HomeMy WebLinkAboutEngineering, truss plans - Lumber design values are in accordance with ANSI/TPI 1 section 6.3'
These truss designs rely on lumber values established by others.
MiTek S
RE: M11323 -62' Grand Carlton III with porch MiTek USA, Inc.
Site Information: 6904 Parke East Blvd.
Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Mode IT �1ai51 Y610 4115
Lot/Block: Subdivision: L
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
j Loading Conditions):
Design Code: FBC2014/TP12007 Design.Program: MiTek 20/20 7.6 j
Wind Code:'ASCE 7-10 [All HeighIl Wind Speed: 165 mph
Roof Load: 37.0 psf Floor Load: N/A psf
This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. j
With my-seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. Seal# Truss Name Date
1 T9680954 K- 10/17/16
2 1T9680955 I A5 10/17/16
(3 I T9680956 (A6 ( 10/1 7/16(
4 1 T9680957 (A7 + 10/1 7/16(
15 I T9680958 A8 1 10/17/16(
6 T9680959 A9 1 10/17/16 1 n
�7 _T9680960 i GRA i 10/17/16
188 (T9680961 (GRB 1 10/17/16( t 1y
19 (T9680962 (J2 i 10/17/16(
110 (T9680963 i J4 1 10/17/16(
Ill I T9680964 {J6 10/17/16(
12_ I T9680965 JJ8 1 10/17/16
(13 I T9680966 (K38 ( 10/17/16
I
i
i
The truss drawing(s)referenced above have been prepared by MiTeks
IJI
USA,Inc.under my direct supervision based on the parameters 0`�°ON ......,VFZ,�-®e,
provided by Chambers Truss. ��e` S•. G E N '
Truss Design Engineer's Name: Velez, Joaquin 6 182
My license renewal date for thelstate of Florida is February 28,2017.
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s)identified and that the i 1 STATE OF 4/'
designs comply with ANSI/TPI 1. These designs are based upon parameters . •. ,a
shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �e �••. O R O•.• \
iven to MiTek. Any project specific information included is for MiTek's
rs
ghesele reference
npurpose
ur oseTek has notand
n was
not
takeninto
verified the applicabilityaccount
i he preparation
of the design
,sseO 1i1�®®� %�®,
parameters or the designs for any particular building. Befr use,th building designer Joaquin Velez PE No.68182
should verify applicability of design parameters and properly incorporate these designs Mrrek USA,Inc.Fl.Cert 6634
-into the overall building design per ANSVTPI 1,Chapter 2. 6904 Parke East Blvd.Tampa Fl.33610 1
Date.
October 17,2016
Velez,Joaquin 1 of I
1
I
` I
Job Truss I Truss Type Qty Ply 62'Grand Carlton III with porch
T9660954
M11323 A I COMMON 9 1
Job Reference(optional)
Chambers Truss, Fort Pierce,FL - 7.640 s Apr 1 D 2016 MiTek Industries,Inc. Mon Oct 17 10:40:01 2016 Page 1
ID:a3B4PavKnnZweXyJckSFBgyuFUN-iMeaXsQ91rHMWrvchxpgcTUSEIMd6iD2YQGCyMySYQy
Q 6-7-13 _ 12-4-13 I 17-0-0 21-7-3 27-4-3 r __ 34-0-0 $5-0-Q
1-0-0 6-7-13 5-9-0 4-7-3 4-7-3 5-9-0 6-7-13 01 0
Scale=1:59.2
I
I
i
4.01)FIT 40=
i
6 25
24 2x3 i I
2x3 II
3x6% 5 7 3x6 C j
4 8
3x4 3x4
3 9
I
N 2 a
10 11 ,n
o
O 17 16 15 26 27 14 13 12
4x5— 20 II 4x6= 3x8= 3x8= 46= 20 I! 4x5= -
6-7.13 _12.4-13 21-7-3 27-4_3 r
6-7-13 _5-9-0 9-2-7 5-9.0 6-7-13
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(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
BCLL 0.0 Rep Stress Incr YES W B 0.54 1 Horz(TL) 0.14 10 n/a Na
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:163 lb FT=On.
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1362/0-6-0,10=1362/0-8-0
Max Ho¢2=179(LC 7)
Max Uplift2=-832(LC 8),10=832(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=3188/1833,3-4=-2663/1558,4-5=-2616/1565,5-24=-2668/1672,6-24=-2608/1669,
6-25=-2608/1669,7-25=-2668/1672,7-8=2616/1565,8-9=2663/1558,9-10=3188/1833
BOT CHORD 2-17=-1629/2972,16-17=1629/2972,15-16—1629/2972,15-26=-934/1925,
26-27=934/1925,14-27=-934/1925,13-14=-1629/2972,12-13=-1629/2972,
10-12—1629/2972
WEBS 6-14=-533/948,7-14=-328/317,9-14=-550/387,6-15=-533/948,5-15_328/317,
3-15=-550/387
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=341t;eave=6ft;Cat.11;
Exp C;Encl.,GCpt=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
3)This truss has been designed for a 10.0 pst 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.
