HomeMy WebLinkAboutEngineering, Mitek I
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Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTeko
RE: M11323 - 62' Grand Carlton III with porch
p MiTek USA, Inc.
Site Information: 6904 Parke East Blvd.
T a 3610-4115
Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Model: �11
Lot/Block: Subdivision:
Address: N/A
City: PORT ST LUCIE 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: FBC2014ITP12007 Design Program: MiTek 20/20 7.6
Wind Code: ASCE 7-10 Wind Speed: 165 mph
Roof Load: 37.0 psf Floor Load: N/A psf -
This package includes 13 individual, Truss Design Drawings and 0 Additional Drawings. i
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet'
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. Seal# Truss Name I Date
11 IT116973761A 7/27/17
12 I T11697377 I A5 1 7/27/17
13 T11697378 J A6 1 7/27/17
4 1 T11697379 1 A7 1 7/27/17
15 1 T11697380 1 A8 1 7/27/17
16 1 T11697381 1 A9 1 7/27/17
17 1 T1 1697382 1 GRA 1 7/27/17
18 1 T1 1697383 1 GRB 1 7/27/17
19 I T11697384 I J2 1 7/27/17
110 I T11697385 i J4 i 7/27/17
Ill I T11697386 I J6 j 7/27/17
12 I T11697387 I J8 1 7/27/17
13 T1 1697388 1 KJ8 1 7/27/17
i
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The truss drawing(s)referenced above have been prepared by A
MiTek USA,Inc. under my direct supervision based on the parameters �`�p�P ••• ,�e ��;�
provided by Chambers Truss. A�;•• C S
Truss Design Engineer's Name: Albani, Thomas o
My license renewal date for the state of Florida is February 28,2019.
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction TATE OF .'14/Z-
s)identified and that the �� •• �
designs comply with ANSI/TPI 1. These designs are based upon parameters Q. 141
shown(e.g.,loads,supports,dimensions,shapes and design codes),which were 4 O R l O , N
given to MiTek. Any project specific information included is for MiTek's customers ��i S&/-O N*...•����
file reference purpose only,and was not taken into account in the preparation of ��� A1-
these designs. MiTek has not independently verified the applicability of the desigr
parameters or the designs for any particular building. Before use,the building desionere Copy Thomas A.Albani PE No.39380
should verify applicability of design parameters and properly incorporate these designs MiTek USA,Inc.FL Gen 6634
into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610
Date:
July 27,201-7
Albani,Thomas 1 of 1
i
I
russTruss Type •' (Sty± P y 62'Grnnd Carlton III with porch
T11697376
323 A COMMON 9 1
Job Reference(optional)
hambors Truss, Fon Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul27 09:15:41 2017 Page 1
I D:a3B4 PavKnnZweXyJckSFBgytiFUN-6o1 EuZGAMi82RVbrf6y71't W e3167Hx 1 MQymQMHylwSO
rl•0•q 6.7-13 , 12-4.13 , 17.0.0 21;•3 27.4.3 34.0.0 35.0.0
1.0 00 G•7-123 5.9.0 4-7.3 4.7.3 5-9.0 6-7-13 1.0.0
i
Scale=1:59.2
4.00 F12 4x4=
6 25
i2x3 I I 24 2x3 11
3xG s 5 /� 7 3x6
3x4 4 ILL 8 3x4 C
10
��' 11
� Ire 10
otli>< -ebb `�"
17 16 15 26 27 14 Y3 12 o
4z5 — 2x3 :I 4x6= 3x8= 3x8= 4x6= 2x3 11 4x5=
i
6-7-13 12-4-13 21.7.3 27-4.3 34-0.0
1- 6-7-13 5-9.0 I 9-2-7 5-9.0 �---- 6 7 19
LOADING(psf) SPACING- 2-0.0 CSI.A T i DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 �TC 0.34 Verl(LL) 0.29 15 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.72 14-15 >567 240 I
BCLL 0.0 ' I Rep Stress Incr YES WB 0.57 Horz(TL) 0.14 10 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) i Weight:163 lb FT=0"
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purii Is.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1362/0.8-0,10=1362/0.8-0
Max Horz 2=179(LC 9)
Max Uplift2=832(LC 10),10=-832(LC 10)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2.3=-3188/1919,3-4=-2663/1632,4-5=-2616/1640,5-24=-2668/1752,6-24=-2608/1747,
6-25=-2608/1747,7-25=-2668/1752,7-8=-2616/1640,8-9=-2663/1632,9-10=-3188/1919
BOT CHORD 2-17=-1693/2972,16-17=1693/2972,15-16=-1693/2972,15-26=-967/1925,
26-27=-967/1925,14-27—967/1925,13-14=-1693/2972,12-13=-1693/2972,
10-12=-1693/2972
WEBS 6-14=559/948,7-14 328/330,9.14=-550/403,6-15=-559/948,5-15=-328/330,
3-15=-550/403
NOTES-
1)Unbalanced root live loads have been considered for this design.
