HomeMy WebLinkAboutENGINEERING INDEX SHEETI f
Enaineenna Index Sheet
Page 1 of 1
Permit Number: 4 Lot Number#: l
Miscellaneous: Address: Patel Residence
The information In this box is for administrative purposes only and is not part of the engineering review. N.Hutchinson Island / St. Lucie, FL.
Truss Fabricator: East Coast Truss Client :Phoenix Realty Job NamePatel
Job Number: ' 24534 Date: 02/04/13 Specification Quantity: 27
Note: A Professional Engineer's Seal affixed to this Index Sheet indicates the acceptance of professional
Building Code
Engineering responsibilities for individual truss components fabricated,in accordance with the listed
and attached Truss Specification Sheets. Determinat on as to the suitability' of these individual truss
FBC2010/TP22007/ ASCE7-10
PAUL A. BEATTI�,,fthl'CENSE#47449
O.
P.�•'
components for any structure is the responsibility of the Building Designer, as defined in
ANSI/TPI 1-95, Section 2.2. Permanent files of the original Truss Specification Sheet are maintained
by East Coast Truss. Questions regarding this Index Sheet and/or the attached Specification Sheets
��Qp. T�.�>
may be directed to East Coast Truss @ 772466-2480.
•,•.......,
.��`* •GF,�� I F/C�/�.'.• r��'
�` •.
N0. 47,11-19
Standard Roof Loading:
T.C. Live: 30.00 psf Wind Speed 170 MPH
T.C. Dead: 15.00 psf Exposure: D
Building type: Enclosed
B.C. Live: 10.00
/3 4
10n :• SATE OF
psf
B.C. Dead: 10.00 psf
F •• .`
��i� FS''• �OR1DP•'�tiL��,��
Total Load: 65.00 psf
i�0NAL �N��,••*°�
Notes: Refer to individual truss design drawings for special loading conditions.
�0���;p�r,>:• ''''
No.
Date
Truss ID#
1
01/30/13
A01G
2
01/30/13
A02
3
01/30/13
A03
4
02/04/13
B01
5
01/30/13
C01 G
6
01/30/13
CO2
7
01/30/13
CO3
8
01/30/13
C04G
9
01/30/13
C05
10
01/30/13
C06
11
01/30/13
D01G
12
01/30/13
EJ7S
13
01/30/13
-CJ1
14
01/30/13
-CJ3
15
01/30/13
-CJ5
16
01/30/13
-CJA
17
01/30/13
-CJB
18
01/30/13
-CJc
19
01/30/13
-CJD
20
01/30/13
-CJE
21
01/30/13
-EJ7
22
01/30/13
-EJ7A
23
01/30/13
-EJ713
24
01/30/13
-1-1J7
25
01/30/13
-1-1J7A
26
01/30/13
-HJA
27
01/30/13
-HJB
'a;eQ .Sg
.tlluIIns�z =� sa�x�o� ---
(IR1ON SV UaA02dddV —3C-
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'stuatuttoop uoponalsuoo pue uStsop mo gbtnn
aausildtuoo 10j pamm,%i uaaq st:g gutmsip sttly
0596-OLS (V56) Y-9 O0S6-OLS 4,56)
slooltgaid - dfR02Il JLDdQSAicIg c.IH L
THE BENEDICT GROUP - Architects
(954) 570-9500 fax (954) 570-9550
This drawing has been reviewed for compliance
with our design and construction documents,
including a superficial dimension check
APPROVED
APPROVED AS NOTED
CORRECT & RESUBMIT
By4Z Date: -2 G 3
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this
index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
Page 1 of 1
Job
Truss
ruse I ype
24534
A01G
Hip Truss I
1
2
�iobRafenrog (optional)
tasc L;oasc I russ, Port merce, rL. 4a
-11. 1.J'U .l JUII GG LY IL rlllll: 1.JTIi -1 1-1 -.. II I UUJYIW, Il- IYNII -U IY:L -lu..] —U.I
4-10-6 I 2-0-0 '
Scale=1:41.7
Dead Load Deft. = 31161n
I
2.56 12
4x8 —
4x4 =
44 20 4
5 22 44 =
4.00 12
r
3
6
N
2
7
I
d1
13 23 12 11
10 24 9
3x4 = 1x4
II 3x4 = 44 = 3x8 = 1x4 II 3x4 =
2318#/-2005#
I
I
2317#/-2005#
LOADING (psf)
SPACING
24)-0
CSI
DEFL
in (loc)
Well
L/d
TCLL 30.0
Plates Increase
1.25
TC, 0.62
Vert(L-)
0.26 12
>913
240
TCDL 15.0
Lumber Increase
1.25
BC 0.88
Vert(TL)
-0.31 12-13
>746
360
BCLL 10.0 '
Rep Stress Incr
NO
W B 0.15
Horz(TL)
0.09 7
n/a
n/a
BCDL 10.0 Code FBC20101TP12007 (Matrix-N)i
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD ZA SPNo.2 I BOT CHORD
WEBS 2x4 SP No.3
REACTIONS (lb/size) 2=2285/0-841 (min. 0-1-8), 7=2283/0-8-0 (min. 0-1-8)
Max Horz 2=106(LC 5) I
Max Uplift2=-2005(LC 8), 7=-2005(LC 8)
Max Grav2=2318(LC 2), 7=2317(LC 2)
I
FORCES (lb) - Max CompJWx. Ten. - All forces 250 (lb) or lesslexcept when shown.
TOP CHORD 2.3=-5377/4304, 3-20=-5303/4388, 4-20=5249/4359, 4-21=-5201/4348, 5-21=-5201/4348,
5-22=5246/4361, 6-22=-0301/4390, 6-7=-0372/4304
BOT CHORD 2-13=3848/5036, 13-23=-3842/5013, 12-23=5842/5013,11-lZ=-3989/5204,
10-11 =-3989/5204,10-24=-3843/5008, 9-24=-38143/5008, 7-9=-3849/5031
WEBS 3-13=80/275, 3-12= 482/377, 4-12=-422(724, 5-10=-424/702, 6-10=-485/379,
6-9=-78/274
GRIP
244/190
Weight 183 lb FT = 0%
Structural wood sheathing directly applied or 4-11-11 oc pudins.
Rigid ceiling directly applied or 638 oc bracing.
NOTES
1) 2-ply truss to be connected together with 10d (0.131"4') nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.,
Webs connected as follows: 2x4 -1 row at G-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=38ft; B=45ft; L=24ft; eave=41t; Cat. 11; Exp D;
Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to increase plate sizes to account for these factors.
7) Plates checked for a plus or minus 0 degree rotation about its center.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)' 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, with!BCDL=10.Opsf.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2005 lb uplift at joint 2 and 2005 lb uplift at
joint 7.
11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Continued on page 2
n,ss
Tnm Type
y
24534
A01G
Hip Truss
I
1
2
Job Reference tionai
oasw L j—, full ri-, rL .Y,O"V nm,. ,.aw a am, cc cV ,c ruu,. ,.wv wu cc w m nu, cn nrvwx.w, me. nrvn , cV ..� ,�.m.w w.o . oyc
ID:rTYm041m2gCVsgaeGnEPQzgCnE-MPt RJAXP2g6N6vHMpOCCA7BgJdOZWuWSbZvwmMk
NOTES
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 199 Ib down and 285 Ib up at 7-0-0, and 139 Ib down and 284 Ib up at
9-9-0, and 199 lb down and 285 lb up at 12-M on top chord, and 24116 down and 222 lb up at 4-10-6. 70 lb down and 1 lb up at 7-0-0, 542 lb down and 492 lb up at 8-2-7,
65 Ib down and 2 Ib up at 9-9-0, 542 lb down and 492 lb up at 1139, and 70 lb down and 1 lb up at 12-6-0, and 241 lb down and 222 lb up at 14-7-10 on bottom chord. The
designtselection of such connection device(s) is the responsibility of others.
