HomeMy WebLinkAboutTRUSS PAPPERWORKLumber design v lues�aire in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
RE: 72657
Site Information:
Customer Info: Kirchman Construction
Lot/Block:
Address: unknown
City: St. Lucie County
County
Project Name: Hutchinson Island Club
Subdivision:
State: FL
MiTek USA.. Inc.
6904 Parke East Blvd.
M T1 Wneqa, FL 33610-4115
0
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: FBC2010/TP12007 Design Program: MiTek 20/20 7.6
Wind Code: ASCE 7-10 [All HeighII Wind Speed: 170 mph
Roof Load: 37.0 psf Floor Load: N/A psf
This package includes 23 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my sea[ 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.
Sea[# ITruss
Name
Date
No. Sea]# I Truss Name Date I
1
T7251007
A
7117/015
18 T7251024 I J9A 7/17/015J
2
T7251008
AA
17/17/015
19 T7251025 J9B 7/17/015
3
T7251009
AB
17/17/015
20 T7251026 J11 7/17/015
4
T7251010
AC
17/17/016
21 T7251027 JU3 7/17/0151
5
T7251011
AD
7101 §
22 T7251028 KJA 7/17/0151
6
T7251012
B
7T/ 1 /015
23 T72 5
17
IT7251013
IBA,
17/17/015
18
IT7251014
JBB
17/17/015
19
IT7251015
IBC
17/17/015
110
IT7251016
I DGEG
7/17/0151
11
IT72!1017
I GRA
7/17/0151
12
IT72511018
1 GRB
7/17/015
13
IT7251019
J313
7/17/015
114
IT7251020
IJ5A
7/17/015
7/17/015
7/17/015
7/17/015
The truss drawing(s) referenced above have been prepared by MiTek
Industries, Inc. under my direct supervision based on the parameters
provided by Chambers Truss.
Truss Design Engineer's Name: Alban!, Thomas
My license renewal date for the state of Florida is February 28, 2017.
IMPORTANT NOTE: Truss Engineer's responsibility is solely for
design of individual trusses based upon design parameters shown
on referenced truss drawings. Parameters have not been verified
as appropriate for any use. Any location identification specified is
for file reference only and has not been used in preparing design.
Suitability of truss designs for any particular building is the
responsibility of the building designer, not the Truss Engineer,
per ANSI/TPI-1, Chapter 2.
"111111111101"
-.0" S A
,%0 E N
S-
0
NA\�S
111111111,119*
FL Cert. 6634
July 17,2015
Albani, Thomas 1 of 1
S5
Iniss Iype
I ty
y
T7251007
Ijob
72657 TAM
IHIP
Job Reference (olational)
..., ... �,i — PH.F.11 17 11 Is pan. 1
'000320
Chambers Truss. Fen Pleme. FL. GWU
2
3.5 =
scale = 1:71.9
7.8 = 3x4 It 7X5
4 23 6 24 6
3x6 11 3X6 = 3XB = &S = � 11
1 '7
7sla
3X6 =
6
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL
In 00c)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.69
V.rt(L�)
0.37 13-15
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.38
Vert(TL)
-0.25 1 G-1 1
>999
240
BCLL 0.0
Rep Stress Incr YES
WB 0.85
F4orz(TL)
-0.04 10
PIG
n(a
Weight: 212 lb FT = 20%
BCDL 10.0
Code FBC20101TP12007
(Matdx-M)
LUMBER-
TOPCHORD
2x4SPM30
BOTCHORD
2x4SPM30
WEBS
2x4 SP N0.3 -Except'
3-16,7-10: 2X6 SP No.2
REACTIONS. (lb/size) 16=1553/1-0-0, 10=1553/1-0-0
Max Horz 16=-273(LC 6)
Max Uplift 16=-2372(LC 8). 1 0=-2097(LC 8)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-0-6 Go pU11111S.
BOTCHORD
Rigid ceiling directly applied or 5-1-15 Go bracing.
WEBS
I Row at midp! 3-15,4-13,6-13.7-11
MiTek recommends that Stabilizers and required Oro a
bracing be installed during truss erection, In accords c with
Stabilizer Installation guide._
FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when show.
TOPCHORD 2-3-233(345.3-4=-1538/2340,4-23-1780/2962.5-23=-1780/2962, 5.24=-1780/2962,
6-24-1780/2962, 6-7=-153af2395, 7-8-271/341
BOTCHORD 2-16=-255/271,15-16=-450/269,14-15-1846/1326,14-25=-1846/1326,
13-25=-1846/1326,13-26=-1899/1326,12-26=-1899/1326,11-12=-1899/1326,
10-11=-2521194, 8-10�2521342
WEBS 3-16-139112029,3-15-2141/1504,4-15=-289/96.4-13—B40/627,5-13�487/591.
6-13=-7761627, 6-11-289/96,7-11-1918/1504,7-10=-1391/1869
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; VU11=17OMph (3-second gust) Vasd=132mph;TCDL--4.2psf; BCDL=6.Opst; h=201t; B=4511; L=42ft; eaVe=5ft;
Cat. 11; Exto D; Encl., GCpl--0.18; MWFRS (directional); cantleverleft and rightexposed; porch lefland right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
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 my other members. with BCDL = 1 O.Opsf.
6) P rovide mechanical connection (by others) of truss to bealing plate capable of withstanding 2372 lb uplift at joint 16 and 2097 to
uplift at jol Pit 10.
7) "Semi -rigid pitchbreaks including heels' Member end fixty model was used in the analysis and design of this truss.
a I I I
A.
3938
ATE Z
0 FIkV
....1110 N A%- %%
1111111110"
FL Cert. 66
July 17,2015
WARNING. V.41ydnsjm pemmenes and RE40 MOMS ON MISANUNCLUDED RMEKREFERANCEPAOEMIP74" WK Msss)ISBUORE USE
De�onvOdf.,��ordy�thMgek��clon. flIsdesign Is bcoadlonly uicon Mometem Mow. and is foren ladvidUal butconcomporeml.
Applicability oldesign Voiner k�allm of cponont 4 resperessibilly of building deggnor - net mos, designer. Bracing M0%n1
�fWat.,d�portoflnctMucd�bm..�.ONY- M!Tek7
sucals,. �ddil.rscl permanant UOGN of In, 0,erdl 3,ucsue is te noonnibuly of an, building designer. For general Guidance regaefing
foloficallon. quartly cannot storage. delhmn?. e—lim and bimho, c.,ssuff ANSIMI I Quality Critenla, DSB49 and BC!0 Building Component 6904 PaO,e E.1 B�d.
safety IW...Un avallosele, from Tooss Plate Fortune. 781 N. ,a sr"t &,ne a] 2 N.soperies VA MI 4. Tsms, Fl. 33610
job
Truss
russ type
FjP
72657
AA
I
—2
I
I W., 1.. 1-11 Int'll
5 00 5_2 5XS =
6
Gx4 11 5,,8
29 7 so a
Scal. = 1:73.2
22 21 1v 19 18 V is 14
3X5 M 11 44 GX6 = 3X8 3X4 4A 3X6 11 3Xs
3.4 3's =
12
6
LOADING (Psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCOL 10.0
SPACING- 2-0-0
Plate Gtip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2010ITP]2007
CSI.
TC 0.46
BC 0.25
WB 0.72
Matrix-M)
DEFL.
Vert(LL)
Vert(TL)
Horz(TQ
In (loc) Vdefl Ud
0.26 17-18 >999 240
-0.17 18-19 >999 240
-0.05 14 n/a nfa
PLATES GRIP
MT20 2441190
Weight: 236 111 FF = 20%
LUMBER-
BRACING-
TOPCHORD 2X4 SP M 30
TOPCHORD Structural wood sheathing direcify applied or 5-9-4 oc puffins.
BOTCHORD 2X4 SP M 30
BOTCHORD Rigid calling directly applied or 5-5-13 oc, bracing.
WEBS 2x4 SP No.3 *Exceprt*
WEBS
I Row at mIdpt 3-21,11-15
3-22,11-14:2x6 SP No.2
MlTek recommends that Stabilizes and required cross
bracing be installed during truss erection, In accordance with
StabIlizar Installation guide.
REACTIONS. (lo/sIze) 22=1553/1-0-0,14=155311-0-0
Max Horz 22=-315(LC 6)
Max Uplift 22=-2372(LO 8),14=-2097(LC 8)
FORCES. (Ilb) - Max� CompdMax. Ten. -All forces 250 (lb) or less except when she=.
TOPCHORD 2-3=-4581382,3-4=-1379/2115,4-5=-1313/2125,&6�143312334,6-29=-l50512575,
7-29-1505/2575, 7-30=-j50M575,8-30=-I50512575, 8-9=-1433f2368,
9-10-1313/2217. 10-11=-137912207,11-12=-35W78
BOTCHORD 2-22=-3081476, 21-22=-4361480,20-21-170211212,19-20=-170211212,
19-31=-1726/1275,18-31=-1726f1275,18-32=-1758/1275.17-32=-1758/1275,
16-17=-1789/1212� 15-16---1789/1212,14-15-305/365,12-14�305/365
WEBS 5-21=-3781476, 6-19=-2971155, 6-18=-525/414. 7-18=-3711465, 8-18-478414,
8-17=-296/155, 9-15=-378/406. 3-21-2288/1666,3-22-1413/2085,11-15=-210111566.
11-14---141311932
%
%
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h=20ft; B=450; L--42ft; eave--5ft;
3938
Cat. 11; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantiloverleft and fightexposed ; porch left and right exposed; Lumber
DOL--1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-" tall by 2.0.0 Wide
E
,MlI fit between the bottom chord and my other members, with BCDL = 1 O.Opsf.
6) Provide mechanIcal connection (by others) of truss to bearing plate capable of withstanding 2372 lb uplift at joint 22 and 2097 to
uplift at joint 14. the analysis and design of this truss.
7) 'Semi -rigid plIchbreaks including heels" Member end fixity model was used In
....... I %
%
E FL Cert. 6634
July 17,2015
,&WARMING Varklydaligs,anter.tarsandREAD NOTES ON MISANDSCLUBEDMffEKREFERMCEPAGEMib74M..MMISGUOREUSE.
DesirinvorIJ for useonlyWth Mitakoonneclom WscleSIgn and Is for ortInd,ldual buildw com,orsaffl.
Im F
Applicability of design orarretemand Wo�rincaporallon of component Fsra,,,nslbllfty of bullang destrIner -not trusidesigner. Bracing slaw,n
Is for lateral supporl of havidual web members only. Addillional temporary brocing to naure stabilly during construction Is Me responsibility Of fine
M!TeW
erector. Ivicrional Permanent bascing of fhe Overall shnicturna Is the responsUltly of the kat[ldng cledg� For general gddarae regartfing
falodcallon, quality control. storage. delNery. eTaCfian OnC! bracing, crosuff ANSVTPI I Quality Criteria, DSIF-89 and BCSi Building Compartent
004 Parke east BN&
Safety Inforenstlon available it= Truss Plate Institute, 781 N. Lee Street, Sulte 31Z �exaacft VA 22314.
TOrap., FL SS610
Truss
russ y a
y
T72510N
As
HIP
I
Job Reference (optional)
Chassibers Truss, Fog Pierce. FL, GUF[U
—2
5.00 r12
5X8 =
sxS —
a 27 28 7
1-2
Scale = 1:73.2
�u I � I I
&6 11 44 ass 3x4 M ass 44 3.6 11 ass
11
LOADING (Pat)
TCILL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber COIL 1.25
Rep Stress Incr YES
Code FBC2010/TPI2007
CS].
TG 0.59
BIG 0.33
WB 0.61
(Matrix-M)
DEFL. in (too) Well Ud
Vert(LL) 0.33 16-17 >999 240
Vert(TQ -0.25 16-17 >999 240
Horz(Ti-) -0.05 13 nta Tire
PLATES GRIP
MT20 244/190
Weight: 225 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 5-4-10 oc puflins.
BOTCHORD 2X4 SP M 30 BOTCHORD Rigid calling directly applied or 5-4-4 oc bracing.
WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt
3.19, 6-16,10-14
3-20,10-13: 2x6 SP No.2 MiTek recommends that Stabilizers and required cro s
bracing be Installed durfing
truss erection, In accorda ce with
Stabilizer Installation
guide.
