplift at joint 3,242 Ib uplift at joint
2 and 7 Ib uplift at joint 4.
6)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
LOAD CASE(S) Standard
CARL. Q. FORBES
FL. LIC. Nth. 20699
566 S.POMPANO PKWY..
PAMPANO MACH,FL. 33069
(964)682-6651
Job Truss Truss Type Qty Ply BRUZZI RES
101116 J3 Corner Jack 1 1
Job Reference(optional)
Custom Truss,Delray Beach,FL 33444,Company Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 20161 MiTek Industries,Inc. Thu Jul 20 14:25:37 2017 Page 1
t0-11 ID:knKbO4ep9836JxrasWFrzJyR J-RXheKWTMDnsDQG4g4UsFk_jaXMeeiLIGOBu4cZyw9ZS
-1-2-0 1-8-0 1-113 -2=7
1-20 — 180 81
1 Scale=1:12.6
3
7.25 F12
+ u)
f1
2
+ v�' Bi
cd�1l 4
1
2x4= 4
10-1-1
1 10-1-1 11-2-7 *000
10-3-8 1-11-8 __� • • �••••� 0000••
0-3-8 1-8-0 •
Plate Offsets(X,Y)-- [2:0-1-4,0-1-11 •• • •• • •
•• ••• •• • 0000••
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud • PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.00 7 >999 360 " MT20 • 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.00 7 >999 240 • ••00000
• •
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a 0000 0 a 0 0 0 0•
BCDL 10.0 Code FBC2014/TPI2007 Matrix-MP Wind(LL) -0.00 7 >999 240 Weight:9 Ib FT=20% •
0000•0 • 0 ••
LUMBER- BRACING- *00000 •• •• ••••••
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheath".di %4y applied or J-11-8 oc purling•
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly apylied4or!0-0-0 oc bracing. •
MiTek recommends that Stabilizers andeegaired cross bracing
be installed during truss erpapn,in ac ordance with SftlyQg
Installation guide. •• • 000 • • •
REACTIONS. (Ib/size) 3=55/Mechanical,2=255/0-8-0 (min.0-1-8),4=15/Mechanical .
Max Horz 2=172(LC 12)
Max Uplift3=-39(LC 12),2=-195(LC 12) t
Max Grav3=65(LC 17),2=255(LC 1),4=31(LC 3)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0158,2-3=-51/61
BOT CHORD 2-4=0/0
NOTES-
1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=B.Opsf;BCDL=4.Opsf;h=25ft;6=45ft;L=24ft;eave=4ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS
(directional)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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 39 Ib uplift at joint 3 and 195 Ib uplift at
joint 2.
6)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
LOAD CASE(S) Standard
t
CARL G. FOR ES
FL LIC. NO: 20699
555 S. POMPANO PKWY.
P,AMPANO BEACH, FL. 33069
(954)682-6651
+ 'r
TABLE OF CONTENTS
1
GENERAL STANDARD.ENGINEERING PAGES
1....LATEAAL BRACING RECOMMENDATIONS................... ST-STRGBCK
1
2...WEB BRACING RECOMMENDATIONS....................:.......ST-WEBBRACE
3...TRUSS WEB BRACING LETTER
4...SCAB—BRACE DETAIL...
5... T—BRACE/I—BRACE DETAIL W/2X BRACE ONLY..............ST—T—BRACE 2 r.
6...L—BRACE DETAIL............. . 0000... .............................
;.ST—L BRAC ••.•
• •E 0000 000000
• • • .
•• • •• . •
7....OPEN.TACK& CORNER HIP RAFTER DETAIL.................ST-CORNFA.-SET 0•.•-• ••••:•
0000..
..••
8...LATERAL TOE-NAIL DETAIL........................................ST-TOE1� -0000' 00000
r-----• 00 0 - ---•
9...UPLIFT TOE-NAIL DETAIL...........................................ST-TOEM AIT.,•-UPLIFT,•• ••••••
•.••.•
x • 0 • • ",k - 000000 .1
10...LATERAL TOE-NAIL DETAIL.......................................ST-TOENAIL :••••• :0000:
006,o 0- - •
•0
11...TRUSSED VALLEY SET DETAIL....................................ST—VALLEY3 ,
12...STANDARD PIGGYBACK TRUSS CONNECTION DETAIL..ST—PIGGY—ALT
13...STANDARD PIGGYBACK TRUSS CONNECTION DETAIL (PERPENDICULAR)
e
14...STANDARD GABLE END DETAIL..................................ST—GE170—SP
15...STANDARD GABLE END DETAIL..................................ST—GE170—D—SP
16...STANDARD GABLE END DETAIL..................................SHEET 2 L
17...BEARING BLOCK DETAIL..........:'............................... ST—BLCK1
18...BEARING BLOCK DETAIL'............................................ST—BLCK2
CARL G. FORMES,PE
555 S.POMPANO PKWY
POMPANO BEACH, FL;3069
` LICENSE NO.:2069%, *' : f
(954)682-6651'..-/" .
E
.---_—_........... ....._...
_._......_....;
Symbols
Numbering Systern
I A General Safety No
" PLATE LOCATION AND ORIENTATION
I
3 Center plate on joint unless x,y I Failure to Follow Could Cause Proper#y
-y; ,-, /4 offsets ore indicated. I 6-4-8 dimensions shown in ft-in-sixteenths i Damage or Personal Injury
i Dimensions ore in ft-in-sixteenths: (Drawings not to stole)
Apply plates to both sides of truss i 1. Additional stability bracing for truss system,e.g.
and fully embed teeth: diagonal or X-brocing.is always required. See BCS(.
i
2. Truss brocing must be designed by an engineer.For
2 3 I wide truss spacing,individual lateral braces themselves
ITOP CHORDS ! may require bracing,or alternative T,I.or Ekmino for
I T c;2 C2-3 1 brocing should be considered.
4 3. Never exceed the design loading shown and never
o WEBS c� I stack materials on inadequately braced trusses.
D
I Iu 4/� 3 �`�, O 1 4. Provide copies of this truss design to the building
1 - For 4 x 2 orientation,locate U ve = l designer,erection supervisor,property owner and
plates 0-'r;i'from outside o- u U 1 aNother Interested parties.
i edge of truss. 0
cr a co-r cse O 1 S. Cut members to bear tightly against each other.
BOTTOM CHORDS 6. Place plates on each face of truss at each
This symbol indicates the 8 - 7 6 5 joint and embed fully.Knots and wone at joint
required direction of slots in locations ore regulated by ANSI/TPI 1.
connector plates.
7. Design assumes trusses will be suitably protected from
I `Plate location details available in MiTek 20/20 the environment in accord with ANSI/TPI 1.
l software or upon request. 8. Unless otherwise noted,moisture content of lumber
-JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shop not exceed 19%at time of fabrication.
_ AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT. 1 9. Unless expressly noted,this design is not opplcable for
PLATE SIZE use with fire retardant,preservative treated.or green lumber.
The first dimension is theP late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
10.Comber is anon-shucturol consideration and is the
I
I /� v 4 width measured perpendicular NUMBERS/LETTERS.
responsibirity of truss tabricoior.General practice is to
—r /� to slots.Second dimension is 1 comber for dead bad deflection.
the length parallel to slots. 1 11.Plate type,she,orientation and location dimensions
LATERAL BRACING LOCATION
PRODUCTCODE APPROVALS I indicated are minimum plating requirements.