13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
1) Regular. Lumber Increase=1.25, Plate Increase=1.25 I
Uniform Loads (plf)
Vert: 13=75, 3-4=-75, 45=-75, 55=75, 6-8=75, 14-17=35
Concentrated Loads (lb)
Vert 11=55(F)13=-234(F)12=-541(F)10-541(F) 9=234(F) 20=121(F) 21=120(1=) 22=121(F) 23=-69(F) 24=-69(F)
Job
Truss
Truss I ype
Y
24534
A02
Hip Truss I
1
1
Job Reference(optional)
D.-7 van c
lun 99 9fH9
Pdnl• 7 35n
s .lun 77 2n12 MiTek Inducfdna Inr.. Mnn Feh 04 14[22-58 2013 Pane 1
rant w i TRiSS, FW, PWC6,---
_ .. _ __._ ....._...___ _ _
ID:rTYmD41m2gCVsgaeGnEPQjzgCnE-CT?Flnlo]A WOWKdIFljISEjmTWIL7SNzo\nj
1 o-z-1
at
05-1 0.10.14
� Scale=1:41.7
Dead Load Defl. =1/8 In
I
2.56[12
i
4x4 =
4x4 = 4x4 =
d 5 6
3x4 = 3x4 = 5x8 = 3x4 = 3x4 =
1257#1-1094# I 1257#/-1094#
I
I
I�
LOADING (psf)
SPACING
24)-0
CSI I
DEFL
in (loc)
I/deft
Ud
PLATES GRIP
TCLL
30.0
Plates Increase
1.25
TC 0.59
Vert(LL)
-0.11 11-12
>999
360
MT20 244/190
TCDL
15.0
Lumber Increase
1.25
BC 0.63
Vert(TL)
-0.25 11-12
>947
360
BCLL
10.0 •
Rep Stress Incr
YES
WB I 0.25
Horz(TL)
0.07 8
n/a
n/a
BCDL
10.0
Code FBC2010/TPI2007
(Matrix-M)
Wind(LL)
0.18 11-12
>999
240
Weight: 95 lb FT = 0%
LUMBER I BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-4 oc pudins.
BOT CHORD 2x4 SP No.2 ; BOT CHORD Rigid ceiling directly applied or 4-11-14 oc bracing.
WEBS 24 SP No.3 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=1226/0-8-0 (min. O-13), 8=1226/0-8-0 (min. 0-1.8)
Max Horz 2=-105(LC 5)
Max Uplift2=-1094(LC 8), 8=-1094(LC 8)
Max Grav2=1257(LC 2), 8=1257(LC 2)
FORCES (lb) - Max Comp./Max. Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD 2-3=-2342/1664, 3-t=2329/1804, 4-0=1666/1340; 5-6=1666/1340, 6-7=2329/1804,
7-8=-2342/1664 1
BOT CHORD 2-12=1347/2204, 11-12=983/1735, 10-11=983/17351 8-10=1347/2204
WEBS 3-12--342/383, 7-10=342/383, 5-11=-084/500, 4-12=-485/640, 4-11 =263/21 0,
6-11=264/210, 6-10=-485/640
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10;170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=38ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D;
End., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to increase plate sizes to account for these factors.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) . 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-M wide will
fit between the bottom chord and any other members, with BCDL=10.Opsf.
7) Provide mechanical connection (by others) of truss to beadng'plate capable of withstanding 1094 lb uplift at joint 2 and 1094 Itouplift at
joint 8.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Job
I cuss
Truss I ype
Y
24534
A03
Common Truss
i
2
1
Job Reference (optional)
ray[w iirua. run .... -, ram. yaw
N
d1
LOADING (psf)
TCLL 30.0
TCDL 15.0
BCLL 10.0
BCDL 10.0
4.00 12
2
3A =
1257#/-1094#
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
SPACING
2-04)
Plates Increase
1.25
Lumber Increase
1.25
Rep Stress Incr
YES
Code FBC2010lrP12007
Scale=1:39.6
Dead Load Dell. =1/4 In
I
4A =
I 4
1A 1x4 i
3 5
i
6 rn
61 7 I
8
5x8 = 3A =
1257#/-1094#
CSI DEFL in (loc) Vdefi Ud PLATES GRIP
TC 0.68 Vert(LL) -0.14 B-14 >999 360 MT20 244/190
BC 0.92 Vert(TL) -0.37 B-14 >625 360
WB 0.31 Horz(TL) 0.07 6 n/a n/a
(Matrix-R I Wind(LL) 0.17 8 >999 240 I Weight 82lb FT = 0%
BRACING
i TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (Ib/size) 2=1226/04W (min. 0-141), 6=1226/0-8-0 (min. 0-1-8)
Max Horz2=102(LC 4)
Max Uplift2=1094(LC 8). 6=-1094(LC 8)
Max Grav2=1257(LC 2), 6=1257(LC 2)
FORCES cab) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=2145/1666, 3-4=1681/1277, 4-0=1681/1277, 5-6=2145/1666
BOT CHORD 2-8=-1333/2164, 6-8=1333/2164
WEBS 4-8=513f794, 5-8=565/600, 3-8=-565/600
NOTES
1) Unbalanced roof live loads have been considered for this design:
2) Wind: ASCE 7-10;170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsf; h=38ft; B=45ft; L=24ft; eave=oft; Cat 11; Exp D;
Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to increase plate sizes to account for these factors.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • 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-M wide will
fit between the bottom chord and any other members, with BCDL=10.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1094 lb uplift at joint 2 and 1094 lb uplift at
joint 6.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Job
TRW
— ype
y
24534
B01
Special Truss
I
8
1
Job Reference (optional)
East Coast Truss, Fort Pierce, FL 3494e
(UII: I.JQU J JUII CG CU Ic rIUIL I.JJV c JUI, Cc cU Ic rvll I— IIIUUauloa, II,U. IrIUI, , cU
I6:6MJLoFlaZOvUnOGLvpummV 7h-8s70ATL3gKQPcrrUzUMSggobz2WbrELC3gDWFzoVIh
4x4 =
3x6 = 2.00 12 34 =
1027#/-919#
Scale =1:332
Dead Load Defl. =1/4In
1027a11-919#
LOADING (psf)
SPACING
2-0-0
CSI I
DEFL
in (loc)
i
L/d
PLATES GRIP
TCLL 30.0
Plates Increase
1.25
TC ; 0.78
Vert(LL)
-0.21 10-13
>891
360
MT20 244/190
TCDL 15.0
Lumber Increase
1.. 5
BC 0.92
Vert(TL)
-0.4410-13
>421
360
BCLL 10.0 •
Rep Stress Incr
YES
WB 0.47
Horz(TL)
0.16 6
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Wind(LL)
0.2910-13
>632
240
Weight: 58lb FT = 0%
LUMBER i BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 I BOT CHORD
WEBS 2x4 SP No.3
I
I
REACTIONS (lb/size) 2=997/0-8-0 (min. 0-1-8), 6=997/0-8-0 (min.i0-1-8)
Max Horz2=91(LC 4)
Max Uplift2=-919(LC 8), 6=-919(LC 8)
Max Grav2=1027(LC 2), 6=1027(LC 2)
FORCES (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 23=2699/1562, 3-4=2605/1651, 4-0=2605/1651, 5-6=2699/1562
BOT CHORD 2-10=1247/2564, 9-1D=1282/2593, 8-9=1282/2593, 6-8=1247/2564
WEBS 4-9=758/1253
Structural wood sheathing directly applied or 2-4-13 oc purlins.
Rigid ceiling directly applied or 2-2-0 oc bracing.
MJTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES
1) Unbalanced roof live loads have been considered for this design.;
2) Wind: ASCE 7-10;170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.0psf; h=38ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp D;
Encl., GCpi=0.1 & MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
3) As requested, plates have not been designed to provide for placement tolerances or rough handling and enaction conditions. it is the
responsibility of the fabricator to increase plate sizes to account for these factors.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-1 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL=10.Opsf.
7) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 919 lb uplift at joint 2 and 919 lb uplift at
joint 6.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Job
Truss
russ I ype
Y
24534
C01G
Half Hip Truss
I
1
1
Job Reference (optional)
EaSt Coast TNSS, Fort Pierce, FL 34U4b
1037#/-996#
Kun; /.aw s dun zz zu is Ffim i.anu s i— 22 zu is mi i e" mu-4=, mu. muu ruu u ,r.co— cu w reye ,
ID:rTYmO41m2gCVsgaeGnEPCjzgCnE-OdMWOgOZuZrvSWFCKR1_gzJLfnwXdRw7hoRfOzoMd
4r0 =
Scale=1:21.7
M11
Plate Offsets (X,Y): f4:0-5-4,0-2-01, 16:0-2-8,0-3-01, f7:0-2-8,0-2-121 1
LOADING (psf)
SPACING 2-M
CSI 1
DEFL in
(loc) Udefl Ud
PLATES GRIP
TCLL 30.0
Plates Increase 1.25
TC 0.62
Vert(LL) 0.08
7-8 >999 240
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC 0.52
�0.58
Vert(TL) -0.09
7-8 >999 360
BCLL 10.0 '
Rep Stress Incr NO
WB
Horz(TL) 0.03
6 n/a n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight 52 lb FT = 0%
LUMBER
I
BRACING
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-3.9 oc purlins, except
BOT CHORD 2x4 SP No.2
end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or4-11-3 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=1005/2-M (min. 0-1.8), 6=1207/Mechanical
Max Horz2=289(LC 7)
Max Uplift2=996(LC 8), 6=1044(LC 8)
Max Grav2=1037(LC 2), 6=1207(LC 1)
FORCES (lb) - Max CompJMax Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1765/1467, 3-4=1370/1263 '
BOT CHORD 2-8=1375/1633, 7-8=1375/1633, 7-13=1167/1326, 6-13=-1167/1326
WEBS 3-7=-5W/321,4-7=-828/997,4-6=1611/1482
NOTES
1) Unbalanced roof live loads have been considered for this design. '
2) Wind: ASCE 7-10;170mph (3-second gust) Vasd=132mph; TCDL=9.0psf, BCDL=3.Opsf, h=38ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp D;
Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to increase plate sizes to account for these factors.