REACTIONS. (lb/sIze) 20=165311-0-0,13=155311-0-0
Max Horz 20=-357(LC 6)
Max Uplift 20=-2372(LC 8).13=-2097(LO 8)
FORCES. (lb) - Max. CompJMax. Ten. - AJI forces 250 (lb) or less except when shown.
TOPCHORD 2-3�472/382,3-4=-1397/2143. 4-5-1328/2153,5-6-1417/2288. 6-27=-1248/2226,
27-28-124812226.7-28=-124M226, 7.8=-1418/2307,8-9=-132812243,
9-10-139712233,10-11-368/380
BOTCHORD 2-20=-310/491, 19-20=-4621495.18-19=-173311231,17-16=-173311231.
17-29=-1656tl248,16-29=-165611248,15-16=-1817/1231,14-15=-1817/1231,
13-14=-3081375,11-13�3081375
WEBS 3-20=-141612091, 3-19=-233411593. 5-19=-3801440, 6-17-415/281, 7-16---405/281,
8-14=-369/372,10-14=-214411592,10-13=-1416/1937
111111j",
NOTES-
A '
1
1) Unbalanced root live loads have been considered for this design.
L
..........
o
IV
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vnd=132mph; TCDL=4.2psf: BCDL--6.Opsf; h=20ft; B=45ft; 42R;eave=5ft;
Cal. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantileverleft and right exposed: porch left and right exposed; Lumber
3938
DOL=1.60 plate grip DOL--1.60
3) Provide adequate drainage to prevent water pending.
4) This litiss has been designed for a 10.0 psf bottom chord live load nonconcurrent with my other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-" tall by 2-0-0 wide
will fit between the bottom chord and my other members, with BCDL = 1 O.Opsf.
ATE
6) Provide mechanIcal connection (by others) of truss to bead ng plate capable of withstanding 2372 lb uplift at joint 20 and:2097 Ito
0
uplift at joint 13.
In theanalysisand designof thistruss.
A\
00 0
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used
R 's
FL Eert.' ��3�4
July 17,2015
WARNsNG.Vs,11,d..rs,areg;.frs.dREAO NOTES ON MIS AND INCLUDEDMITEKIIEFERANCE PAGE M(b74Z3re�0VftAr01S8EFORE USE
Des1mvold! for useonlyWth M9ek cor,,,ctom �dOrIgnisleasedonlytrienn and Is (craninurvIdual bulicing component.
App400lollifty of designpornmet.sand proper Incorooration of component is rspararbilty of building designer -not truesdeeloner. BrMIgg $ho�
�fmiaterdm�p�of�Md�webmem�mc,Ny.
Met(
wo,,N. ,kp%og,j p,,,onont irrocigg of the overall structure 4 tre, respora)(11ty of line loolIcIng denigner. For general guldcroce regarding
faf,droiku, quOlty om,ot, simoge. colNery. erecton and biactrug. consult ANSIM41 Quanty Cgterla, DSS-89 and B�l Building ComPonent
69" Parke East BIsd.
Barely Information oodclule from Truss Plate Insfflule. 781 N. Loo Street. SuH. 312. AeXandria. VA 22314.
Ten.. FIL 33610
J00
Truss
I russ I ype
y
�251010
72657
1
AC
HIP
77
1
1
=Refera�we
Job (optional) ----- ----
Chsnbies Truss. Fort Name. FL. CIAHC
-2
5.00 F1 _2
Run
5xs = 5.6
6 27 28 7
Scale = 1:73.2
20 19 17 16 14 13
3X5 3.6 11 4x4 3x4 3X4 3x6 = 4x4 SX6 11 ass
IE
LOADING (Pat)
TCLL 20.0
TCDL 7.0
BCU_ 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Ghip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2010frPI2007
CSI.
TC 0.58
SO 0.42
WS 0.68
(Matrix-M)
DEFL. in (too) Vdaft Ud
Vert(U-) 0.59 17-19 >672 240
Vert(TL) -0.40 17-19 >990 240
Horz(TL) -0.05 13 n/a n/a
PLATES GRIP
MT20 2441190
Weight: 220 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing
directly applied or 5-9-11 oc, purlins.
BOTCHORD 2X4 SP M 30 BOTCHORD Rigid ceiling directly applied or 5-1-6 oc bracing.
WEBS 2x4 Ste No.3 *Except* WEBS 1 Row at midpt
3-19, 5-17, 8-16,10-14
3-20,10-13: 2x6 SP N0.2 MiTek recommends that Stabilizers and required cross
bracing be Installed during truss erection, In accordance with
Stabilizer Installation
guide.
REACTIONS. (lb/size) 20=155311-0-0,13=1553/1-0-0
Max Horz 20=-398(LC 6)
Max Uplift 20=-2372(LC 8).13=-2097(LC 8)
FORCES. (1b) - Mak ComptMax. Ten. -All forces 250 (11b) or less except when shom.
TOPCHORD 2-3=-420/388,3-4=-1484/2265,4-5--1351/22T7,5-6=-1344i2l82.6-27=-1164/2118,
27-28=-1 164/2118, 7-28=1 164/2118, 7-8=-1 344/2183, 8-9-1351/2354,
9-1 0=-1 484/2341, 10-11 =-3271388
BOTCHORD 2-20=-305M7. 19-20=4381441, 18-19=-1 835/1306. 17-1 8=-1 835/1306,
16-17=-1 501/1164, 15-16=-1 907/1306, 14-1 5=-1 90711306, 131 4=-3051334,
11-13---3051334
WEBS 3-20-1409/2072.3-19=-2357/1622,5-19=-384/290, 5-17=-269/461, 6-17=-4731281,
7-16=-4861281. 8-16=-2691493, 8-14=-3831221.10-14=.216611622,10-13=-1409/1921
t%jillill 111111111,F..
NOTES-
% S
1) Unbalanced roof live loads have been considered for this design.
L--42ft;
E N
2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vaad=1 32mph; TCDL--A.2psf: BCDL -6.Opsf; h=201t; B--45ft; eave=5ft;
Cat. 11; Exp D; Encl.. GCpi--0.18; MWFRS (directional); cantilever left and right exposed; porch left and right exposed; Lumber
3938
DOL=1.60 plate gHp DOL=1.60
3) Provide adequate drainage to prevent water porl
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument Win any other live loads.
5) * This truss has been designed for a live load of 20.0psl 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 my other members, with BCDL = 10.0psf.
truss to bearing capable of withstanding 2372 lb uplift at joint 20 and 2097 lb
E
6) Provide mechanical connection (by others) of plate
uplift at joint 13.
"Serni-rigid Member fixity in the analysis and design of this truss.
7) pitchbreaks Including heels" end model was used
F FL Cert. 66��
July 17,2015
A WMNING-Vdtyd.�T,��..C....dR�DUOTES ON MIS AND WCLUDEDMffEKREF�ANCEPAGEW74nmv.MWCISBUORE USE
Design vaild for use orAyWth Mffek connecim. Ris design Is Icuocl only uloon poametemsha� ored Is for an havidual buffeng concenem.
Appliceoilty of dedgn sarxneteesmd WOper of com,aooni Nresansiblity of builicIng designer - not tpussdoslonef. Bracing shown
K fes totaled supporl of Inct web members only. �Illonol lempouvy looming to froore stoloillty' during construction Is the resleonstollily of the
MOW
a,eete,. ,,,l permanent b,ocing of jr, overal structure is the jes,ensfolity of the buldIng cledgner. For general gulclance Forgoxcing
ANSIfrPr Quality criteria, DSB.89 and 8CsI Building Comianent
69M P.,k. East Blvd.
safety Information voletA. from Truss Rate InsAilute. 781 N. Lee street suffe, 31Z Alexandria, VA M14.
T.W., FL 33610
Job
russ
russ type
ty
y
T7251011
72657
I'D
COMMON
7
1
Jo b Ref erence (op tiona 1)
Ch.W.m T,u.. F.ft Pierce, ft. CMHO
—2
5,6 =
5.00 F12
1-2
Scale = 1:70.1
10
ate il Gas 45 3x5
3x5 = 4xS sis =
LOADING (pal)
SPACING-
2-0-0
CS].
DEFL.
in (loc)
Well
Ud
TCLL 20.0
Plate CAP DOL
1.25
TC 0.68
Vert(LQ
0.36 15-17
>999
240
TCDL 7.0
Lumber DOL
1.25
BC 0.38
Ved(TQ
-0.24 15-17
>999
240
BCLI_ 0.0
Rep Stress Incr
YES
WB 0.83
Horz(TQ
-0.04 12
n1a
n1a
BCDL 10.0
Code FBC2010(TP12007
(Mallix-M)
LUMBER -
TOP CHORD
2X4 SP M 30
BOT CHORD
2X4 SP M 30
WEBS
2xil SP No.3 *Excepl*
9-12.3-18:2x6 SP No.2
OTHERS
2x4 SP No.3
PLATES GRIP
MT20 244/190
Weight: 220 lb FT = 20%
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-&l 1 Do pudins.
BOTCHORD
Rigid ceiling directly applied or 5-1-4 oc, bracing.
WEBS
I Row at midipt 6-15,7-15,9-13, 5-15,3-17
MiTek recommends that Stabilizers and required cross
bracing be Installed during truss erection, in accordance with
Stabilizer Installation quide.
REACTIONS. (Iblslze) 12=1553tl-0-0, 18=1553/1-0-0
Max Horz 18=-438(LC 6)
Max Uplift 12=-2097(LC 8), 18=-2372(LC B)
FORCES. (11b) -Max. Comp./Mwc Ten. -All forces 250 (M) or less except when shown.
TOPCHORD 2-3=-329/376, 3-4-1543/2342, 4-5=-1390/2356,5-6�127512088' 6-7=-127Ef2O89'
7-8=-1 39012416, 8-9�1 543/24D2, 9-1 0=-2581373
BOTCHORD 2-18=-2941344,17-18=-5621387,16-17�188811350,16-25=-1888/1350,
15-25=-188a/1350,15-26=-194"350,14-26=-1945/1350,13-14�194511350,
12-13=-290/265,10-12=-2901265
WEBS 6-15�1 083f561, 7-15-384/698, 7-13---310/109, 9-13---207911594, 9-12�1 392/1877,
5-15=�384/630, 5-17=-310/166, 3-17-2297/1594,3-18-139212036
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pSf; BCDL=6.Opst; h=201t; B=45ft; L--42ft; eave=5111;
Cat. 11; Exp 0; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; porch left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load noricamcument 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�O tall by 2.0.0 wide
will fit between the bottom Chord and my other members, With BCDL = 10.0pst.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2097 lb uplift at joint 12 and 2372 lb
uplift at joint 18.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
A.
% �Is
L4
3938
ATE
00
0 R
%
%
FL Cert. 663
July 17,2015
A WARNING. Verfrydsign,aintrefersandREADNOITES ON THISAND INCLUDED MffEKREFERANCEPAOEutl-74nm�o��OISBEFORE USE
De�gnvalldl foruteordyWth MrIekconnector, MtIcleaIgntiloaaedonlytMon pcuameter,,Ma�, and [I fouanhd�abl
AppraceIfty of assign ammoters and VoleerincOmaxal[W Of aarr�f IsremaruMfity of building cleslaner- not truiadslimer. Brocingibov,
7
b far lateral �d of MoMduet wa�a momfeeN orgy. MdItIonal temponely ofecM,, to naure debility clurh� construelli [I Me reqonalfbillty of Me
MiTek'
erectot. Add�l��rm�nt�mingoft�overdi�mcWre�t�m�r�UltyoftWW2"c�g���rgemrdg�emgafdhg
to�aflom�Illy�nftol.storWo,deltveW,w�lOnO�U�g,cm�I ANSUTPII QuohlyCrIlefla, D5B.89 and BCSI Building Component
69N Pa�a East BlVd.
SafelY Information avaloole from It= Plate Institute. 781 N. Loo, shoot. Suffe 31Z Aexandft VA M14.
TaWa.FL 3Zt610
Job
russ
Truss I ype
ty
y
T7251012
72657
at
MONO HIP
2
1
Job Reference (optional)
i ..
, — � .... . - - , -, __ __ - , , i I _ POIs P.. I
CH.W.M [M., 1-W MGM., t-L. 1.�' "r6.�A176;u�i&g!Oke6?TiZ'S'j-zSCK7-Vy25VnYZ8LxQawtov�FEe_KEsmZRC1 IBGZt2lNPYXBS7
4.8 =
lPilN111111
3X4 11
am =
Scale = 1:31.5
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress liter YES
Code FBC20lOfTP12007
CSI.