2)Wind:ASCE 7-10;VLIIt=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Ops1;h=141t;13=5211;L=34ft;eave=6ft;Cat.11;
Exp C;Encl.,GCpi=O.18;MW FRS(directional)and C-C Intertor(1)zone;C-C for members and forces&MW FRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)'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.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 832 lb uplift at joint 2 and 832 lb uplift at
joint 10. I
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)50 lb down and 30 lb Lip at 15-0-0,
and 50 lb down and 30 lb up at 19-0-0 on top chord. The design/selection of such connection device(s)Is file responsibility of others.
8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-6=-54,6-11=-54,18-21=-20
Concentrated Loads(lb)
Vert:24=50(F)25=50(F)
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0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 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 puss syslern.Before use.the building designer roust verify the cipjAcobllilty,of design putamoters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of fndhridual truss web and/or chord members only.Additional temporary and permanent bracing MiT�k•
Is always required for stability and to prevent collapse with poss'bte pvrsonai injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and tons 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
I
i
' I
wJob puss )toss I ype '---T�iy' _p y 62'Grand Carlton III with porch
11697377
�Ml 1323 5 SPECIAL 9 1
Job Reference(optional)
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Thu Jul 27 09:15:41 2017, Page t
ID:2GIScwwyY5hnGhXVARzUkuyrrFUM-Go1 EuZGAMi82RVbr16y7YIWXdh6HyJMOyn10MHylwSO
rt•0.0 7.8.5 10•G•4 17.0-0 20-4.8 26-4-0 34.0.0 35.0•0
1-0.0 7.8-5 2.9.15 6-5-12 3., 5-11.8 7.8.0 1.0.0
Scale=1:61.2
4.00 12 Sx8 l
I
6
it
2x3 II 2x37
4xG% 1\� 3x6
5
2x3 ZZ 4 8 3x4
3 / 9
14 10
5x12 MT18HS= r l6
o o
13 12
5x12= 2x3 II 3x6=
3x10= 2.00 12
i
i
10-6-4 20-4-8 2&4-0 r 34-0.0
—'— 10-6-4 - —f---- 9-10-4 ----r 5 11 8 r - 7-8-0
-i
Plate Offsets(X Y)-- 12:0-2-2,0-0-71,14:0-3-0,Edge]
LOADING(pst) SPACING- 2-D-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP
TCLL 20.0 1 Plate Grip DOL 1.25 TC 0.82 Ver1(LL) 0.74 14 >553 360 I MT20 244/190
TCDL 7.0 I Lumber DOL 1.25 I BC 0.87 Vert(TL) -1.48 13-14 >275 240 I MT18HS 244/190
BCLL , 0.0 ' ` Rep Stress incr YES WB 0.49 Horz(TL) 0.43 10 n/a n/a
BCDL 10.0 Code FBC2014lTP12007 I (Matrix-M) Weight:154 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-10 cc bracing.