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 29 lb up at 15-0-0,
and 50 lb down and 29 lb up at 19-0-0 on top chord. The desigNselection of such connection device(s)is the 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) I
Vert:1-6=-54,6-11=54,18-21=-20,
Concentrated Loads(lb)
Vert:24=-50(F)25=-50(F)
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LING-Verlry des(gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE bfff-7473 rev.f0/03/2013 BEFORE USE.
lid for use only w11h MITekJ connectors.This design is based only upon l rarameters shown.and Is for an InUlvidual buiding component,not
tem.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall1'design. Bracing Indicated Is to prevent txrekling of individual truss web and/or chord members only.Addllional temporary and permanent bracing s iyek'required for statxlity and 10 prevent collalAe with possible personal injury and property damage. For general guidance regardng then,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DS8-89 and BCSI building Component Tamp a,FLrke East 81vd.
ormation ava;labte from Truss Plate Instilufe.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610
-- --
I
ob Truss Truss Type aty Ply 62'Grand Carlton III with porch
T9680955
• M11323 A5 SPECIAL 9 1 Job Reference(optional)
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:03'2016 Page 1
ID:2GIScwwyY5hnGhXVARzUkuyuFUM-eilLyYSPZSX4m92_pLrBhuZhiZy4adbKKkll1 FySYow
1-0-0 7.8-5 10-6-4_f 17-0-0 20.4-8 26-4-0 34-0-0 35-0-q
1-0-D 7-8-5 2-9-15 6-5-12 3-4-8 5-11-8 —i 7.8-0 •0-0
Scle=1:61.2
4.00 12 Sx8 11 j
' 6
2x3 11 2x3 11
7
46% 3x6
4
5 8 3x4
' 2x3� '
314
g
1 2 ---"!�— 5x12MT18HS=
13 12
502= 2x3 I I 3x6 i
3xio= 2.00 F12
10-6-4 20-4-8 26-4-0 _ 34-0-0 1' .
�— 10-6-4-6-4 _- � 9-10-4 —� 5.11-8 74 _-
Plate Offsets X YE_2:0-2-2,0-0-71 f4:0-3-0 Edgej
LOADING(psf) SPACING- 2-0-0 CSI. ! DEFL. in (loc) Udell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.74 14 >553 360 MT20 244/190
TCDL 7.0 Lumber DOL 125 BC 0.87 Vert(TL) -1.48 13-14 >275 240 MT18HS 2441190
BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.43 10 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:154lb FT 7 0%
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 Ribid ceiling directly applied or 4-3-11 oc bracing.
WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 6-14
6-14:2x4 SP M 30
REACTIONS. (Ib/size) 2=1 2 9710-8-0,10=1327/0-8-0
Max Horz2=179(LC 7)
Max Uplift2=-795(LC 8),10=812(LC 8)
FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=540213080,3-4=-5047/2830,4-5-5005/2833,5-6=-5093/2947,6-7=2352/1498,
7-8=-2330/1420,8-9=-2383/1406,9-10=-2979/1705
BOT CHORD 2-14=-2837/5142,13-14=-990/2054,12-13—1496/2765,10-12=-1496/2765
WEBS 3-14=-342/309,5-14=-297/306,6-14=-179613265,6-13=246/514,7-13=259/242,
9-13=634/426
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=3.0psf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.II;
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)1,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.
®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.1010312015 BEFORE USE.
Design valid for use only with MITekO)connec lots.III ils design Is based only upon parameters shown.and Is for an Individual building component,not
a Intss syslem.Before its(--,the building designer must verify Ilie applicability of design Fxnamelers and properly Incorporate this design into the overall Iva I
building design. Bracing Indicated Is 10 prevenl Ixickling of Individual truss web and/or chord members only. Additional temporary and permanent bracing NOW
Is always required for stability and to prevent collapse with possible personal Inlury and property damage. For general guidance regarding the
fabrication,storage,delivery,etecflon and tracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
safety Information available front Truss Plate Institute.218 Id.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610
Job Truss I Truss Type city Ply 62'Grand Carlton 111 with porch I
T9680956
-, M11323 A6 SPECIAL 1 1 Job Reference(optional)
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:04 2016 Page 1
ID:2GIScwwyY51inGhXVARzUkuyuFUM-6xJj9uT1 KmfxNJdBM3MNE56scyHtJ?LUZOVsZhySYQv
1-0-0 B-11-11 16-0-0 18-0-0 i 20-4-8 25-11-15 34•0-0 50
-D-O 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8-0-1 -0
Scale:3/16°=1'
4.CC)112 6x8= 5x6=
5 6
2x3 3x4
5x6 WB
5x6
34 7 8
N1 2 ---
/- 14 -_ 9 110 ,_n n
�� 'l•�-------r 5x12MT18HS= 13 ------ --- Icy
6 3x4 zz 12 6
tt
5x6= 2x3 I I 34
3x10= 2.00 Fl2
10-6-4_ 15-0-0 6-0.p 20-4-8 25-11-15
_ - 10 E 4_--- --_I-- 4 5 12 1 0-0 —4-4-8 I 5-7-7 B-0-1
Plate Offsets X y)=f2:0-2-2,0-0-7 3:0-3-0,Ed eb 5:0-4-0�0 2-3),(7:0-2-7,Edgel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Verl(LL) 0.68 14 >601 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.90 Verl(TL) -1.13 14-17 >362 240 MT18HS 244/190
BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(TL) 0.41 9 n/a n/a
BCDL�10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:156lb FT 0%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
3-5:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-4-0 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 Horz 2=169(LC 7)
Max Uplift2=-796(LC 8),9=-811(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-5374/3073,3-4=-5240/3075,4-5=-4981/2826,5-6=-2255/1421,6-7=-2312/1390,
7-8=-2320/1368,8-9=3010/1736
BOT CHORD 2-14=-2825/5111,13-14=-1110/2301,12-13=-1043/2141,11-12=-1528/2799,
9-11=-1528/2799
WEBS 4-14=-487/484,5-14=-1581/2900,5-13=-402/185,6-13=-166/517,8-12=764/537,
8-11=0/257
NOTES-
1)Unbaranced 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.II;
Exp C;End.,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)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 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.
®WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE.
Design valid for use only with Milek0 connectors,this design Is trused only upon i7urarnelers shown.and Is for an Individual building component,not
a truss system.Before use,the bullding designer must verify the appilcoblllly of design paramelers and piopetty(ncolporale)his design into the overall
building design. Bracing Indicated is to prevent buckling of Individual Ituss web and/or chord members only.Additional temrywary and permanent bracing MiTek°
Is always required for slatilify and to prevent collapse with pessibfe personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erecffon and bracing of trusses and truss systems,seeANS1/TPI l Quality Criteria,DSB•69 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee S1reel.Suite 312,Alexandria,VA 223)4. Tampa,FL 33610
ob Truss !Truss Type Qty Ply 6 V Grand Carlton III wish porch
T9680957
M11323 A7 (SPECIAL7 1 1
Job Reference(optional)
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc, Mon Oct 17 10:40:052016 Page 1
I D:WSJgpGwal Ppeur6hk9 UjG5yuFUL-a7t5N ETf53no?TCNwmtcnJfOEMeV2Pll dnl EP58ySYQu
_ 11�0._4 8-10-10 14-0-0 20-0-0 25-11-15 i 34-0-0 T+q
8-10-10 ` 5-1-6 r 6-0-0 r 5-11-15 8-0-1 1-0-0
Scale=1:62.3
5x10= 5x6=
4.00 12 4 5
2x3 3x4
3 6
II N
I �
7 1 N1 2
r%1 5x12 MT18HS= 1 ns
o
10 9 I
_ 5x12= 2x3 l 4x5=
3x10= 2.00 12
10-6.4 14-0-0 20-4-8 r 25.11,-15 i 34-0-0
—` 1064 -� 3512 648 r 577 801 ---
Plate Offsets(X,Y)=j2:0-2-2�0-0-7�f4:0-5-0 0-1-131
I
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.66 11 >623 360 MT20 2441190
TCDL 7.0 Lumber DOL 1.25 BC 0.88 j Vert(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 n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:147lb F7='0%
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 4-3-13 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1297/0-8-0,7=1327/0-8-0 j
Max Hor72=149(LC 6)
Max Uplift2=-795(LC 8),7=812(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-5357/3035,3-4=-4993/2805,4-5=-2157/1368,5-6=-2364/1410,6-7=2960/1697
BOT CHORD 2-11-2785/5096,10-11=-1430/2801,9-10=-1486/2746,7-9=1486/2746
WEBS 3-11=412/418,4-11—1327/2588,4-10=810/415,5-10=-166/455,6-10=-636/444
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=1411h B=52ft;L=34ft;eave=6ft;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 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 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
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M(1.7473 rev.10/03/2015 BEFORE USE.
Design valld for use only with(viilek6l connectors.this design Is bused only upon parameters shown,and Is for an Individual building component.not
o truss system.Before use,the building designer must verify the applicabitliy or design parameters and properly Incorporate(his design into the overall r
building design. Bracing Indicated Is to pieveni Wclding of Individual truss web and/or chord members only.A:.idtt(onal temporary and permanent bracing MiTek'
Is always required for stability and to prevent colldpse with possible:personal Injury and property damage. For general guidance regarding the
fabrication.storage,delivery,erection and bracing of trusses and buss 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,Alexandria.VA 22314. Tampa,FL 33610
Job Truss Truss Type city Ply 62'Grand Carlton III with porch
T9680958
'M11323 AB SPECIAL 1 1
Job Reference(optional)
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:07 2016 Page 1
ID:WSJgpGwaiPpeur6hk9UjG5yuFUL-XW?sovVwdhi WEmM12Bw4skkNSAK2WNRwFLjWAOySYQs
r1-0-0 8-8-4 12-0-0 15-8-4 20-4-8 22-0-0 24-8-12 34-0-0 5-0-
y p 0 8-8-4 l� 3-3-12 3-8-4 I 4-8-4 11-7-8 ~2.5-12 -�^ — 9-3-4
Scale=1:62.2
i
5x6= 3x4 2x3 If 4x8=
=
4.00 12 4 20 5 6 21 2x3
20
8
3
N
ch
0
5x12MT18HS= )m
o o
12 11
5x12= 3x4= 4x6=
3x10= 2.00 12
i
10.6-4 20-4.8 22-0-0 34-0-0 I
-----t0-G-4 —� 9-10-4 r 112-0-0
Plate Offsets-L,YL_-(-2:0-2-2 0-0-7]�(7:0-5-8 0-2-41 (5:0-2-6 Edgel _
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.87 j Vert(TL) -1.36 12-13 >301 240 MT18HS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.39 9 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:154lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1292/0-8-0,9=1332/0-8-0 j
Max Horz2=129(LC 7)
Max Upiift2=-794(LC 8),9=813(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown.