TC 0.25
BC 035
WB 0.36
(Matdx-M)
DEFL. in
VertI 0.29
VertTL) -0.25
Horz(TI-) -0.02
(too) Well Ud
8-9 >537 240
8-9 >627 240
7 Tva n/a
PLATES GRIP
MT20 2441190
Weight: 78 111 FT = 20%
LUMBER-
TOPCHORD Zx4 SP M 30
BRACING-
TOP CHORD
Structure] wood sheathing directly applied or 6-0-0 oc puffins,
BOTCHORD 2X4 SP M 30
except end verlicals.
WEBS 2x4 Ste No.3
BOTCHORD
Rigid ceiling directly applied or 7-8�6 be bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS. (lb/size) 7=49410-M, 9=635/0-3-0
Max Horz 9=355(LC 8)
Max Uplift 7-794(LO 5), 9=-648(LC 5)
FORCES. (11b) - Max� CompJMax. Ten. -All forces 250 (lb) orless except when show.
TOPCHORD 2-3�745/717, 3-4-662J713, 4-5--417/512
BOTCHORD 2-9=-917/974, B-9-817/592, 7-8=-543/343
WEBS 4-S=-2811409,5-8---448/331, 5-7=-500f790,3-9-386f507
NOTES-
1) Unbalanced met live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2pSf; BCDL=6.opsf; h=20ft; B=45ft; L=24ft; eaVe--4ft;
Cat. 11; Exp D; Encl., GCpi--0.18; MWFRS (directional); cantilever left exposed ; porch right exposed; Lumber DOL=1.60 plate grip
DOL--I.60
3) Provide adequate drainage to prevent Water pending.
4) This truss has been designed [or a 10.0 psf bottom chord live load nonconcument with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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 794 111 uplift at joint 7 and 648 Ito uplift
at joint 9.
7) 'Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss.
%fill I I I I I 111111',
% .. A . .
rEN&*-.J
3938
ATE
00,
A'
4.0 R It00"
'.1110NA%- % %%
81111111 1%
FF
July 17,2015
A WARNING. Verify design ,esaniefens and READ NOTES ON MIS AND INCLUDED WEK REFERANCE PAGE M*7473 ffl� OW&C2015 BEFORE USE
DeAgn valid for � only with Mffek connectors. D* desgn Is � only upon earameters shovIn. cod! Is far an lr�ud bufloin, component.
Appl�alblft, ofdadgn pa,,metan and Vapor of conoponent � rasponsfibi of WldkV deSigner - not liuss denignOt. Braclno �
Is for lateral su,00d Of IndhIldnol �b mOmbas Only. ividtlonal tonnixfor, bracing to Insure stalcUlty during cons!R.1000i) Is thO Fespondbillty Of the
MiTele
erector.
f�catiomq�lly�nftd.SIO�O,�iNeW.��llm�Umhg.Cm�t ANS1111i'll Quality criteria, DSS.89 and BCSI Bullding Component
69" Perko Ean BIVd.
Safety Information �abfe from Tnsa Plate Institute. 781 N. Len sheet. Sulte 312. Alexandria VA �314.
Tampa. FL 33610
Job
I russ I ype 'JU
ty
ply
T7251013
7207
WNO HIP
2
Job R.fereme Loptional)
Ch.ab... Pu.. Fog Pierce, FL, ClAfiC H.n'T600. � 3zOn.�.ru:7.w0".i rfij.i!711�00.W2
ID Wn6surYCKJPke6?TiZSjzSCK7-zBcTj7ZBvG3HG4K-Uymt'(YmI uyflfimlhQn�lnllv�9�6
�4_
7-7-11 12'
(A-2 7-7-11 M-50
4x8 � 3X4 11 Scale = 1:35�7
3x4 = 24 It 2X3 11 �4 = DdI =
LOADING (pst)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Gnp DOL 1.25
Lumber DOL 1.25
Rep Stress [nor YES
Code FBC2010)TP12007
CS1.
TO 0.23
BC 0.24
INS 0.34
(Matfix-M)
DEFL In
Vell(LL) 011
r
Vert(TL) -0.09
Hogz(TL) -O.D2
(loc) Ildell Ud
8-9 >999 240
8-9 >999 240
7 n1a n(a
PLATES GRIP
MT20 244/190
Weight: 85 lb FT = 20%
LUMBER-
BRACING-
TOPCHORD 2X4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2X4 SP M 30
except end verficals.
WEBS 2x4 SP No.3
BOTCHORD
Rigid Ceiling directly applied or 8-M oc bracing.
MITek recommends that Stabilizers and required "'Oss
bracing be installed during Iruss erection, in accordance with
Stabilizer Installation guide._
REACTIONS. (lb/size) 7=494/0-3-8,10-635/0-3-0
Max Horz 1 0=41 9(LC 6)
Max Uplift 7�754([C 5). 1 0=-609(LC 5)
FORCES. (1b) -Max. Comp./Max. Ten. -Aft forces 250 (11b) or less except when shown.
TOPCHORD 2-3�525I`70913-4=-645/675. 4-5-2561231
BOTCHORD 2-10=-91 1/627, 9-10�803/565, 8-9�803,I565,7-8278/191
WEBS 4-8�444/624,5-8520/343, 5-7�5021`731, 3-10=-3921479
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-secand gust) Vasd=132mph; TCDL=4.2psf,, BCDL=6.Opsf,, h=20ft; B--45ft; L=240; eave--4ft;
Cat. 11; Exp D; Encl., GCpI--0.18; MWFRS (directional); cantilever left exposed; porch fight exposed; Lumber DOL--1.60 plate firip
DCL=1.60
2) Provide adequate drainage to prevent water ponding.
A.
3) This truss has been designed for a 10.0 ps! bottom chord live load nonconcunang with any other live loads.
by 2-0-0
4) * This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall wide
fit between the bottom and my other members.
will chord
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 754 lb uplift at joint 7 and 609 lb uplift
atjoird 10.
6) "Semi-rifild pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
3938
ATE
A'
0 R IV
&/0NA*1
FE Ce�. 6634
July 17,2015
WARNING - Vemyge.1g.,amrn.res endREAD NOTES ON WISAND INCLUDED NITEIVREFERANCEPAGEMIP74" — OWSI?(11505FORE USE
7
C,eggn voild for Use only�ffh Millet, connectom. TN� �m Is loczed only upon mmetem �., and is for on tndi�ud �dmg connt,onent.
Applicat,01ty of design Marnelemand ixoper trwarpomflon Ofoognporent Is responaIollty ofWldhg de�gne, - wt true designer. Ng=1W �vm
bfatatercdv4>p�oft��ML�webmem�mody. Accliftbnal tem;pomntxm[n,, to reure statglydo"con�11on Is the ree,porelbi][1tv ofthe
MiTek*
enector.
ANSUTPII Quality Critedo, DS1149 and BCS1 BufflIflng Component
69M Park. F.0 Blid.
Safety Infoanallon wadable korn rnra� Rate Inciffule. 781 N. Lee Streel. Wife 312. AJexCgIkkx VA MIA.
Tampa, FL 33610
Joe
Truss
I MISS ype
ty
y
T7251014
72657
WNO HIP
2
1
Job Reference (optional)
Charnbers Truss, Fort Pie�, FL, CM�
3X4 �;
3X4 = 2X3 1( 2.3 11 6X8 =
Soale = 1:40.4
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(fee)
Well
III
PLATES GRIP
TCLL 20.0
Plate Gflp DOL 1.25
TC 0.30
Vert(LL)
0.12
1,
999
Z,U
MT20 244/190
TC;DL 7.0
Lumber DOL 1.25
BC 0.24
VerI(TQ
-0.12
7-8
>999
240
BCLL 0.0
Rep Strew Incr YES
WEI 0.61
Horz(TL)
-0.02
7
n/a
n1a
BCDL 10.0
Code FBC20101TP12007
(Matrix-M)
Weight: 73 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2X4SPM30 TOPCHORD
BOTCHORD 2X4SPM30
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS. (lb/size) 7--492/0-3-8,9=637/0-3-0
Max Horz 9=490(LC 8)
Max Uplift 7=-690(LO 5), 9=-585(LC 5)
Max Grav 7=508(LC 13). 9=637(LC 1)
FORCES. (1b) - Max. Comp./Max. Ten. -All forces 250 Ob) or less except when shown.
TOPCHORD 2-3--486/633.3-4=-619/547,4-5--493/559
BOTCHORD 2-9=-817/505,8-9=-737/531,7-8=-737/531
WEBS 5-8=-311/275, 5-7=-6011836, 3-9=-423/543
Structural wood sheathing directly applied or 6-0-0 oc, pudins,
except end verticals.
Rigid ceiling directly applied or "-12 Go bracing.
MITek recommends that StabillZers and required cross
bracing be installed during muss erection, in accordance with
Stabilizer Installation guide.- I
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDI BCDL--6.Opsf; h=20ft; B=45ft; I eave--4ft;
Cat. H; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; porch right exposed; Lumber DOL=1.60 plate grip
DOI
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This muss 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 690 lb uplift at joint 7 and 585 b uplift
at joint 9.
5) "Semi-rigId pitchbreaks including heels" Member end f 1xity model was used i n the analysis and design of this muss.
16011111111111111j.
A.
3938
ATE
00
, ;'IN . Al
%
/0NAfL
�ElCert. 66
July 17,2015
A WARNING. V.,jy d..In �d READ NOTES ON MIS AND MICLUVED MTIEK REFERAWCE PAGE M1,74" �, OVI�15 BEFORE USE
Dedgn vald for u*o only Wth Musk WnMctom TW cosgn K � only ur,on paranneren sho�. onro Is for an InclAduel lb�dlnf; com�conont.
ApplicoNfly of de�gn pararnetem cred foropof in,00mor011m Of corrPOMm N r,,WGbjjfy of bdldhg do�grxn - not vuA dI Nocing �
But
i�foriaterd��ooflndMd�webmem�MoNy. �cgt�femMo�brmlWtof�eO�ItYdL"c��t�nKffierespo�bgtity0fTe
MiTek'
ereclor. Molflonal T*nTnomm bracin, of the overall simcV, Is To roporwijify of rho eullolng cleoloner. For general guidance regardl
for,rfcaffoM qqottry control, Storoge, dslWery. erecfic� a,X1 troolng. ConSUR ANSIITPII Quafity CrItefia. DSB-89 and SCSI RuIldIng Cornroonent
6904 P.rk. E� Blvd�
Sof.ly Information GI frorn t= Plore frOtIlute. 781 N. Lee Street, Suffe 31Z Alexond,la. VA 1211A.
T.w., FIL 33610
Job
a
I russ I ype
ty
y
T7251015
72657
WNO TRUSS
10
1
Job Reference Loptianaft
Charnbers Truss, For Rome, FL, CMHG Run 7.600s W 32014 PruA!7.1330SJU1 W ZU15 M1 I GKInni inc. 'n,uI I I '., ,
ID-tAln6surYCKJPke6?TiZSjzSCK7-RKAsWTapgKBBpEvB2gH63IJeBM9PVBHZOBXOS]yxBs5
B-10-6 15-4-8
".2 B-10-6 �_z
�21
ME
3x4 = 2x3 11 2x3 11 6x8 =
LOADING (psf)
TOLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10,0
SPACING- 2-0-0
Plate Gdp DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2010fl-PI2007
CS1.
TC 0.32
BC 0.24
WB 0.64
(Matdx-M)
LUMBER-
TOPCHORD 2X4 SP M 30
BOTCHORD 2X4 SP M 30
WEBS 2x4 Be No.3
REACTIONS. (IbIsize) 7--492/0-3-8, 9=637/0-3-0
Max Horz 9--490(LC 8)
Max Uplift 7=-691 (LC 5), 9=-585(LO 5)
Max Grav 7=509(LC 13), 9�637([_C 1)
FORCES. (11b) - Max. Comp./Maoc Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-493/652,3-4=-624/554,4-5=-4981566
BOTCHORD 2-9=-840/511,8-9-744/537,7-8�744/537
WEBS 5-8�32li284,5-7=-6221862,3-9�421/538
Scale - 1:40.6
DEFL. in (loc) Well Ud PLATES GRIP
Vert(LL) 0.15 7-8 >999 240 MT20 244/190
Vert(TIL) -0.14 7-8 >999 240
Horz(TQ -0.02 7 n/a n1a
Weight: 74 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or B-2-5 oc, bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
NOTES-
1) Wind: ABC E 7-10; Vult=1 70mph (3-second gust) Vasd=1 32mph; TC DL--4.2psf; BCDL=6.Opsf; h=20it; B=45ft; L=24ft; eave=4ft;
Cat. 11; Exp D; Encl., GCpi=O.l 8; MWFRS (directional); Cantilever left exposed ; porch right exposed; Lumber DO L=1.60 plate grip
DOL--1.60
2) This truss has been designed for a 10.0 list bottom chord live load nonconcument with my other live loads.