I ICC-ES Reports: 12.lumber used shall be of the species and size,and
In of respects,equal to or better than that
1
Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,96048, specified.I 'r
by text in the bracing section of the 95-43,96-31,-9667A 13.toll chords must be sheathed or purlins provided at I
output. Use T,I or Eliminator bracing NER-487,NER-561 f spacing indicated on design.
if indicated. 95110,84-32,96-67,ER-3907,9432A
14.Bottom chords require lateral bracing at 101t.spacing,
BEARING or less,if no ceiling is installed,unless otherwise noted.
—1 _ T T -•• : _• •_ _ • • 000 •• __ T T IS.Connections not shown,ore the responsibility of others.
I Indicates location where bearings $ : : : : :•• :
•1 ••• • • • • •• • 1 16.Do not cul or alter truss member or plate without prior
— (supports)occur. Icons vary but • . . • • . • •p 2006 MiTek®All Rights Reserved 1 approval of an engineer.
reaction section indicates joint •: • • •• ••• • + -
number where bearings occur. i 17.Install and load vertically unless indicated otherwise.
i
18.Use of green or treated lumber may pose unacceptable
••• •• ••• ••• j environmental,health or performance risks.Consult with
• • ► • • • • project engineer before use.
Industry Standards: • • I • • • • •
ANSI/TPI1: National Design Specification for Metal•• •• ••• •• 19.Review all portions of this design(front,bock,words
1 Plate Connected Wood Truss Construction. i a T. i and pictures)before use.Reviewing pictures alone
DS8-89: Design Standard for Bracing. I i isnot sufficient.
BCSI: Building Component Safely Information, • ITek
• *00 • 01i_20.Design assumes manufacture in accordance wilh
?' Guide to Good Practice for Handling, • ,• • • r,17WZV. 2'p PZRFG7RM.' I ANSI/TPI I Quolty Criteria.
1 Installing 8,Bracing of Metal Plate `• ; ; ;• * • • • I
i Connected Wood Trusses. •.� •• •MiTak Is}ng , e4ma Reference Sheet:Mll-7473 rev, 10-'08 I
• —_—;---'_--_.._.-__.__..___--._._—Tom_.--__.—__—_____.-- .�..__—
—FEBRUARY 8, 2008 I LATERAL BRACINGRECOMMENDATIONS ST-STRGBCK
_...............
MiTek USA,*Inc. Page 1 of 1
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS _-i I
12 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO'10 FEET ! i
MiTel(USA, Inc. I ALONG A FLOOR TRUSS. j
4 �
NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY-MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY j
ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO-THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW.
I
NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF i
THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED
WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED,BY OTHERS, AT THE ENDS. �
ATTACH TO VERTICAL
USE METAL FRAMING ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE
ANCHOR TO ATTACH WEB WITH(3)-10d NAILS SCAB WITH(3)-i0d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK(0.131"x 3")
4 TO TOP CHORD\ (0.131"x 3") (DO NOT USE DRYWALL TYPE SCREWS) I _
r ATTACH TO VERTICAL I`
WEB WITH(3);=10d NAILS i
t _ / (0.131"x X)
• • t
--•__._—• -- �, •••• 0••000 ••••.i• 1
i ••ease • • •
I BLOCKING BEHIND THE ��—�• ` •*so.•
ATTACH 2x4 VERTICAL Tb ••• *ease
• •
VERTICAL WEB IS FACE • • �
`RECOMMENDED WHILE OF TRUSS. FASTEN TO TOP AND ATTA% Q J:AORD sea• *0000
NAILING THE STRONGBACK BOTTOM,CHORD WITH(2)-10d WITH tE12x 3" • •
NAILS(0.131"x 3")IN EACH CHORD WOOD3aOFl"S(.216"8IAjv1.): •••••
I, 00 00 so
�/ I / a • • } • • `
so
USE METAL FRAMING
I ANCHOR TO ATTACH ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE
TO BOTTOM CHORD WEB WITH(3)-10d NAILS SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE
(0.131"x 3") (0.131"x 3") STRONG ACK(DO NOT USE OF I
"DRYWALL TYPE SCREWS)
� I
4-0-0
TRUSS 2i6 0I WALL BLOCKING
ACK I I
STRONGB
T-- — I (TYPICAL SPLICE) � (BY OTHERS) (BY OTHERS)
Ll
THE STRONGBACKS SHALL BE SECURED A7 THEIR ENDS TO ADEQUATE'SUPPORT, +
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY;USE A 4'-0"LONG j
SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)-10d NAILS I
(0.131"x 3")EQUALLY SPACED. r
ALTERNATE METHOD OF SPLICING: I
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12)-10d
NAILS(0.131"x 3")STAGGERED AND EQUALLY SPACED.
(TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL)
A +
I i
o I
� i
1 i `
MARCH 12, 2009 I WEB BRA'CING'RECOMMENDATIONS , ST-WEBBRACE
MiTek USA,Inc. Page 1 of 1
MAXIMUM TRUSS WEB F=ORCE(Ibs.)(See note 7)
BRACE
BAY SIZE 24"O.C.' 48"O.C. 72"O.C.
BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE
MiTek USA,Inc. A B C D A B' C D C I D
10'-0' 188 ,•y'i.^ '':i.i ".'r.::j',r"•
1610 1666 6 2829 n+-`•.C, L• i'_'d
.l 1... _• ;,F;� '�•':� i"'�;rw �...•'. ''.j.:''� �'.: 1.i.�.'
12'-0' 1342 1572 1572 2358 'i:; 3143 #µ3143 4715 4715 7074
� 14'-0' I 1150 .1347 1347 2021;,#`;y:; ,;:-`•-- ��,•' -:*'°".'...'`
16'-0' 1006 1179 1179 -1768 _ -i 2358 2358 3536
y18-0 1048 1048 1572"x ~'
•3143•• 4715894
20'-0'r 805 943 943 1414 1886, 1886 2829 it''
Bay size shall be measured in between the centers of pairs of diagonals.
GENERAL NOTES
TYPE BRACING MATERIALS
1.OUGONAL BRACING IS REOUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ,
0000 ,ROOF ANDIOR CEILING DIAPHRAGM.THE DIAPHRAGM IS TO BE DESIGNED BY A OUALIRED
• • PROFESSIONAL. I i i
•••• • ' •••• 1 X 4 1%4%SPS a 2.THESE CALCULATIONS ARE BASED ON LATERAL.BRACE CARRYING 2%OF THE WEB FORCE.
r • -
• A 00000 4pR.•• .3.'DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER,AS THE LATERAL BRACE
• • i MATERIAL:AND SHALL BE INSTALLED N SUCH A MANNER THAT R INTERSECTS WEB MEMBERS
•••• • • M 6(4 H2 SRBIRW:",9PF) AT APPROX.45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-5d
•• (0.131.4_"FOR 1 a4 BRACES,2.1 Od(DAMN 3")FOR 2;0 and 20 BRACES.AND 3.10d(0.131'O)FOR 2.6 BRACES.
• �"""'- ""'•"""""--"'--'---'��'•`•"'•j�--'•-•- -""`-^----'-•--'-- 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2.6d(0.131'X2.5)NAILS FOR 1x4 LATERAL BRACES.
•••• • 2.10d(0.131*4")NAILS FOR 20 and 2A LATERAL BRACES.AND 3.104(0.131.01 FOR 2,6 LATERAL BRACES.
• • Bf+611�,�STD,COt�Stt*,pF,HF,OR SP) 5.`LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE
"•••• FOR CONTINUITY.:, '1
••• L__ !� "" - 6.'FOR AODRIDNAL GUIDANCE REGARDING DESIGN AND W STALLATION OF BRACING.CONSULT
00:40 C •2 X•4 nS,�TD,COIVt41,10F,HF,OR SP) DSB-59 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1
• GUIDE TO GOOD PRACTICE FOR RANDLNG,INSTALLING t BRACING OF METAL PLATE CONNECTED
•••• �,•,____ •�_ •a ••. •• WOOD TRUSSES,JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INST rUTE.
