HomeMy WebLinkAboutTruss info Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTek
RE: M11412 - Carlton 299 ' MiTek USA, Inc.
Site Information: 6904 Parke East Blvd.
Customer Info: Wynne Development Corp Project Name: M11412 Model: Tampa,FL33610-4115
Lot/Block: Subdivision:
Address: unknown
City: St Lucie County State: FL
Name Address and License#of Structural Engineer of Record, If there is one,for the building.
Name: License#:
Address:
City: State:
General Truss Engineering Criteria& Design Loads(Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6
Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph
Roof Load: 37.0 psf Floor Load: N/A psf
This package includes 14 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. Seal# I Truss Name Date
1 IT101520741A 1/3/17
12 I T10152075 J Al 1 1/3/17
13 I T10152076(A2 1 1/3/17
4 . I T10152077 A3 1 1/3/17 1
5 I T10152078 A4 1 1/3/17 1
6 IT10152079 ATA 11/3/17 1
7 T10152080 ATB 1 1/3/17 1
18 1 T10152081 BHA 1 1/3/17
19 1 T10152082 GRA 1/3/17
10 f T10152083 I J2 1/3/17
11 I T10152084 I J4
12 I T10152085 J6
1/3/17
113 I T10152086 J8 i Ii r rat
114 I T1 01 52087 1 KJ8 11/3/17
The truss drawing(s)referenced above have been prepared b MiTek %%%J I11 f ill,
P P Y ����`QUIN VE USA,Inc. under my direct supervision based on the parameters �� pP•........ CF ®o
provided by Chambers Truss. tee•` �•.��G E�►SF..� `�,
Truss Design Engineer's Name: Velez, Joaquin 681 s2
My license renewal date for the state of Florida is February 28,2017. = * •:�t
IMPORTANT NOTE: The seal on these truss component designs is a certification o
that the engineer named is licensed in the jurisdiction(s)identified and that the STATE O F
designs comply with ANSI/TPI 1. These designs are based upon parameters do T
shown(e.g.,loads,supports,dimensions,shapes and design codes),which were 'iO��•'•4 0 R P \tea,®
given to MiTek. Any project specific;information included is for MiTek's customers
file reference purpose only,and was'not taken into account in the preparation of O(vq�9��,a,
these designs. MiTek has not independently verified the applicability of the design
parameters or the designs for any particular building. Before use,the building designer Joaquin Velez PE N0.68182
should verify applicability of design parameters and properly incorporate these designs MITek USA,Inc.FL Cert 6634
into the overall building design per ANSI/TPI 1,Chapter 2. 6904Parke East Blvd.Tampa FL33610
Date.
January 3,2017
Velez,Joaquin I of I
i
Job Truss I Truss Type Qty Ply Carhon 299
T70152074
I,
M11412 A SPECIAL 1 1
Job Reference o tional
Chambers Truss, Fort Pierce,FL I 7.640 s Apr 19 2016 M?ek Industries,Inc.Tue Jan 03 15:32:53 2017 Page 1
I D:kFvnsnOwY419Zh0_nM31 c6ylJ9g-4ntSa2sKCs I Fiv2mp6BQOlOq ROoUhYYR3oS6cczzl k8
1-0-0 8-6-0 ,10-0-0 13-8-0 19-4-15 26-0-0 28-9-4 36-0-0 7-0-
-0-0 8-6-0 1-6-0 3-8-0 5-8-15 6-7-1 2-9-4 7-2-12 -0-0
Scale=1:64.7
5x8= 4x4= 4x4= 5x8 MT18HS=
4.00 12 3x4\\
3 4 22 235 6 24 25 7 3x4
8
N
i
M
N1 2 12 11 9 10 _N rn
6x10 MT18HS= I�
c� 13 0
15 14 4x4= 3x4=
3x4= 5x12= 4x10=
3x8= 2.00 12
10-0-0 13-8-0 19.10-0 24f-0 26-0-0 36-"
10-0-0 3-8-0 6-2-0 4-8-o 1-6-0 10-0-0
Plate Offsets(X,Y)-- f2.0-0-2 Edgel f4.0-5-4 0-2-81 f7.0-5-8 0-2-81 (9.0-2-10 Edgel
LOADING(psi) SPACING- 2-0-0 CSI. DEFL, in (loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.68 12-13 >635 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.54 12-13 >280 240 MT18HS 244/190
BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) 0.53 9 ri/a rita
BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Wind(LL) 0.9412-13 >458 240 Weight:162lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30'Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
4-7:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1404/0-8-0,9=1368/0-8-0
Max Horz 2=121(LC 6)
Max Uplift2=-856(LC 8),9=-837(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3_3090/1801,3-4=-2890/1729,4-22=-3250/1975,22-23=-3250/1975,5-23-3250/1975,
5-6=4867/2851,6-24=-6373/3593,24-25=-6373/3593,7-25=-6373/3593,
7-8=5465/3041,8-9=-5795/3310
BOT CHORD 2-15=-1577/2863,14-15=-1408/2714,13-14_1754/3263,12-13=-2670/4938,
11-1 2=-274 5/5261,9-11=-3059/5513
WEBS 3-15=351/345,4-15=-238/436,4-14=472/798,5-14=-953/614,5-13=974/1792,
6-13=826/560,6-12=-776/1575,7-1 2=-976/1 705,7-11=-24/365,8-11=-332/328
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=59ft;L=36ft;eave=5ft;Cat.11;
Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)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.
7)Bearing at joint(s)9 considers parallel to grain value using ANSIIrPI 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 856 lb uplift at joint 2 and 837 lb uplift at
joint 9.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.10/032015 BEFORE USE �
Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not
a truss system.Before use,the building designer must verify the appllcabtllty of design parameters and properly Incorporate this design Into the overall p�
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing %MiTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610
I
Job Truss Truss Type Qty Ply Carlton 299
T10152075
M11412 Al SPECIAL 1 1
Job Reference o tional
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 03 15:32:53 2017 Page 1
I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-4ntSa2sKCs I Fiv2mp6BQOIOuZOoNhYSR3oS6cczz1 k8
1-0- 8-6-0 12-0-0 18-7-4 24-0-0 28-9-4 36-0-0 7.0
-0-0 8-6-0 3-6-0 6-7-4 5-4-12 4-9-4 7-2-12 -o-0
Scale=1:64.7
5x6= 3x4= 5x6=
4.00 12 4 21 5 22 6
3x4 II 3x4
3 7
t2
Ch
Io
N1 2 11 8 9 tmI I
ca 7x8 MT18HS= 10
14 13 3x4= 3x4 II
4x5= 3x4= 6x8= 2.00 12 4x10
zz
8-6-0 13-8-0 18-0-0 24-6-0 28-9-4 36-0-0
8-6-0 5-2-0 4-0-0 6-6-0 4-3-4 7-2-12
Plate Offsets(X Y)-- f8:0-2-10 Edge],f13:0-4-0 0-2-131
LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.56 10-11 >769 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.2911-12 >335 240 MT18HS 244/190
BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) 0.48 8 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.7710-11 >559 240 Weight:163lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-13
REACTIONS. (lb/size) 2=1402/0-8-0,8=1370/0-8-0
Max Horz 2=143(LC 6)
Max Upllft2=-856(LC 8),8=-836(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-3122/1776,3-4=-3086/1887,4-21=-2664/1628,5-21=-2664/1628,5-22=-3686/2196,
6-22=3686/2196,6-7=-5220/2924,7-8=-5824/3269
BOT CHORD 2-14=-1552/2892,13-14=-1318/2532,12-13—1966/3746,11-12=2376/4574,
10-11=-3025/5547,8-10—3018/5536
WEBS 3-14=325/322,4-14=-357/591,4-13=-138/423,5-13=-1333/734,5-12=-129/499,
6-12=-968/467,6-11=-971/1920,7-11=-635/430
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=59ft;L=36ft;eave=5ft;Cat.11;
Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)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.
7)Bearing at joint(s)8 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 856 lb uplift at joint 2 and 836 lb uplift at
joint 8.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
I
®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.1010312015 BEFORE USE.
Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing -MiTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrlcatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610
Job TI:
ss Truss Type �ty Ply Carlton 2ss
T10152076
M11412 SPECIAL 1 1
Job Reference o tional
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 03 15:32:54 2017 Page 1
ID:kFvnsnOwY419Zh0_nM31c6yIJ9g-YzRroOtyzAQ6K3dyMgifxVxzsoBiQ?YaISCf82zzik7
1-0-0 8-6-0 14-0-0 22-0-0 24-6-0 28-9-4 36-0-0 7-0-
-0-0 8-6-0 5-6-0 8-0-0 2-6-0 4-3-4 7-2-12 -0-0
Scale=1:64.7
5x6= 5x6=
4.00 12 4 5 46
6
3x4% 3x4
3' 7 N
e
11
ni 2 12 9
N �
7x8 MT18HS= 10 I�
c+] 3x10= 3x4 II o
14 13
3x4 5x6 4x10=
3x6% 2.00 F12
8-6-0 13-8-0 22-0-0 24-6-0 28-9-4 36-0-0
8-6-0 5-2-0 8-4-0 2-6-0 4-3-4 7-2-12
Plate Offsets(x,Y)-- f2:0-3-14 0-1-8] f8:0-2-10 Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.55 10-11 >791 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.25 10-11 >345 240 MT18HS 244/190
BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.46 8 n/a rl/a
BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.75 10-11 >573 240 Weight:164 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1402/0-8-0,8=1370/0-8-0
Max Horz2=-165(LC 6)
Max Uplift2=855(LC 8),8=-837(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-3133/1789,3-4=-2576/1547,4-5=-3401/2001,5-6=-3554/2057,6-7=-5231/2944,
7-8=5826/3267
BOT CHORD 2-14=-1566/2904,13-14—1566/2904,12-13=1236/2444,11-12=2617/5003,
10-11=-3023/5548,8-10=-3016/5538
WEBS 3-13_621/402,4-12=532/1152,5-12=-353P789,6-12=-2159/1221,6-11=-1 003/1864,
7-11=619/402
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=59ft;L=36ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)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.
7)Bearing at joint(s)8 considers parallel to grain value using ANSVTPI 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 855 lb uplift at joint 2 and 837 lb uplift at
joint 8.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
i
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev.101012015 BEFORE USE.
Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and muss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610
i,
1
Job Truss T"USs,AL
Type Qty Ply Carlton 29sT70152077
M11412 1 1
Job Reference(optional)
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 03 15:32:55 2017 Page 1
ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-09?D?kuakTYzxDCBwXDuTjUEyCU_9SDkX6xDgUzz1 k6
1-0- ' 8-6-0 16-0-0 20-0-0 24-6-0 28-9-4 36-0-0 7-0-
-0-0 8-6-0 ! 7-6-0 4-0-0 4-6-0 4-3-4 7-2-12 4-0-0
Scale=1:65.8
4.00 12 5x6= 5x6=
4 5
4x6
5x8% 6 4x6
3 7 384` N
r
12
ur 2 9 10 ur m
13
1 7x8 MT18HS= 3x4 II Im
0 15 14 4x8 o
3x4 I 5x6 4x10=
3x6% 2.00 12
8-6-0 13-8-0 20-0-0 24-6-0 28-9-4 36-0-0
8-6-0 5-2-0 6-4-0 4-6-0 4-3-4 7-2-12
Plate Offsets(XY)-- [2'0-3-14 0-1-8] f3:0-4-0 0-3-0) r7'0-3-0 Edgef [9:0-2-10 Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdetl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.56 11-12 >774 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.2711-12 >339 240 MT18HS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.48 9 n/a rVa
BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Wind(LL) 0.7711-12 >561 240 Weight:166lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-13
REACTIONS. (lb/size) 2=1401/0-8-0,9=1371/0-8-0
Max Horz2=187(LC 7)
Max Uplift2=854(LC 8),9=838(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-3178/1831,3-4=-2538/1520,4-5=-2686/1641,5-6=-2847/1681,6-7=5238/2970,
7-8=-5260/2962,8-9=5827/3267
BOT CHORD 2-15=-1611/2953,14-15=-1610/2955,13-14=1170/2358,12-13—2645/5041,
11-1 2=-3022/5547,9-11—3016/5537
WEBS 3-15=0/253,3-14=-740/508,4-13=-235/640,5-13—346/678,6-13=-2700/1535,
6-12=-981/1910,8-12=587/372
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=59ft;L=36ft;eave=5ft;Cat.11;
Exp C;Encl.,GCpi=o.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)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.