3) * This truiss 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) PreAde mechanical connection (by others) of truss to bearing plate Capable of withstanding 691 11b uplift at joint 7 and 585 lb uplift
at joint 9.
5) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss.
t"ttjj I I I I I
NS
39380
T
4F 0 %%
FL Cert. 663
July 17,2015
,& WARMG. V�rsd.�Io .cur.tor. dREAD NOTIES ON MISAND MCLUDED MrrEKREFERANCEPAGEMB-7473 r., OwViZ015BEFOREUSE.
D.�U. Valid far ,, ony,th Mirok aa�ctom � dei;lgn K thened onlyupan porannefen sho� anal � for M InClAdU01 bakfingi 001op0acul
Dot
Applicubilty of cl"gr, ,rometaisonal Vaper focoTporation, of cornponont h resperoal of building designer - not li designer. Meeting dnown
KfmiatercdappWofi��webmem�m�Y. A�l�temPMCRY�hgtGl�esi�IlYd�gmmtml�nISMOrespor�ii[YOtthe
MiTek'
Adafliaral permanent Ixacing of the overal shuChun) N the re�HARY Of Ins bWd1rQ de4oel- Far general guldeme regaudIrg
fateloctim quality Centel. storage. delivery, erection aric! bracing. curaAt ANSI/TPI I Quality Ciliate, DSB�89 end BCS1 Building Component
69M P.�o E.t BId.
Saf.ly Infoornoffon avolaN. ft. Imm Plate Imlifute, 781 N. Lee Streal. Suite 31Z Alexandiia. VA 22314.
T.unP., FL 33610
Job
Fruss
I russ I ype
y
T7251016
72657
DISEC
MOND TRUSS
2
1
Job Reference Loplionaft
Ch.nb.rs Tru.. Pon Pierce FL, CMHC
6.0
2.31-
. 1 4xS 11 W 11 6X8 =
3X4 �
Scale = 1:40.7
LOADING (Psf)
TCLIL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
'CNG- 2-0-0
SPA 1 25
Piet. Gd. DOL
Lumber DOL 125
Rep Stress Incr
Code FBC2010frP],
CSI.
TC 0 41
BC 0.28
WB 0.60
(Matdx-M)
DIEFL. in
Ven(LL) 0.15
Vert(TL) -0.14
Horz(TIL) -0.02
(loc) Vdefl Ld
5-6 999 240
5-6 �999 240
5 n1a n1a
PLATES GRIP
MT20 2441190
Weight: 74 Ile FT = 20%
LUMBER-
BRACING-
TOPCHORD 2X4 SP M 30
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc, puffins.
BOTCHORD 2X4 SP M 30
BOTCHORD
Rigid calling directly applied or 7-2-4 oc bracing.
WEBS 2x4 SP No.3
MITek recommends that Stabilizers and required cross
bracing be Installed during truss erection, in accordance with
Stabilizer Installation 2u!de._
REACTIONS. (Iblaze) 5=47910-3-8, 7=598/0-3-0
Max Harz 7--468(LC 8)
Max Uplift 5�836([_C 8). 7=-600(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2-541/515, 2-3=-647[716
BOTCHORD 1-7�500/5311,6-7=-9681531, 5-6=-9681531
WEBS 3-6=-32I/281,3-5=-602/1099, 2-7=-4591566
NOTES-
1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=20ft; 8=45ft; L=24it; eav"— it;
Cat. 11; Exp D; Encl., GCpI—_0.18; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber
DOL=1.60 plate grip D0L—_1 60
2) This truss has been designed for a 10.0 jest bottom chord live load nonconcuffent with my other live loads.
tall by 2-0-0
I I
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 wide
will fit between the bottom chord and any other members.
A.
�'s .......
4) Provide mechanical connection (by others) at truss to bearing plate capable of withstanding 836 lb uplift at joint 5 and 800 lb uplift
% GENs'.:4
at joint 7.
5) *Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
3938
6) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.
%% %%
FL Cert. 6
July 17,2015
A WARNING- yareydesIgn panteeters SedREAD NOTES ON THISAND INCLUDED MTTEXREFERANCEP4GrM1P7473 ra� OWWO15 BEFORE USE
Deagn valid form ordyWth Mffek connectom. rnsaefign IS � Only upon porametersshOv,n. and IS for M indfividUel building component.
Apeticabilly of aeSign amm.tm anal poper incorporailion of component IS reSporalleflity of Wilding designer - not trula; designer. Bracing Shown
a(olatercdsA�p�ofl��webmem�m�Y. Mdl�tem"cry�wingto�est�itydLO�c�ftmt�ist�rsp�lllyofthe
NOW
erector. McIfienal pomarOent Mocha of the omaill Structure, IS the resPOnSiblity' Of lie, buldrig deSgner. Forgencred galulOnce local
ral,tcaEor, quality cartel, Stao,,e, colNety. erection coal broeirg, conauff ANSIITPH Quality Cfllefflo, DSB-89 and BCSI Building Component
6904 Pa" EaSt BNd.
safety Infmation mollle. fron, TruSs Plate leaffule. 781 N. loo Streat. Sulle 3 IZ Alexandria, VA MI 4.
Tfurpe. FL �10
Job
Truss
I russ type
IF
T7251017
72657
GM
HIP 171'�
Chambers Truss, Fort Pience, FL, CNHG mun: .boo s Licl 32014 Fum: f.eJU 5JU1 U �VID Mikes J)U�, 11— —Oul 4 1 �vlz P's' "
ID:tPJn6surYCKJPke6?TtZSjzSCK7-JSPMmrdKkYiZirCyHVL2EbUpTzU? FlwrgxpVcb3yxBsl
i 1.-,2 7�51 1 -
15, 0 24 -7 30-il-0 -0 11� 2
6-4-9 V - -2
_�b i -0 L
4 _2 7_ 1�1 a _? ?_ 4 4 1 00
SX8 = 3x4 11 4� = SX4 =
5.00 r12 4 26 27 5 28 29 So 31 6 32 7,, 34 35
5�8 =
Scale = 1:71.9
3X6 11 41 1. — M 11
3x5 3A2 3.8— 3X4 ass 3XI2 3X5
3x4 3x4 11
LOADING (pst)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stness Incr NO
Code FBC2010/rP12007
CS1.
TO 0.56
BC 0.33
WB 0.66
(Matrix-M)
DEFL. in (loc) 'do"
Vert(LL) 0.32 1516 �999 2�40
Vert(TQ -0�22 15-16 .999 240
Hoa(TL) -0.05 12 n1a We
PLATES GRIP
MT20 244/190
Weight: 454 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly
applied or 6-0-0 oc purfins.
BOTCHORD 2X4 SP M 30 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing�
WEBS 2x4 SP No.3 *Except*
3-19,9-12: 2x6 8P No.2
REACTIONS. (lb/size) 19=199011-0-0,12=1992/1-0-0
Max Horz 19=-232(LC 6)
Max Uplift 19---3321(LC 8),12=-3042(LC 8)
FORCES. (11b) -Max CompJMax. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�441/361, 3-4=-2045/3552.4-26-3075/5128,26-27=-3075/5128, 27-28-3075/5128,
5-28-307515128, 5-29=-3075/5128, 29-30=-3075/5128,30-31=-307515128,
6-31�3075/5128.6-32�3075/5128, 7-32=-3075/5128, 7-33-3075/5165,
33-34=-307515165, 34-35---307515165, "5=-307515165, 8-9=-204413641,
9-10=-3621357
BOT CHORD 2-19=-2931456,18-19--358/460,18-36=-306011853, 36-37=-3060/1853,
17-37=-3060/1853,17-38=-3060/1853,16-38=-3060/1853,16-39--4806/3075,
39-40---480613075, 40-41=-4806/3075,15-41=.4806/3075,15-42=-311611852,
42-43=-311611852,14-43=-3116/1852,14-44=-3116/1852, 44-45=-3116/1852,
13-45=-3116/1852,12-13=-2741367,10-12�281/367
WEBS 4-18-580/543, 4-16�213911545,5-16�6711990.7-15=-686/973,8-15-2094/1546,
%%% pS A. q4
3-18--3625/2193.9-13=-a450/2189. 9-12�186112897
8-13=-580/48113-19-1864/3040,
NOTES-
1) 2-ply truss to be connected together with 10d (0.131')(3") nals as follows: 3938
Top chords connected as follows: 2x4 - I row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 00, 2X6 - 2 rows staggered at 0-9-0 oc.
se
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply
to ply connections have been provided to distribute only loads noted as lF) or (B), unless otherwise indicated. ATE
3) Unbalanced Toot live loads have been considered for this design. Al
10
4) Wind:ASCE7-10; Vult=170mph (3-second gUSt)Vasd=132mph;TCDL--4.2pSf; BCDL=6.Opsf; h=20ft; B=45ft; L=421t; eave--5ft;
4 0 R
Cat. 11; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; porchleltand rightexposed; Lumber
.0p %
DOL=1.60 plate grip DOL--1.60
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 pef bottom chord live load nonconcurrent with any other live loads.
7) * 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.
FL Cert. 6634
8) Provide mechanical connection (by others) Of truss to hearing plate capable of withstanding 3321 Ito uplift at joint 19 and 3042 1 b
uplift at joint 12.
July 17,2015
Continued on page 2
WARNING. Verdy design parshohnsaadREAD NOTES ON MIS AND WCLUDEDMffEKRE�RANCEPAGEMI�74m��OW�OISBUORE USE
DesIgnvalicl forune onlyuilth MiTakconnecton. thicsoliIn ti1bcnedohiyU�,GmhhqtehI,ho,n. und Is foran Indvidual burdW component.
Nil'
Apoicalblifty of clesign r,orameters and poiner incortomation of component Is msons�fity of WId1W designer -not truss designer. Bracing srv�m
Nf�laterdwppWofi��wlwebm��MONY. Mcifflond ternfoorary bracing totirmum stathillhdutm construction IsthersponsiNlIty, of the
M!Tek*
erector. Addiffonat porm,,,nt NmIW of Ins overdt StruCitm, Line mg)onsVilty of the Wildng desIgner. Forgeneral guidance reganding
f0brication, quaIN control. storage, ceuvery. erection � t,,Wing, Consurt ANSI/TPI1 Qually CrItenia, DSB-89 and BCSI BuIldIng Component
6904 P.As E..t BW.
Safety Information avogable from Tms� Rare frarturfe. 781 N. LeeStreet Suffe,312. Alexarsift VA 22314.
Tmris� FL 33610
Job
Truss
I russ Type
ly
Y
72
T7251017
72657
GRA
HIP
1
Job Red,... (optional)
Charel,an, T,.., Fort Pierce, FL, CIAHO
Run 7.60D a ()cl 3 2014 Print: 7.63D a Jul P 2015 MffaK raluenfigs, Inc. Fif Jul 17 1 I:W:12 2015 Page 2
ID:tAln6surYCKJPke6?TIZSjzSCK7,J5PMmTdKkYiZlrCyHVL2EbUpTzU?RwrgxpVcb3yxBsi
NOTIES-
9) "Serni-rigid pitchbreaks including heals' Member end fixity model was used in the analysis and design of this truss-
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 222 lb up at 11 -0-0, 75 Ib down and 222 lb up at
13-0-12, 75 lb down and 222 lb up at 15-0-12, 75 lb down and 222 Ib up at 17-0-12, 75 It, down and 222 Re up at 19-0-12, 75 Ile dowri and 222 lb up at 21-0-12, 75 lb
down and 222 it, up at 22-10-4, 75 lb down and 222 lb up at 24-10-4, 75 Be down and 222 lb up at 26-10-4, and 75 b down and 222 lb up at 28-10-4, and 75 lb down
and 222 lb up at 30-11-0 on top chord, and 287 lb up at 11-0-0, 57 lb down at 13-0-12, 57 lb down at 15-0-12, 57 lb down at 17-0-12, 57 ft) dovm at 19-0-12, 57 Ile
down at 21-0-12, 57 Ilb down at 22-10-4, 57 lb down at 24-10-4, 57 lb down at 26-10A, and 57 11b down at 28-10-4, and 287 lb up at 30-10-4 on bottom chord. The
design/selection of such Connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate lincrease=1.25
Uniform Loads ffelf)
Vert: 1-2�14, 2-4�54, 4-8=-54, 8-10---54, 10-11=-14, 20-23-20
Concentrated Loads (lb)
Vert: 17-23(F) 4-75(F) 8---75(F) 18=105(F) 26=-75(F) 27=-75(F) 28=-75(F) 29=-75(F) 31=-75(F) 32=-75(F) 33=-75(F) 34=-75(F) 35=-75(F) 36=-23(F) 37=-23(F)
38=-23(F) 39=-23(F) 40�23(1`) 41 =-23(F) 42=-23(F) 43-23(F) 44-23(F) 45=82(F)
,& WARNING - Verfry design a�efers and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE MV-74" ra� OVISX2015 BEFORE USE
Design void for � only �th Mffek conrieclom. Tha de�gn Is loosed only upon gararnelers dho�. and Is for an hdvidual "cling corniPanent.