• .._ _-._..__..-_._._.L.._.___---'—__ ____..._ ~a.sbOlndlatry.eom and www.I*WLorO
•
• D 12)ft 43 OR BETTY(:F�*12:,HF,OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE.
•••••• • • • '• 8. TABULATED VALUES ARE BASED ON A DOL_ 1.15
• GOR STABILIZERS: • •
•••••NOR A SPACING OF�2�'Q.C.ONLY, IT81&hILIZER•TRUSS BRACING SYSTEMS CAN BE
• a185TITUTL41 FOR�(TPE A,B,C A D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS
ARE TO BE PLONDEO AT BAY SIZE INDICATED ABOVE.WHERE DIAPHRAGM BRACING IS REOUIRED I
AT PITCH B1k*S,STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING:SEE-STABILIZER',;
TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. . r
DIAGONAL BRACE
�'� \\ •.�� A CONTINUOUS LATERAL `
/,r// I-�, '\•_ 1 \ / _.-__-- ___RESTRAINT
2-10d NAILS
,r• 1✓'
• i r /i'���� `�� L �� I (SEE NOTE 4)
i TRUSS WEB
MEMBERS '
This information is provided as a recommendation to assist in the
requirement for permanent bracing of the individual truss web
members.Additional bracing may still be required for the stability I
of the overall root system.The method shown here is just one
y method that can be used to provide stability against web buckling. F
1
0.
I
fll 4.
t
t
CARL.;G ;FORBES--',P.E.
555 S. POMPANO PARKWAY
POMPANO BEACH, FL 33069
FL. LICENSE NO. 20699 !
(954) 682-6651
March 16, 2016
Al
To who it may concern:
i 0000
Re: TRUSS WEB BRACING .. X0•0••• ••••••
.
CUSTOM TRUSS- . .
000.96 99 9 0000..
999999. {'',_ •
For any of the trusses designed by this office, where l x4 lateral bracingri,-called for-o"she Vo":
engineering sheets, the following may be substituted: '••• •••• •• •
0000..
"• 0000.
9. 99.9
If one brace is called for,.lx4 "T" or"I", Henn Fir or Southern-Yellow);e.ivay be uVwith..
8d nails at 8 inches o.c. 0000:.
0000..
' If two braces are called for, 2x4 "T" or"I" Hem Fir or Southern Yellow Vine may06e used with •
12d nails at 8 inches o.c.
t
In all cased, the "T"or"I" brace must be installed and centered along at least 90% of the,length
of the web.
Please let me know if I can be of any further assistance.
r Very.;truly yours,
,
?` Carl G. Forbes, P.E.
License•�o:20699 ,
,
r
ti.
I
,
t � •
r
}
• t
JANUARY 1, 2009 'SCAB-BRACE DETAIL ST - SCAB-BRACE,t
MiTek USA,Inc. Page 1 of 1
Note:Scab-Bracing,to'be used when continuous �
----- =�=t lateral bracing at midpoint(or T-Brace) is
+
r (� �J� �I impractical.
L---.-J�/I ------1�---- Scab must cover full length of web+/-
MiTek USA,Inc. '
t
*'THIS DETAIL IS NOT APLICABLE WHEN BRACING IS '**
' REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED.
p
' APPLY 2x SCAB TO ONE FACE OF WEB WITH
2 ROWS OF 10d(3"X 0.131")NAILS SPACED 6"O.C. -
SCAB MUST BE THE SAME GRADE,.SIZE AND
l SPECIES(OR BETTER)AS THE WEB. '
t
• • •••• •••• •
c t • • •
•
MAXIMUM WEB AXIAL FORCE=2500 lbs •••• ••• :•••
MAXIMUM WEB LENGTH= 12'-0" • •
2x4 MINIMUM WEB SIZE •
SCAB BRACE MINIMUM WEB GRADE OF#3 • • ' '
00 sees 0.
••••t• • •
• • • •••• •
960 0 :0064:
00 0
\ r; ••
/ 3
1 \
\ \ i
Nails Section Detail \\�\
�-�— Scab-Brace
Web
Scab-Brace must be same species grade(or better)as web member.
t
i
r
August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 , '
f�0 R ' 1 MiTek USA,Inc. Page 1 of 1(
IV r Note:T-Bracing/I-Bracing to be used when continuous lateral bracing
=—, is impractical.T-Brace/I-Brace'must cover 90%of web length. I
_-VL-- ]II-D Note:This detail NOT to be used to convert T-Brace/I-Brace I
MiTek USA,Inc. r webs to continuous lateral braced webs`-
MiTek -------------- ---- .
__._.
Nailing PatternBrace Size
--_-- -----------_----
T-Brace size -Nail Size_ Nail Spacing -- -- for One-Ply Truss'` Y
2x4 or 2x6 or 2x8 10d { 6"o.c, Specified Continuous
— ------- ----, --- - -- Rows of Lateral Bracing
Note:Nail along entire`length of T-Brace/I-Brace Web-Size 1 - — 2
(On Two-Ply's Nail to Both Plies) - 2x3'or 2x4 2x4 T-Brace 2x4 I-Brace
2x6 2x6 T-Brace _2x6 l-Brace
2x8 2x8 T-Brace 2x81-Brace
• '7 I
•••••• •••• �•� Nails -
• ••0 Brace Size
• •• •• •• for Two-Ply Truss f
• •••• ••
�, pecified Continuous
•.•.
*000 ••• NV- Rows of Lateral Bracing
�••:•• • • ••. a SPACING t ---- — -------- -- ------
• • Web Size 1 2
• ....
•
• • � � 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace
•
•• WEA • i • k 2X6 2x6 T-Brace 2x6 I_Brace
•••••• .� �- 2x8 2x8 T-Brace
••• k 2x8 I-Brace �
-A T-Brace/I-Brace must be same species
T-BRACE and grade(or better)as web member.
Nails Section,Detail
,
T-Brace
Web
Nails
Web---- -Brace
I
I
Nailsz
i
i � ti
r
JANUARY 1;2009 L-BRACE DETAIL ST - L-BRACE
MiTek USA,Inc. Page 1 of 1
Fill Pf
L--_J. I.---
0
MiTek USA,Inc. — --- -----'-----_-----_—
I ; Nailing Pattern Note: L-Bracing to be used when continuous
i� L-Brace size Nail Size Nail Spacing lateral bracing is impractical.L-brace I
'— 1x4 or 6 - 10d — _ 8"o.c. , must cover g0%of web length. 1
12x4,6,or 8 16d 8"D.C.
Note:Nail along entire length of L-Brace L-Brace Size
ii (On Two-Ply's Nail to Both Plies) for One-Ply Truss
I' Specified Continuous
Rows of Lateral Bracing
Web Size 1 •2••
I
---- • + ..•• I ..•..-
/Nails 2x3 or 2x4 �}
• A--_ —aa •---7 •
2X6 ••1•H6•• •i�•6• 0000 • r
a i
2X8 •.2 "."• •
f •
DIRECT SUBSTITUTION N(%4P"CABLE. •••••• ••••F
SPACING 00.60•, . • ••�• • "
•• •6 6•0••i •61• •
� •6666•
<A • • • • 6
WEB --- •66••6
• • •
••
Ar L-grace sMS 0 ; • I •
for Two-Ply Trus.•
t
% L-BRACE E Specified Continuous
Rows of Lateral Bracing
Web Size 1 2
\\ 2x3 or 2x4 2x4
2x6 2x6
2x8
DIRECT SUBSTITUTION NOT APLICABLE.