WEBS 2x4 SP No.3"Except' WEBS i Row at midpt 6-14
6.14:2x4 SP M 30
REACTIONS. (Ib/size) 2=129710-8-0,10=1327/0-8-0
Max Horz2=179(LC 9)
Max Uplift2=795(LC 10),10=-812(LC 10)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-5402/3206,3-4=-5047/2950,4-5=-5005/2952,5-6=-5093/3071,6-7=-2352/1568,
7-8=-2330/1486,8-9=-2383/1472,9-10=-2979/1784
BOT CHORD 2-14=-2938/5142,13-14=-1023/2054,12-13=-1553/2765,10-12=-1553/2765
WEBS 3-14=-342/317,5-14=-297/321,6-14=-1867/3265,6-13=-261/514,7-13=-259/252,
9-13—634/444
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=14ft;B=52ft;L=34ft;eave=6ft;Cat.ll;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Inter)or(1)zone;C-C for members and forces&MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3)All plates are MT20 plates unless otherwise indicated.
4)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)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 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.
I
i
i
0 WARNING-Verlry design parametem and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 rev.1 010 3/2 0 1 5 BEFORE USE
Design valid for use only with Milek0 conneclors.THs design is teased only upon parameters shown,and Is for an Individual building component,nor
a truss system.Before use,the building designer musl'vedfy the applicability of design parameters and properly Incorporale this design Into the overall MOW
building design. Bracing Indicated Is to prevent buckling of Individual truss w 'ye
web and/or chord members only.Additional temporary and permanent bracing OW
Is ahvays roquired for stablllty and to prevent collapse vAf h p osslble personal injury arrd property damage. For general flurdance regaiding the
fabricallon.storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-69 and BCSI Building Component 6904 Parke East Blvd.
safety Information available from Truss Plate Institute,218 W.Lee Street,Suite 312,Alexandria.VA 22314. I Tampa,FL 33610
_ r
, I f
Job �l'I nlss _ f�Type �Ty_T_Ty__ G2'6rand Carlton III wilh porchT116o737II
M11323 AG SPECIAL 1
!Job Reference(optional)
Chambers Trusc, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Thu Jul 27 09:15:42 2017 Page 1
ID:2GISewwyY5hnG11XVARzUkuyuFUM-a_bc5vGo70Gv3fA1 DpTM4W3jD9Mu0KDVecV_ujytwS?
1.0• 8.11-11 16.0.0 18-0.0 20-4-B 25-11.15 34-0.0 5-0•
•0.0 8-11-11 7.0.5 2-0.0 2.4-8 5-7-7 1.0.0
Scale:3/16'=1'
4.00 2 6x8=
5x6=
5 6
J 2x3'� '
5x6 WB4 �� 3x4
SxG
31 78 N
14 �^
of 2 �/ 9 to I'�
dl 5x-12MTi8r4s= 13
o 3x4¢ 12 11
5x6= 2x3 II 3x6=
3x10= 2.00 12
10.6-4 15.0-0 16-0-Q 20.4.8 25-11-15 34-0-0 ,
10.6-4 4-5.12 5--0.0' 4.4-8 5-7-7 Ji B-0-1 - —1
Plate Offsets(X Y)-- 12:0.2-2,0-0-71,13:0-3-0,Edge],15:0-4.0,0-231,17:0-2-7,Edgel
LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TOLL 20.0 Plate Grip DOL 1.25 TO 0.76 Vert(LL) 0.68 14 >601 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.13 14-17 >362 240 MT18HS 244/190
BCLL 0.0 ' Rep Stress Incr YES WB 0.B3 Horz(TL) 0.41 9 n/a n/a J
BCDL 10.0 Code FB02014ITP12007 (Matrix-M) Weight:1561b FT=0°
LUMBER- BRACING- --
TOP CHORD 2x4 SP M 30*Except` 'TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins.
3-5:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing.
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3'Except'
5-14:2x4 SP M 30
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=1298/0-8-0,9=1326/0-8-0
Max Horz2=169(LC 9)
Max Uplift2=-796(LC 10),9=-811(LC 10)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-5374/3234,3-4—5240/3235,4-5=-4981/2977,5.6—2255/1506,6-7=-2312/1473,
7-8=-2320/1451,8-9=-3010/1835
BOT CHORD 2.14=-2960/5111,13-14=1169/2301,12-13=-1098/2141,11.12—1604/2799,
9-11=1604/2799
WEBS 4-14=-487/502,5-14=-1654/2900,5-13=-402/193,6-13=-176/517,B-12=764/560,
8-11=0/257
NOTES-
1)Unbalanced root live loads have been considered for this design.