7)Bearing at joint(s)9 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 854 lb uplift at joint 2 and 838 lb uplift at
joint 9.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
®WARNING-Verily design parameters and READ NO I ES ON THIS AND INCLUDED MREK REFEHANCE PAGE MlF7473 rev.10/032075 BEFORE USE.
Design valld for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mffek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracingjof trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and&CSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610
i
i
Job Truss Truss Type city Ply [Job
arlton 299
T10152078
M11412 A4 SPECIAL 8 1
Reference o tional
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 03 15:32:55 2017 Page 1
I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-09?D?kuakTYzxDC8wXDuTjU EoCU39PzkX6xDgUzzi k6
1-0- 8-0-0 13-8-0 18-0-0 24-6-0 28-9-4 36-0-0 7-0-
1-0 8-6-0 5-2-0 4-4-0 6-6-0 4-3-4 7-2-12 -0-0
Scale:3/16°=1'
4.00 F12 5x6=
6
3x4
3x6 G 5 5x6--4x6 C
7
3x4 4 8
3x4
3 9
2
13 t2 10 11
l'I�
dj1 14 7x8 MT18HS=
d 3x4 I I
0
16 15 4x8_
4x5= 3x4 I 5x12= 2 00 F12 4x10=
8-6-0 13-8-0 18-0-0 24-6-0 28-9-4 36-0-0
8-6-0 5-2-0 4�-0 6-6-0 4-3-4 7-2-12
Plate Offsets(X Y)-- f8'0-3-0 Edge) (10:0-2-10 Edgel
LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.59 13 >727 360 MT20 2441190
TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.35 13 >319 240 MT18HS 244/190
BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.51 10 n/a n1a
BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.82 13 >526 240 Weight:168lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-14
REACTIONS. (lb/size) 2=1402/0-8-0,10=1370/0-8-0
Max Horc2=208(LC 6)
Max Uplift2=856(LC 8),10-837(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3-3134/1785,3-4=-2567/1537,4-5=-2519/1549,5-6=-2382/1452,6-7=-2402/1439,
7-8=-5227/2989,8-9=5285/2982,9-10-5809/3250
BOT CHORD 2-16=-1562/2905,15-16=-1562/2905,14-15=-1235/2431,13-14=-2670/5074,
12-13=3006/5529,10-12-3000/5519
WEBS 3-16=0/262,3-15=-622/394,5-14-337/225,6-14=-644/1182,7-14=-3080/1,761,
7-13=-965/1930,9-13=539/332
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=59ft;L=36ft;eave=5ft;Cat.11;
Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
3)All plates are MT20 plates unless otherwise indicated.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6)Bearing at joint(s)10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 856 lb uplift at joint 2 and 837 lb uplift at
joint 10.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MfFEK REFERANCE PAGE MII-7473 rev.10/03t2015 BEFORE USE. R
Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not q`
a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute'218 N.Lee Street,Suite 312,Mexandrla,VA 22314. Tampa,FL 33610
l
Job Truss Truss Type Qty Ply Canton 2ss
T10152079
M11412 ATA COMMON 8 1
Job Reference(optional)
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 03 15:32:56 2017 Page 1
I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-ULYbC4vCVnggZNnLU Fk8owOSMbwTuzBtlmhmCxzzl k5
1.0- 8-1-1 13-10-2 18-0-0 22-1-14 27-10.15 36-0-0 7-0-
-o-0 8-1-1 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 1-0-0
Scale=1:62.4
4.00 FIT 5x6=
6
3x4 II 24 25 3x4 II
3x6% 5 7
3x6
3x4% 4 8 3x4
3 9
m1 2 10 11 ,_n
Im
O 17 16 15 26 27 14 13 12 O
4x5=
3x4 11 4x6= 3x8= 3x8= 4x6= 3x4 I I 4x5=
8-1-1 13-10-2 22-1-14 27-10-15 36-0-0
8-1-1 5-9-1 8-3-12 5-9-1 8-1-1
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud 'PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.26 14-15 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.70 14-15 >621 240
