HomeMy WebLinkAboutTrussLumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
A-1 ROOF These truss designs rely on lumber values established by others.
A--TIRUSSES
A FLORIDA CORPORATION
RE: Job 71508 A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946
Site Information:
Customer Info: CHRIS STRIKER Project Name: STRIKER POLE BARN
Lot/Block: Model: STRIKER POLE BARN
Address: 5260 TREETOP TRAIL FT PIERCE FL Subdivision:
City: County: St Lucie State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: BOWDOIN G. HUTCHINSON License #: 70878
Address: 806 DELAWARE AVE.
City: FT. PIERCE, FL 34946
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 8.1
Wind Code: ASCE 7-10 Wind Speed: 160 MPH
Roof Load: 40.0 psf Floor Load: 0.0 psf
This package includes -133 individual, dated Truss Design Drawings and 16 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
1
A0115528
FL01
3128/18
13
STDL12
STD. DETAIL
3/28118
2
STDL01
STD. DETAIL
3128/18
14
STDL13
STD. DETAIL
3/28118
3
STDL02
STD. DETAIL
3128/18
15
STDL14
STD. DETAIL
3/28118
4
STDL03
STD. DETAIL
3/28/18
16
STDL15
STD. DETAIL
3/28/18
5
STDL04
STD. DETAIL
3128/18
17
STDL16
STD. DETAIL
3128118
6 •
STDL05
STD. DETAIL
3/28/18
7
STOL06
STD. DETAIL
3128/18
8 -
STOL07
STD. DETAIL
3/28/18
9
STOL08
STD. DETAIL
3/28/18
10
STDL09
STD. DETAIL
3/28/18
11
STOL10
STD. DETAIL
3/28/18
12
STDL11
STD. DETAIL
3128/18
=REED
The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses,
Ltd.
Truss Design Engineer's Name: Anthony Tombo III
My license renewal date for the state of Florida is February 28,2019.
NOTE -.The seal on these drawings indicate acceptance of professional
engineering responsibility solely for the truss components shown.
The suitability and use of components for any particular building Is the responsibility of the
building designer, per ANSDTPI.1 Sec. 2.
The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the
construction documents (also referred to at times as'Structural Engineering Documentsl
provided by the Building Designer indicating the nature and character of the work.
The design criteria therein have been transferred to Anthony Tombo III PE by [AII Roof
Trusses or specific location]. These TDDs (also referred to at times as 'Structural Delegated
,} Digital
Engineering Documentsl are specialty structural component designs and may be part i�Cii lil�n\/ TTom
deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty J Pierre,
projects P 9 9 (• Pe tY Pierce,
Engineer), the seal here and on the TDD represents an acceptance of professional '7- Engine
engineering responsibility for the design of the single Truss depicted on the TDD only. the IT o m Ol Tombc
Building Designer is responsible for and shall coordinate and review the TODs for ( email=
compatibility with their written engineering requirements. Please review all TDDs and �! I Anthony TO
a
related notes. .nano
°.j.0 •GE N 8060 ' �0 �W
60083 •'•.1
i
GO 0000 DI 12 87 DF
Page 1 of 1
Job
Truss
Truss Type
Qty
Ply
`
71508
FL01
ROOF TRUSS
42
1
LbA0115628
Referenceo (optional)
nT naoT i msses, von vierce, rc .warn, aesign(a anmss.cam
YY 25-0
3x3 II 500 MT20HS= 3x4 =
2 3 4 5
a.1zu s rvov Tz zui r mu eK mausmes, mc. wea mar za 1b:41:1U zula,rage 1
ID:503H)iXdGcPLpuOs000sY7zW N2G-bY511utlAhxGEZGwypRXKWbSCUToYhmsKrdGAzWMSN
3x3 = 3.6 FP=
3.6 FP= 3x3 =
6 7 S 9 10 11 12
Dead Load Deg. = 5/8 in
3x4 = 5x10 MT20HS= 3x3 II e
13 14 15 16 17
�III-I/�\
1`1N:A
iPAN
Us = 46 = 3x6 MT20HS FP-- 3.3 = 3x3 = 3x6 MT20HS FP-- 46 = 3x6 =
1.5x4 SP= 1.5x4 SP=
3.6 = 3.6 =
0-10-6
32."