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 nonconcurrent with any other live loads.
7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24)-0 wide will
fit between the bottom chord and any other members, with BCDL=10.Opsf.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 996 lb uplift at joint 2 and 1044 lb uplift at
joint 6.
10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
11) Use Simpson Strong -Tie U24 (4-10d Girder, 2-10dx1 1/2 Trus's, Single Ply Girder) or equivalent at 9-0-12 from the left end to connect
truss(es) EJ7S (1 ply 2(4 SP) to front face of bottom chord.
12) Fill all nail holes where hanger is in contact with lumber.
13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)143 lb down and 290 lb up at
7-M, and 74 lb down and 139 lb up at 9-0-12 on top chord, and 708 lb down and 742 lb up at 7-0-0 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
14) Warning: Additional permanent and stability bracing for truss!system (not part of this component design) is always required.
9
C5h inuIn tl ed onpagee SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
I
Job
Truss
I russ I ype
Y
24534
C01G
Half Hip Truss
I
1
1
�JqbRference(optigndl)
Fast Coast Truss, Fort Pierce, FL. 34945
LOAD CASE(S) Standard
1) Regular. Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert 1-4=-75, 45=-75, 6-9=-35
Concentrated Loads (lb)
Vert 7=708(F) 4=123(F)12=-65(F)13=-42(F)
Hun: 7.300 s dun zz xui d rnnt r.— s dun 22 2012 U 1 eR nlUUsules, inc. Mon Feb 09 14.23:02 20 w reyn c
ID:rTYmO41 m2gCVsgaeGnEPCjzgCnE-OdMWOgCaO(rSWFC-Mi_gzJLfnwXdRw7hoRftTwVld
Job
I russ
I russ I ype
y
24534
CO2
Half Hip Truss
1
1
Job Reference (optional)
East Goast Truss, Fort Pierce, FL 34g4b
nun: f. D S Jun L N1L rnn[: f.A 5 dun"[u IL m11eK muubml , mu. MOO reu 1/414: W:W GV W rage 1
ID:rTYm041m2gCVsgaeGnEPQ]zgCnE-VpwvDAPBes3i4cjR4CGy WVM37DG9h4lV X CTzOVIc
9-0-0 10-0-0
4x4 = Scale =1232
Datd Load Defi. = 3116In
795N-730#
9-0-0
9.0.0
10r3.0
1=4-0
LOADING (psf)
SPACING 2-0-0
CSI j
DEFL
in (loc) I/deft Ud
PLATES GRIP
TCLL 30.0
Plates Increase 1.25
TC 0.54
Vert(LL)
-0.10 7-10 >999 360
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC 0.58
Vert(fL)
-0.26 '7-10 >470 360
BCLL 10.0 •
Rep Stress Incr YES
WB 10.26
Horz(TL)
0.01 6 n/a n/a
BCDL 10.0
Code FBC201O/TPI2007
(Matrix-M)
Wind(LL)
0.07 7-10 >999 240
Weight 52lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 4-6-2 oc pudins, except
BOT CHORD 2x4 SP No.2 i
end verticals.
WEBS 20 SP No.3
BOT CHORD Rigid ceiling directly applied or 8-11-14 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 6=508/Mechanical, 2=766/2-M (min. 0-1-8)�
Max Horz 2=361(LC 7)
Max Uplift6=-401(LC 8), 2=-730(LC 8)
Max Grav6=534(LC 15), 2=795(LC 2)
FORCES (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 23=1504/479, 3.4=-335/227, 4-5=265/217, 5.6=-7,07/406
BOT CHORD 2-7=559/1711
WEBS 3-7=-533/572, 5-7=320/677
NOTES
1) Wind: ASCE 7-10;170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=38ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D;
End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to increase plate sizes to account;for these factors.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • 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, with BCDL=10.Opsf.
7) Refer to girder(s) for truss to truss connections. 1
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 401 lb uplift at joint 6 and 730 lb uplift at
joint 2. i
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for trussisystem (not part of this component design) is always required.
LOAD CASE(S) Standard
job
I NSS
I toss I ype
LAY
Fly
24534
CO3
Monopitch Truss
I
3
I
Job Reference fiord
.. C..1. AA 4A•�l'!•!1'� 7(11'i Donn �
East Coast Truss, Fort Pierce, FL 34946
curt. /.350S JUn—GU rC-11- - tl
ID:rTYmO41m2gCVsgaeGnEPQjzgcnE-VpwvDAPBes3i4cjRZAXtW WBIG6J-,,— -I—Vlc
LOADING (psf)
SPACING
2-M
CSI I
DEFL
in
(loc)
Vdefl
L/d
TCLL
30.0
Plates Increase
1.25
TC 10.54
Vert(LL)
-0.03
6-9
>999
360
TCDL
15.0
Lumber Increase
1.25
BC 10.31
Vert(fL)
-0.06
6-9
>999
360
BCLL
10.0 •
Rep Stress Incr
YES
WB i 0.48
Horz(TL)
0.02
5
n/a
n/a
BCDL
10.0
Code FBC2010(rP12007
(Matrix M)
W ind(LL)
0.04
6
>999
240
LUMBER BRACING
TOP CHORD 2x4 SP N0.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 I BOT CHORD
I
REACTIONS (lb/size) 2=743/2-M (min. 0-1-8), 5=531/Mechanicd
Max Horz 2=403(LC 7)
Max Uplift2=714(1-C 8), 5=-417(LC 8)
Max Grav2=775(LC 2), 5=562(LC 15)
FORCES (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 23=928/602
BOT CHORD 2-6=574/1041, 5-6=574/901
WEBS 3.5=-889/724
2,4 1 jicale=1:22.5
4
PLATES GRIP
MT20 244/190
Weight: 49 lb FT = 0%
Structural wood sheathing directly applied or 5-9-10 oc pudins, except
end verticals.
Rigid ceiling directly applied or 7-9-9 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES
1) Wind: ASCE 7-10;170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsf; h=38ft; B=45ft; L=241t; eave=oft; Cat II; Exp D;
End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to Increase plate sizes to account,,for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-M tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL=10.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 714 lb uplift at joint 2 and 417 lb uplift at
joint 5.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Truss I yPe
y
JJob
24534
C04G
Special Truss
I
1
1
Job Reference(optional)
East uGast I nlss, rOn P lerce, r-L. a4R
Zx4 11 Scale=1:22.1
3 Dead Load Defl.=1/161n
3A = 1 5) _
LOADING (psf)
TCLL 30.0
TCDL 15.0
BCLL 10.0 •
BCDL 10.0
SPACING 2-M
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr NO
Code FBC2010/TPI2007
CSI I
TC 0.58
BC 0.62
WB i 0.74
(Matrix -MD
DEFL in
Vert(LL) -0.06
Vert(TL) -0.14
Horc(TL) 0.02
Wind(LL) 0.11
(loc) I/defi L/d
5-8 1,999 360
5.8 >848 360
4 n/a n/a
6-8 >999 240
PLATES GRIP
MT20 244/190
Weight 46 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-6-1 oc puriins, except
BOT CHORD 2x4 SYP No.1 i
end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-7-3 oc bracing.