BCLL 0.0 Rep Stress Incr YES WB 0.49 HOrz(fL) 0.16 10 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.3114-15 >999 240 Weight:172lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc puriins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-1-7 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1436/0-8-0,1 0=1 43 610-8-0
Max Harz 2=-208(LC 6)
Max Uplift2=-796(LC 8),10=-796(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-3311/1660,3-4=-2709/1348,4-5=-2658/1362,5-24=2709/1437,6-24=2658/1463,
6-25=-2658/1463,7-25=-2709/1437,7-8=-2658/1362,8-9=2709/1348,9-10=-3311/1660
BOT CHORD 2-17=1450/3079,16-17=-1450/3079,15-16=-1450/3079,15-26=-776/2019,
26-27=-776/2019,14-27=-776/2019,13-14=-1450/3079,12-13-1450/3079,
10-12=1450/3079
WEBS 6-14=-469/969,7-14=-323/234,9-14=-636/451,6-15=-469/969,5-15_323/234,
3-15=-636/451
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=59ft;L=36ft;eave=5ft;Cat.11;
Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
3)100.O1b AC unit load placed on the top chord,18-0-0 from left end,supported at two points,6-0-0 apart.
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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 796 lb uplift at
joint 10.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11.7473 rev.1010312015 BEFORE USE.
Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall r
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mii'ek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication,storage-delivery.erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610
Job Truss Truss Type Qty Ply Carlton 299
T10152080
M11412 ATB COMMON 1 1
Job Reference(optional)
Chambers Truss, Fort Pierce,FL I 7.640 s Apr 19 2016 Mi rek Industries,Inc. Tue Jan 03 15:32:57 2017 Page 1
I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-yY6zQQvrG5ohBXMX2yGNY8Zes?KcdOx1_QQKINZZi k4
r1 0 Q 8-1-1 13-10-2 18-0-0 22-1-14 27-10-15 36-0-0 __- Q7-0-0
�1.0.0 8-1-1 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 �1-0-0
Scale=1:62.4
I
4.00 12 5x6=
6
3x4 II 25 26 3x4 II
3x6% 5 7 3x6
e
3x4 4 8 3x4
3 9
.1 2 70 11 %2
Im
O 16 17 16 15 27 28 14 13 12
3x5— 3x4 II 3x6 6x8= 6x8= 3x6 3x4 II 3x5=
8-1-1 13-10-2 15-2-0 21-10-0 22114 27-10-15 36-0-0
8-1-1 5-9-1 1-3-14 6-8-0 0--4 5-9-1 8-1-1
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.05 18-21 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.16 18-21 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.58 HOrz(TL) 0.02 15 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.07 16-18 >999 240 Weight:172lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14
REACTIONS. All bearings 0-8-0.
(lb)- Max Horz 2=208(LC 7)
Max Uplift All uplift 100 lb or less at joint(s)15 except 2=-452(LC 8),14=-837(LC 8),10—264(LC 8)
Max Grav All reactions 250 lb or less at joint(s)except 2=717(LC 17),14=1586(LC 1),10=435(LC 18),15=326(LC
13)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=1170/631,3-4—454/279,4-5=400/292,5-25=453/366,6-25=-400/392,
6-26—194/717,7-26=-217/637,7-8=-297/727,8-9—306/639,9-10=296/225
BOT CHORD 2-18=-476/1094,17-18=-476/1094,16-17=-476/1094
WEBS 6-14=-1054/539,7-14=-319/232,9-14=-743/504,9-12=0/277,6-16=-435/665,
5-16=-318/230,3-16=-771/498,3-18=0/299
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=59ft;L=36ft;eave=5ft;Cat.11;
Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
3)100.Olb AC unit load placed on the top chord,18-0-0 from left end,supported at two points,6-0-0 apart.