0-9-0.
31-1-8
313-0
911
30-3-0
0-4
0-1A
090
Plate Offsets (X,Y)-
(1:Edge,0-0-12], [21:0-2-0,Edge],
128:0-2-8,Edgel
LOADING(psf)
SPACING- 2-M
CSI.
DEFL
in (loc)
I/deft
Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.65
Vert(LL)
-OA6 25
>798
240
MT20
2441190
TCDL 10.0
Lumber DOL 1.25
BC 1.00
Vert(T-)
-1.07 25-26
>339
180
MT20HS
187/143 -
BCLL 0.0 '
Rep Stress Incr YES
WB 0.65
Horz(TL)
0.19 20
n/a
n/a
BCDL 10.0
Code FBC2014/TPI2007
Matrix-S
Weight: 178 Ile
FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(0at)'Except•
B2: 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING.
TOP CHORD
Structural wood sheathing directly applied or 435 oc
pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-M oc bracing.
Except: r _:- .-1 r 1
2-2-0 oc bracing:26-28,21-23. '
REACTIONS. (lb/size)
20 =
1275/0-3-0 (min. 0-1-8)
29 =
127510-3-0 (min. 0-1-8)
Max Horz
29 =
-269(LC 5)
Max Uplift
20 =
-604(LC 15)
29 =
-604(LC 15)
Max Gran,
20 =
1814(LC 21)
29 =
1814(LC 25)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOPCHORD
34=-3897/1326,4-5=-3897/1326,
5-6=-6161/2091, 6-7=-616112091,
7-8=-6161/2091, 8-9=688712346,
9-10=-6887Y2346, 10-11=-68872346,
11-12=-6161/2091, 12-13=-6161/2091,
13-14=-6161/2091, 14-15=-3897/1326,
15-16= 3897/1326
BOT CHORD
28-29=-98112255, 27-28=-196015264,
26-27=1960/5264, 25-26=-244116784,
24-25=2476/6967, 23-24=2410/6766,
22-23=1870/5213, 21-22=-1870/5213,
20-21=833/2171
WEBS
3-29=26491919, 16-20=-2648/918,
3-28=-705/2181, 16-21=-70612181,
5-28=-1633/596, 14-21 =-1 6321595,
WEBS
3-29=-2649/919, 16-20=-2648/918,
3-28=-705/2181, 16-21=-706/2181,
5-28=1633/596, 14-21 =-I 6321595,
5-26=40011246, 14-23=401/1247,
8-26=-702/277, 11-23=-701/277,
8-25=-99/309, 11-24=-1001309
NOTES-
1) Wind: ASCE 7-10; Vult-160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft;
B=80ft; L=32ft; eave=Oft; CaL I; Exp C; Open,
GCpi=0.00; MWFRS (directional) and C-C Exterior(2)
zone; end vertical left and right exposed;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water
pending.
3) All plates are MT20 plates unless otherwise
indicated.
4) All plates are 1.5x4 MT20 unless otherwise
indicated.
5) Plates checked for a plus or minus 0 degree
rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcument with any other live
loads.
7) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 604 lb uplift at
joint 20 and 604 lb uplift at joint 29.
9) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
JANUARY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-009-1010
TYPICAL HIP / KING JACK CONNECTION I STDTLOI
CORNERSET GENERAL SPECIFICATIONS.
MAX LOAD: 55 psf Roof Load, 175 mph, ASCE
7-10, Exp. B, C up to 60' Mean Roof Height
and Exposure D up to 30' Mean Roof Height.
Attach End Jack's
w/ (4) 16d Toe Nails @ TC
& (3) 16d Toe Nails @ BC
0
r`
Attach King Jack w/ (3) 16d Toe
,Nails @ TC & 24" Strap w/ (6)
10d x 1-.5" ea. end @ BC
ach Corner Jack's
(2) 16d Toe Nails
TC & BC (Typ)
Attach Corner Jack's
w/ (2) 16d Toe Nails @ TC &
BC (Typ)
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FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL I STDTL03
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
1'-3'MAX.