Nails / Section Detail \ r
----- L-Brace I
n
Web
� ryi
� t
I
I
L-Brace must be same species grade (or better)as web member. 4
-
{
i -
1
JANUARY 22, 2013 OPEN JACK AND CORNER ST-CORNER SET
HIP CORNER DETAIL.
0� ® MiTek USA,Inc. Page 1 of 1
FV-100�
0 00
0 00
MiTek USA,Inc.
sQUARE cur Connection at D_
Connection at A "Connection at C Conned top of comer Hip with(3)10d(0.131"x3')
A 3mvew SMEvew toenails into top chord of hip girder.
Open End Jack r ?1VU
PITCH I
B NEAR SIDE NEAR SIDE
MAX 8.00 12 - FAR SIDE FAR SIDE
MIN 4.00[12 NEM SIDE NEARSIDE
3x4= C a 0.00' HI of
L SPAN(8-0-0 MAX) I Hip Girder
Max.overher'!2-at• L
•••
•• 0000••
'HipCbmer
• • •• •0000• D
000000 PITCH • Attach 12"2x6 (0. No.2 block with
•••••• 10d(0.131"x 3")nails two rows of 10d(0.131'x 3")
•••• MAS s.e6 12 nails spaced 3"oc.Use a
• • �� 12 •••• min 3"member end distance
••••
0,111.0 Plate covers
r
*90:6
• 0000•
••••• • • • • t-1/2"min.
• • •• •Wer b8andn '
0000•• •• 3x10= 9
• • I SPAN4•i1o3►11 AMAX)
•
• I • • 45 DEGREE ANGLE
646,611.heel h.1% 0-1069 BEVEL CUT
• M9k.Overhang:2-10-0• • ; Connection at B
•000.0 0 00
+ SIDE NEW
(24)
2 NARS
-TYPICAL CORNER FRAMING W —
2'OC TRUSSES
-1 HIP GIRD& Or N-80.
45.00
I coop); A LJ2
I �I
10d(0.131"x 3")nails
I _
Wood loading:
B�P) o Basic wind speed is 170 MPH-ASCE 7-10
Exposure catagory B or C.
Y Occupancy category II
1 ¢ 8 psf top chord dead load.
4.2 psf bottom chord dead load.
1 z 25'roof height.
Lu MWFRS Directional/C-C Hybrid
z Enclosed building(Coed.1)
Lu
0 Duration of load is 1.60
— — — — — — — — — — Deflection: '
Truss LL-L/360 TL-IJ240
Lumber.SPF MSR 2100 1.8E min.top chord required for Loading:Duration of load is 1.25
top chord slopes between 5.01/12 and 8/12. 30 psf top chord live load
SPF No.2 min.top chord slopes between 5/12 and 4/12. 15 psf top chord deal load
SPF No.2 min.bottom chord. 0 psf bottom chord live load
SYP No.2 or better for comer rafter. 10 psf bottom chord dead load
10 psf non-concurrent bottom chord live load
Plates:All plates are MT20 Installed on each face per TPI 1. Conforms to:IRC 2000/2003/2006/2009/2012
IBC 2000/200312006/2009/2012
j
March 4, 2013 LATERAL TOE-NAIL DETAIL, ST-TOENAIL
U
Mitek USA,Inc. Page 1 of 1.
DD I
NOTES:
1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER
---- �� AND STARTED 113 THE LENGTH OF.THE NAIL FROM THE MEMBER END AS SHOWN.
2.THE END DISTANCE,EDGE,DISTANCE,AND SPACING OF,NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL`SPLITTING O yHE WOOD.
U 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES_ L
MiTek USA,Inc. FOR MEMBERS OF DIFFERENT SPECIES. ) '
SQUARE CUT
IIT( E NAIL SINGLE SHEAR VALUES PER NDS 2005(Ib/nail) SII(D;VIEW SLIDE VIEW
DIAM. SP DF HF - SPF SPF-S 3 NAILS -- - 2 NAILS
z _131 - 88_1-- 80.6 - 69.9 68.4 59.7 NEAR SIDE NEAR SIDE
O :135 - -93.5 85.6_ 74.2 72.6 _63.4 ____I FAR SIDE
Zr) _ .162-118,3 - -108.3 i 93.9 91.9 802 NEAR SIDE i' --i FAR SIDE
C6, _ _-�------ -- - - --
C7 1 .128 84.1 76.9 66.7 65.3 57.0 SIDE VIEW
Z (2x6)
0 -_;131_.-_88.1 80.6_ 69_.9 _ 68.4 59.7 4 NAILS
N 148 106.6 97.6 --84.7 82.8 72.3 -� NEAR SIDE i t'
C6
- - ----� FAR SIDE
C7 , .120_ 73.9 67.§..-.--. _58.7_- 57.4 _ _50.1 NEAR SIDE' ••••
O .128 84.1-_-_ -76.9 1 66.7' -- -65.3 57.0_ • •••i•• 0000••
0 131 88.1 80.6 69.9 68.4 59.7 - FAF;SIDFO : •• • •• c
•
CO . 0000••
146 106.6 97.6 84.7 82.8 72:3 0000• 0000••
•0000 0..000
VALUES SHOWN ARE CAPACITY PER TOE-NAIL. •••• 00000 • 0
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. oAO�• •0,000 ••:•••
EXAMPLE: ••.t• • • 00000
(3)=16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD ` 00 000 0••0.0 ••••••
•
For load duration increase of 1.15: t • •••• ' 0•
3(nails)X 91.9(lb/nail)X 1.15(DOL)=317.0 Ib Maximum Capacity • L •0 -: ` • • •••••'
0000•• ' •
• • We,
.. • 70
45 DEGREE ANGLE ,
BEVEL CUT
I .
SIDE VIEW
(2x3)
2 NAILS--_-
NEAR SIDE
N
NEAR SIDE
I 00° et
\ 45.00'
\ U2 2� SIDE VIEW SIDE VIEW ,
\ (2x4) (2x6) i
U2\y i l - 3 NAILS ---- 4 NAILS )
I -
\ \ i NEAR SIDE.- NEAR SIDE
NEAR SIDE
• � ` ,, NEAR SIDE �
- - -NEAR SIDE- NEAR SIDE '
-- t
" NEAR SIDE r
I
VIEWS SHOWN ARE FOR
1
ILLUSTRATION PURPOSES ONLY
f
4
1
2
' a
IE
-March 4, 2013 UPLIFT TOE-NAIL DETAIL ST-TOENAIL_UPLIFTI
�\n�� ® MiTek USA,Inc. Page 1 of 1
L�J��
THIS DETAIL SHALL BE USED FOR A'CONNECTION RESISTING
UPLIFT FORCES ONLY.BUILDING,DESIGNER IS RESPONSIBLE
E=[:] FOR LOADS IN OTHER DIRECTIONS.
MiTek USA,Inc.
END VIEW
SIDE VIEW
_0.00^
/
OF W LL 1"FOR 3"NAIL
TOP PLATE
NEAR SIDE r � � 1-1/16"FOR 3.25"NAIL
NEAR SIDE L 1-3/16"FOR 3.5"NAIL
•
• • • • •' —
• ••• VIEWS SHOWN ARE FOR
•••••FAR SIDE ••••• ILLUSTRATION PURPOSES ONLY
• • ••••
� 0000
00000 • • •
••�• 0000
•••••• Tb&NAIL W ITI•WIPAL VALUES PER NDS 2005(lb/nail)
•• DIV. SP DF HF SPF SPF-S
• -- — --- — NOTES:
0000 • • 30 20
• • O �13��: 60 8 33 30— 20 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES
••. _j — g— WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE
• • ;,, • 16e* „72 ; • 38 39 37 25 NAIL FROM THE MEMBER END AS SHOWN-
vi —" 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF
NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING
F z .128 _ 54 —42 2D 27 19 OF THE WOOD.