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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15 except at=lb)
2=452,14=837,10=264.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
i
I
®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M71-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MITekO connectors.This design is based only upon parameters shown,and Is for an Individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Affek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria,VA 22314. Tampa,FL 33610
i
III Job Truss Truss Type Qty Ply Carlton 2ss
T10152081
M11412 BHA COMMON 1 1
Job Reference o tional
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi Tek Industries,Inc.Tue Jan 03 15:32:58 2017 Pagel
I D:kFvnsnOwY419ZhC_nM3lc6y1J9g-QkgLdmwT1 OwYohwjbgnc5L6iBPbgMorAD4AtHpzzl k3
16-0-0 22-10.15
11 o q 8-0-0 12-a0 14-0-0 ,15-6-0 18-0-0 20-0-0 22-0-0 24-D- 2i a0 36-0-0 $7-0-q
1-0-0 8-0-0 4-0.0 2-0-0 1-6-0 2-0-0 2-0-0 2-0-0 0110-1 4-0-0 8-U-0 i-v-u
0-6-0 1-1-1 Scale=1:66.0
THIS COMPONENT IS TO BE USED IN
CONJUNCTION WITH A RIGID DIAPHRAGM. TOP CHORD MUST BE BRACED BY END JACKS,
THIS DIAPHRAGM MUST BE CAPABLE OF ROOF DIAPHRAGM,OR PROPERLY CONNECTED
TRANSFERRING ROOF LOADS TO THE GROUND 5x6= PURLINS AS SPECIFIED.
WITH NEGLIGIBLE LATERAL DEFLECTIONS.
9 12 14
7x10 7;5w 5 7 16 18 7x10 zzz4.00 12 3x6 I 5
3 8 10 17 20
N
21 22 N
M_'T1 2 I�
W m
O 28 27 26 25 24 23 0
3x6 11 4x6= 6x8= 6x8— 3x6 II 3x5=
3x5= 3x6=
8-0-0 15-6-0 22-10-15 28-0-0 36-"
8-0-0 7-6-0 7-4-15 5-1-1 8-0-0
Plate Offsets(X Y) [2:0 0 2 Edge] (3:0-3-8 Edge) f11:0-3-0 0-3-01 f20:0-3-8 Edgel [21:0-1-10 Edge],f25:0-3-8 0-3-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.08 28-31 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(fL) -0.23 26-28 >822 240
BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.05 21 n1a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.11 28-31 >999 240 Weight:208lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc puffins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 20-25
2 Rows at 1/3 pts 3-26
JOINTS 1 Brace at Jt(s):8,4,14,16,18
REACTIONS. All bearings 0-8-0 except(jt=length)25=0-11-5.
(lb)- Max Horz2=208(LC 6)
Max Uplift All uplift 100 lb or less at joint(s)except 2=-600(LC 8),26=1540(LC 8),25=-1238(LC 8),21=-477(LC
8)
Max Grav Alf reactions 250 lb or less at joint(s)except 2=1010(LC 13),26=2886(LC 13),25=2423(LC 14),
21=791(LC 14)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-2137/1073,20-21=-1372/663,3-4=-2121715,4-6=-212f715,6-8=-212/715,
8-10=-212/715,10-11=-212f715,11-13=-212f715,13-15=-212(715,15-17=-212/715,
17-19=-85/605,19-20=-85/605,3-5—199/421,5-7—111/390,7-9—32/343,12-14=0/255,
16-18—66/300,18-20=-205/362
BOT CHORD 2-28=-900/2124,27-28=-855/1984,26-27=-855/1984,25-26=-848/516,24-25=-457/1106,
23-24=-457/1106,21-23=-506/1240
WEBS 8-26=-1340/1011,17-25=-989/761,3-28=-390/1209,3-26=-3116/1622,20-23=-424/1154,
20-25—2262/1126,9-10=-710/571,6-7=-308/242,15-16=-465/374,18-19=-499/420
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=1211;B=59ft;L=36ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are 3x4 MT20 unless otherwise indicated.