2)Wind:ASCE 7-10;Vuit=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6fh Cat.II;
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown;
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)2 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verity capacity
of bearing surface.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 811 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.
I
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/032015 BEFORE USE
Design valid for use only with MIIek0 connectors.this design Is based only ulxrn parameters shown,and is for an Individual building component,nor
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.Addillonal iemporary'and permanent tracing Mffek'
is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing or tnmes,and truss systems•seeANSI/TPII Quality Criteria,DS8-89 and BCSI Building Component 69D4 Parke East Blvd. i
Safety Information available from Truss Plate Institute.21814.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610
•I Job _ rUS'1' S-- 7ESs--'I ype Oty' P y 62'Grand Conlon III with porch T'
�T11697379
M71323 A7 SPECIAL �� lob Reference(optional) I 1
L 6hambers Trusc, Fort Pierco,FL 7.640 s Apr 10 2016 MTek Industries.Inc.Thu Jul 27 09:16:43 201;7 Page 1
I D:W SJgpGwal Ppeur6hkgUjG5yuFUL-2Ag?I FHOuKOmgpIDnX_bdjblrYj W Ik 1 ItGFXOAytwS_
Q 8.10.10 14-0.0 25.11.15 34.0.0 3
1-0.0 B•10.10 5.1.6 620-0.0-0.0 5-11-15 8-0-1 1.0.05-0-Q
Scale=1:62.3
I
6x10 MT18HS=
i
5x6=
4.00 12 4 5
20•: `\ 3x4
�\``
3 � \�
d
c✓j 5x12MT18Hu=
10 9
5x12= 2x3 ;I 4x5=
3x'10= 2.00 12
I
10-6-4 14-0-0 20-4-8 25.11-15 34-0-0
10-6-4 3-5-12 6-4-8 5-7-7 8-0-1
Plate Offsets(X Y)-- [2:0-2-2 0-0-71 (4:0-5-0,0-1-131
LOADING(psi) SPACING- 2-0-0 ^j CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 I TC 0.77 Vert(LL) 0.66 11 >623 360 I MT20 2.44/190
TCDL 7.0 Lumber DOL 1.25 BC 0.88 Verl(TL) -1.40 10-11 >291 240 MT18HS 244/190
BCLL 0.0 " Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a n1a
BCDL 10.0 _ Code FBC2014/TP12007 _ I (Matrix-M) _ _ - Weight:147 lb FT=09.
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-3 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1297/0-8-0''7=1327/0-8-0
Max Horz 2=-149(LC 8)
Max Upl1ft2=-795(LC 10),7=-812(LC 10)
i
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-5357/3260,3-4=-4993/3023,4-5=-2157/1487,5-6=-2364/1533,6-7-2960/1830
BOT CHORD 2-11=-2981/5096,10-11=-1552/2801,9-1 0=-1593/2746,7-9=-1593/2746
WEBS 3-11=-412/429,4-11-1413/2588,4-1 0=-81 0/448,5-1 0=-1 74/455,6-10=-636/458
I
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASIDE 7-10;Vuit=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opst;h=141t;B=5211;L=341t;eave=6ft;,Cat.II;
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)This truss has been designed for a 10.0 psi 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)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface. i
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at
joint 7.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
I
I
®WARNING•Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE.