W .131 55 — 43 _ 29 28 _19_ 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH
J LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN
IN .148 62 48 34 31 21 THE CONNECTION.
z C"
0 _120-- _-51 — 3-___-- _ 27_-----26 ——17--
O .128 —49 _38 26 25 17
.L 0 1131 51 _ 39 27 26 17
.148 57 44 31` 28 20
VALUES SHOWN ARE CAPACITY PER TOE-NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3)-16d NAILS(A 62'diam.x 3.5")WITH SPF SPECIES TOP PLATE
For Wind DOL of 1.33:
3(nails)X 37(lb/nail)X 1.33(DOL for wind)=148 ib Maximum Allowable Uplift Reaction Due To Wind
For Wind DOL of 1.60:
3(nails)X 37(Ib/nail)X 1.60(DOL for wind)=177 Ib Maximum Allowable Uplift Reaction Due To Wind
If the uplift reaction specified on the Truss Design
Drawing exceeds 147 lbs(177 lbs)Building Designer
is responsible to specifiy a different connection.
"'USE(3)TOE-NAILS ON 2x4 BEARING WALL y
""USE(4)TOE-NAILS ON 2x6 BEARING WALL
F
JANUARY 28, 2015 LATERAL TOE-NAIL DETAIL ST-TOENAIL• SP
O17-1 MiTek USA,Inc.l Page 1 of 1
lH� NOTES:
L_.._\/-___I�.-J�_-_� 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT.:,(NAIL MUST BE DRIVEN THROUGH AND
EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 3.
�
�l i�
l 2.THE END DISTANCE,EDGE,DISTANCE,�AND,SPACING OF NAILS SHALL BE SUCH
- �- L AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
MiTek USA;Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES I
FOR MEMBERS OF DIFFERENT SPECIES.
- 3 _ I THIS DETAIL APPLICABLE TO THEY
OE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THREE END DETAILS SHOWN BELOW
DIAM, I SP DF HF SPF SPF-S -
131 88.0 86.6 69.9 68.4' 59.7 -- ----1 4
(p _135 -93.5 _ - 85-.6 .-. 74.2.--__72.6- ___63.4__. VIEWS SHOWN ARE FOR s
-- -- -- - --- - ILLUSTRATION PURPOSES ONLY
i un -162__ 108.8___._9,9.6 - -86.4 84.5 73.8 -----_--
c1 --
O .128 74.2 67.9 58.9 57.6 50.3 SIDE VIEW
Z Y
0 _ .131 75.9 69_5 60.3 59.0 51.1 (2x3)
----- - - - 2 NAILS
N .148 81.4 -74.5 c 64.6 63.2 52.5 --------
C6 NEAR SIDE
r-
VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR SIDE • •
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. •• •
•• • •
EXAMPLE: •• ' •••• ••••••
(3)-16d NAILS(.162"diam.x3.5")WITH SPF SPECIES BOTTOM CHORD 666:69
SIDE VIEW
For load duration increase of 1.15: SIDE VIEW •:•• 2x6)
3 •"•'. • �°
3(nails)X 84.5(Ib/nail)X 1.15(DOL)=291.5 Ib Maximum Capacity 2x4) • NAILS ••.• •• ••
••••
• • P• •
' NEAR SIDE •NEAR SIp
•
NEAR SIDE •NEAR SIDE• •
•
NEAR SIDE • ' • • ••000:
?NEAR$IpF,•••
•�TJEAR$)QE . �••••:
i
F
i
"k +
ANGLE MAY i ANGLE MAY
�= VARY FROM ANGLE MAY VARY FROM i
30°TO 60° VARY FROM �\ 30°TO 60°
I 30°TO 60°
45.00° _ 45.00°
45:00°
�` \ \ )4\
T
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FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEYS
�0 ® MiTek USA,Inc. Page 1 of 1
LIVE LOAD'=_30 PSF(MAX)'
oo GABLE END,COMMON TRUSS DEAD LOAD'
=.15 PSF(MAX) NOTE:VALLEY STUD SPACING NOT
OR GIRDER TRUSS 'D.01 INC=•1.15 t. TO EXCEED 48"O.C.SPACING
ASCE 7-98,;ASCE 7-02,'ASCE 7-05(MWFRS)100 MPH
MiTek USA,Inc. ASCE 7-10(MWFRS)125 MPH
--- --- --- --- ---
I -
II II 11 ❑ ❑ ❑ O 11 111 II
I II
11 1j it II li it II 11 II I
II .II 11 11 11 II 11 11 II
II ,I 11 II 11 11 11 11
II. 11 11 11 II11 II 11
1 I 11 11 11 ,7 11
II Ij II 11 11 II 1�
I
II jl 11 II II 11
I 1 11 I II
I 11 it 1) �j
II II• 11 1
1; BASE TRUSSES
VALLEY TRUSS TYPICAL TYPICAL(24"O.C.)
(24"O.C.)
• • VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS
•• • • • 5 (24"O.C.) OR GIRDER TRUSS
•1 INSTALL 134$6f P 12
F�IjSSES. ' ••
7 WfLY SHEmrHk1G TO TO?C. i"W OF SUPPORTIN
• TR41SSES, V4LEY TRUSS'MAY PROVIDE 6
•BFKCING IF SHEATHING IAS APPLIED.
BASE TRU S[3 MUST BE DECiONED FOR v 7
•••M IRLIN SPA"NG EQUIVA%t jT jjO VALLEY i
:-FiUSS SPACING(NOT TO EXCtED 24"O.C.). ---------
. I STALL\qL6E'?pUSSESt�,MAXIMUM)
• ••AND SECURE TO BASE TRU S IPER DETAIL 8
4. BRACE VALLEY WEBS IN� rMOANCE WITH SEE DETAIL
•TAE INDIVJ jyjI gESIGN MRAW INGS. A,-B,OR C
• • ; 0 . • BELOW(TYP.) 9
.Tl5t-NAII.VA6VY TO ; %.•
BASE TRIAP-W/
(2)16d TOE NAILS 12 11 10
ATTACH 2x6 CONTINOUS NO.2 SPF ATTACH 2x4 CONTINOUS'NO.2 SPF
TO THE FACE OF THE ROOF W/TWO BLOCK TO THE FACE OF THE ROOF W/
16d(A 31"x 3.5")NAILS INTO EACH TWO 16d(.131"x 3.5")NAILS INTO EACH
TRUSS BELOW TRUSS BELOW. EACH TRUSS BELOW
MUST HAVE A BLOCK ATTACHED TO IT.
TOE-NAIL VALLEY TO
BASE TRUSS W/
VALLEY TRUSS (2)16d TOE NAILS
RESTS ON 2x6
DETAIL A
(GREATER THAN 3/12 PITCH)
DETAIL B
ATTACH BEVELED 2x4 CONTINOUS (3/12 PITCH OR LESS)
NO.2 SPF TO THE FACE OF THE ROOF
W/TWO 16d(.131"x 3.5")NAILS INTO
EACH TRUSS BELOW
•r
�►�ATTACH VALLEY TO
BEVELED 2x4 W/
(2)16d TOE NAILS
DETAIL C TOE-NAIL VALLEY TO
(GREATER THAN 3/12 PITCH BASE TRUSS W/
LESS THAN 12/12 PITCH) (2)16d TOE NAILS
L
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STANDARD PIGGYBACK I
FEBRUARY 14, 2012 I TRUSS CONNECTION DETAIL ST-PIGGY-ALT
MiTek USA,Inc.