Nil'
Applicatollity of declgn parameters ard poper �rpovellon Of Conn�nt C responsbilty of Wldhg cleUorer - nof frucs dalgner. Bracing ��
In for laterd auqCorf of IndinUual �b momloom only. Acarriarvel temporary lerac1n, to froure atolElty Contra construction Is Me re,�Ifly of ihe
MiTek*
erector. Mdff�M"�nt�actWoff�overdlstmokrekt�resp�illyof��dWde�gmr.�gewaig�reg�hg
f�cotiw.qmlilycmUoLstorWe.detiveW.er��n���hg.co�t ANSUTPII Quality Ctiteda, DSB-89 and BCSI Building Component
69N Parke East BIVd.
Well, lef . ene . t1cr, avoloble forn T. Rate Institute. 781 N. Lee Soot, Suffe 312. Nexanard, VA V314.
Tanne., FIL 33610
Job
I was
I Was I ype
ty
y
T7251018
I
72657
GRI3
NONO HIP
2
1
Job Reference (OPtiDnal)
Cnarnbers Truss, Forl Planco, FL, CWC Run:7.600s � 320l4PlnI:7.63DSJUI 92015M]TOR IndUsAnOS, Inc. FAJW1711:00:132015 Pagel
ID:tAln6surYCKJPke6?TiZSiZSCK7-nlz]zBeyUsqQw?n8rDsHmpOuBNp6APXIATE97VyxBsO
9-0-0 15-4-8
0�-2 22� 118 6-10-8 6-4-8
011
MAILED RAILED Scale = 1:34.7
400 NAILED NAILED 4� 11
4 12 Is 14 5
3�6 11 4.12 = ------ 6X8 =
3X4 11 NAILED
NAILED
LOADING (Pat)
TCLL 20.0
TOOL 7.0
BCLL 0.0
BCDIL 10.0
SPACING- 2-0-0
Plate Gflp DOL 1.25
Lumber DOL 1.25
Rep Stress [nor NO
Code FBC2010frP12007
CSI.
TO 0.94
BC 0.40
WB 0.57
(Matdx-M)
DEFL. In
Vort(LL) 0.22
VerI(TQ -0.17
HoQ(TQ -0.02
(too) I/defl Ud
6-7 >717 240
6-7 c,905 240
6 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 83 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2X4 SP M 30
TOPCHORD
Structunal wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2X4 SP M 30
except end verficals.
WEBS 2x4 SP No.3
BOTCHORD
Rigid celling directly applied or 5-1 -11 Do bracing.
WEBS
1 Row at micipt 3-7,4-6
MITek recommends that Stabilizers and required cross
bracing be Installed dur-Ing truss erection, In accordance with
Stabilizer Installation guide.
REACTIONS. Qb/size) 8=91910-3-0,6=1046/0-3-8
Max Holz 8=291 (LC 8)
Max Uplift 8=-1221(LC 5), 6-1874(LC 5)
FORCES. (Ib) - Maoc Comp./Max. Ten. -All forms 250 Qb) or less except when shown.
TOP CHORD 2-3�172f326.3-4=-1 11011796, S-6�36PJ583
BOTCHORD 2-8-310/199, 7-8=-522/236, 7-15=-172M55,15-16-1729/9S5,6-16=-17291955
WEBS 3-8-813/1201, 3-7=-12181780, 4-7�943/534, 4-6=-105811918
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vnd=132mph; TCDL--4.2psi; BCDL-_6LOpsf; h=20ft; B=45ft; L=24ft; eave--41t;
Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional): cantileverleft exposed ; porch right exposed; Lumber DOL--1.60 plate gnp
DOL=1.60
2) Provide adequate drainage to prevent water ponding.
A.
% ....44 �,".
.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
' This has been designed for live load 20.Opsf the bottom In 3-6-0 tall by 2-0-0
-
4) truss a of on chord all areas where a rectangle wide
will fit between the bottom chord and any other members.
3938
5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1221 lb uplift at joint 8 and 1874 lb
uplift at joint 6.
6) 'Seml-dgid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss.
7) "NAILED' Indicates 3-1 Od (0. 148"x3') or 3-12d (0.148nX3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail.
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 (plo
........
Vert: 1-2�14, 2-4=-54,4-5=-54. 6-9=-20
Concentrated Loads
%
'1111111110,
fib)
Vert: 5�99(1`) 7=-325(F) 4�99(F) 6=-39(F) 13�99(1`) 14�99(1`) 15�39fl 16=-39(F)
FL Cert. 6634
July 17,2015
A& WARKWO - Ventlydoslan Parameters andilEkD NOTES ON THISAND INCLUDED MMEKREFERANCEPAGEMII-7473 rs, M�OISBEFOREUSE.
Desigelvalol far usemywUh Mack conrlectom. Thboledign aboacclonlyufax-I comseleassnown, and Is form finclAceal buflefire;f ccrnfereenf.
Apolooblity ofeesign ocramaten, and prmer hcorporatim of corenconent Is rasporsft�flny of buildIng des$grer -not tues dedgmar. Bracing shown
Is far taterd support of Individual web memImrs any. AddflIonext tennxec, brachg to Inwee sfoUlty dTIrD construction is the rosponsimilty of Ifne
MOW
erector. Addfifforod mimmard bracing of tTe cneidl structure ISAIne resconsfiAfity of the beffering designer. For gerand guidance regaranx,
fabefcatter, qually connot storage, Calivene. erection end belcing. consult ANSIjTPII Quality CrItandO, DSB-89 and BCSI BuIldingComponent
6904 Parise East Btvd.
Safety Informallorl matcox, ftem Tas Rme InsIltule. 781 N. bee Streat Suffe 31Z AlinsandrIa. VA V314.
Tacepa. FIL 33610
JOD
Twss
I russ Type
y
�251019
7207
J3B
JACK
4 1
Job Reference (optional)
Ch.mtx. Tress, F.4 Raise. FL. CWC
Run:7.600s 00 32014PrInI 7.WUSJUI szoi5mieXindualnes,ins. FrIM1711:00:142015 Pago I
ID-.tAln6surYCKJPke6?TiZSjzSCK7-GUX7BXfaFAyHYgMLOwOWJOZgnCE�S07-lfxyxas?
Refer to MiTek "TOE -NAIL' Detail for connection to supporting
carder
21
Scale = 1:11.0
0 �60
LOADING (psf)
SPACING- 2-0-0
CS1.
DIEFIL In
Qoc) Wall Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.19
Vert(LL) -0.00
6 >999 240
KT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.21
Vericri-) 0.00
6 >999 240
BCUL 0.0
Rep Stress Incr YES
WB 0.07
Hoa(TL) 0.01
4 n/a n/a
BCDL 10.0
Code RBC2010/TPI2007
(Matrix-M)
Weight: 10 lb FT = 20%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 oc pudins.
BOTCHORD 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
MITek recommends that Stabilizers; End required cross
bracing be Installed during truss erection, In accordance with
Stabilizer Installation guldo.
REACTIONS. Qb/sIze) 4=-53/Mechanical, 5=-71/Mechan[cal, 6--33710-3-0
Max Horz 6-92(LC 8)
Max Uplift 4=-53(LC 1). 5=-71 (LC 1), 6=-440(LC 8)
Max Graw 4--60(LC 8). 5=1 01 (LC 8), 6=337(LC 1)
FORCES. (11b) -Max. CornpJMax. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170miph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL--6.0psf; h=2011; B=45ft; L--24ft; eav"- it;
Cat. 11; Exp D; Encl., GCpi=0.18; MWFAS (directional); cantilever left exposed; porch right exposed; Lumber DOL=1.60 plate imp
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load rionconcurrent with any other live loads.
3) * This huss 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 I fit between the bottom chord and my other members.
4) Refer to girdeds) for truss to bass connectforts.
5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 53 Itt uplift at joint 4, 71 Ilb uplift at joint
5 and 440 RD uplift at joint 6.
6) "Semi-figid pitchbreaks including heels' Member end fixity model was used Jn the analysis and design of this truss.
%
3938
, 0 ATE
00,Aq*" 4.0 R % V.." N
"o; &I ....... ;�,�
FL Cert. 6634
July 17,2015
,&WARNING - Verify dostgo anumanotem and READ NOTES ON MIS AND INCLUDED MffEK REFERANCEPAGEM74" . MaAaIS BEFORE USE
Design void far use only with Mffek corriectors. This, design Is based ohiyu,an cral Is far On Individual buldfin, compownt.
sol,
Applicability ofdosign Mannoters and ismi,or inwWorallon of connischent Is responsibinty ofbLMdN designer -not mass dedgran. ancing showa,
is for lateral supper! offincividuad web memigers only. AddlIbral temporary cracing, to insure stabIlly dwing construction Is the responsiblutty, of the
M!Tek*
emcfor. Additional oermarand txa:,cftV of the overall structure Is The resparnihilify of Ine bui designer. For general guidance regarctag
,Gxfca� ,,ilty campoL storage. andive, erection and bracing. corsair ANSI/TPII Quanty Cdtax1a, DS13,89 and BCSI Building Component
6904 Perim East Blvd.
safety Infamnallon avatalole to= Taus� Plate Institute, 781 N. Lee street. Ikde 31Z Alexandria. VAM14.
TaWa.FL 33610
Joe
RISS
type I
TJ11SKS
T7251020
7265 7
�l
SA
]Q
4
I
1
J.1b R.frerce (optional)
Chainbens Tiuss, Fon Pleme, FL, CMHC
21
Run:7.600s W 32D14PrinI:7e30SJuI 92015AAffekindusides,lao. FfiJU11711:W:142015 Paget
11).tAin6sutYCKJPke6?TiZSizSCK7-GUX7BXfaFAyHYgMLOwOWJOZBHngevzrSO7-"Bs?
Scale = 1:15.2
4-8-0
0
LOADING (Psf)
SPACING-
2-0-0
CSI.
DEFL.
In (loc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grl DOL
1.25
TC 0.41
Ver((LL)
-0.00 6
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL
1 �25
BG 0.44
vertcrL)
0.00 6
>999
240
BCLL 0.0
Rep Stress [nor
YES
WB 0.12
HorzCTIL)
0.00
We
TVs
BCDL 10.0
Code FBG2010frPI2007
(Matrix-M)
Weight: 18 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4SPNo.3 TOPCHORD
BOTCHORD 2x4SPNo.3 BOTCHORD
WEBS 2x4 SP No.3
REACTIONS. (lbIslze) 4--OiMechanical,5=-109/Mechanlcal,6--47OfO-S-O
Mm Horz 4=-436LC 8), 6=592(LC 8)
Max: Uplift 5=-121 (LC 3), 6=-725(LO 8)
Max Grav 5=209(LO 8). 6=470(LC 1)
FORCES. (lb) - Max. Comp_/M�. Ten. -All forces 250 (lb) or less except when she=.
TOPCHORD 2-3=-570I416,3-4=-404/315
BOTCHORD 2-6-3421592
WEBS 3-6-289/399
Structural wood sheathing directly applied or5-0-0 Do purlins
Rigid calling directly applied or 6-0-0 oc bracing.