Design valid for use orgy with Mrlek0 connectors.lids 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 ����YY
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional fempaary and pennanent 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,ereellon and bracing of hisses and fruss systems,se-eANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Instilute,21814.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610
I
"Job «Y Ise russ 7 ype1""
Ty
62'Grnnd Colton III with porch
T11607380
M11323 IAa SPECIAL 1 1 ,
Job Referonce(optional)
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mirok Industries,Inc. Thu Jul 27 09:15:43 2017 Page 1
I D:W SJgpGwal
~ Ppeur6hk9UjG5yuFUL-2A9?IFHOuKOmgpIDnX_bcljbuZYjblpgf tGFXOAyiwS_
1.0•q 88.4 1.2.0.0 15.11A 20.4.8 22.0.0 B12 34.0.0 35-0-0
3.12 .810 .4 .4 4.8-4 1-7-8 2- •12 9-3-4 1.0.0
Scale=1:62.2
5x6= 3x4= 2x3 11 4X8=
4.00 F12 A 20 5 6 21 7 2x3
2x3� } — --
3
1 01 2 9 10I rt Irt
5x12 MT18HS= —� 1 1
o - o
12 1Y
5x12= 3x4= 4x6=
3x'10. 2.00 12
— 10-6-4 --1 20-4-8 _ 122-0-01 34-0-0
10-6-4 9.10-4 1-7-8 12-0-0
Plate Offsets(X,Y)-- f2:0-2-2,0-0-71,17.D-5-8 0-2-41,f9:0-2-6 Edge)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 2441190
TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.36 12-13 >301 240 MT18HS 244/190
BCLL 0.0 ' Rep Stress Incr YES W B 0.69 Florz(TL) 0.39 9 n/a Iva
BCDL 10.0 Code FBC2014/TP12007 I (Matrix-M) —I Weight 154 lb FT=01
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 0c purlins.
BOT CHORD 2x4 SP M 3D BOT CHORD Rigid ceiling directly applied or 4-1-12 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1292/0-8.0,9=1332/0-8-0
Max Horz2=12.9(LC 9)
Max Uplift2=-794(LC 10),9=-813(LC 10)
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FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-5337/3325,3-4=-4970/3077,4-20=3801/2422,5-20=3801/2422,5-6=-2464/1693,
6-21=-2472/1702,7-21=-2472/1702,7-8=-2492/1650,8-9=2808/1824
BOT CHORD 2-13=-3045/5078,12-13—1898/3180,11-12=-1289/2331,9-11=-1 573/2593
WEBS 3-13_389/401,4-13=-981/1665,5-13—301f/96,5-12=-894/602,7-12=-352/452,
7-11=235/474,8-11=-408/419
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NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;VLllt=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft•,B=52ft;L=34ft;eave=6ft•,Cat.II;
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces 8 MW FRS for reactions shown;
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)2 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 794 lb uplift at joint 2 and 813 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.
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®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11--7473 rev.1010312015 BEFORE USE
Design valid for use only wtlh MrlekO connectors-this design Is based only upon parameters sholvn,and is fat an individual building component,not �� �
a truss system.Before use,the building designer must verify the applicability of design paraniolers and properly incorporate this design into the overall ■
building design. Bracing Indicated is to prevent truckling of Individual truss web and/or chord members only.Additional ternporary and permanent bracing MOWB always required for stability and to prevent collapse wllh possUe personal injury and properly damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSf1TPI1 Quality Criteria,DSB-89 and BC51 Building Component 6904 Parke East Blvd.
Safety Information avoilable from Truss Plate Institute,2181V.Lee Streel.Suite 312,Alexandria,VA 22314. Tamps.FL 33610
Job rut ss Truss Type Oty ' Ply 62'Grand Callon III with porch �
T11697301I
M11323 A9 HIP 1 1
Job Reference(optional)
Chambois Truss, Foil Pierce,FL 7,640 s Apr 19 2016 MPTek Industries,Inc. Thu Jul27 09:15:44 2017 Pago 1
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6.7- 10.0.0 15.2 20.4-0 4.0.0 27.4-1 34-0.0 35.0.0
3.4.1 .114' 5.1-2 2110 6.715
3.4-1 6.7.15 1I0.0
Scale=P.60.1
I
4x4= 3x4= 2x3 II 4x8=
4.00 12
4 22 5 6 23 7
2x3 Q ._f — - 2x3
3 j
10
15 14 13 12 11
3x5= 3x8- 3x6= 6x8= 3x6= 3x4= 3x5
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- _ 10-0.0 I 20.4.0 -_� 24-0-0 34-0.0
10-0-0 10-4-0 3-8-0 '10-0.0
Plate Offsets(X,Y)-- 12:0-2-8 Edgel,17:0-5-4,0-2-o1,f9:0-2-2,Edgel
LOADING(ps1) f SPACING- 2-0.0 CSI. i DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 + Plate Grip DOL 1.25 TC 0.24 I Vett(LL) -0.17 13-15 >999 360 MT20 2441190
TCDL 7.0 Lumber DOL 1.25 BC 0.49 Ved(TL) -0.42 13-15 >574 240
BCLL 0.0 ' I Rep Stress lncr YES WB 0.85 htorz(TL) 0.02 13 Na Na y
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:156 Ib FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puffins.