I
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 1=925/2-0-0 (min. 0-1-8), 4=681/Mechanical,
Max Horz 1=372(LC 7)
Max Upliftl=-649(LC 8), 4=-513(LC 8)
Max Gravl=943(LC 2), 4=692(LC 2)
FORCES (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=1677/1212
BOT CHORD 1-9=1512/1971, 5-9=851/1249, 5.10--851/1249, 4'-10=851/1249
WEBS 2-5=-137/440, 2-4=-1315/1023
NOTES
1) Wind: ASCE 7-10;170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsf, h=38ft; B=45ft; L=24ft; eave=oft; Cat II; Exp D;
Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the
responsibility of the fabricator to increase plate sizes to accountifor these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • 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-M wide will
fit between the bottom chord and any other members, with BCDL=10.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 649 lb uplift at joint 1 and 513 lb uplift at
joint 4. I
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 353 lb down and 244 lb up at
2-2-13, and 162 lb down and 92 lb up at 6-2-13 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
11) In the LOAD CASE(S) section, loads applied to the face of th'e truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
Continued on page 2
Job
russ
I IUSs I Ype
Y
24534
C04G
Special Truss
I
1
1
LbRefianxm o tional
ID:rTYmO41m2gCVsgaeGnEPgzgCnE-zOUHRWQgPAt mIdJIN352fTSSj7Vmb7HYkvzoVib
LOAD CASE(S) Standard
1) Regular. Lumber lncrease=1.25,Plate lncrease=1.25
Uniform Loads (plf)
Vert 1-3=-75, 4-6=-35
Concentrated Loads (lb)
Vert 9=338(B) 10=147(B)
Job I russ
Fruss I ype
y
24534 Cos
Jack -Partial Truss
I
1
1
Job Reference o tlor>al
�IITnL IrAn�,Mw" Inr Inn Fwh nA td•97•n5 7111 Panw 7
Fast Coast Truss, Fort Pierce, FL 3494b
ID:rTYmO41 n12gCVsgaeGnEPOjzgCnE-RC2fesUSALJJQJvtgtS_kclbpsspdkSp*fo5GLzoMa
1x4 II Scale =1:20.3
3 Dead Load Defl. =1/8 in
5 3x4 =
U4 =
LOADING (pso
SPACING
2-0-0
CS'I
DEFL
in
(loc)
I/defl
Ud
TCLL
30.0
Plates Increase
1.25
TC 10.67
Vert(LL)
-0.10
4-5
>846
360
TCDL
15.0
Lumber Increase
1.25
BC 0.52
Vert(TL)
-0.22
4-5
>375
360
BCLL
10.0 '
Rep Stress Incr
YES
WB 0.16
Horz(TL)
-0.01
4
n/a
n/a
BCDL
10.0
Code FBC2010/TP12007
(Matrix-M)
Wind(LL)
-0.04
45
>999
240
LUMBER BRACING
TOP CHORD 2x4 SP No.3 TOP CHORD
BOT CHORD 20 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS (lb/size) 5=373/Mechanical, 4=373/Mechanical
Max Horz5=270(LC 8)
Max Uplift5=-224(LC 8), 4=-W(LC 8)
Max Grav5=380(LC 15), 4=383(LC 13)
FORCES (Ib) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 15=288/240, 1-2=-424/308
BOT CHORD 45=-447/358
WEBS 2-0=389/486
PLATES GRIP
MT20 244/190
Weight: 32lb FT = 0%
Structural wood sheathing directly applied or 6-0-0 oc pudins, except
end verticals.
Rigid ceiling directlyapplied or 8-6-11 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES
1) Unbalanced roof live loads have been considered for this design'.
2) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsf; h=38ft; B=45ft; L=24ft; eaoe=4ft; Cat II; Exp D;
Encl., GCpi=0.18; MW FRS (directional); cantilever left and rightlexposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to increase plate sizes to account for these factors.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)' This truss has been designed for a live load of 20.Opsf on they bottom chord in all areas where a rectangle 34;-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = I O.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing'plate capable of withstanding 224 lb uplift at joint 5 and 344 lb uplift at
joint 4. 1
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Job
I cuss
Inw lype
y
24534
C06
Jack -Open Truss
I
1
1
Job Reference 'orel
East Coast Truss, Fort Pierce, FL 34946 Run: 7.350 s Jun 22 2012 Print• 7.350 s Jun 22 2012 MITek industdas, Inc. on Feb 041423.05 20I Page 1
I ID:rTYmO41m2gCVsgaeGnEPOjzgCnE-RC2febO JOJvtgtS kclbrysnmk6EMptOSGLzoMa
3-7-4
3-7-4
I 3.46 12 Scale=1:20.8
2
I
3x4 5�, I Ti
1
I
W2
W1
72# B1 22 2#
4 I 1x4 II
3x6 =
LOADING (psf) SPACING 2-M CSI I DEFL In (loc) I/defl Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0.04 3-4 >907 240 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 10.76 Vert(TL) 0.04 3-4 >999 180
BCLL 10.0 • Rep Stress Incr YES W B 0.07 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix M) Weight 18 lb FT = O%
LUMBER BRACING
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3.7-4 oc pudins, except
BOT CHORD 2x4 SP No.3 end verticals.
WEBS 20 SP No.3 j BOT CHORD Rigid ceiling directly applied or 10-M oc bracing.
I MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 4=182/Mechanical, 3=182/Mechanical
Max Horz4=257(LC 8) j
Max Uplift4=72(1-C 4), 3=-272(LC 8)
Max Grav4=204(LC 15), 3=229(LC 13)
FORCES (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0psf: h=38ft; B=45ft; L=24ft; eave=4ft; Cat II; F)p D;
Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to increase plate sizes to account for these factors.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • 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, with BCDL=10.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 4 and 272 lb uplift at joint
3.
10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required
LOAD CASE(S) Standard
Job
Truss
I ruse rype
y
24534
D01G
Monopitch Truss
I
1
1
Job Referenceo tiorial
East Coast Truss, Fort Pierce, FL 34945
13 =
iun: 7.350 s Jun IL N1L r'M[. r.JSU a Jun CL LU7[ ml1 eK Inausmes, nc. mon reo uy w.w.uo a w rays i
ID:rTYmO41 m2gCVsgaeGnEPOjzgCnE-vOc1 sCR4xiRHx3SORAWz9W87LG7DTWgW2lmfo=MZ
j 4.00 12 IA II
3
T1
7 3x4 =
IQ! 5&A
44 =
M
Zia II
5
T2
IS =
W 1F�R[ M
LOADING (psfl
TCLL 30.0
TCDL 15.0
BCLL 10.0 '
BCDL 10.0
SPACING 2-M
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr NO
Code FBC2010rrP12007
CSI I
TC 0.62
BC 10.68
WB 10.31
(Matrix-M)
DEFL in
Vert(LL) 0.08
Vert(TL) -0.08
Horc(TL) 0.01
(loc) Vdefl Ud
6-7 >999 240
6-7 >999 360
6 n/a n/a
PLATES GRIP
MT20 244/190
Weight 40 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
I
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins, except
BOT CHORD 2x4 SP No.2
end verticals.
WEBS ZA SP No.3
BOT CHORD
Rigid ceiling directly applied or 7-3-1 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 6=1152/Nlechanical, 2=651/1-8-0 (min. 0-1-8)
Max Horz 2=289(LC 7)
Max Uplift6=1296(LC 8), 2--686(LC 8)
Max Grav6=1152(LC 1), 2=684(LC 2)
FORCES (lb) - Max CompJMax Ten. -All forces 250 (lb) or less except when shown
TOP CHORD 2-3=-850/682, 31i=-W/794 I
BOT CHORD 2-7=-632(769
WEBS 3-7=-273/298, 4-7=-685f766, 4-6=519/476
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10;170mph (3-second gust) Vasd=132mph; TCDL=9.0psf, BCDL=3.Opsf, h=38ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp D;
End., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. it is the
responsibility of the fabricator to increase plate sizes to account for these factors.
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 nonconcurrent 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-" tall by 2-M wide will
fit between the bottom chord and any other members, with BCDL = I O.Opsf.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1296 lb uplift at joint 6 and 686 lb uplift at
joint 2.
10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)139 lb dawn and 284 lb up at
7-M on top chord, and 702 lb down and 941 lb up at 7-M of bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
13) 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
Continued on page 2
oI
mss
lnwype
Y
24534
D01G
Monopitch Truss
I
1
1
LbRef6rence(,ptiondI3
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LOAD CASE(S) Standard
1) Regular. Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert 1-4=-75, 4-5=-75, 6 8=35
Concentrated Loads (lb)
Vert 4=120(B) 11=-702(B)
Hiss
russ ype
Y
r246:34�
EJ7S
Jack -Open Truss
I
1
1
Job Reference o tiortal
e,
tastucastiruss,ronmerw,r".r o I........................__..._.........------••---._....._.....------..'1C tlChjgA><g
ID:rTYmO41m2gCVsgaeGnFPQzgCnENaAP3YSii5z7ZDAXg XQClrtC1n fl-IzVCLEzoVIY
4-1-12
I4-1-12
4.00 F12 2
164#1- #
T1
3tCi II
1
N_
N
W1
24 2M I B1 79#/
Pro
Scale=1:16.5
LOADING (psf)
SPACING
2-0-0
CSI I
DEFL in
(loc) I/deft Ud
PLATES GRIP
TCLL 30.0
Plates Increase
1.25
TC 10.63
Vert(LL) -0.02
3-4 >999 360
MT20 2441190
TCDL 15.0
Lumber Increase
1.25
BC 0.37
Vert(TL) -0.05
34 >999 360
BCLL 10.0 •
Rep Stress Incr
YES
WB 10.00
Horz(TL) -0.05
4 n/a n/a
BCDL 10.0
Code FBC2010frP12007
(Matrix M)
Wind(ILL) 0.02
3-4 >999 240
Weight 14lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 4-1-12 oc pudins, except
SOT CHORD 2x4 SP No.3
end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
i
MiTek recommends that Stabilizers and required cross bracing
I
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 4=217/Mechanical, 2=140/Mechanical, 3=77i chanical
Max Horz2=214(LC 8)
Max Uplift4=222(1-C 8), 2=-107(LC 4), 3=-5(LC 4)
Max Grav4=249(LC 13), 2=164(LC 2), 3=79(LC 15)
FORCES (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less exa ept when shown.