MlTek recommends (hat Stabilizers and required cross
bracing be Installed during truss erection, in accordance with
Stabilizer Installation guide. I
NOTES-
1) Wind: ASCE 7-10; Vult=l 70mph (3-second gust) Vasd=1 32mph; TCDL=4.2psf: BCDL=6.Opst; h=20ft; B=4511; L=241t: eave=41t;
Cat. 11; Exp D; Encl., GCpi=O.l 8; MWFRS (directional); cantilever left exposed ; porch right exposed; Lumber DOL--1.6D plate grip
DOL=1.60
2) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument 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 121 lb uplift at joint 5 and 725 lb uplift
at joint 6.
6) "Semi-Ogid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss.
tilf,11111111111
rEN8*.lod
3938
R It
Cert. 6634
July 17,2015
,& WARNINO - wrify dasign psmaretens and READ NOTES ON MIS AND INCLUDED MITEK REFERANCE PAGE 101b7477 ., M62016 B�ORE USE
Design valid lor use only Wth Aral, Connectors. This design la based only upon pasomelms dno� and! Is for on InclAdual building component
Applicability of design incrometers onc! paper of component Is resieGnsiblily of buildlyg designer - not truss dmigner. Brwftv shovm
Is far laterd suloporl of hdf�ldual web members only. P,kIltional terninanny toracing to Twe stobility du rig cOnstuclion Is the resporaltollIty, of Ina
M!Tek*
enecter. MdUoncdMm�nt�UVoft�ov�ISI=VOISt�tesperistOityoftWbulcgW�g�.F�ge�ag�reg�dhg
fol,xication qucglly c*ntfol. storage, cleftVery. erecticin and brMhng. camel ANSI/TPIl Quality Cifferia, DS3.89 and BCSI Building Component
6904 P�rka East BlvcL
safety Imerm.flon available from Truss Rate Urdflune. 781 N. We St Sulte 312. Aoxondft VA 22314.
T.np..FL 33giO
Job
mss
I russ I ype .�Q
" Ply
72657
J1513
JACK
4 '
�
jJ.b
Reference (o2tlonal)
Charnears Truss, Forl Rome, FL. CMHC
21
LOADING psf)
SPACING-
2-00
CS1.
TCLL
20.0
Plate Gdp DOL
1.25
TC 0.22
TCDL
7.0
Lumber DOL
1.25
BG 0.17
BOLL
0.0
Rep Stress Incr
YES
INS 0.08
BCDL
10.0
Code FBC2010/rPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4SPNo.3
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=50/Mechan[cal,5=12/Mechanical,6=299/0-3-0
MILK Harz 6=156(LO 8)
Max Uplift 4=-83(LC 8). 6-334(LC 8)
Max Grav 4=61 (UC 13), 5=36(LC 3), 6=299(LC 1)
FORCES. (lb) -Max. CompfMax. Ten. -All forces 250 Ob) or less except when shown.
WEBS 3-6=-195/281
VIUMBS.M. Vr1JU11711:W:14ZU15 PagOl
ID-.tAln6surYCKJPke6?TiZSjzSCK7.GUX7BXfaFAyHYgMLOwOWJOZE8nD�OS07-jfXYXBS?
Scale = 1:15.2
DEFIL in (too) Udeff Ud PLATES GRIP
Vert(LL) -0.00 5-6 �999 240 fVR20 244/190
VertTL) -0.00 5-6 >999 180
Horz(TQ -0.01 4 n/a We
Weight 17 111 FT = 20-1.
BRACING-
TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc puffins.
BOTCHORD Rigid calling directly applied or 10-0-0 oc bracing.
MR-ek recommends that Stabilizers and required cross
bracing be Installed during (wss erection, In accorclancewith
Stabilizer Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vnd=132mph; TCDL--4.2pst; BCDL=6.Opsf; h=20ft; B-_45ft; L=24ft; eave=4ft;
Cat. 11; Exp D; Encl.. GCpI=0.18; MWFRS (directional): cantilever left exposed; porch fight exposed; Lumber DOL--1.60 plate grip
DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcutrent 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 my other members.
4) Refer to girder(s) for MISS to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 lb uplift at joint 4 and 334 1 b uplift at
joint 6.
6) "Serm-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this muss.
NS A
0 0 E - N
k1 A E�.
"40RCD"*
%%
FL Cert. 6�34
July 17,2015
WARNING. V.,Ify design p.M. aod READ NOTES ON THIS AND INCLUDED MDEK REFERANCEPAGE MIP7422 .. QVIS2015 SUORE USE
Design valid for use only uilth Mffek connectors. This clesign Is based only ugson foametem shom. ancl h rof M hxmducA tuolcing component.
Ist
Applicobfilly, of design parametem and proper hcorporallon of cormnonent Is responsfelify of cordysg dessIgner - not Insss dedgner. Modef, shovIn
hforlatercd%4)p�of���webmem�mo�y. Adcliflone; fernonar, epoce, to Insure stobflitycimint, construction Is the responsiMly of See
MOW
erector,
ANSI/TPII Q.oUlyC,Iteda,DSB.89=dBCSIB.IldhgCom�..nt
004 P.�. 5.1 Blvd.
Safety Infrefollon ovalloble, from Truss Plate Insifflute. 781 N. I.ee Street SOO 312, Nexancift VA 22314.
TaWa, Fl. 33610
JOD
I russ
I russ I ype
" P"
77251022
Lb
7207
RA
JACK ]U
4 '
�
Reference factional)
Chambers Truss, Pon Pierce. FIL. CWC,
Run: 7.600 a Cat 3 2014 Print: 7.63D S Jul 9 2015 MtTOR Indu,snos, Inc. Fit JUI 17 1 1XI10:15 2015 Fagg I
I D:tAln6surYCKJ Pke6?TiZSIzSCK7-kg5VOsfCOT48gJxXyevirE5Ob9PbePdbdniGBOYXBS.
ME
Scal. = 1:20.2
t8_8
6:20
�*b i
LOADING (Pat)
SPACING-
2-0-0
CS].
DEFL. in
(too) Vdef] Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.31
Vert(U-) -0.03
5-6 >999 240
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BIG 0.72
Vert(TL) 0.02
5-6 >999 240
BCLL 0.0
Rep Stress Incr
YES
WB 0.15
Horz(TQ 0.13
4 File We
BCDL 10.0
Code FBO2010ITP12007
(Matfix-M)
Weight: 24 111 FT = 20%
LUMBER-
BRACING-
TOPCHORD 2X4SPM30
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc putting.
BOTCHORD 2x4 SP No-3
BOTCHORD
Rigid ceiling directly applied or 10-0-0 on, bracing.
WEBS 2x4 SP No.3
MiTek recommends that Stabilizers and required cross,
bracing be Installed during muss erection, in accordance With
Stabilizer Installation guide.
REACTIONS. (Ile/sIze) 4=-28/Mechanical, 5=-46/MechanIci 6=58a/0-8-0
Max Horz 6=221 (LC 6)
Max Uplift 4=-43(LC 3). 6=-46(LC 1). 6=-744(LO 8)
Max Grav 4=41 (LC 6). 5=98ft-C 8), 6=583(LC 1)
FORCES. (lb) -Max. CompJMax. Ten. - At forces,250 (H)) or less except when she=.
TOPCHORD 2-3=-7101764
BOTCHORD 2-6=-85Of794
WEBS 3-6=-3631498
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=6.Opsf, h=201t; B--45ft; L--24f(; eave=4ft;
Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; porch light exposed; Lumber DOL=1.60 plate gnp
DOL=1.60
2) This muss has been designed for a 10.0 Pat bottom chord live load nonconcument 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 fall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for muss to Iniss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 to uplift at joint 4, 46 lb uplift at joint
5 and 744 lb uplift at joint 6.
6) "Serni-rifild pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this [was.
s %-. A.
\GEN&
3938
Mir z
WAT �E. 44/
0 1
Sir
"'fit III'00
F FL Cert. 6634
July 17,2015
AWARNING. Venty design gangsters, and FEy1D NOTES ON THIS MD INCLUDED MITEK REFERANCE PAGEMIP74" MR OM62016 SEFORIF USE
Decign vald for use Only vgh Mftek co,teclom. This design Is based only upon parameters sh.� and! Is for an lndVd� toarldrx, component.
Appiloacilty, of design pocarrineters and proper Incorporation Of �ponenf Is resporniNny of "ding designer - not thas cledoner. Wincing shoRT,
bfmlatetalwippofloff�M"webmem�mody.
MiTek'
erector. �clgcxxtl pemnanent throcing of fine overadl stniChire IS line, fesparelollity, of are t,st]cIng designer. For general guidance recording
fabricafflon, cirri control. storage. delivery. erectfan and brmhg. consull ANSIITPI I Quality Criteria. DSB.89 and Best BuildIng Component
6904 P.,ke East 8gd.
Safety I.Ormall. avollatile, non Tnea Plate Insfiluta, 781 N. Lea street Sufte 312. Alexancldc. VA 22314.
Trinpe, In. 33610
Job
Truss
I russ I ype
y
TF2510n
72657
1 J713
JACK 4
1
Job Reference Loptional)_
Charnbers Tim, Fail Pler0l), M, CMHC HUTI:7.600S Do 32014rrmi: f.wusjui uzuiomisi,inausiriss, ins. rujui it i 9� 1
ID:tAln6surYC KJPke6?TiZSjZSCK7-kgSVOSiCOT489JXxyevIrESQ?BWzeQybdnjGBOYXBS�-
01-2 7-00
_ _2 7."
Scale = 1:20.2
LOADING (psf)
SPACING-
2-0-0
CS].
DEFIL
In
(too)
Vdefl
Ud
PLATES GRIP
TOLL 20.0
Plate Grip DOL
1.25
TO 0.15
Verl(ILL)
-0.02
5-6
>999
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
SO 0.31
Vert(TL)
-0.04
5-6
>999
240
SCILL 0.0
Rep Stress [net
YES
WEI 0.13
Hoa(TL)
-0.01
4
n1a
We
BODL 10.0
Code FBC2010frPI2007
(Matri
Wind(LL)
-0.01
5-6
>999
240
Weight: 23 lb FT = 20%
LUMBER -
TOP CHORD 2X4 SP M 30
BOTCHORD 2x4SPNo.3
WEDS 2x4 SP No.3
REACTIONS. (letsize) 4=103/Mechanical,5--39/Mechanlml,6=367/0-3-0
Max Horz 6--221 (LC 8)
MaxUpIlft4=-I59(LC8),6=-387(LC8)
Max Graw 4=1 12LC 13). 5=76(LC 3), 6=367(LC 1)
FORCES. (lb) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when she=.
WEBS 3-6=-2761427
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6.0-0 oc, purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
i recommends that Stabilizers and required cross
bracing be installed during truss erection, In
Stabilizer Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=1 70mph (3-second gust) Vnd=132mph; TCDL--4.2psf; BCDL=6.Opsf; h=201t; B=451t; L=24ft; eave=4ft;
Cat. 11; Exp D; Encl., GCp7i=O.l 8; MWFRS (directional); cantilever left exposed; porch Tight exposed; Lumber DOL--1.60 plate grip
DOL--I.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument win my other live loads.
3) * This truss has been designed for a live load of 20.0pisf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide
wit fit between the bottom chord and my 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 159 b uplift at joint 4 and 367 lb uplift
at joint 6.
6) 'Semi -rigid pitchlbreaks including heels' Member end fixity model was used in the analysis and design of this truss.
- A - .
E N
39�
0 R X
/ONA\-S%%- " %%
8111111110%
F_FL Cert. 6634
July 17,2015
WARNING- Verify design pareenotemandRJ51D NOTES ON MIS AND MCLUDEDMffEKREFERANCEPAGEMIP74"ro��l�ISBUORE USE
Design Vold (cer monly,vilth Milrekoorinsioton. Intsdesign libeeadonlyeari peramefeisiaia�. midtfOrcri ricirvidual buldligeermlOorient.
Appliecturly of design ;,cear,efies arid Vapor Irecorponatian .1 confroonent c reiraorsulilly of butdirg derigrof - net hiss designer. Bracing st,o,vn
Is for lateral stipporl of Individual iv,ib .1hers orly. Additional temporary bracing to freeze stability during construclion Is the feet,orell Of Ine
MiTew
enectot. �fforKgpem�ntbfMlnoott�owmlistm�tslWrospor�Nityoll�bLCcfl��gwr.F�gemidgLid�er��g
f-bri�imq�llymnftol.storw..�INe�.ef-ti.�bfmhg�C�i ANSlfTPl1 Quality Cillefla, DSR.89 and BCSI BuildIngConrileaninit
69N Polls, east Blied.
solely information aval from TruV Plain Institute, 781 N. L. Street Sure, 312, Ne.ndrkt VA 22314.