BOT CHORD 2y.4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=687/0-8-0,9=38210-8-0,13=1554/0-8-0
Max Horz2=-109(LC 8)
Max Uplift2=-441(LC 10).9=-262(LC 10),13-904(LC 10)
Max Grav2=709(LC 19),9=420(LC 20),13=1554(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-1196/754,3-4=-874/537,4-22=-797/532,5-22_797/532,5-6=-404/747,
6-23_404/747,7-23=-404/747,7-8=-88/269,8-9=-295/175
BOT CHORD 2-15=-590/1091,14-15=-64/316,13-14=-64/316,12-13=-245/289,11-12=245/289
WEBS 3-15=-349/348,5-15=-271/615,5-13-11621851,6.13=-260/267,7-11=-163/325,
8-11=-387/373,7-13=-762/484
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NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vuit=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.0psf;h=14fl;B=521t;L=34fl;eave=6fl;Cat.11;
Exp C;Enr;i.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 441 lb uplift at joint 2,262 lb uplift at joint 9
and 904 lb uplift at joint 13.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
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®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED IAITEK REFERANCE PAGEMII-7473 rev.10/03/2015 BEFORE USE
Design valid for use only with MITekb connec tors.This design Is based only upon parameters shown,and is for an Individual building component,nor
a truss syslern.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 laacing MaTek•
is always regurred for stability and to prevent collapse with possible persond injury aryl property dranage. For general guidance regarding the
fabilcallon,storage.,delivery.erection and bracing of trusses and hues systems.seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. 1
Safety Information available from Truss Plate Institute,218 N.Lee Street.Sulle 312,Alexandria.VA 22314. Tampa,FL 33610
Job Truss rusS ype (Oty••7ry-- 62'Gmnd Canton III with porch
T71G97302
M11323 GRA HIP I1 1
Job Reference(optional)
Chambers Truss. Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:45 2017 Page 1
I D:_etC 1 cxC3ixVV?huls?ypJyuFUK-_ZHljxJhOxeUw7vcuy03iBhBKM WjDeuyLalceU2ytwRy
i•0•Q B-0.0 11.1.1 17.0.0 18.6.0 22.2.2 2G•0.0 34.0.0 $5•D•q
1-0.0 8.0-0 3-1-1 5.10.15 1.6.0 3.8-2 3.0-14 8.0.0
Scale=1:62.3
TOP CHORD MUST BE BRACED BY END JACKS,
4xn= ROOF DIAPHRAGM, OR PROPERLY CONNECTED
PURLINS AS SPECIFIED.
11 14
0
7x10- 6 �J 17 6x10 Z
4.00 12 4 3xG' u 10
i 5x
3 cl 13 1�� 21 I l
� \ 10�G
.I
,n 1 2 ''/ l I I 122 231 1 I N
_ o
29 28 27 26 25 24
3x6 Il 3xG= 6xB= 3x6= fire= 4x4;=
3x5= 6x8= j
8-0-0 11-1-1 18-6 0 2G•0.0 34-0 0
l B-0-0 3-1-1 7-4-15 7-6.0 8.0-0 --i
Plate Offsets(X Y)-- (3:0-3-8 Edgel 121:0-3-8 Edgel 124:0-3-8 0-3-0) (27:0.3-8 0-3-01
LOADING(pst) SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 244/190
TCDL 7.0 I Lumber DOL 1.25 BC 0.44 Verl(TL) -0.19 24-26 >987 240
BCLL 0.0 ' Rep Stress Incr NO W B 0.96 Horz(TL) 0.02 22 n/a n/a
BCDL 10.01 Code FBC2014lrP12007 (Matrix-M) `_— Weight:194 lb FT=0l o
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc pLITlins. Except:
BOT CHORD 2x4 SP M 30 1 Row at midpi 8-21
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
JOINTS 1 Brace at Jt(s):7,8,19, 17,14
REACTIONS. All bearings 0-8-0.