NOTES
1) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCD L9.0psf, BCDL=3.Opsf h=38ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D;
End., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 lb uplift at joint 4,107 lb uplift atjoint 2
and 5 lb uplift at joint 3.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard ,
Job
I russ
Truss I YPe
y
24534
-CJ1
Jack -Open Truss
I
.- _ _ -.. ..... _ .
4
�.._ .... .......
1
r.�_.. -. non
Job Refererx:e o tional
- ..- ..-w....,a.... I.... RIn.. C..1. AA 1A.77.A� 7l119 Dann �
tas[ was[ i russ, ron merw,
LOADING (psf)
SPACING
2.0-0
TCLL
30.0
Plates Increase
1.25
TCDL
15.0
Lumber Increase
1.25
BCLL
10.0 '
Rep Stress Incr
YES
BCDL
10.0
Code FBC20101TP12007
LUMBER
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS (lb/size) 2=335/0-6-0 (min. 0-1-8), 4= 49/Mechar
Max Horz2=140(LC 8)
Max Uplift2--553(LC 8), 4=-65(LC 2), 3=33(LC 2)
Max Grav2=391(LC 2), 4=121(LC 8), 3=72(LC 8)
CSI I
DEFL in (loc) Vdefi Ud
TC ; 0.95
Vert(LL) -0.00 5 >999 240
BC 10.14
Vert(TL) 0.00 5 >999 360
WB; 0.00
HOrz(TL) 0.00 2 n/a n/a
(Matrix M)
FORCES (lb) - Max Comp./Max Ten. - All forces 250 (Ib) or less
TOP CHORD 23=303/191
BOT CHORD 2-4=-197/318
rfZBir6GLgAvCgQkmVly
Scale =1:7.0
PLATES GRIP
MT20 244/190
Weight: 6 lb FT = 0%
BRACING
TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
3=231Mechanical
when shown.
NOTES
1) Wind: ASCE 7-10;170mph (3-second gust) Vasa=132mph; TCDL=9.0psf BCDL=3.Opsf, h=38ft; B=45ft; L=24ft; eave=oft; Cat II; Exp D;
End., GCpi=0.18; MW FRS (directional); cantilever left and righj exposed; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live Ibad 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, with BCDL = I O.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing;plate capable of withstanding 553 lb uplift at joint 2, 65 lb uplift at joint 4
and 33 lb uplift at joint 3.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard I
Job
I russ
I russ I I
y
24534
—CJ3
Jack -Open Truss
I
4
I 1
Job Reference (optional)
East Coast Truss, Fort Pierce, FL 34946
Run. 7.350s Jun cc cu is —in. i.Jou a Juu as c—i-1cnii—SUM,,-. on aeo
ID:rTYmO4lm2gCVsgaeGnEPCizgCnEcn9zp780bPPg3NdP174LASBglb2krjb_Xay.. A .lx
3-0-0
K--9
Scale=1:10.4
LOADING (pso
SPACING
2-0-0
CSI
DEFL in
(loc) I/defi Ud
PLATES GRIP
TCLL 30.0
Plates Increase
1.25
TC 0.95
I
Vert(LL) -0.01
6-9 >999 240
MT20 244/190
TCDL 15.0
Lumber Increase
1.25
BC 0.16
Vert(TL) -0.01
6-9 >999 180
BCLL 10.0 •
Rep Stress Incr
YES
WB 0.00
Horz(TL) 0.00
2 n/a n/a
BCDL 10.0
Code FBC20101TP12007
(Matrix M)
Weight: 12 lb FT = O%
LUMBER
BRACING
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=363/1-6-0 (min. 0-1-8), 3=74/Mechanical, 6=44/Mechanical
Max Horz2=213(LC 8) I
Max Uplift2=-451(LC 8), 3=-89(LC 8)
Max Grav2=399(LC 2), 3=86(LC 13), 6=56(LC 13)
FORCES (lb) - Max CompJMax Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-422/157
BOT CHORD 2-6=-154/400
NOTES
1) Wind: ASCE 7-10;170mph (3-second gust) Vasd=132mph; 1CDL=9.0psf, BCDL=3.Opsf; h=38ft; B=45ft; L=24ft; eave=oft; Cat II; Exp D
Encl., GCpi=0.18; MW FRS (directional); cantilever left and righ exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip
DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • 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, with BCDL=10.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 451 lb uplift at joint 2 and 89 lb uplift at joint
3. 1
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Job
I nrss
russ I ype
24534
-CJ5
Jack -Open Truss
I
4
7ob
Reference (optional)
East Coast Truss, Fort Pierce, FL 3494b
Scale =1:142
LOADING (psf)
SPACING
2-M
CSI I
DEFL in
(loc) Well Ud
PLATES GRIP
TCLL 30.0
Plates Increase
1.25
TC 1 0.95
Vert(LL) 0.07
6-9 >851 240
MT20 244/190
TCDL 15.0
Lumber Increase
1.25
BC! 0.37
Vert(TL) -0.05
6-9 >999 360
BCLL 10.0 '
Rep Stress Incr
YES
WBI 0.00
Horz(TL) -0.00
2 n/a n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix M)
Weight 19 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc pudins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 104)-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=485/2-0-0 (min. 0-1-8), 3=138/Mechanical, 6=78/Mechanical
Max Horz 2=285(LC 8)
Max Uplift2=-697(LC 8), 3=-193(LC 8), 6=-109(LC 8)
Max Grav2=518(LC 2), 3=160(LC 2), 6=81(LC 3)
FORCES (lb) -Max Comp./Max Ten. - All forces 250 (lb) or lessexceptxcept when shown.
TOP CHORD 23=363/562
BOT CHORD 2-6=-685/416
NOTES
1) Wind: ASCE 7-10;170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsf, h=38ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp D;
End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip
DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live lload 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-M wide will
fit between the bottom chord and any other members, with BCDL=10.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 697 lb uplift at joint 2,193 lb uplift at joint 3
and 109 lb uplift at joint 6.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Job
I cuss
I russ I ype
Y
24534
—CJA
Jack -Open Truss
2
1
Job Reference (optional)
Fast Coast Truss, Fort Pierce, FL 34946
Kun: r.3w s Jun Lz zulz Print (.;sw s Jun zz zulz mi i eK inoustnes, inc. Mon Feo u4 14:Lz:44 zU13 Page 1
ID:rTYmO41m2gCVsgaeGnEPQjzgCnE-Y9HjEgAH7lgOlhmn8Y6pFtDAoOfWa uRU13zoVly
6-23
Scale: 3/4"=l'
Dell =1/16 in
LOADING (psf)
SPACING
2-0 0
CSI 1
DEFL
in
(loc)
Vdefl
Ud
PLATES GRIP
TCLL 30.0
Plates Increase
1.25
TC � 0.95
Vert(LL)
-0.05
6-9
>999
360
MT20 244/190
TCDL 15.0
Lumber Increase
1.25
BC ' 0.50
Vert(TL)
-0.12
6-9
>588
360
BCLL 10.0 •
Rep Stress Incr
YES
WBI 0.00
Horz(TL)
0.01
2
n/a
n/a
BCDL 10.0
Code FBC20101TP12007
(Matrix-M)
Wind(LL)
0.06
6-9
>999
240
Weight: 22lb FT = 0%
LUMBER
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS (lb/size) 2=560/0-8-0 (min. 0-1-8), 3=171/Mechanical, 6=94/Mechanical
Max Horc2=326(LC 8)
Max Uplift2-564(LC 8), 3=-228(LC 8)
Max Grav2=592(LC 2), 3=200(LC 2), 6=99(LC 3)
FORCES (lb) -Max CompJMax Ten. -All forces 250 (lb) or less i xcapt when shown.
TOP CHORD 2-3=-1086/283
BOT CHORD 2-6=-407/1239
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES
1) Wind: ASCE 7-10;170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsf; h=38ft; B=45ft; L=24ft; eave=oft; Cat II; Exp D;
End., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • 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 240-0 wide will
fit between the bottom chord and any other members, with BCDL=10.Opsf.