TOP CHORD 2-3=-5337/3033,3-4=-4970/2788,4-20=-3801/2193,5-20=3801/2193,5-6=-2464/1521,
6-21=2472/1529,7-21=-2472/1529,7-8=2492/1487,8-9=2808/1655
BOT CHORD 2-13=-2785/5078,12-13=-1698/3180,11-12—1158/2331,9-11=1432/2593
WEBS 3-13_389/395,4-13=-895/1665,5-13=2917796,5-12=-894/538,7-12=-303/452,
7-11=-228/474,8-11=-408/405
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=521t;L=34ft;eave=6ft Cat.11; j
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)Ali 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 ANSIITPI 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 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.
®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 MITekl)conneclors.This design is based only urynn parameters shown.and is fot am individual building cornponenl•not
a truss system.Before use.the buutdirrg designer must verify the applicability of design parameters and property incorporate this design into the overall p�y
building design. Bracing Indicated Is to preveni,buckiing of Individual truss web and/or chord members only.Additional temporary and permanent bracing
Is always required for stability and to prevent collapse will)possible personal Injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSUTPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Bivd.
Safety Information available from Tmss Plate Instihlle,218 N.Lee Slreel.Sulle 312.Alexandria,VA 22314. Tampa,FL 33610
I I
I
I • a o Truss Truss Type Oty Ply 62,Grand Carlton III with porch
T9680959
• M11323 A9 HIP i 1
Job Reference(optional)
Chambers Truss, Fah Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon OCI 17 10:40:08 2016 Pagel
I D:_etCi cxC3ixVV?huls?ypJyuFUK-?iZE?FW YO_9MswxybvRJOxHgpaiH Fnb4 U?T3iSySYQr
1-0-pp 6-7.15 10.0-0 15-2.14 20-4-0 24.0-0 f 27-4-1 34-D-0 ^__ l
1-0-0t 6-7-15 i} i3-4-1 —i -5-2-14 5-1-2 i� 3 8-0 3-4-1 6.7-15 1.0-0
Scale=1:60.1
4x4= 2x3 II 4x8
0 4. D 12 3x4= 6
4 22 5 23 7
2x3 2x3 i
3 B
9 1
'n1 2 0 t2I�
� - o
o — —
15 14 13 12 11
3x5= 3x8= 3x6= 6x8= 3x6= 3x4= 3x5=
i
i
20.4-0 24-D•0 34-0.0
~ 10-0.0 r 10-4-0 __ 3-8-0 r 10-0-0
Plate Offsets ff Y)-- 2:0-2-8 Ed a 7:0-5.4,0-2-0],f9:0-2-2,Edge_]
LOADING(psf) SPACING- ' 2-0-0 I CSI. ! DEFL. in (loc) Ildefl Ud PLATES GRIP!
TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 I Vert(LL) -0.17 13-15 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.42 13-15 >574 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.02 13 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) l Weight:156lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puttins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid telling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=68710-8-0,9=382/0-8-0,1 3=1 55 410-8-0
Max Horz2=-109(LC 6)
Max Uplift2=441(LC 8),9=-262(LC 8),13=904(LC 8)
Max Grav2=709(LC 17),9=420(LC 16),13=1554(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-1196/685,3-4=-874/475,4-22—7971472,5-22=-797/472,5-6-369/747,
6-23=369/747,7-23=-3691747,7-8=78/269,8-9=295/175
BOT CHORD 2-15=-543/1091,14-15=-39/316,13-14=-39/316,12-13=245/259,11-12=245/259
WEBS 3-15=-349/338,5-15=-256/615,5-13=-1162l752,6-13=-260/229,7-11=-1 56/325,
8-11=387/359,7-13=-762/448
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;11=1411;B=52ft;L=3411;eave=6ft;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)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 five 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.
®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11•7473 rev.1010312015 BEFORE USE. •
Design valid for use only with MiTekO connectors.TNs design Is based only up»n paramelers shown,and Is for an Individual building component.not
a truss syslem.Before use,the building designer must verify the opfAicab➢Ity of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is 10 prevent buckling of individual truss web and/or chord membeis only.Additional temporary and pennanent 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 sysiems,seeANSI/TPI1 Quality Calera,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Instihile.216 N.Lee Street,Suite 312,Alexandria.VA 22314. 'Tampa,FL 33610
i
Jab Truss � Truss Type ]Oty ly62'Grand Carlton 111 with porch
HIP 1
_J— Job Reference Loptionap
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 17 10:4l 2016 Page 1
I D:-etCl cxC3ixVV?huls?ypJyuFUK-Tv7cDbW A91H DU4 W 69cyYx9pgDz6A_Cf DifCdEvySYQq
2-2-2 26-0-0 34-0-0 $5.0
_ 1-0• 8-0-0 11-1-1 17-0-0 16-6-0 2 -�
1-0-0 8-0-0 3-1-1 ~ 5-10-15 1.6.0 3-8-2 3-9-14 8-0-0 1-0-0
Scale=1:62.3
TOP CHORD MUST BE BRACED BY END JACKS, THIS COMPONENT IS TO BE USED IN
ROOF DIAPHRAGM,OR PROPERLY CONNECTED CONJUNCTION WITH A RIGID DIAPHRAGM.
PURLINS AS SPECIFIED. 4x4= THIS DIAPHRAGM MUST BE CAPABLE OF
TRANSFERRING ROOF LOADS TO THE GROUND
11 14 WITH NEGLIGIBLE LATERAL DEFLECTIONS.