TaWa, Fl. 33610
Job
I russ ype
y
T7251024
72657
JACK
4
1
Job Reference (optional)
Cha�ns Truss, Pon Pierce, Ft. CMHC
ME
Scale = 1:24.5
LOADING (pst)
SPACING-
2-0-0
CS1.
DEFIL
in
Ooc)
Vdeil
Ud
PLATES GRIP
TCLL 20.0
Plate Grlp DOL
1.25
TC 0.32
Vert(LL)
-0.06
5-6
>895
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.65
Vert(TQ
0.03
"
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.16
Hoa(TL)
-0.12
4
n/a
rsta
BCDL 10.0
Code FBC201QTP12007
(Matrix-M)
Weight: 30 lb FT = 20%
LUMBER-
TOPCHORD 2x4SPM30
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (lb/sIze) 4--66/Mochanical,5=10/Mechanical,6=582/0-8-0
Max Harz 6=285(LC 8)
Max Uplift 4=-1 16(LC 8), 6=-683(LC 8)
Max Grav 4=94(LO 13), 5=56(LC 8). 6=582(LC 1)
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown.
TOPCHORD 2-3=-578(781
BOTCHORD 2-6-871/651
WEBS 3-6=-383/536
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MITek recommends that Stabilizers and required crass
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide._
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL--6.Opsf-, h=201t; B=45ft; L=24ft; eave=411;
Cat. 11; Exp D; Encl., GCpl--O.l 8; MWFRS (directional); cantilever left exposed ;porch right exposed; Lumber DOL=1.60 plate grip
DOL=11.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcuffent 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 fall by 2-0-0 wide
will fit between the bottom chord and my other members.
4) Refer to girder(s) for truss to [was Connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstandIng 116 lb uplift atjoint 4 and 683 lb uplift
at joint 6.
6) "Saml-rigid pitchbreaks Including heels' Member end fixity model was used In the ansysIs and design of this truss.
'Itfifil I I I 111,
0
3931
Mir =
�fAT �E 441 Z
A,
0 RXV N
1jt0NM- %%%
11111111 10
F-FL CTrt. �6
July 17,2015
WARMNG. Vatffydosign �xnafons WdREAD NOTES ON THISAND WCLUDEDMffEKREFERANCEPAGEMI�7473,0� MSOOIS BEFORE USE
Design void! for use only with Mffek conne<Ion, � clesign Is based any upon locuorneters slnowfx and Is for an indvklual bulding corniponeril.
Appficabi I ty of dedgn fmameters and protoer MorPorotion Of connoorent f, rsans[Orj ry of bulding desuner - net Kass designer. Brocing showr,
Is (orraterd OAVod ofindividual web membemonly. Addtanal femposo, ixoeN to funue sidA[tydmhg conshuction Is the responsibility of IM
MiTek'
er,,ala,.
ANSI/TPg Quality criteria. D58-89 and BCSI BuIldIngComponent
69D4 Prk. E.st BiA.
W-ly [Wom.11m avoloble from Tuns Plate Insfitule, 781 N. Lee Stfeet. Suite 312. nexarolft VA 22314.
Tantpo. FL 33610
Job
Iruss type
y
T7251025
72657
JACK
8
1
Job Reference (optional)
ChatritcarsTruw, Fort Pierce, FL. CMFIC,
�31111111
Scale = 1:24.5
LOADING (psf)
SPACING-
2-0-0
CS1.
DIEFIL
in
Qoc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate GrIp DOL
1.25
TC 0.34
Vert(LL)
-0.07
5,
999
a.
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.67
Vert(TQ
.0.19
5-6
>421
240
BCLL 0.0
Rep Streets Incr
YES
WEI 0.18
Hou(TL)
-0.03
4
n/a
We
BCDL 10.0
Code FBC2010/rPI2007
(Mallffir-M)
WInd(LQ
0.05
5-6
>999
240
Weight: 29 to FT = 20%
LUMBER-
TOPCHORD 2.x4SPM30
BOT CHORD 20 SP No.3
WEBS 2X4 SP No.3
REACTIONS. (lb/size) 4=15111viecharrical, 5=59/10fechanical, 6=44810-3-0
Max: Horz 6=285(LC 8)
Max Uplift 4=-228(LC 8). 6=-415(LC 8)
Max Grav 4=1 68(LC 13), 5=1 10(LC 3), 6=448(LC 1)
FORCES. (b) -Max. CompdMax. Ten. -All forces 250 Ob) or less except when shown.
TOP CHORD 2-3=-460/493
BOTCHORD 2-6=-542/512
WEBS 3-6=-3721620
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 DO purfins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 GO bracing.
MITek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
NOTES-
1) Wind: ASCE 7-10; VuIt=1 70mph (3-second gust) Vasc1=132mph; TCDL--4.2psf; BCDL=6.Opst; h=20ft; B=45ft; L=2411; eave--4ft;
Cal. 11; Exio D; Encl., GCpi=O.l 8; MWFRS (directional); cantilever left exposed ; porch right exposed; Lumber DOL=1.60 plate grip
DOL--1.60
2) This truss has been designed for a 10.0 par 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 Aftle
will fit between the bottom chord and any other members.
4) Refer to glrder(s) for twss to truss connections-
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 4 and 415 lb uplift
at joint 6.
6) "Semi -rigid pitchbreaks Including haste Member end fixity model was used In the analysis and design of this truss
firtifftl I I I I
A
E A1,9'-. I
3938
ATE
R
%% %%
FL Cert. 6634
July 17,2015
,&WARNING -Vorflydesign,caraeroforwarreIREAD NOTES ON WISAND INCLUDED MffEKREF�ANCEPAGENI-74nmv.O�W015B�ORE USE.
Design Valid forux, only%vilh Mflorcconnectors. Thfsdor1gnII,bcced only u;,on Is forontro[vidtial bAcRW component
Appr�abglfty of Voperrecorporatim Of corepoerent hmeprIndibillty Of Wrong destomr - not truerdesigner. Brucing �
Is for lateral wpocef ofIndvidwif vieb merntx,r; oNy. Mdll��femWWUM�gto�estabgltydurhgcomt�tbnb�respoFaAlity0ftne
M!Tek*
erector. Addiffoid peroncerent otacin, of the overati strLicture Is the reeponciblity of fithe loullclIng �gner. For general ou6ciarrce regararN
fabricarlom cKxOty control, dotage. delivery. orcefforin and! hrmirrg. coneft ANSUTFII Quality Criteria, DSe.89 and BCSI Bullafing Contonont
6904 P.,k. ZaA Blvd.
safety Inforn,aH.. avoloble from buc,, note hafiturte. 701 N. Lee Shoat Suite, 31 Z Alexandria. VA 22314.
T.W., FIL 33610
job
I russ
I russ I ype
y
711
77251026
7
At
JACK
JP7'
Job Reference(optional)
Ghafters Thas, Fort Pierce, FL, CVTrG
LOADING (pst)
SPACING-
2-0-0
CS1.
TOLL
20.0
Plate Grip DOL
1.25
TC 0.38
TCDL
7.0
Lumber DOL
1.25
SO 0.86
BCLL
0.0
Rep Stress Incr
YES
WEI 0.19
BCDL
10.0
Code FBC20l0fTPI2007
(Matnx-M)
LUMBER -
TOP CHORD 2X4 SP M 30
BOTCHORD 2x4SPNo.3
WEBS 2x4 SP No.3
REACTIONS. (IbIsize) 4=1 29/Mechanical, 5--42/Mechanical, "_ 3410-8-0
Max Horz 6=349(LC 8)
Max Uplift 4=-206(LC 8),6=-695(LC 8)
Max Grey 4=1 50(LC 13). 5=97(LC 3). 6--634LC 1)
FORCES. (b) - Max. CompJNlaoi. Ten. -All forces 250 (11b) or less except when she=.
TOPCHORD 2-3=-450/665
BOTCHORD 2-6=-7451524
WEBS M-4391633
Scale = 1:26.8
DEFIL In Voc) Vdefl Ld PLATES GRIP
Vert(U-) -0.09 5-6 >912 240 MT20 2441190
Vert(TL) -0.15 6-6 >538 180
Horz(TQ 0.11 4 n1a we
Weight: 37 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc, puffins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be Installed during truss erection, In accordance With
Stabilizer Installation gulde.
NOTES-
1) Wind: ASCE 7-10; Vult=1 70mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=6.Opsf; h=20ft; B=45ft; L=2411; eave--4ft;
Cat. II: Exp D; Encl., GCpi=O.l 8: MWFRS (directional); cantilever left exposed; porch right exposed; Lumber DOL=1.60 plate grip
DOL--1-60
2) This truss has been designed for a 10.0 ps! bottom chord live load nonconcument with my other live loads.
3) * This muss has been designed for a live load of 20.Opsf on the bottom chord in all ateas 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 Inuss connections.
5) Provide mechanical Connection (by others) of truss to bearing plate capable of withslanding 206 to uplift at joint 4 and 695 lb uplift
at joint 6.
6) "Semi-figid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss.
...........
%
3938
4f/
Al
0 pt I, N
% %
e""110NM—
FL Cert. 6634
July 17,2015
,&WARNING -1rfilydastri,artrarre.f.andflielDNOTES ON MIS ANONCLUDEON077EKREFERANCE PAGE UIP7473..GVfW01rr8EFORE USE
DacUn volid for usa, orhy Will Mliek connectors, lhl� decgn b baccal only upon pommotem stro� and Is for an Individual but component.
MR
ApplicaUlly of decgr, Momefers mat ,ropcer Incorbotallon of comccolent Is responslaility of building de0liner - no] faues creligner. Brexing chOW11
ls(Niateidwpp�ofhdW�webmem�rsoW. Adcolonal lemway bractni, to insure stcribrIty, during construction is the respordbillty of the
M!Tek*
erector. Addilond! clachrent brocing of the overdl structure Is the resporeliblity of The buffolng ceIfgner. For general ouklance ralgodfinci
fabricatton, qtrafily control, skcage, delivery. erection coal bracing, COixull ANSUIP11 Quality Criteria, DSB.89 and SCSI BuIldIng Com,Ponent
6904 P.,k. Ead filed,
Safety TrIonnallon avalufAe from fares Polar Inctitute, 781 N. � Street. Suffe 312. AexandrkL VA 22314.
Tarn,ba.Fi. 3WID
Job
Truss,
FrusS I ype
Ply
T725100
IJ.b 1
7207
JL13
lu'y
JACK
4
I
Reference (optional)
Cf Tru., Fort Name, FL, CWC I.wu.�., .......... v.:�. �10
ID:tAin6surYCKJPko6?TiZSjZSCK7-MDJSZOTMLfZPKgMFORChoBlowD]HkgX6XSP�781,t
0 -2 3_0�0
112 ".0
21
ax4 =
scale = 1:11.0
Provide bearing connection(s) to resist
horizontal reaction(s) shown.
LOADING (psi)
SPACING-
2-0-0
CS1.
DEFL.
In
(loc)
Udell
Ud
TCLL 20.0
Plate Gdp DOL
1.26
TC 0.35
Vert(LL)
-0.00
7
nIr
120
TCDL 7.0
Lumber DOL
1.25
BC 0.45
Vert(TL)
-0.06
4
rdr
120
BCLL 0.0
Rep Stress Incr
YES
WEI 0.00
Hou(TL)
0.00
n1a
n1a
BCDL 10.0
Code FBC2010/TPI2007
(Matdx-M)
LUIVIBER-
TOP CHORD 2x4SPNo.3
BOTCHORD 2x4SPNo.3
REACTIONS. (IbItilm)
Max Uplift 3�32QLU 6)
Max Grav 3=213(LO 1)
FORCES. (1b) - Mm Comp./Max. Ten. -All forces 250 (11b) or less except when shown.
TOPCHORD 2-3-549/375
BOTCHORD 2-4-410547
PLATES GRIP
MT20 244/190
Weight: 9 111 FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-0-0 Do puffins.
BOTCHORD Rigid celling directly applied or 6-0-0 oc bracing.