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.
7)Provide mechanical connection(by others)!of truss to bearing plate capable of withstanding 600 lb uplift at joint 2,1540 lb uplift at joint
26,1238 lb uplift at joint 25 and 477 lb uplift at joint 21.
8)Girder carries hip end with a-0-0 end setback.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at
28-0-0,and 967 lb down and 461 lb up at,8-0-0 on bottom chord. The design/selection of such connection device(s)is the
responsibility of others.
12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
D S Standar
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an individual building component not
a Truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mffek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSf Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandda,VA 22314. Tampa,FL 33610
• Job Truss Truss Type Qty Ply Carlton 299
T10152081
M11412 BHA COMMON 1 1
Job Reference(optional)
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 03 15:32:58 2017 Page 2
ID:kFvnsnOwY419Zh0_nM3lc6ylJgg-QkgLdmwT1 OwYohwjbgnc5L6i8PbgMorAD4AtHpzz1 k3
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3=-54,20-22=-54,26-29=-20,23-28=47(F=-27),23-32=-20,3-12=126(F=-72),12-20=-126(F=-72)
Concentrated Loads(lb)
Vert:28=-641(F)23=-641(F)
®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. R
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component not
a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek"
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and muss systems,seeANSI/TPII 9uailty Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610
Job Truss 711uss
Type Qty Ply Carlton 29sT10152082
M11412 GRA 1 1
Job Reference(optional)
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 03 15:32:59 2017 Page 1
I D:kFvns nOwY419Zh0_nM3lc6y1J9g-uwEkr5x5ni2 PQgVw9N l reZegGpuO5DaJ RkvQpGzzl k2
1-0- 8-0-0 13-8-0 18-0-0 22-4-0 28-0-0 36-0-0 7-0-
-0-0 8-0-0 I 5-8-0 4-4-0 4-4-0 5-8-0 8-0-0 1-0-0
Scale:3/16"=1'
5x8 MT18HS= 5x8 MT18HS=
4.00 12 3x4 II 5x12= 3x4 I
3 22 234 5 6 24 25 7
N
N1 2 $ 9 N N
O
15 14 13 12 11 10
4x6= 3x6 11 5x6 WB= 6x12= 3x6 II 4x6=
6x12= 5x6 WB=
8-0-0 13-8-0 22-4-0 28-0-0 36-0-0
8-0-0 5-8-0 8-8-0 5-8-0 8-0-0
Plate Offsets(X Y)-- f3.0-5-4 0-2-81 f5:0-6-0 0-3-01 f7:0-5-4 0-2-8)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.15 10-12 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.50 12-13 >538 240 MT18HS 244/190
BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.08 8 n/a n/a
BCDL 10.0 Code FBC2014JTP12007 (Matrix-M) Wind(LL) 0.2210-12 >999 240 Weight:164lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-12 or-purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-11 oc bracing.
WEBS 2x4 SP No.3`Except` WEBS 1 Row at midpt 3-13,5-13
4-13,6-12:2x6 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=44410-8-0,13=4133/0-8-0,8=1443/0-8-0
Max Horz 2=99(LC 7)
Max Uplift2=-327(LC 8),13=-2631(LC 8),8=-964(LC 8)
Max Grav2=499(LC 13),13--1812(LC 13),8=1671(LC 14)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=439/227,3-2 2=-1 4 5 312 81 0,22-23=-1453/2810,4-23—1453/2810,4-5=-1453/2810,
5-6=-3008/1704,6-24=-3008/1704,24-25=-3008/1704,7-25—3008/1704,7-8=4045/2161
BOT CHORD 2-15=-1271424,14-15=-1491485,13-14=-149/485,12-13=2791480,11-12=-1944/3827,
10-11=1944/3827,8-10—1922/3766
WEBS 3-15=-413/1131,3-13—3603/1912,4-13=-864/710,5-13=3873/2256,5-12=-1465/2971,
6-12=-826/689,7-12=941/467,7-10=-409/1125
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=5911;L=36ft;eave=5ft;Cat.11;
Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)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.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 327 lb uplift at joint 2,2631 lb uplift at joint
13 and 964 lb uplift at joint 8.