(lb)- Max Horz 2=179(LC 7)
Max Uplift All uplift 100lb or less at joint(s)except 2=-376(LC 8),27=-1146(LC 8),26=-1470(LC B),22=-646(LC
8)
Max Grav All reactions 250lb or less at joint(s)except 2=527(LC 13),27=2197(LC 13),26=2894(LC 14),
22=1015(LC 14)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-561/338,3-5=-306/839,5-7=-584/1206,7-8=-584/1206,8-10—584/1206,
10-12=-584/1206,12-13=584/1206,13-15=584/1206,15-16=-584/1206,
16-18=-584/1206,18-20=2121/1203,20-21=2121/1203,21-22=-2176/1197,
4.6—173/256,6-9=-134/313,9-11_114/371,11-14=-200/419,14-17=-102/280,
19-21=-151/268
BOT CHORD 2-29=-195/591,28-29=143/463,27-2B=-143/463,26-27—772/440,25-26=393/630,
24-25=-393/630,22-24=-1014/2010
WEBS 3-29=-457/1105,327=-1643/836,5-27=-769/636,5-26=-537/346,13-26=-934/608, I
18-26=-2360/1437,18-24=782/1690,21-24=38/353,4-5=-618/520,19-20—342/310,
14-15=549/402
NOTES-
1)Unbalanced root live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2pst;BCDL=3.Opsh h=14fh B=52ft',L=34ft;eave=61t•,Cat.If;
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 2x3 MT20 unless otherwise indicated. 1
5)This truss has been designed for a 10.0 psi 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 376 lb uplift at joint 2,1146 lb uplift at joint
27,1470 lb uplift at joint 26 and 646 lb uplift at joint 22.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
9)Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.
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
26-0-0,and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The designtselection 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).
Continued on pacie 2
®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI67473 rev.1010312015 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 buss system.Before use,the building designer must verify the appiicabllity of design parameters and properly incorporate this design Into the overall
!wilding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Addlional temporary and petmanent txcr.,ing MOW
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabxicatlon,storage,delivery,erection and bracing of trusses and Inrss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Wale Institute.2181d.Lee Street-Suile 312,Alexandria.VA 22314. Tampa,FL 33610
I
'Job MSS '! - 1 rule ss Typo dty~� ly I62'Grand Cedfon III with porch
IT11697382
M11323 GRA i HIP 7 i 1
Job Relerence(optional)
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu Jul 27 09:15:45 201'7 Page 2
I D:_eIC 1 cxC3ixVV?huls?ypJyuFUK-_ZHIjxJhOxeUw7vcuy03i8hBKM WjDeuyLakeU2ytwRy
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1,25
Uniform Loads(pit)
Vert:1-3=-54,21-23=-54,29-30=-20,24-29=47(F=-27),24-33=-20,3-11=-126(F=72),11-21=-126(F=-72) I
Concentrated Loads(lb)
Vert:29_641(F)24=-641(F)
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0 WARNING-VeNfy design parameters and READ NOTES ON THIS AND INCLUDED MD-EKREFERANCE PAGE M11-7473 rev.1010=015 BEFORE USE. �
Design valid for use only with MIlekTU conneefois.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 Jedfy the applicability of design parameters and properly Incorporate this design Into the overall
buikfing design. Bracing Indicated Is to prevent tucWlnp of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek'
Is always required for s1ablllly and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the
fabdcallon,storage,delivery,erection and bracing of trusses and Inn systems,seeANSI/iPli Quality Criteria,DSB-89 and BCSI Building Component 9904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandila.VA 22314. Tampa,FL 33610
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