9
700 6 17 6x10
4 3x6 19
4.00,12 I I '
3- 13�@45 16LL5x a 21 o
N N 1 1 2P
2 23 'n
29 2827 - 26 25 24
3x6 11 3x6= 6x8= 3x6= 41X4
36= 6x8=
8.0-0 11-1-1 18-6-0 26.0-0 1 _34-0-0
~ ---8-0-0 a 1-� 7-4-is 7-6.0 r 8-0-0
Plate Offsets(X,Y)-- f3:0-3-8,EdgJe d?1:0-3-8,Edge),f24.0-3-8,0-3.0), 27:0-3-8,0-3-0j___
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 244/19b
TCDL 7.0 Lumber DOL 1-25 BC 0.44 Vert(TL) -0.19 24-26 >987 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 22 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) I Weight:194 lb FT=0
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purlins. Except:
BOT CHORD 2x4 SP M 30 1 Row at ml 8-21
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
JOINTS 1 Brace at JI(s):7,8,19,17,14
REACTIONS. All bearings 0-8-0.
(lb)- Max Horz2=179(LC 7)
Max Uplift All uplift 100 lb or less at joint(s)except 2=376(LC 8),27=1146(LC 8),26=-1470(LC 8),22=646(LC
8)
Max Grav All reactions 250 lb 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(tb)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_584/1206,13-15584/1206,15-16=-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=1021280,
19-21=151/268
BOT CHORD 2-29=195/591,28-29=143/463,27-28=-143/463,26-27=-772/440,25-26=-393/630,
24-25=393/630,22-24=-1014/2010
WEBS 3-29=-457/1105,3-27=1643/836,5-27=-769/636,5-26=-5371346,13-26=-934/608,
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 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=3.0psf;h=14fh B=52ft;L=34ft;eave=6ft;Cat.II;
Exp C;Encl.,GCpi=0.1&MWFRS(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.
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 purlin representation does not depict the size or the orientation of the purlin 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 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).
_`l,0AD_UA9EfST Standard
WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev.1010312015 BEFORE USE.
Design valid for use only with Mllek9 conne-lots:This design Is based orgy uryan parameters shown,and is for an Individual building component,not
Iva
a truss system.Before use,the building designer must verify the appucabillty of design parameters and properly incorporale Ihis design Into the overall
building design. Bracing indicated Is 10 prevent buckling of Individual truss web and/or chord members only.Additional lempotary and permanent bracing NfrTek_
B always tequlied for stability and 10 prevent collapse with possible personal Inlury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANS1/TPi1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.,
Safety Information available from Truss Plate Institute.218 N.Lee Street.Sulle 312.Alexandila.VA 22314. Tampa,FL 33610
1
. ob Truss (Truss Type City Ply 62'Grand Carhon III with porch
T9680960
• M11323 GRA `HIP 1 1
Job Reference(optional
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:09'2016 Page 2
ID: etCl cxC3ixVV?huls?ypJyuFUK-Tv7cDbW A91 HD U4 W 89cyYx9pgDz6A_Cf DifCdEvySYQq
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=-1 26(F=-72)
Concentrated Loads(lb)
Vert:29_641(F)24=-641(F)
i
i
i
I
. I i
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10103MOI S BEFORE USE.
Design valid for use,only with MITek®conneclois.Ihisdesign Is based only urxn pararrreteis shown,and Is for an Individual building cornrxmenl,not
a truss system.Before use.the building designer must vedfy the applicablilty of deslgn fxrramelers and property Incorrwrate this design Into the overall �Ar�p
building design. Bracing Indicated Is to prevent Welding 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 p=Ible personal Injury and property damage. For general guidance regarding the
fabrication,sforage,delivery,erection and bracing of trusses and tntss systerns.seeANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information ovdlable born Truss Plate Institute.218 N.Lee Street,Suile 312,Alexandria,VA 22314. Tampa,FL 33610
_ I I
' I
Job FI
ss russ Type JQty Ply 62'Grand Carlton 111 with porch
T968096I
•M11323 HIP 1 1
_ Job Reference o tional)
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 1
ID:SrRaEyyrg04M78G4raW BLWyuFUJ-Tv7c DbW A91 HD U4W B9cyYx9piuz4 F_CM DifCdEvySYQq
8-0-0 13-8-0 _ _t 17-0.0 20-4-0 26-0.0 34-0-0 ,I'S-�
1-0--01 8.0.0 5-8-0 3-4-0 3-4-0 5 -0-0 1.0-0
Scale=1:60.1
5x8 MT18HS= 400= 5x8 MT18HS=
4.00 12 2x3 11 46= 2x3 II
3 23 4 5 6 7 24 8
• I N
9 a
10 N
e%)1 2 -o to
-- 16 75 14 13 12 11
4x5— 3x6 is 4x6— 6x10= 6x10= 46= 3x6 II 45=
8-0-0 5-8-0 6-8-0 5-8-0 i 8-0-0-0 �l
Plate Offsets(X Y)-- f2:0 2-2 Edge] i3:0-5-4,0-2.8],(5:0-3-0,Edge],f8:0-5-4,0-2-8],(9:0-2-2,Edcfel
LOADING(pst) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/dell L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 1 Vert(LL) 0.16 16 >999 360 MT20 2441190
TCDL 7.0 Lumber DOL 1.25 BC 0.57 Verl(TL) -0.27 14-16 >912 240 MT18HS 244/190
BCLL 0.0 ' Rep Stress Incr NO WB 0.98 I Horz(TL) 0.07 9 n1a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:1531b FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc puffins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-1 oc bracing.
WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 8-13,6-13
4-14,7-13:2x6 SP No.2
REACTIONS. (lb/size) 2=1296/0-8-0,13=3993/0-8-0,9=510/0-8-0
Max Horz2=90(LC 6)
Max Uplift2=-871(LC 8),13—2549(LC 8),9=-369(LC 8)
Max Grav2=1479(LC 13),13=4684(LC 15),9=563(LC 14)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-3514/1878,3-23_2062/1226,4-23=2062/1226,4-5=-2062/1226,5-6=-2062/1226,
6-7=-1265/2545,7-2 4=-1 26 512 545,8-24=1265/2545,8-9=692/331
BOT CHORD 2-16=1655/3336,15-16=-1676/3398,14-15=-1676/3398,12-13=-246/658,
11-12=-246/658,9-11=225/595
WEBS 3-16=-402/1155,3-14=1431/700,4-14=-847/699,7-13=-886/720,8-13=3505/1836,
B-11=-403/1157,6-14=-1431/2780,6-13=-3151/1776
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)W Ind: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.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 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 871 lb uplift at joint 2,2549 lb uplift at joint
13 and 369 lb uplift at joint 9.
8)"Semi-rigid pltchbreaks Including heels"Member end fixity model was used In the analysis and design of this truss.
9)Hanger(s)or other connection devices)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 design/selection of such connection devices)is the
responsibility of others.
10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(6).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(pit)
Vert:1-3—54,3-8—131(F=-77),8-10=-54,16-17=-20,11-16=49(F=-29),11-20=-20
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01•7473 rev.1010312016 BEFORE USE ULMMI,
Design valid for use ody with Mllek-n canneciats.This design Is based only upon rxnameiets shown,and Is for an individual building compy3nenl,not
a truss system.Before use,the building designer must verify the applicablllty of design rxrrameiers and properly Incotpoiale this design Into the overall
kiii
building design. Bracing indicated Is to prevent bucking of Individual truss web and/or chard members only.Addilfenal temporary and permanent bracing .MiTek�
Is always required for stabllify and to prevent collapse with fxzstbte personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd.
fabrlcollon,storage,delivery,erection and bracing of fnrsses and puss systems,seeANSI/iPl1 Qualify Criteria,DSB-89 and SCSI Building Component Tampa,FL 33610
Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314.
I
Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch
'i T9680961
M11323 GRB HIP 1 1
Job Reference o tional
Chambers Truss, Forl Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:10 2016 Page 2
1 D:SrRaEyyrg04M78G4raW BLW yuFUJ-x5h_QxXowcP45E5KjJTnUMMteNaUjfcMxJyAnLySYQp
LOAD CASE(S) Standard
Concentrated Loads(Ib)
Vert:16=-641(F)11=-641(F)
I
i
I
®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312016 BEFORE USE -7Y�•
Design valid for use only with Mliekr�coMectors.lfifs design is based only upon parameters shown,and Is for on Individual wilding component,not `a�Ye
a truss system.Before Irse,the buliding designer must verify tire applicability of design parameters and properly Incorporale this design Into the overall
wilding 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 rand to prevent collapse with possible personal injury and property damage. For general gWdance regarding the Blvd.fabrication,slarage,delivery,erection and bracing of musses and B 6904 Parke East
Buss systems,seeANSUTPiI Quality Criteria,DSB-89 and BCSI Building Component Tampa,Parke
3st
Safety Information available from truss Plate Irrsilitule,21 B IJ.Lee Street,Suite 312.Alexandria.VA 22314.
I
TMoF- Truss Truss Type Qty Ply 62'Grand Carlton lit with porchT9680962
11323 J2 MONO TRUSS e 1
Job Reference(optional)
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:10 2016 Page 1
I D:xl?zS IzTbJCDII rGPH 1 QukyuFUI-x5h_QxXowcP45E5KjJTnUMM21NYlj uxMxJyAnLySYQp
+. -1-0-0 I 2-0-0
1-0-0 z-o-o
Scale=1:7.9
3
4.00 12
2
1
/ 4
3x4=
2-0-0
2-0.0
i
LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 i Vert(TL) -0.00 7 >999 240
BCLL 0.0 ` Rep Stress Incr YES WB 0.00 j Horz(TL) 0.00 2 rda n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) I Weight:8 lb FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
REACTIONS. (lb/size) 3=37/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=37(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=42psf;BCDL=3.Opsf;h=141t;B=52ft;L=34fh eave=6ft;Cat.Il;
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 20.0psf 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 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
f
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED 6tITEK REFERANCE PAGE M11.7473 rev 1010312015 BEFORE USE.