=D ®, f MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E
r— MAX MEAN ROOF HEIGHT=30 FEET
MAX TRUSS SPACING'=24"O.C.
CATEGORY II BUILDING t ( #
EXPOSURE B or C
ASCE 7-02,ASCE 7-05 •
L 9, " DURATION OF LOAD INCREASE:1.60
t DETAIL IS NOT APPLICABLE FOR TRUSSES
MiTek USA,Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES).
ADDITIONAL CONSIDERATIONS BY BUILDING
! ENGINEER/DESIGNER ARE REQUIRED-
A i PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING.
SHALL BE CONNECTED TO EACH PURLIN E
,WITH(2)0.131"X 3.5"TOE NAILED. +
B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. ,
C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C.
UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. A r'
CONNECT TO BASE TRUSS WITH(2) 0.131'X 3.5"NAILS EACH. :1
D-2 X:'„-X 4'-0'SCAB.SIZE AND GRADE TO MATCH TOP CHORD OF I \
PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON '
INTERSECTION,WITH(2)ROWS OF 0.131”X 3"NAILS @ 4"O.C.
SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING
IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH
DIRECTIONS AND:/
-1.
WIND SPEED OF 90 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR
2.WIND SPEED OF 91 MPH TO 140 MPH WITH A MAXIMUM
PIGGYBACK SPAN OF 12 It. I
E-FOR WIND SPEED IN THE RANGE 126 MPH-160 MPH C
ADD 9"x 9'x 1/2"PLYWOOD(or 7/16"OSB)GUSSET
EACH SIDE AT 48"O.C.OR LESS.ATTACH WITH
3--6d(0.113'X2")NAILS INTO EACH CHORD FROM I ••
EACH SIDE(TOTAL-12 NAILS) • • •••• •
• • 0000 \
5 �_ 0000 i •• •. •
B • •e • ••••s•
00 J.4 D so
000400 ••• ••
• 00:4•
Geese • •
WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: � • ••••
REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On • •• •
0904
PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE • •• •• ••• •
TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE
TRUSS MITEK DESIGN DRAWING. • • •
' r • ••• ••
0000•• • •
• • ••G ••
* SCAB CONNECTION PER i \ ••
r
NOTED ABOVE
irlThis sheet is provided as a Piggyback connection
detail only.Building Designer is responsible for all
7"x 7"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 24"O.C.AT permanent bracing per standard engineering practices or\
EACH BASE TRUSS JOINT.ATTACH WITH 3-6d(0.113"X 2")NAILS refer to BCSI for general guidance on lateral restraint
INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) - and diagonal bracing requirements.
VERTICAL WEB FOR LARGE CONCENTRATED LOADS APPLIED
EXTEND THROUGH
BOTTOM CHORD TO CAP TRUSS REQUIRING AYERTICAL WEB: ,.
OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS
` MUST MATCH IN SIZE,GRADE,AND MUST LINE UP
AS SHOWN IN DETAIL.
\ 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF
TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131'X 3")NAILS
SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH
\ VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.)
(MINIMUM 2X4)
3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM
CONCENTRATED LOAD OF4000 LBS(®1.15). REVIEW
BY A QUALIFIED ENGINEER'IS REQUIRED FOR LOADS
GREATER THAN 4000 LBS.
-------------- -- 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS,
NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. .'
5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH-,
THE PIGGYBACK AND THE BASE TRUSS DtSIGN.
L7
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STANDAR PIGGYBACK TRUSS ST-PIGGY-PERP.
FEBRUARY 14,2012 CONNECTION DETAIL(PERPENDICULAR)
MITek USA,Inc. Page 1 of 1
-- s MAX MEAN ROOF HEIGHT=30 FEET
BUILDING CATEGORY it
WIND EXPOSURE B-or C
WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 100 MPH(MW FRS): ;
WIND DESIGN,PER A$CE 7-10125 MPH(MWFRS) i
M(Tek USA,Inc. DURATION-OF LOAD INCREASE i f
1 FOR WIND LOADS:1.60
DETAIL IS NOT APPLICABLE FOR TRUSSES'
i TRANSFERING DRAG LOAD$(SHEAR TRUSSES).
ADDITIONAL CONSIDERATIONS BY BUILDING
ENGINEER/DESIGNER ARE REQUIRED.
THIS DETAIL SHALL BE ONLY USED,FOR RESISTING A VERTICAL-WIND UPLIFT!
UP T'p14D{.BS MAXIMUM AT EACH CONNECTION POINT. BUILDING DESIGNl R
IS RESPQNSIBLF FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN
OTHER DIRECTIONS.
i
•
is. IGGY TRUSS •
(CROSS-SECfft ViEW10... ATTACH PIGGYBACK TRUSS
1
• '
••1•Mer to actutil truss des�gr>•dnawing for TO BAST;TRUSS WITH
' adt itionalpkgyMack truss igi%mation, (2)-tsd(0.131-X 3.5-)NAILS i
•>••••
sees• r '.••.' TOENAILED. i
! • j SIDE Lr , FAR SIDE i
' :•• • ? NOTES FOR TRUSS:
•••t••• _ • ;` 1
' • —+ - — — 1_ THIS DETAIL IS VALID FOR ONE-PLY PIGGYBACK TRUSS ONLY;
• • • �,;.• • • • 2. THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES
• •I �� MUST BE SOUTHERN.PINE OR DOUGLAS FIR-LARCH LUMBER;
s' —r----- ~— = 3. THE SPACING OF PIGGYBACK TRUSSES AND 13ASE TRUSSES
� _` IS2FTORLESS;
i 4. THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULAR TO
BASE TRUSSES.
i , I 5. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS
f OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT
t AT CONNECTING POINT.
1
_. FLAT TOP CHORD
OF BASE TRUSS
. i
BASE TRUSS(SIDE VIEW)
Refer to actualtruss design drawing
for additional base truss information. ;
I -
NOTES FOR TOE-NAIL:
1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES '
WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE
NAIL FROM THE MEMBER END AS SHOWN.
2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF r
NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING. ,
OF THE WOOD.
r
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May 24,2012 Standard Gable End Detail ST-GE170-SP
L
s _ _ MTek USA,Inc. Page 1
Typical 2x4 L Brace Nailed To
2x4 Verticals W/10d Nails,6"o.c. Vertical Stud
rc�----�----�c���• \
;n
Vertical Stud ; \ 2X6 SP OR SPF No.21
.,• - (4)-16d Nails \> DIAGONAL BRACE
MiTek USA, Inc. 16d Nails
SECTION B-B
//- Spaced 6"o.c.
DIAGONAL BRACE �i'� ,��` €
4'•0"O.CC.MAX (2)-1 Od Nails into 2x6 l
--- —— _ 2X6 SP OR SPF No.2
TRUSS GEOMETRY AND CONDITIONS R
i SHOWN ARE FOR ILLUSTRATION ONLY. \Typical Horizontal Brace
12 SECTION A-A �2X4 SP OR SPF No.2
Nailed To 2x4 Verticals
I w/(4)-10d Nails
i � Varies to Common Truss
l �� PROVIDE&4BLOCKING BETWEEN THE FIRST
SEE INDIVIDUAL MITEK ENGINEERING 2x
TWO TRUSSES AS NOTED. TOENAIL BLOCKING '
/ --Ai I _DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END.