6) Refer to girder(s) for truss to thus connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 564 lb uplift at joint 2 and 228 lb uplift at
joint 3.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Job
Iruss
runstype
y
24534
-CJB
Jack -Open Truss
2
1
Job Reference o fiord
Fast Coast Truss, Fort Pierce, FL 34946
E Vf
LOADING (psf)
SPACING
2-0-0
TCLL
30.0
Plates Increase
1.25
TCOL
15.0
Lumber Increase
1.25
BCLL
10.0 •
Rep Stress Incr
YES
BCDL
10.0
Code FBC2010/TPI2007
Run: 7.350 s Jun 22 2012 Print 7.3W s Jun 22 2012 MITek Indusbies, Inc. Mon Feb 0414:22:45 2013
Scale = 1:9.8
CSI J DEFL in (loc) I/defl Ud PLATES GRIP
TC ; 0.95 Vert(LL) -0.00 9 >999 240 MT20 244/190
BC I 0.18 Vert(TL) -0.00 9 >999 180
WB; 0.00 Horz(TL) 0.00 2 n/a n/a
(INaitdx M) Weight 11 lb FT = 0%
LUMBER BRACING
TOP CHORD 2x4 SP No.3 I TOP CHORD
BOT CHORD 2x4 SP No.3 BOT CHORD
I
REACTIONS (lb/size) 2=342/0-8-0 (min. 0-1-8), 3=59/Mechani 6=34/Mechanical
Max Horz2=198(LC 8)
Max Uplift2— 446(LC 8), 3=67(LC 8)
Max Grav2=380(LC 2), 3=73(LC 13), 6=50(LC 13)
FORCES (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-436/200
BOT CHORD 2-6=203/425
Structural wood sheathing directly applied or 2-2-0 oc purlins.
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES i
1) Wind: ASCE 7-10;170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=38ft; B=45ft; L=24ft; eave=oft; Cat II; Exp D;
Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)' 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 240-0 wide will
fit between the bottom chord and any other members, with BCDL=10.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 446 lb uplift at joint 2 and 67 lb uplift at joint
3. '
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Truss
I cuss I ype
y
24534
-CJC
Jack -Open Truss
I
4
1
Job Reference(optional)
Fast Coast Truss, Fort Pierce, FL 34946
Hun: 7.350 s Jun 22 2012 runt (.3W a Jun 22 2012 Mi Tek industries, !no. Mon Feb 04 14:22:45 20 rage
ID:rTYmO41m2gCVsgaeC,nEPQjzgCnE-OW5ROBvuKoFmL iGd2o5nlOHo4C24KQDYA1ZVzoVlu
3.7-8
Scale: 1*=1'
3.4-1 037
Plate Offsets (X Y): (2:0-1-00-1-81 I
LOADING (psf)
SPACING 24)-0
CSI I
DEFL in
(loc) Vdefl Ud
PLATES GRIP
TCLL 30.0
Plates Increase 1.25
TC 0.65
Vert(LL) -0.01
6-9 >999 240
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC i 0.18
Vert(TL) -0.01
6-9 >999 180
BCLL 10.0 •
Rep Stress Incr YES
W B 0.00
Horz(TL) 0.00
2 n/a n/a
BCDL 10.0
Code FBC2010lrP12007
(Matrix M)
Weight 15 lb FT = O%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-7-8 oc pudins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2--407/0-8-0 (min. 0-1-8), 3=93✓Mechani , 6=55MIechanical
Max Horz 2=220(LC 8)
i
Max Uplift2=-000(LC 8), 3=115(LC 8)
Max Grav2-447(LC 2), 3=104(LC 2), 6=66(LC 13) i
FORCES (lb) - Max Comp./Max Ten. - All forces 250 (Ib) or less,exc pt when shown.
TOP CHORD 2-3=516/168
BOT CHORD 2-6=-152/451
NOTES
1) Wind: ASCE 7-10;170mph (3-second gust) Vasd=132mph; T6DL=9.0psf; BCDL=3.Opsf, h=38ft; B=45ft; L=24ft; eave=4ft; Cat II; Eyp D;
Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • 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, with BCDL = 10.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 500 lb uplift at joint 2 and 115 lb uplift at
joint 3. j
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Job
Truss
I Hiss I ype
y
24534
-CJD
Jack -Open Truss
i
2
1
Job Reference tonal
Fast Coast Truss, Fort Pierce, FL 34946
un. /.3508 Jnll C --Fit- I
M3fn
Scale =1:182
Dead Load Deft. =1/81n
LOADING (psf)
TCLL 30.0
TCDL 15.0
BCLL 10.0 •
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr YES
Code FBC2010frP12007
CSI I
TC I 0.72
BC 0.65
W B 0.00
(Matrix M)
DEFL in
Vert(LL) -0.08
Vert(TL) -0.20
Horz(TL) 0.01
Wind(LL) 0.09
(loc) Vdefl Ud
6-9 >999 360
6-9 >417 360
2 n/a n/a
6-9 >925 240
PLATES GRIP
MT20 244/190
Weight 25lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-6-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 104)-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (Ib/size) 2=630/0-8-0 (min. 0-1-8), 3=196/Mechani I, 6=104/Mechanical
Max Horz2=330(LC 8) i
Max Uplift2=-635(LC 8), 3=-253(LC 8)
Max Grav2=665(LC 2), 3=229(LC 2), 6=110(LC 3)
FORCES (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 23=-1485/395
BOT CHORD 2-6=-489/1524
NOTES
1) Wind: ASCE 7-10;170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsf, h=38ft; B=45ft; L=241t; eave=4ft; Cat II; Exp D;
End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL=10.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 635 lb uplift at joint 2 and 253 lb uplift at
joint 3.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component, design) is always required.
LOAD CASE(S) Standard
o
Job
Hiss
Trus-CJE
toss YPe
y
Jack -Open Truss
I
2
1
Job Reference o tional
tas[ was[ I fuss. ron rlenx, rL. J4yYo
gn n 1 1-4-14
Plate Offsets MY): f2.0-1-3 0-1-81
LOADING (psf)
SPACING 24)-0
CSII' i
DEFL in
(loc) Vdefi L/d
PLATES GRIP
TCLL 30.0
Plates Increase 1.25
TCI 0.95
Vert(LL) -0.00
7 >999 240
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BCI 0.16
Vert(TL) 0.00
7 >999 360
BCLL 10.0 •
Rep Stress Incr YES
WB 0.00
Horz(TL) 0.00
2 n/a n/a
BCDL 10.0
Code FBC2010/TPl2007
(Matrix-M)
Weight 8 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 1-4-14 oc pudins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
I
MiTTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=320/048-0 (min. 0-1-8), 3=-4/Mechanical, 6=-16Mlechanical
Max Horz2=154(LC 8)
Max Uplift2=-W5(LC 8), 3=10(LC 2), 6=32(LC 2)
Max Grav2=371(LC 2), 3=49(LC 6), 6=82(LC 8)
FORCES (lb) - Max CompJMax Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 23=349/212
BOT CHORD 2-6=-218/357
NOTES '
1) Wind: ASCE 7-10;170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf, h=38ft; B=45ft; L=24ft; eave=oft; Cat II; Exp D;
Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • 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-M wide will
fit between the bottom chord and any other members, with BCDL=10.Opsf.
6) Refer to girder(s) for truss to truss connections. 1
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 505 lb uplift at joint 2,10 lb uplift at joint 3
and 32 lb uplift at joint 6.