Design valid for use only with MilelcD conneclais!This design Is based only upon parameters shown,and Is for an Individual building component not
a truss system.Before use,11.building designer must verily the applicablilly of design parameters and properly Incorporate this design Info the overall
building design. Bracing Indlealed Is to prevent Lxwckting of Individual truss web and/or chord members only.Additional temporary and permanent bracing •IVIiTek"
is always required for slabtlffy and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the
fabrication.storage,delivery.erection and bracing of trusses and truss systems,WeANSI/TPI l Quality Criteria,DSE-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information ovoilable frorn Truss Plate Instilule.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610
I
I
F
cuss Truss Type Qty Ply 62'Grand Carlton III wish porch ' T9680963
J4 I MONO TRUSS B 1
Job Reference(optional)
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:10 2016 Page 1
I D:PDYLfd_5MdK4MSQTz?Zf RxyuFU H-x5h_QxXowcP45E5KjJTnUMMOdN W ejuzMxJyAnLySYQp
-1-0-0 4-0-0
1-0-0 4-0-0
Scale=1:11.2
3
4.00 f 12
2
4
i
3x4=
F 400
4.0-0
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 4-7 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 Na n/a
BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:14lb FT=0
LUMBER- BRACING-
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puilins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=79/Mechanical,2=229/0-8-0,4=39/Mechanical
Max Horz2=104(LC 8)
Max Uplift3=75(LC 8),2=-171(LC 8),4=-2(LC 8)
Max Grav3=79(LC 1),2=229(LC 1),4=60(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=14ft;13=52ft;L=34ft;eave=6tt;Cat.11;
Exp C;Encl.,GCpl=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 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 75 lb uplift at joint 3,171 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.
I
® ty 9 P
WARNING-Vert design ammeters and READ NOTES ON THIS AND INCLUDED 611TEK REFERANCE PAGE
Mll-7473 rev.10/03/2015 BEFORE USE
Design valid for use oNy with IdlTeke connrNlois.ltus design B based only upon parameters shown,and is for an Individual lwllding component,not
a trans system.Before use.the building designer must verify the appllcalbAlly of design paramelem and property incoiporale this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual huss web and/or chord members only.Addilional leinpormy and permanent bracing MiTek•
Is always required for stabltily and to prevenl collapse wllh possible personal(Ntay and property damage. For general guidance regarding the
tabricatfon,storage,delivery,erection and bracing of trusses and buss 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 Sheet.Suite 312.Alexandria.VA 22314. Tampa,FL 33610
I
I
Job Truss JTruss ype Qiy P y 62'Grand Carlton III with porch
T9680964
• M11323 J6 MONO TRUSS 8 1
Job Reference(optional)
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MITek Industries,Inc, Mon Oct 17 10AD:11 2016 Pagel
I D:tP6jtz_j7xSx_c_fXi4uz9yuFUG-PHEMdHYQgvXxjOgXHi_1 Oav6FnozSLA W AzhkJnySYQo
-1-0-0 i 6-0-0
1.0-0 ' 6-0-0 —1
Scale=1:14.8
3
4.00 Fl2
d �
2
1 �
4
3x4=
i
F 6-0-0
i
LOADING(psf) SPACING- �csI. DEFL. in (loc) Udell Lid PLATES GRIP
TCLL 20.0 Plate Grip DO 0.55 Vert(LL) 0.04 4-7 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 i BC 0.42 j Vert(TL) -0.09 4-7 >790 240
BCLL 0.0 " Rep Stress Incr YES W B 0.00 ' Horz(TL) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:201b FT=0%
LUMBER- BRACING-
TOP CHORD 2x4 SP NO.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=120/Mechanical,2=321/0-8-0,4=54/Mechanical
Max Horz2=142(LC 8)
Max Uplift3=117(LC 8),2=218(LC 8)
Max Grav3=120(LC 1),2=321(LC 1),4=89(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=14ft;13=5211t;L=34ft eave=6ft;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 of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 117 lb uplift at joint 3 and 218 lb uplift at
joint 2.
6)"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 MITEK REFERANCE PAGE MR-7473 rev.1010312015 BEFORE USE.
Design valld tot use only with Ivlllek10 connectors.This design Is based only upon rxirarneters shown,and is for an Individual building component,not
a truss system.Before use.the bullding designer tnusf verity the applicability of design pcnamefeis and property Incoiporale this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional lemporary and pemranent bracing Mffek"
Is always required for stability and to prevent collapse with possible personal Infury 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 SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.tee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610
Job Truss Truss Type Q=PI 'Grand Carlton III w sh porchT9680965
M11323 JB iMONO TRUSS 2b Reference(optional)
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10A0:11 2016 Page 1
I D:tP6jtz_j7xSx-c-fXi4uzgyuFUG-P HEMdH YQgvXxjOgXH 1-10avgTniOSLAW AzhkJnySYQo
• F -1.0-0 -- 8-0-0 __ l '
1-0-0 B•0-0
Scale=1:17.7
3
4.00 12
2
4
3x4=
I— 8-0-0
_8-0-0
Plate Offsets X Y 2:0-1-2 Edd el _ —
LOADING(pst) SPACING- 2-0-0 CS1. I DEFL. in (too) Udetl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 4-7 >972 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.78 I Vert(TL) -0.27 4-7 >350 240
BCLL 0.0 ' Rep Stress Incr YES j WB 0.00 ' Horz(TL) 0.01 2 n/a ri/a
BCDL 10.0 Code FBC2014frP12007 (Matrix-M) j Weight:26lb FT=04b
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-4 or puffins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=164/Mechanical,2=411/0-8-0,4=68/Mechanical
Max Harz 2=180(LC 8)
Max Uplift3_160(LC 8),2—265(LC 8)
Max Grav3=164(LC 1),2=411(LC 1),4=118(LC 3)
FORCES. (tb)-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--1.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft eave=6ft;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 20.0psf 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 160 lb uplift at joint 3 and 265 lb uplift at
joint 2.