I I I ** ATTACH DIAGONAL BRACE TO BLOCKING WITH
(5)-t Od NAILS. i
L I I 3x4- i
iy
�-----B--- -- --- B"' B (4)-8d NAILS MINIMUM,PLYWOOD
�•� SHEATHING TO 2x4 STD SPF BLOCK •• •
\• • • •••• •••+•
Diagonal Bracing ,�* -L-Bracing Refer • • + •
Refer to Section A-A to Section B-B \ •• • •• • •
•
NOTE: 24"Max Roof Sheathing--, •+•••• •••••
1.MINIMUM GRADE OF 42 MATERIAL IN THE TOP AND BOTTOM CHORDS. -- •
2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND I • • + •
WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. _ •• • •
3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. r
'j/.
• • • ~ / ••••
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT 0. (2)-101t'• •' •• • •
/ / '� ••••
BRACING OF ROOF SYSTEM. ��Max_,
— �• 2�•10d NAILS
4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 % ••• • +• • •
` OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. • +
5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF I ••••
DIAPHRAM AT 4'-0"O.C. •+'• • •••• -
6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 ANDA �rUS �• 24n �y
2x4i'AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL
BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. �• Its• +
ATTACH TO VERTICAL GABLE STUDS WITH(4)1 Od NAILS THROUGH 2x4. ••
(REFER TO SECTION A-A) Diag. Brace
7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. at 1/3 OIr1tS 2x6 DIAGONAL BRACE SPACED
8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. p !48"O.C.ATTACHED TO VERTICAL WITH
9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed
TYPE TRUSSES. `` BLOCKING WI1 6d TH(SD 10d NAILS.ATTACHED TO
10.10d AND 16d NAILS ARE 0.131"X3.0"AND 0.131"X3.5"COMMON WIRE NAILS RESPECTIVELY.
11.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. E
2 DIAGONAL End Wail —HORIZONTAL BRACE
Minimum Stud Without 2x4 DIAGONAL BRAGS AT" ` �\ (SEE SECTION A-A)
I Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS \IL
Species +
and Grade Maximum Stud Length
i 2x4 SP No.3/Stud 12"O.C. 4-0-1 6-2-9 _8-0-1_ 12-0-2,
2x4 SP No.3/Stud 16"O.C. 3-7-10 5-4-9 7-3-5 -r-10-10-15 A
2x4 SP No.3/Stud 24"O.C. 3-0-3 4-4-11 6-0-6 9-0-9
2x4 SP No.2 ` 12"O.C. 4-2-9 6-2-9 8-2-5 12-7-12
2x4 SP No.2 16"O.C. 3-9-15 5-4-2 7-7-14 11-5-14 +
2x4 SP No.2 24"O_.C. 3-4-2 4-4-11_ 6-8-5 10-0-7
Diagonal braces over 6'-3"require a 2x4 T-Brace attached to—1 i
one edge. Diagonal braces over 12'-6"require 2x4 I-braces
attached to both edges. Fasten T and I braces to narrow edge €
of diagonal brace with 1 Od nails 6in o.c.,with 3in minimum I
I end distance. Brace must cover 90%of diagonal length.
T or I braces must be 2x4 SPF No.2 or SP No.2. 1
MAX MEAN ROOF HEIGHT-30 FEET
EXPOSURE B or C
ASCE 7-10 170 MPH STUD DESIGN IS BASED ON GOMRONENTS'AND'l3LADDING]
DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
1
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' FEBRUARY 14, 2012 : Standard Gable End.Detail SHEET 2
Mirek USA,Inc. Page 2 of 2 1
i R. t !
!i• ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD j
„ , „ I
l
..._.........__........-_._......L....._...': Trusses @ 24" o.c. J
i I i li I HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C.
SEE SECTION A-A) ATTACHED TO VERTICAL WITH(4)-16d
Mirek USA,Inc. Roof Sheathing j COMMON WIRE NAILS AND ATTACHED j
-- TO BLOCKING WITH(5)-10d COMMONS.
t-:...:o-ten. ._".r:.;,•.n....:...._.t:,,:,,:::pu..._ {
:1
Max. ..--.._.. .-...__.1
IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR ! i! I
t ! NAIL DIAGONAL BAACE'TO
THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE ! PURLIN WITH TWO 16d NAILS
CEILING DIAPHRAGMAND ITS ATTACHMENT TO THE
TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT
MAY RESULT FROM THE BRACING OF THE GABLE ENDS
t I I j 2X 4 PURLIN FASTENED TO FOUR TRUSSES
WITH TWO 16d NAILS EACH.FASTEN PURLIN
TO BLOCKING W/TWO 16d NAILS(MIN) !
Diag. Brace . I
1! PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES
at 1/3 points I !;. y; SUPPORTING THE BRACE AND THE TWO TRUSSES
if needed ON EITHER SIDE AS NOTED. TOENAIL BLOCKING j
~„�. %"• I TO TRUSSES WITH(2)-10d NAii ry T EACH END.
ATTACH DIAGONAL BRACE TO BLOCkING WITr•
(5)-10d COM:AON„V/I@E NAILS•••• •• •
End Wall = f_._..,..
�•
- CEIWMG IYGATHING • • i •
_._._.---......_.—._..__..__-.__.__._....._..._....._......._..._._.__._._._.._....___-...•_._- .. ._..
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES •• • • •••.
...................... ... ._. .
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: •' •
•��i•♦ STRUCTURAL ••••+
METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE • ., •GAB9LETRUSS
FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE ,0• •}•;_ •• !• 000000
FOLLOWING NAILING SCHEDULE. ”` •»
METHOD 2:ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL : :I �•'' •
SCAB ALONG •;.-
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING 00.0
. •I I • t
NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE VERTICAL . •� ' •••4,0'. , • ;
AND SPECIES AS THE TRUSS VERTICALS • • • i ' ••• •
NAILING SCHEDULE:
FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALL ! ”;•;ri. i`
MEMBERS WITH ONE ROW OF 10d(.131"X 3')NAILS SPACED 6"O.C.
FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)NAIL ALL L ,�
MEMBERS WITH TWO ROWS OF 10d(.131'X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) I
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. j L`;�• j
ALL BRACING METHODS SHOWN ON PAGE 1 ARE
VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
STRUCTURAL i II+��ii AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST
kJ BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM
GABLE TRUSS. i I l''•. CHORD TO RESIST ALL OUT OF PLANE LOADS.THE BRACING SHOWN I
IN THIS DETAIL IS FOR THE VERTICAUSTUDS ONLY. +
t
,
V s
' 4
NOTE:THIS DETAIL IS TO BE USED ONLY FOR ,
STRUCTURAL GABLES WITH INLAYED '
T\ STUDS.TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE.
• i Y j +I r e t .
;.•.'•• STANDARD ;
GABLE TRUSS
• I I :
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March 4, 2013 I BEARING BLOCK DETAIL ST-BLCK1
REFER TO INDIVIDUAL TRUSS DESIGN Mi rek USA,Inc. Page 1 of 1
FOR PLATE SIZES AND LUMBER'GRAOES m
� .oo IMPORTANT
This detail to be used only with one ply trusses ,
— — with a D.O.L.ilumber increase of 1.15 or higher.
MiTek USA,Inc. Trusses not fitting.these criteria should be- examined individually.