DUG. BRACE
AT 1/3 POINTS
IF NEEDED
IT IS THE RESPONSIBILITY OF THE BLDG.
DESIGNER OR THE PROJECT ENGINEER/ARCHITECT
TO DESIGN THE CEILING DIAPHRAGM AND ITS
ATTACHMENT TO THE TRUSSES TO RESIST ALL
OUT OF PLANE LOADS THAT MAY RESULT FROM
THE BRACING OF THE GABLE ENDS.
HORIZONTAL BRACE
(SEE SECTION A -A)
TRUSSSES
24' D.C.
ENO WALL
2XG DIAGONAL BRACE SPACED 48'
OZ. ATTACHED TO VERTICAL WITH
(4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - IOd COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - 16d NAILS (MIN.).
PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
BRACE AND THE TWO TRUSSES ON
EITHER SIOE AS NOTED. TOENAIL
\ BLOCKING TO TRUSSES WITH (2) -
\ 10d NAILS AT EACH ENO. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d COMMON WIRE NAILS.
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACEO AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAIL SCHEDULE.
METHOD 2: ATTACH 2X- SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG
SIZE, GRACE, AND SPECIES AS THE TRUSS VERTICALS.
NAILING SCHEDULE: VERTICAL
- FOR WINO SPEEDS 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF IDd (131'
X 3') NAILS SPACED 6' D.C.
- FOR WINO SPEEDS GREATER 120 MPH (ASCE 7-9B, D2, 05), 150
MPH (ASCE 7-1D) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
(.131'X3') NAILS SPACED 6' D.C. (2X4 STUDS MINIMUM).
STRUCTURAL
GABLE TRUS!
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI
BRACING METHODS SHOWN ON PAGE I ARE VALID
AND ARE TO BE FASTENED TO THE SCABS DR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED /
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE
I TRUSS
" URAL
TRUSS
aTUD
AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING
MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF
THE BOTTOM CHORD TO RESIST ALL DUT-OF PLANE LOADS.
THE BRACING SHOWN IN THIS DETAIL I5 FOR
VERTICAL/STUDS ONLY.
STANDARD PIGGYBACK TRUSS
JULY 17, 2017 STDTL04
THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS:
ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE
CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN
DRAWING FOR UPLIFTS.
NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
7724094010
PIGGYBACK TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL PIGGYBACK TRUSS INFORMATION.
/N\
SPACE PURLINS ACCORDING TO THE MAXIMUM
SPACING ON THE TOP CHORD OF THE BASE TRUSS
(SPACING NOT TO EXCEED 24' D.C.) A PURLIN
TO BE LOCATED AT EACH BASE TRUSS JOINT.
ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8'
TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48' O.C. PLATES
SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C.
STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH
FOUR (4) 6d (1.5' X 0.099') NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM
UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X 8' TEE -LOCK MULTI -USE
CONNECTION PLATE. (MINIMUM OF 2 PLATES)
ATTACH EACH PURLIN TO THE TOP CHORD OF
THE BASE TRUSS.
(PURUNS AND CONNECTION BY OTHERS)
BASE TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL BASE TRUSS INFORMATION.
Anthony T. Tomho IH P.E.
b 80083
4451 St. Jude BBd.
Fort Plert'e, FL 34946.
JULY 17, 2017 I TRUSSED VALLEY SET DETAIL - SHEATHED 1 STDTL05
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
7724M1010
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
GENERAL SPECIFICATIONS:
1. NAIL SIZE=3'X 0.131'=10d
2. WOOD SCREW =4.5' WS45 USP OR EQUIVALENT.
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
4. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND
SECURE TO BASE TRUSSES AS PER DETAIL'A'.
5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
6. NAILING DONE PER NOS -01.
7. VALLEY STUD SPACING NOT TO EXCEED 48'O.C.
11
II
II
II
II
II
II
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II II
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II
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II
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II
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I
I
VALLEY TRUSS
BASE TRUSSES
(TYPICAL)
SECURE VALLEY TRUSS
W/ONE ROW OF 10d
NAILS 6' O.C.