8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Job
I nus
I r us I ype
Y
24534
-EJ7
Jack -Open Truss
I
1
1
�JqbRef.(optlqnal)rence
East Coast Truss, Fort Pierce, FL 3494ti
LOADING (psf)
SPACING
2 O 0
CSI
DEFL
in
(loc)
Vdefi
Ud
TCLL
30.0
Plates Increase
1.25
Td 0.76
Vert(LL)
-0.08
4-7
>999
360
TCDL
15.0
Lumber Increase
1.25
Bid 0.67
Vert(TL)
0.21
47
>400
360
BCLL
10.0 •
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.01
2
n/a
n/a
BCDL
10.0
Code FBC2010/TPI2007
(Matrix -Iv)
Wind(LL)
0.10
47
>872
240
LUMBER
TOP CHORD 2x4 SP No.2 I
BOT CHORD 2x4 SP No.3 i
REACTIONS (lb/size) 3=195/Mechanical, 2=622/0-M (min. 0-11-8), 4=100/Mechanigl
Max Horc2=354(LC 8)
Max Uplift3=252(LC 8), 2=-607(LC 8)
Max Grav3=229(LC 2), 2=654(LC 2), 4=105(LC 3)
FORCES (Ib) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3 -1556/493
BOT CHORD 2-4=715/1646
Scale=1:17.9
Dell. =1/8 in
PLATES GRIP
MT20 244/190
Weight 25 lb FT = 0%
BRACING
TOP CHORD Structural wood sheathing directly applied or 42-2 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES
1) Wind: ASCE 7-10;170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.0psf; h=38ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp D;
Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord We 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 24)-0 wide will
fit between the bottom chord and any other members, with BCDL=10.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 3 and 607 lb uplift at
joint 2.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Job
I cuss
TRW I ype
24534
-EJ7A
ILAYY
Jack -Open Truss
1
1
Job Reference (Optional)
East Coast Truss, Fort Pierce, FL 34946
Run: 7.3505 JunL Cu ILrnnt1 5JUII227012 n",en muuauica, mu. yo,
ID:rTYm041m2gCVsgaeGnEPgzgCnE-v74cHOEPZhOSff)N WJUPJT uKOtiABFHzoVlq
7-M
Scale=1:17.9
Defl. =1/8 in
N_
N
LOADING (psf)
SPACING
2-0-0
CSI,
DEFL
in
(loc)
I/deft
Ud
PLATES GRIP
TOLL 30.0
Plates Increase
1.25
TC 0.76
Vert(LL)
-0.08
4-7
>999
360
MT20 244/190
TCDL 15.0
Lumber Increase
1.25
BC!t 0.67
Vert(TL)
-0.21
4-7
>400
360
BCLL 10.0 •
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.01
2
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Wind(LL)
0.10
4-7
>872
240
Weight: 25 lb FT = 0%
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.3
I
REACTIONS (lb/size) 3=195MIechanical, 2=622(1-6-0 (min. 0-1 8), 4=100/Mechanical
Max Horz2=354(LC 8)
Max Uplift3=-252(LC 8), 2=-607(LC 8)
Max Grav3=229(LC 2), 2=654(LC 2), 4=105(LC 3)
FORCES (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-0=-1556/493
BOT CHORD 2-4=-715/1646
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES
1) Wind: ASCE 7-10;170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsf, h=38ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D;
Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • 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, with BCDL=10.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 3 and 607 lb uplift at
joint 2.
8) "Semi -rigid pitchbreaks including heels" Member end fixitymodel was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Job
I nrss
nrss I YPe
y
24534
-EJ7B
Jack -Open Truss
I
1
1
�JbReliererice(.ptional)
East GMt Truss, Fort Pierce, FL.:t4`J4b
4669
1
3A =
R" ID:rTYm041rn2gCVsgaeGnEPQ#ACnE-v74cHOEP<7JhOSflx5ym26PWX uKO8P8FlHzoMq
7-0-0
Scale =1:162
Dead load Defl. =1/8 in
N
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in
(loc)
Udefi
L/d
PLATES GRIP
TCLL 30.0
Plates Increase
1.25
TCI 0.79
Vert(LL)
-0.09
3 6
>959
360
MI 20 244/190
TCDL 15.0
Lumber Increase
1.25
BC 0.47
Vert(TL)
-0.21
3 6
>388
360
BCLL 10.0 •
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.01
1
n/a
n/a
BCDL 10.0
Code FBC2010/TPl2007
(Matrix -fug
Wind(LL)
0.13
3-6
>641
240
Weight: 22lb FT = 0%
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS (lb/size) 1=459/2-0-0 (min. 0-1-8), 2--198/Mechanical, 3=106/Mechanical
Max Horz 1=249(LC 8)
Max Uplift1=-315(LC 8), 2=-258(LC 8), 3=-9(LC 8) 1
Max Grav1=466(LC 13), 2=233(LC 2), 3=109(LC 3)1
FORCES (Ib) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=1500/1228
BOT CHORD 1-3=-1591/1737
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES
1) Wind: ASCE 7-10;170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsh, h=38ft; B=45ft; L=24ft; eave=oft; Cat II; Exp D;
Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right eposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • 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, with BCDL=10.Opsf.
6) Refer to girder(s) for truss to truss connections. 1
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 1, 258 lb uplift at joint 2
and 9 lb uplift at joint 3.
8) "Semi -rigid pitchbreaks including heels" Member end fibty model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Job
Truss
russ I ype
Y
24534
-HJ7
Dlagonal Hip Girder I
1
1
Job Reference o tional
Fast GO= TrU55, Fort FlerCe, FL MV4U
LOADING (psf)
TCLL 30.0
TCDL 15.0
BCLL 10.0
BCDL 10.0
789#1-759#
SPACING
2-M
Plates Increase
1.25
Lumber Increase
1.25
Rep Stress Incr
NO
Code FBC2010/ TP12007
LUMBER
TOP CHORD 2x4 SYP No.1
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
REACTIONS (lb/size) 2=754/2-9-15 (min. 0-1-8), 7=6721%*chanical
Max Horz 7=294(LC 7)
Max Uplift2=-759(LC 8), 7=-694(LC 8)
Max Grav2=789(LC 2), 7=672(LC 1)
nun: /.aw s Jun Z zu iz rnnl: r.a-,v s im 22 2v i2 mumi, nwu54IW, 1— , i j ry ,
ID:rTYm041m2gCVsgaeGnEPDjzgCnENJe VkFZ90YOcExVpDDV8TFNphWjDc9NquoEjzoVip
s•10.1
M*l
3A
4 5
Scale:10=1'
DEFL in
(loc) Vdefi L/d
PLATES GRIP
0.69
Vert(LL) 0.09
7-8 >999 240
MT20 244/190
0.55
Vert(TL) -0.08
7-8 >999 360
0.51
Horz(TL) -0.02
2 n/a n/a
(-M)
Weight 46 lb FT = 0%
BRACING
TOP CHORD
Structural wood sheathing directly applied or 5-9-15 oc pudins, except
end verticals.
BOT CHORD
Rigid ceiling directly applied or 5.6-14 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation quide.
FORCES (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-12=582/361, 2-13=1226/1059, 3-13=-1185/1071, 4-7=246/290
BOT CHORD 2-15=877/1185, 8-15= 877/1185, 8-16=-877/1185, 7-16=-B 7/1185
WEBS 3-7=1160/1074
NOTES
1) Wind: ASCE 7-10;170mph (3-second gust) Vasd=132mph; TCDL=9.0psf,, BCDL=3.Opsf; h=38ft; B=45ft; L=24ft; eave=oft; Cat II; Exp D;
Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to increase plate sizes to accdunt for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • 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 24)-0 wide will
fit between the bottom chord and any other members, with BCDL=10.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 759 lb uplift at joint 2 and 694 lb uplift at
joint 7.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)103 lb down and 95 lb up at 1-3-15,
103 lb down and 95lb up at 1-3-15, 8 lb down and 122 Ib,'up at 4-1-14, 8 lb down and 122lb up at 4.1-14, and 70 lb down and 226 lb
up at 6-11-13, and 70 lb down and 226 lb up at 6-11-13 on top chord, and 9 lb down and 12 lb up at 4-1-14, 9 lb down and 12 lb up at
4-1-14, and 43lb down and 129 lb up at 6-11-13, and 431b down and 129 lb up at 6-11-13 on bottom chord. The design/selection of
such connection device(s) is the responsibility of others.
10) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
11) 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
Continued on page 2
Job
cuss
I nlss I ype
y
24534
—HJ7
Diagonal Hip Girder
I
1
1
Job Reference (optional)
Fast Coast Truss, Fort Pierce, FL 34946 Run: 7.350 s Jun 22 2012 Pnnt• 7.350 s Jun 22 2012 MITek Industries, Inc. Mon Feb — 14.22.50 2013 Page 2
ID:rTYm041m2gCVsgaeGnEPQjzgCnE-NJe_VkF2tQYOcExVpDDV8TFNphWjjDgNquoEl; p
LOAD CASE(S) Standard
1) Regular. Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plt)
Vert 1-4-75, 45=-75, 6-9=-35
Concentrated Loads (lb)
Vert 12=96(F=48, B=48)13=2(F=1, B=1)14=125(F=-63, B=63)I15=-17(F=-9, B=9)16=85(F=43, B=43)
Job
I russ
russ ype
Y
24534
—HJ7A
Diagonal Hip Girder
I
1
1
Job Reference (optional)
Fast Coast Truss, Fort Pierce, FL 3494b
787#/-1001 #
nuu. „ ",
ID:rTYmO41 rn2gCVsgaeGnEPOjzgCnE-rVCM4FgTAYPemp72WkS2MOQ7D1eSgxJbUdMn6zoVlo
9.10.1
4-8.1
3A
4 5
Scale:l2'=1'
LOADING (psf)
SPACING 2-0-0
C$I
DEFL in
(loc) Ydefi Ud
PLATES GRIP
TCLL 30.0
Plates Increase 1.25
TC 0.69
Vert(LL) 0.10
7-8 >999 240
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC 0.56
Vert(TL) -0.09
7-8 >999 360
BCLL 10.0 •
Rep Stress Incr NO
WB 0.50
Horz(TL) 0.02
2 n/a n/a
BCDL 10.0
Code FBC2010(rP12007
(Matrix-M)
Weight: 45 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SYP No.1
TOP CHORD
Structural wood sheathing directly applied or 5.9-4 oc pudins, except
BOT CHORD 2x4 SP No.2
end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or4-7-14 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=754/2-1-7 (min. 0-1-8), 7=672IMechanical
Max Horz7=357(LC 8)
Max Uplift2=-1001(LC 8), 7=-919(LC 8)
Max Grav2=787(LC 2), 7=672(LC 1)
FORCES (lb) - Max CompJMax Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-12=1244/1464, 3-12=-1179/1454, 4-7=247/299
BOT CHORD 2-14=1342/1177, 8-14=-1342/1177, 8-15=-1342/1177, 7-15=1342/1177
WEBS 3-8=-292/234, 3-7=-115011526
NOTES
1) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsf; h=38ft; B=45ft; L=24ft; eave=oft; Cat II; Exp D;
End., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip
DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord, live load nonconcurrent with any other live loads.