0-3-8 ACTUAL BEARING SIZE
BOTTOM CHORD SIZE LUMBER ALLOWABLE BEARING BLOCK ALLOWABLE LOADS BEARING BLOCK&WOOD BEARING ALLOWABLE LOADS
REACTION
NAILING PATTERN GRADE (Ib) .* ALLOWABLE LOAD(Ib) TOTAL EQUIVALENT BEARING LENGTH
— —— SP— 2966 975 3941 0-4-10
2x4 BOTTOM CHORD DF., 3281 892 '4173 0-4-7
2 ROWS @ 3"O.C. _ _ _--- --_
(8 TOTAL NAILS) HF 2126 _772 2898 0-4-12
SPF 2231 754 2985 0-4-11
" SP ' 2966 1462 4428 0-5-3
2x6 BOTTOM CHORD DF 3281 1338 4619 -- 0-4-14 _
3 ROWS O.."•• HF 2126 1159 3285 0-5-6
•0 0(iaTiDTAL A"');. •svF :' 2231 1131 3362_ _0-5-4
-r----r w. -- — -- - —— -- -
• • • • SP 2966 1950 4916 0-5-12
2x8 BOTTOM CHORD DF 3281 1784 ...5065 0-5-6
i••� S @ 3'Off. — ------ ------- - — -- --- ---------•—•----------
(i6�OTALNAI(.$).. HF —2126 1545 3671 0-6-0
•••••• • • • • 2231 1, 1508 3739 0-5-13
00
• • ••••••
• • • __4r
•••••• CASE2
• • 'y CAS=E1
• 4"MINIMUM: •t• ••----- -----
HEEL HEIGHT'
BRG BLOCK TO BE SAME
12 BLOCK SIZE,GRADE,&SPECIES
—__— AS EXISTING BOTTOM CHORD. 12•BLOCK
APPLY TO ONE FACE OF TRUSS.
NOTES:-
1'
OTES:1.USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. �.
23HE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.'.
3.NAILS DESIGNATED ARE 10d(A 31-DIAM.x 3") ,
FOR BEARINGS NOT NEARER THAN 3"TO THE END
OF A MEMBER(CASE 2),THESE VALUES MAY BE
MULTIPLIED BY A BEARING FACTOR OF 1.10
i
LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES:
SP =565 psi
DF =625 psi
HF =405 psi
SPF =425 psi
NOTE:VALUES DO NOT INCLUDE MSR LUMBER WITH"E"VALUES
GREATER THAN 1,900,000 PSI OR NON-DENSE GRADE LUMBER.
March 4, 2013 I BEARING BLOCK DETAIL ST-BLCK2
I {
MiTek USA,Inc. Page 1 of 1
�L��--I ® REFER TO INDIVIDUAL TRUSS DESIGN
V —�J�� FOR PLATE SIZES AND LUMBER GRADES
IMPORTANT
This detail to be used only with one ply trusses
with a D.O.L.lumber.increase of 1.15 or higher.
MiTek USA,Inc. Trusses not fitting these criteria should be examined individually.
0-5-8 ACTUAL BEARING SIZE
ALLOWABLE BEARING BLOCK&WOOD BEARING ALLOWABLE LOADS
BOTTOM CHORD SIZE LUMBER BEARING BLOCK
AND REACTION ALLOWABLE LOADS
NAILING PATTERN GRADE (Ib) * ALLOWABLE LOAD(Ib) TOTAL EQUIVALENT BEARING LENGTH
SP 4661 975 5636 0-6-10
2x4 BOTTOM CHORD
2 ROWS @ 3"O.C. DF 5156 _ 892 6048 0-6-7
(8 TOTAL NAILS) HF 3341 772 _ 4113 0-6-12
SPF 3506 754 4260 — 0-6-11 --
' SP 4661 1462 6123 0-7-3
2x6 BOTTOM CHORD DF_ 5156 1338 6494 0-6-15--
3 ROWS @ 3.O.C. HF 3341— 1159,. 4500 0-7-9.9e
(12 TOTAL NAILS) •
SPF _3506_ 1131_ _ 4637 _ . • 0-14... •_•••••
------ -- —— --SP 4661 1950 6611 ••� : 0 7 31 • __ •
2x8 BOTTOM CHORD DF 5156 1784 6940 •••••• 6-76•�: ••• •
4 ROWS @ 3"O.C. . — — -— ------ --�— -- --—----
(16 TOTAL NAILS) HF 3341 1545 4886 •••••• 0-8-0
•
SPF 3506 1508 5014 *900 0-744•• • •
•
' CASE1 CASE2 ' ' :•••:•
4"MINIMUM ------•---- 0 I • •
•00 0
• • ••••w
HEEL HEIGHT __— — — • :" r
BAG BLOCK TO BE SAME
12'BLOCK SIZE,GRADE,&SPECIES
AS EXISTING BOTTOM CHORD. 12"BLOCK
APPLY TO ONE FACE OF TRUSS.
NOTES:
1.USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES.
2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH ;
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4
3.NAILS DESIGNATED ARE 10d(.131-DIAM.x 3")
FOR BEARINGS NOT NEARER THAN 3"TO THE END
OF A MEMBER(CASE 2),THESE VALUES MAY BE
MULTIPLIED BY A BEARING FACTOR OF 1.03
LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES:
SP ' =565 psi -
DF =625 psi
HF =405 psi
SPF =425 psi
NOTE:VALUES DO NOT INCLUDE MSR LUMBER W.ITK"E"VALUES
GREATER THAN 1,900,000 PSI OR NON-DENSE GkA-DE LUMBER.
I:
Permit No. 'RC-2-17-387
Miami Shores Villageova, Permit Type:Residential Construction
10050 N.E.2nd Avenue NE Pur
Work Classification:AdditioniAlteration
Miami Shores,FL 3313&0000 P8►Ti77it Status:APPROVED
Phone: (305)795-2204
F�ORtDp'
Issue Date:4!17/2017 Expiration: 10/14/2017
Project Address Parcel Number Applicant
672 NE 98 Street 1132060171780
Miami Shores, FL 33138- Block: Lot: CAROL INVEST USA INC
Owner Information Address Phone Cell
LCAROL I.NVEST USA INC 990 BISCAYNE Boulevard
MIAMI FL 33132-
990 BISCAYNE Boulevard
MIAMI FL 33132-
Contractor(s) Phone Cell Phone
JOSEPH S. ROBBIO INC (954)663-6743 Valuation: $ 50,000.00
Total Sq Feet: 430
Approved: In Review Available Inspections:
Comments: Inspection Type:
Date Approved: : In Review Final PE Certification
Date Denied:
Drywall
Type of Construction:REMOVE EXISTING FLAT ROOF W Occupancy:Single Family Miscellaneous
Stories: Exterior: Window Door Attachment
Front Setback: Rear Setback: Tie Beam
Left Setback: Right Setback: Final
Bedrooms: Bathrooms: Framing
Plans Submitted:Yes Certificate Status: Insulation
Certificate Date:
Additional Info: REMOVE EXISTING FLAT ROOF WI Fill Cells Columns
Wire Lathe
Bond Return: Classification:Residential Truss Insp
Fees Due Amount Pay Date Pay Type Amt Paid Amt Due Columns
CCF $30.00 Foundation
CO/CC Fee Invoice# RC-2-17-62944 Window and Door Buck
$50.00 02/15/2017 Credit Card $50.00 $ 1,802.00
DBPR Fee $22.50 F.Termite Letter
DCA Fee $22.50 04/17/2017 Credit Card $ 1,802.00 $0.00 F.Elevation Certificate
Education Surcharge $10.00 Review Planning
Permit Fee $1,500.00 Declaration of Use
Plan Review Fee(Engineer) $120.00 Review Electrical
Scanning Fee $57.00 Review Electrical
Technology Fee $40.00 Review Electrical
Total: $1,852.00 Review Planning
Review Building
Review Structural
Review Mechanical
Review Plumbing
In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations
pertaining thereto and in strict conformity with the plans,drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In
accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are
required for ELECTRICAL,PLUMBING,MECHANICAL,WINDOWS,DOORS,ROOFING and SWIMMING POOL work.
OWNERS 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. Futh I authorize the above-named contractor to do the work stated.
April 17, 2017
A=gDepartment
ature:Owner / Applicant / Contractor / Agent Date
Buil Copy
April 17, 2017 1