6)"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 MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE
Design vaild for use only with 1011ekO connectors.This design is based only upon parameters shown,and Is for an Individual betiding component.not
a truss system.Before user,the building designer must verify the applir-ablifly of design paramelers and properly Incoiporafe Ihh deslgn into the overall
bolding design. Bracing Indicated Ls io prevent buckling of Individual truss web and/or chord members only.Additional lempuxory and permanent bracing MiTek`
is always required for stability and to prevent collapse with posslUe personal Injury and property damage. For general guidance regarding the
fabricollon,storage,delivery,erection and bracing of trusses and iturss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd,
Safety Information ovofable from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610
I ,
Job Truss I Truss Type Qty 7Piy62',Grand Carlton III wAh porch
M11323 KJB I MONOTRUSS 4 Reference o tional
Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek industries,Inc. Mon Oct 17 1 DA0:11 2016 Page 1
1 D:Lcg54J?LuEancmZr4Qb7 W MyuFUF-PH EMdHYQgvXxjOgXHI_1 OavAingZSFRW AzhkJnySYQo
• -1 5-0 7-3-4 11-3-0
�'--- 1-5-0 I - 7-3-4 — — 3-11-12
'Scale=1:20.8
2.83 F12 3x4
3
i
I
2
Li
7
2x3 11 5
3x4=
3x4=
7-3-4 11-3-0
_ 7-3.4 3-11-12
LOADING(psi) SPACING- 2-0-0 CSL I DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 7-10 >999 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(TL) 0.02 6 n1a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:44 lb FT=0
i
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 9-0-4 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=207/Mechanical,2=482/0-11-5,6=5561Mechanical
Max Horz2=244(LC 8)
Max Uplift4=-207(LC 8),2=-312(LC 8),6=277(LC 8)
Max Grav4=250(LC 13),2=482(LC 1),6=574(LC 13)
I
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-1090/498
BOT CHORD 2-7=-662/1072,6-7=-662/1072
WEBS 3-7=0/309,3-6=1177/727
NOTES-
1)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.11;
Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
2)na
3)This truss has been designed for a 10.0 psi 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.
5)Refet to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 207 lb uplift at joint 4,312 lb uplift at joint 2
and 277 lb uplift at joint 6.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
8)In theLOAD 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+Root Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-2=-54
Trapezoidal Loads(plf)
Vert:2=0(F=27,B=27)-to-4=152(F=-49,B=49),8=0(F=10,B=10)-to-5=-56(F=18,B=18)
WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Afil-7473 rev.10/03/2015 BEFORE USE
Design valid for use only with MITekf>connectors,This design Is based only uryan paramelers shown,and is for an individual building comrxanend,not
a Inrss system.Before use,the buildiry,i designer must verity the appilcublllty of design parameters and properly incoipoiote this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additlawil temporary and permanent bracing .M!Tek
Is always required for stablilty 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
Symbols Numbering System ® General Safety Notes
PLATE LOCATION AND ORIENTATION
r
6-4-8 dimensions shown In ff-in-sixteenths Failure to Follow Could Cause Property
� 3/" Center plate on joint unless x,y _ _ _ _ _ _ _ p _
4 offsets are indicated. - -(Drawings�otto scale) - Damage or Personal Injury
Dimensions are in ff-in-sixteenths.
Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g.
and fully embed teeth, diagonal or x-bracing, e
TOP CHORDS 9 g,is always required. See BCSI.
O_1/1 a, c1-2 c2a 2. Truss bracing must be designed by an engineer.For
WEBS c3 4 wide truss spacing,individual lateral braces themselves
p may require bracing,or alternative Tor I
c x y 0 0 bracing should be cons dered.
O �� 3 �,� c
= b O 3. Never exceed the design loading shown and never
a �° U stack materials on Inadequately braced trusses.
Or a- 4. Provide copies of this truss design to the building
For 4 x 2 orientation, locate c✓s BOTTOM CHORDS c5v F all designer,
erection supervisor,property owner and
plates 0-1/0 from outside
edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint
required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1.
connector plates. THE LEFT.
7, Design assumes trusses will be suitably protected from
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1,
'Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8, Unless otherwise noted,moisture content of lumber
software or upon request. shall not exceed 190/.at time of fabrication.
PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for
PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber.
The first dimension is the plate 10.Camber is a non-structural consideration and is the
4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice Is to
to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection.
the length parallel to slots.
11.Plate type,size,orientation and location dimensions
Indicated are minimum plating requirements.
LATERAL BRACING LOCATION 12.Lumber used shall be of the species and s¢e,and
in all respects,equal to or better than that
Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified.
by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at
output, Use T or I bracing spacing Indicated on design.
if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing,
section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted.
BEARING established by others.
15.Connections not shown are the responsibility of others.
Indicates location where bearings 16.Do not cut or alter truss member or plate without prior
(supports)occur. Icons vary but G 2012 MiTek®All Rights Reserved approval of an engineer,
reaction section indicates joint _
number where bearings occur. 17.Install and food vertically unless indicated otherwise.
Min size shown is for crushing only. 18.Use of green or treated lumber may� y pose unacceptable
environmental,health or performance risks.Consult with
Industry Standards: project engineer before use.
ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back.words
Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone
DSB-89: Design Standard for Bracing, Nil is not sufficient.
BCSI: Building Component Safety Information, �� 20.Design assurhes manufacture In accordance with
Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria.
Installing&Bracing of Metal Plate
Connected Wood.Trusses. I MiTek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015