5) • 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-" wide will
fit between the bottom chord and any other members, with BCDL=10.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001 lb uplift at joint 2 and 919 lb uplift at
joint 7.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)103 lb down and 95 lb up at 1-3-15,
103 lb down and 95 lb up at 1-3-15, 8 lb down and 122 Ib up at 4-1-14, 8 lb down and 122 lb up at 4-1-14, and 70 lb down and 226 lb
up at 6-11-13, and 70 lb down and 226 lb up at 6-11-13 on top chord, and 9 lb down and 12 lb up at 4-1-14, 9 lb down and 12 lb up at
4-1-14, and 43 lb down and 66 lb up at 6-11-13, and 43 lb down and 66 lb up at 6-11-13 on bottom chord. The design/selection of
such connection device(s) is the responsibility of others.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
11) 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
Continued on page 2
Job
i russ
ttus ype
y
24534
-HJ7A
Diagonal Hip Girder
I
1
1
LbRlarence(.PUT�j
td I M F b 0414.22.51 2013 Pa e 2
East Coast Truss, Fort Pierce, FL 34946 Run: TY JounM11m2g2gC ftaeGn�zqCnE-rVCMi4FgTAUYPemp eiZ1Nk32=7D1eSgnlbUdMmgzoMo
LOAD CASE(S) Standard
1) Regular. Lumber Increase=1.25, Plate Increase=1.25 i
Uniform Loads (plf)
Vert: 1-4=-75, 4-5=75, 6-9=-35
Concentrated Loads (lb)
Vert: 10=96(F=48, 6=48)12=2(F=1, 6=1)13=-125(F=-63, B=63)14=-17(F=9, B=9)15=85(F=43, B=-43)
Job
Truss
Truss lype
Y
24534
-HJA
I
Diagonal Hip Girder
i
2
1
Job Reference (optional)
EaSt CoaSt TRJSS, Fort I-lerce, K :SM1940 I nun. - u,
ID:rTYmO41m2gCVsgaeGnEPLIjzgCnE,JimlZiEUg6"FwNKcEFhaZ klRXBBOSg7NvJbzoVln
-239 4312 7-11-15
239 j 4312 343 3
W?XIMiiW IXII
679#/-672#
LOADING (psi)
TCLL 30.0
TCDL 15.0
BCLL 10.0 •
BCDL 10.0
SPACING 2-M
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress Incr NO
Code FBC2010/TP12007
COI
TC 0.81
BC 0.26
V,VB 0.24
(Matrix-M)
DEFL in (loc) Udefi Ud
Vert(LL) -0.01 8 >999 360
Vert(TL) -0.03 8-11 >999 360
Horz(TL) 0.01 7 n/a n/a
Wind(LL) 0.02 8 >999 240
PLATES GRIP
MT20 244/190
Weight: 37lb FT = O%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2 i
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc puriins, except
BOT CHORD 2x4 SP No.2
end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 8-6-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (Ib/size) 2=654/0-8-12 (min. 0-1-8), 7=576/Mechanicel
Max Horz2=287(LC 7)
Max Uplift2=-672(LC 8), 7=-472(LC 8)
Max Grav2=679(LC 2), 7=576(LC 1)
FORCES (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-12=750/438, 12-13=-714/452, 3-13=-686/452, 4-7=-248/284
BOT CHORD 2-15=-480/690, 15-16=-480/690, 8-16=-480/690, 8-17=-480/690, 7-17=-480/690
WEBS 3-7=-691/514
NOTES
1) Wind: ASCE 7-10;170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsf, h=38ft; B=45ft; L=24ft; eave=oft; Cat 11; Exp D;
End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL=10.Opsf.
6) Refer to girder(s)for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 672 lb uplift at joint 2 and 472 lb uplift at
joint 7.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 lb down and 99 lb up at 2-10-10,
and 19 lb down and 147 lb up at 3-6-1, and 110 lb down and 260 lb up at 6-11-9 on top chord, and 1 lb down and 14 lb up at 2-10-10,
and 20 lb down and 10 lb up at 3-6-1, and 59 lb down'and 20 lb up at 6-11-9 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others. ;
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
11) 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
Continued on page 2
Job
russ
Russ I ype
y
24534
-HJA
Diagonal Hip Girder I
2
1
Job Reference(optional)
tast coast truss, tort tierce, FL J4`J40
LOAD CASE(S) Standard
1) Regular. Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert 1-4= 75, 4-5=75, 6-9=-35
Concentrated Loads (lb)
Vert 12=16(F)13=18(B)14=-96(F) 15=1(F)16=20(B)17=-59(F)
ID:rTYmO41 m2gCVsgaeGnEPQjzgCnE,JinivOGIEUgGFwNKcEFheZYLOdRXBBOSg7NvJbzoMn
Job
I russ
TnM I ype
y
24534
-HJB
Diagonal Hip Girder
2
1
Job Reference (optional)
cast aoasr i russ, t-on vierce, r•r- aaaao Run: r.oa a JU11 — N 1 rn 6 /.J. 3 J W I — N I —1— 1 b0 1
ID:rTYn-O41 m2gCVsgaeGnEPOjzgCnE-ruJ771HWtoo7t3yWAxm7n5km1 nnNWb3n6Tr2zoVlm
-2-3-9 3 1-1 5-6-9
239 3-1-1 258
Scale=1:15.5
2x3 11
LOADING (psf)
SPACING
2-M
CSI
DEFL
in
(loc)
I/defi
Ud
PLATES GRIP
TCLL 30.0
Plates Increase
1.25
TC 0.81
Vert(L-)
-0.03
6-9
>999
360
Mf20 244/190
TCDL 15.0
Lumber Increase
1.25
BC 0.26
Vert(TL)
-0.06
6-9
>999
360
BCLL 10.0 '
Rep Stress Incr
NO
WB 0.00
Horz(TL)
0.00
2
n/a
n/a
BCDL 10.0
Code FBC20101TP12007
(Matrix M)
W ind(LL)
0.03
6-9
>999
240
Weight: 22 lb FT = 0%
LUMBER I BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS (Ib/size) 6=269/Mechanical, 2=500/0-8-12 (min. 0-1-8)
Max Horz2=209(LC 7)
Max Uplift6=-202(LC 8), 2=-543(LC 8)
Max Grav6=269(LC 1), 2=537(LC 2)
FORCES (lb) - Max CompJMax Ten. - All forces 250 (lb) orless except when shown.
TOP CHORD 2-10=440/166
BOT CHORD 2-12=287/491
Structural wood sheathing directly applied or 5-6-9 oc pudins, except
end verticals.
Rigid ceiling directly applied or 10-M oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES
1) Wind: ASCE 7-10;170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.Opsf; h=38ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D;
Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60 i
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the
responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)' 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, with BCDL=10.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 202 lb uplift at joint 6 and 543 lb uplift at
joint 2.
8) "Semi -rigid pitchbreaks including heels" Member end,fix ty model was used in the analysis and design of this truss.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 83lb down and 39 lb up at 1-5-13,
and 19 lb down and 147 lb up at 3-6-1 on top chord, and 32 lb up at 145-13, and 20 lb down and 10 lb up at 3-6-1 on bottom chord.
The design/selection of such connection device(s) is the responsibility of others.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
11) 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) Regular. Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert 1-3= 75, 3-4=-75, 5-7=-35
Continued on page 2
Job
I russ
runs ype
Y
24534
-HJB
D. gonal Hip Girder
I
2
1
�J.bRefbrenoe(qptiona)
Last umst i russ, ron rierce, r-L- . y
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert 10=24(F) 11=18(B)12=30(F) 13=-20(B)
ID:rTYmO41 m2gCVsgaeGnEPQjzgCnE-rxd771HH?oo7t3yWAwrw7riSanl nnvhlb3neTY�oVIm