8)Girder carries hip end with 8-0-0 end setback.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at
28-0-0,and.967 lb down and 461 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the
responsibility of others.
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
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE
Design valid for use only with MITek®connectors.Tills design Is based only upon parameters shown,and Is for an Individual building component not
a truss system.Before use,the building designer mrist verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mffek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing,of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610
1.
Job I Truss Truss Type Qty Ply Carlton 299
T10152082
M11412 GRA { HIP 1 1
� Job Reference(optional)
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Tue Jan 03 15:32:59 2017 Page 2
ID:kFvnsnOwY4l9Zh0_nM3lc6ylJ9g-uwEkr5x5ni2PQgVw9NlreZegGpuO5DaJRkvQpGzzi k2
i
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(pit)
Vert:1-3=-54,3-7=126(17=-72),7-9=-54,15-16=-20,10-15=-47(F=-27),10-19=-20
Concentrated Loads(ib)
Vert:15=-641(F)10=641(F)
i
i
i
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MlTek®connectors.This design is based only upon parameters shown,and Is for an individual building component not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing ;MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TP1I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610
I
li
Job Truss Truss Type City Ply Carlton 299
T10152083
M11412 J2 MONO TRUSS 8 1
Job Reference(optional)
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Tus Jan 03 15:32:59 2017 Page 1
I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-uwEkr5x5ni2PQgVw9N IreZeOZp3v5RZJ RkvQpGzz1 k2
-1-0-0 2-0-0
1-0-0 2-0-0
Scale=1:7.9
3
4.00 12
2 0
r
0
1
4
3x4=
2-0-0
2-0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 Na n1a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.00 7 >999 240 Weight:8lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=36/Mechanical,2=143/0-8-0,4=21/Mechanical
Max Horz2=67(LC 8)
Max Uplift3=-30(LC 8),2=-131(LC 8),4=-3(LC 5)
Max Grav3=38(LC 13),2=143(LC 1),4=29(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL--3.Opsf;h=12tt;B=59ft L=36ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will
fit between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 lb uplift at joint 3,131 lb uplift at joint 2
and 3 lb uplift at joint 4.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
i
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not
a truss system.Before use,the building designer most verify the applicability of design parameters and properly incorporate flits design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ' ffek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610
Job Truss Truss Type Qty Ply Carlton 299
T10152084
M11412 J4 MONO TRUSS B 1
Job Reference(optional)
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Jan 03 15:32:59 2017 Page 1
I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-uwEkr5x5ni2PQgVw9Nl reZe_5p1 x5RZJRkvQpGzz1 k2
-1-0-0 4-0-0
1-0-0 4-"
Scale=1:11.2
3
4.00 12
N
� r
i
I
1
3x4= 4
4-"
4-0-0
LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.01 4-7 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.02 4-7 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(fL) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2014lfF12007 (Matrix-M) Wind(LL) 0.01 4-7 >999 240 Weight:14lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=77/Mechanical,2=2i 4/0-8-0,4=38/Mechanical
Max Horz2=102(LC 8)
Max Uplift3=-73(LC 8),2=-168(LC 8),4=-2(LC 8)
Max Grav3=80(LC 13),2=224(LC 1),4=58(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=59ft;L=36ft;eave=5ft;Cat.11;
Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)`This truss has been designed for a live load lof 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of(truss to bearing plate capable of withstanding 73 lb uplift at joint 3,168 lb uplift at joint 2
and 2 lb uplift at joint 4.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
®WARNING-Verity design parameters and READ NOTES(ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev.1010312015 BEFORE USE.
Design valid for use ody with MITekO connectors.This dIpsign is based only upon parameters shown,and is for an Individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing -MiTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and miss systems,seeANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.21 8 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610
I