DETAIL A
.E END, COMMON
:S. OR GIRDER TRUSS
TRUSS CRITERIA:
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT= 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD =50 PSF
ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24' O.C. (BASE AND VALLEY) -
SYP TO THE ROOF W/ TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
WS45 (1/4' X 4.5-) WOOD SCREWS
INTO EACH BASE TRUSS.
Amho,q T. Tombo III, G.E.
80083
4451 St. We Blvd.
(tit Pierce. FL. 34946.
JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL
STDTL06
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
SECURE VALLEY TRUSS
W/ONE ROW OF 10d
NAILS 6' O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
ATTACH 2X4 CONTINUOUS #2
SYP TO THE ROOF W/ TWO USP
WS3 (1/4- X 3-) WOOD SCREWS
INTO EACH BASE TRUSS.
DETAIL A
(NO SHEATHING) N.T.S.
GENERAL SPECIFICATIONS:
1. NAIL SIZE =3'X 0.131'=10d
2. WOOD SCREW= 3' WS3 USP OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL
'A'
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
6. NAILING DONE PER NOS -01.
7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3112 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSUREC
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24' O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
Anthony T. Tomho 111, P.E.
# 80083
4451'St. Lude Blvd.
Fort Pierce, R. 34%6
JULT IJr LUI/
IGH WIND
STDTL07
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ATTAC
WIND DESIGN PER ASCE 7-98, ASCE 7-0
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE: 1
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24- O.C. (BASE AND VAI
SUPPORTING TRUSSES DIRECTLY UNDI
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'- 10' ON AFFECTED
TOP CHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPFS SPECIES LUMBER.
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
NON -BEVELED MAXIMUM 6112 PITCH
BOTTOM CHORD
NON -BEVELED
BOTTOM CHORD
vvv
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6112 (MAXIMUM
12112 PITCH)
9
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FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL I I STDTL08
AA ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/10d NAILS, G' O.C.
VERT
STUB
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
VERTICALf2X4
2X6 SP OR SPF
STUD#2
DIAGONAL
BRACE
(4) - 16d
NAILS15d
NAILS
SPACED 6' Dr-
(2) lOd NAILS
INTO 2X62X6
SP OR
SPF N2
2X4 SP OR
SPF #2L
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
W/(4) - lDd NAILS
DIAGONAL BRACE 4' - 0' D.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
12
PROVIDE 2X4 BLOCKING BETWEEN
THE FIRST WO TRUSSES AS NCITED.
p Q VARIES TO COMMON TRUSS
TOENAIL BLOCKING TO TRUSSES
* WITH (2) - 10d NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
(4) Bd NAILS MINIMUM, ROOF
3X4=
C'��77'7
PLYWOODSHEATHING SHEATHING
B u
u
�25
2X4 STO SPF BLOCK
z / /
*
DIAGONAL BRACING ** L - BRACING REFER
/
REFER TO SECTION A -A TO SECTION S-B 24' MAX.
DTMINIMUM
1.
GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
IOd
2.
CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO
12' MAX. 11 NAILS
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. ,
3.
BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
-_
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
SYSTEM.
4.
'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP N3 OR
BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C.
TRUSSES B 24' D.C.
5.
DIAGONAL BRACE TD BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
/
6.
AT 4' - 0' OZ.
CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
2X6 DIAGONAL BRACE
WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT
SPACED 4B' D.C. ATTACHED
THE MIOSPAN OF THE LONGEST GABLE STUD. ATTACH TD VERTICAL GABLE
_ TO VERTICAL WITH (4)
STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A)
16d NAILS, AND ATTACHED
7.
GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240.
TO BLOCKING WITH (5)
B.
THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG.
BRACE 10d NAILS.
S.
00 NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3
POINTS
TRUSSES. IF
NEEDED
.10.
IOd AND 16d NAILS ARE 0131'X3D' AND 0131'X35' COMMON WIRE NAILS
HORIZONTAL BRACE
RESPECTIVELY.
(SEE SECTION A -Al
11.
SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIB/ALSC.
ENO WALL
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE
(2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4 SP#11 STUD
170.C.
3-8-10
54611
6-6-11
11-1-13
2X4 SP#31 STUD
16'O.C.
3-3.10
4-9.12
6-E11
9-10-15
2X4 SP#31STUD
24. O.C.
2-8-6
3.11-3
54-12
8-1-2
2X4SP42
12'B.C.
3-10-15
58-11
6&11
11-8-14
2X4SP42
16'0.C.
3-6-11
4-9.12
6.6.11
10.8.0
2x4 sPM2
24. O.C.
3-1-4
3.11-3
6-2-9
9-3-13
DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - S' REQUIRE 2X4 I -BRACES ATTACHED TD
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF OIAGONAL'BRACE
WITH IOd NAILS 6' O.C., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER
SOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF R2 OR SP #2.
HEIGHT =30 FEET
STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
1 -✓1 %llvl... / .-✓1 �l " ✓L 1 lIIL
FEBRUARY 17, 2017 WITH 2X BRACE ONLY STDTL09
NOTES:
T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL T-BRACE / I -BRACE MUST COVER SW. OF WEB LENGTH.
THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO
CONTINUOUS LATERAL BRACED WEBS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
n2409-1010
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2X8
10d
6' O.C.
NOTE NAIL ALONG ENTIRE LENGTH OF T—BRACE / I —BRACE (ON
TWO—PLY TRUSSES NAIL TO BOTH PLIES)
BRACE
SIZE FOR ONE -PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T-BRACE
2X4 1-BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2X8
2X8 T-BRACE
2X8 I -BRACE
BRACE
SIZE FOR TWO-PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T-BRACE
2X4 I -BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2X8
2X8 T-BRACE
2X8 1-BRACE
T-BRACE / I -BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS
WEB
NAILS
I -BRACE
NAILS
WEB
T-BRACE
SECTION DETAILS
FEBRUARY17,2017 I LATERAL BRACING RECOMMENDATIONS I STDTL10
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
ALONG A FLOOR TRUSS.
NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
•� TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW.
4451 ST. LUCIE BND.
FORTPIERCF-FL 34948 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
7/24D9-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM ENO TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
INSERT WO00 SCREW THROUGH
[OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (00 NOT
USE METAL FRAMING '( \NA
TACH TO VERTICAL ` ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
ANCHOR TO ATTACH 1 O WITH V -') \ SCAB WITH (3) - ),ILS (0131' % 3') \NAILS (0131' X 3'). ATTACH TO VERTICAL
WEB WITH (3) - 10d
NAILS (0131' X 3')
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
USE METAL FRAMING ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB VITH (3) - 10d
TO BOTTOM CHORD NAILS (0131' X 3')
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - 10d NAILS (013V
X 3') IN EACH CHORD
ATTACH TO VERTICAL
SCAB WITH (3) - IDd
NAILS UU31' X 3')
TRUSS 2X6 4' - 0' WALL
STRONGBACK r (TYPICAL SPLICE) I (BY OTHERS)
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0216' OIA1
INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (00 NOT
USE DRYWALL TYPE SCREWS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH (12) - IOd NAILS (0.131' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN VITH (12) -
10d NAILS (0.13V X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
BLOCKING
(BY OTHERS)
FEBRUARY17,2017 1 LATERAL TOE -NAIL DETAIL I STDTL11
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
NOTES:
1. TOE-NAD_S SHALL BE DRIVEN AT AN ANGLE OF 45• WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS
SHOWN).
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
OIA
SP
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
o
.135
93.5
85.6
74.2
72.6
63.4
J
in
.162
108.8
99.6
86.4
84.5
73.8
.i
.12B
74.2
67.9
58.9
57.6
50.3
U
p
J
.131
75.9
69.5
60.3
59.0
51.1
H
.14B
81.4 1
74.5
64.6
63.2
52.5
ri
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - lEd NAILS (0162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 115:
3 (NAILS) X 845 (LB/NAIL) X 115 COOL) = 2915 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30' TO ED'
45.00'
ANGLE MAY
VARY FROM
30' TO 6V
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
SIDE VIEW
(2X4) 3 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.00°
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30' TO 60'
45.000
.. FEBRUARY 17, 2017 I UPLIFT TOE -NAIL DETAIL I STDTL12
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
TOE -NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA.
SP
OF
HF
SPF
SPF-S
LD
.131
59
46
32
30
20
z
O
J
.135
60
48
33
30
20
U7
.162
72
58
39
37
25
J
2
.128
54
42
28
27
19
F_
Z
Z
.131
55
43
29
28
19
LU
.148
62
48
34
31
21
J
J
N
Q
M
Z
.120
51
39
27
26
17
CI
Z
.128
49
38
26
25
17
O
.131
51
39
27
26
17
.148
57
44
31
28
20
M
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER ENO AS SHOWN.
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION.
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES TOP PLATE
FOR WINO DOL OF 133:
3 (NAILS) X 37 (LB/NAIL) X 133 COOL FOR VINO) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
FOR WINO DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 150 IDOL FOR WIND) = 177 LB 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 SPECIFY A DIFFERENT CONNECTION.
*** USE (3) TOE -NAILS ON 2X4 BEARING WALL
•oo USE (4) TOE -NAILS ON 2XG BEARING WALL
NEAR SIDE
FAR 5
L
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
IL
NAIL
NAIL
SIDE VIEW
END VIEW
FEBRUARY 5, 2016
TYP 2x2 NAILER ATTACHMENT I STDTL13
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
bolK=
2x2 NAILER ATTACHMENT
GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
7-10, 29'-0" Mean Height, Exp. B, C or D.
April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTL14
FO EXTERIOR FLAT GIRDER TRUSS
A-1 ROOF TRUSSES
4451 ST. LUCIEBLVD.
FORT PIERCE, FL 34946
772-409-1010
(4) 12d
TRUSS 2491 O.C.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
12
VARIES
(4) 12d
MAX 3011 (2'-611)
2x6 #2 SP (Both Faces)
2411 O.C.
SIMPSON H5
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. R 34"
Fort Picrte, FL 309iti
Lptipm02015A I IMT... vbR gLM1ekviRLL Aep Nenuedlk Jman, ivwtlela ipi!ldetivfY lhewmwpu vx4vaAlldlnno-4q pL1.0N.U.
FEBRUARY 17 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15'
DAMAGED OR MISSING CHORD SPLICE PLATES
A-1 ROOF TRUSSES
4461 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
°i
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK •
X
(INCHES)
MAXIMUM FORCE (LBS) 157 LOAD DURATION
SP
OF
SPF
HF-
2X4
2X6
2X4
2X6
20
2X6
2X4
2X6
2X4
2X6
20
30
24'
1706
2559
1561
2342
1320
1980
1352
2028
26
39
30'
2194
3291
20D7
3011
1697
2546
1738
2608
32
48
36'
2681
4022
2454
' 3681
2074
3111
2125
31B7
38
57 .
42•
3169
4754
29DO
4350
2451
3677
2511
3767
44
66
48'
3657
5485
33"
5019
2829
4243
2898
4347
• DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH IOd NAILS (TVO ROWS FOR 2X4, THREE
ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 31.
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO DISTANCE.
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REQUIRED (U IS CALCULATED AS FOLLOWS: L = (2) X + C
A
•10d NAILS NEAR SIDE
+ IOd NAILS FAR SIDE
S
�2 l
BREAK
X' MIN
6' MIN
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO
THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT
AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE).
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
G. THIS REPAIR 15 LIMITED 70 TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
FEBRUARY 17, 2017 I SCAB APPLIED OVERHANGS I STDTL16
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TRUSS CRITERIA:
LOADING: 40-1D-0-10
DURATION FACTOR: 11S
SPACING: 24' D.C.
TOP CHORD: 2X4 DR 2XG
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION
NOTES:
1. ATTACH 2X-SCAB (MINIMUM N2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF IOd COMMON WIRE NAILS (148' DIA. X 3') SPACED 6' Oz.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2X - SC
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 401 SPACED 24'
D.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING GO PSF.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.