IMiTek recommends that Stabilizers and required cross
bracing be Installed during truss erection, In accordance with
Stabilizer Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL--6.Opsf; h--20ft; B45ft; L=24ft; eave=4ft;
Cat. 11; Exp D; Encl., GCpf=O.l S; MWFRS (directional); camliffever left and right exposed; porch left and right exposed; Lumber
DOL--1.60 plate grip DOL--1.60
2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurent with my 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 tail by 2-0-0 Wide
tell 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 320 lb uplift at joint 3.
6) 'Semi -rigid plichbreaks Including heels' Member end fixity model was used In the analysis and design of this truss.
%
A.
%%
E N,3
3938
Mir X
ATE
Al
%
%
11-#1/0NA`1-
FL Cert. 663
July 17,2015
,&WARNING. voilrydesign andREAD NOMS ON MISAND INCLUDED MffEKR5rERANCJFPAGEM1�7473ffl� =62015BEFORE USE
Design vaid fm use onlywilh Mfiek connectors, IbIsdesIgn h bossed! onlyupon peramofersshx�. ancl Is (or on Inclividual budding comoorent
Applicability Of design ponometersond Vapor hWtroTaIIOn Of Consponent Is Tegonslollity Of bgI designer - get Vuss designer. BrOcIng noWn
�forlaterdm4>p�othdK4d�webmem�mONY. �dlllorxrl temposory Ixacin,, to Insure stability dudng C,f,buctlon is the responsiblifily of flne
ROW
erector.
fdAcalomqLpc�ityc�lrastor�e.�INery,er�tion�bf�o.co�I ANSIITPll Quagly Criteria. DSB-89 and BCSI BullidingConuonent
6904 Par� East Blvd.
safety Infomatlon woliable from inCs Plate Insfilufe. 781 N. Lee Streat, SdIe 319, NexIncbkx VA 22314.
T-m..FL 33610
J ob
I russ
I russ ype
y
T7251028
7
KJA
JACK
JbRfrL,,(oPt,,n4
Chances Truss, Fog Pierce. FL, CWC Run: 7.60b a Oct 3 2014 Print 7.630 S JUI 9 2015 MiTak Industries, Inc. Fit Jul 17 11:00212015 Page I
I D:tAln6surYCKJPke6?TiZSjzSC K7-YqSmfwkzcJqltEDhJuO95VLOhcXe23ZU?jAaO1 yxBnJ
10.7-10 1 _: 115.5-16
01 4�6-13 t9' 92 0-712
0�-s L 13 1 j
3.54 F1_2 20 If
HAILED 6 7
Scale = 1:33.5
3a6 11
�4 3X4
14AILED NAILED
NAILED NAILED
NAILED
10-7-10
15.5-3 15-§-15
577_2 PER
4-6-13
-9
- - - - - - 6:N-12
LOADING (psi)
SPACING- 2-M
CS].
DEFL
In (100) Wall Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.33
VeTt(LL)
0.06 9-10 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.42
Vert(TQ
0.0610-11 >999 240
BOLL 0.0
Rep Stress [nor NO
WB 0.44
HcgrzCTL)
0.01 9 n1a n1a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 75 Ile FT = 20%
LUMBER-
BRACING-
TOPCHORD 2X4 SP M 30
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD 2X4 SP M 30
BOTCHORD
Rigid Calling directly applied or M-0 ob bracing, Except:
WEBS 20 SP No.3
10-0-0 oc bracing: 8-9.
MITek recommends that Stabilizers and required cross
bracing be Installed during truss erection, In accordance with
Stabilizer Installation guide.
REACTIONS. (lb/sIze) 11=926/0-11-5,9=3a/Mechanloal
Mani 11=352(LC24)
Max Uplift ll=-1524(LC 8). 9=-346(LC 5)
Max: Grav 11 =1 030(LC 31). 9--325(LC 22)
FORCES. [1b) - Max� Comp./Maxi. Ten. -All forces 250 Ob) or less except when shown.
TOP CHORD 2-3=-1242/883, 3-4=-706/300,4-15=-697/343,5-15=-614/291
BOTCHORD 2-17=-798/1250,11-17=-79811250.11-18=-798/899,18-19-79a/899,10-19=-7981899,
10-20=-308f5l6, 9-20=-308/516
WEBS 3-11-75411056, 3-10=-962f761, 5-10---3171348.5-9=-625/373
NOTES-
1) Wlng1:ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf,* BCDL--6.Opsf; h=20ft; B=45ft; L=24ft; eave-411;
Cat. 11; Exie D; Encl., GCp[--0.18; MWFRS (directional); cantilever left and night exposed ; porch left and right exposed; Lumber
DOL--1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psi bottom chord live load nonconcument With my 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 Mcle
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 1524 lb uplift at joint 11 and 346 1 b
uplift at joint 9.
6) "Semi-rgld pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss.
7) "NAILED" Indicates 3-1 Od (0.148'x3') or 2-12d (0.14SN3.25") toe -nails. For more details refer to MiTelk's ST-TOENAIL Detail.
8) In the LOAD CASE(S) section, loads applied to the face of the Imes are noted as front (F) or back (8).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber lincrease=1.25, Plate Increase,=1.25
Uniform Loads (plo
Vert: 1-2=-14, 2-6�54, 6-7=-14, 8-12=-20
Concentrated Loads (lb)
Vert: 15=85(Fn42. B=42) 16=20(F=l 0. B=10) 17=-136(F=-68, B=-68) 18=96(F) 1 9=81 (F=40, B=40) 20=30(F=l 5. B=l 5)
% I 1111111r I
A.
()ENS
3938
41110 %%
F _FL Ce�. 66��
July 17,2015
WARNING - Vgry darctla parranabue and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M&7473 rou. M64?DIS BEFORE USE
Deco. vdal far ulao orgy Vir lyfferk cogroolom Tingr clectgn le baued only ueon parameter; Ihown. and Is far an Indviduat buldnQ cangloonant.
Apfpilk�lly of deugn parameters coo; proper incogoorallon of component Ic reg�anaotofllty of bU[dhg decIgnuar - net truea; designer. Noclug �
N lor lateral supper! of houldrial web memben only. Additionall temporary braning to Incure stalolity degree con,0ruction la the responcibillity of the
MiTek*
erector. Adcflff�pe�awntU�ngofi�o�rcilst�C�O�l�reWor�Miyoft�btAdngd�gmr.F�gemdg�efegmdhg
fo�wtlmq�lWconftol,stomge,deiNeT.ermlon�UaChg.CO�t ANSI11PlI Qualily Criteria, DSB49 and BCSI Building Component
6904 Parke Eaet Blvd.
Safety Integration ovalable frorn Trues Rate Inatiffute. 781 N. Lee Street. "a 31Z Alexandria. VA 22314.
T.rga..FL �10
Job
I russ
I was I ype
ty
Fly
W2
72657
KJB
JACK lu
1
2
Job Reference (optional)
Chanscone Truss, F.ft Plarco, FL. OMHC
Run 7.600s bat S20l4PrInl:7.630SJUI 9 2015MITakIrdustriGs, Inc. FrIJuIl7ll:0DU2Dl5 Pagel
ID.tAdn6surYCKJPke6?TIZSjzSCK7-1108sGIbNdyBVOztscXOeiuZE?wlnYUdENw8wUyxBrt
22�
7�7
12-7-4
0��-a 149
4-11-6 0-6L12
2xii 11 Scale 1:27.6
5 6
NAILED
NAILED
3.64 F72
16
NAILED 3X4
NAILED
NAILED
as4
14
3
2
18 9
19
3X4
3A
NAILED 8 7
w
NAILED
NAILED
NAILED
NAILED
k 2
12-74 12AO
21:33 V%2'
��7�194
4-11.6 0, 2
LOADING (psf)
SPACING- 2-G-0
CS1.
DEFL. in
ODD) Well Ud
PLATES GRIP
TCLL 20.0
Plate Gflp DOL 1.25
TC 0.35
Vert(U-) 0.06
8-9 >999 240
WT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.20
Vert(TL) -0.07
8-9 >999 240
SCLL 0.0
Rep Stress [net NO
W13 0.27
Horzf[T-) -0.01
8 n1a r/a
BCDL 10.0
Code FBC2010ITP12007
(Manix-M)
Weight: 62 lb FT = 20%
LUMBER-
BRACING-
TOPCHORD 2X4 SP M 30
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOTCHORD 2X4 SP M 30
BOTCHORD
Rigid ceiling directly applied or 6-0-0 Do bracing.
WEBS 2x4 SP No.3
MiTek recommends that Stabilizers, and required cross
bracing be installed during truss erection, In accordance with
Stabilizer Installation Guide.
REAGTIONS. (olsize) 10--39610-4-4,8=315/Mechanical
Max: Horz 1 0=287(LC 8)
Max Uplift 1 0=-585(LO 8), 8=-590(LO 5)
FORCES. (11g) - Max CompJMax. Ten. - NI forces 250 Qb) or less except when shown.
TOPCHORD 2-3-3941379,3-14=-276f743.14-15�238f725.4-15=-2521667
BOTCHORD 2-10=-350/413,10-17=-345/126,17-18=-3451126, 9-18=-345/126, 9-19=-701/254,
8-19�701/254
WEBS 3-10-402/384, 3-9=-609/564, 4-8=-2821777
NOTES-
1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TODL=4.2psf; BCDL=6.Opsf*, h=20ft; 3=451t; L=2411; eave--4ft;
Cat. 11; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantileverleft exposed; porch tight exposed; Lumber DOL--1.60 plate gnp
DOL--1.60
2) This truss has been designed for a 10.0 Pat bottom chord live load nonconcuffent with any other live loads.
3) * This truss has been designed for a live load of 20gipsf 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 gircler(s) for truss to truss connections.
5) Provide mecharilcal connection (by others) of truss to bearing plate capable of withstanding 585 111 uplift at joint 10 and 690 111 uplift
at joint 8.
6) 'Semi-figid pitchbreaks Including heels" Member end fully model was used In the analysis and design of this truss.
7) *NAILED' indicates 3-1 Od (0.1 48'x3*) or 2-12d (0.1 48'x3.25') toe -nails. For more details refer to MITelk's ST-TOENAIL Detail.
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 Uve (balanced): Lumber Increwe=1.25, Plate Increase=1.25
Uniform Loads (pit)
Veit: I-2=-14,2-5=-54, 5-6-14, 7-11 =-20
Concentrated Loads (1b)
Vert: 14=94(F=47. B=47) 15=52(F=26. B=26) 16=-54(F-27. B=-27) 17=1 1 g(F=60. B=60) 18=31 (F=15, B=1 5)
19=-21 (F=-1 1, B-1 1)
�.S A
3938
F FL Cert. 6634
July 17,2015
,&WARNING - Vanity design p....hus ad READ NOITS ON THIS AND INCLUDED UffEK REFERANCE PAGE MIP74" .1 MMIG GIFFORE USE.
Design volid for use onlywiftl Mffek cohnectons. M Design Is based Onlyupoul loonchaeters Glavin, and 6 for an Inclividual building Component.
ant
Applicability otatesIgn parameters and wo,oa, IncorDolallon Is resporisithlity of building designer - got truss designer. Wooing alhoNal
lsfwlaterdu4)podofr��wohmem�M�y. Addifflonul teanlooraffy bracing to Insure stability dulting conailmllorn Is the responsublifity, of the
MOW
erector. �f�Mmamnt�m[r)goft�overdlst=�reftt�resp�ityoll�WZdngdesig�r.FmgemrcggukkmerW�hg
fabrication, quaffitycontrol. storage. delivery. etcallonancl brocing,consult ANSI/TPII Quality CFltedo. D$3-89 and Best Building Compcnient
fig" Park. East B�d.
sanely Infornation available frogn Tints Plate Institute. 781 N. Lee street. suits 319 Mexanaftla VA n314.
T.w..FL 33610
Symbols
PLATE LOCATION AND ORIENTATION
3 - Center plate on joint unless x, y
Z4 offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
For 4 x 2 orientation, locate
pates 0-11i4l from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
*Plate location details available in MiTek 20/20
software or upon request.
111FAUMM
The first dimension is the plate
width measured perpendicular
4 x 4 to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
BEARING
Indicates location where bearings
'��no (supports) occur. Icons vary but
reaction section indicates joint
I number where bearings occur,
--I Min size shown is for crushing only.
Industry Standards:
ANSIITP11: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
Numbering System
6-48 dimensions shown I . n ft-in-sixteenths
(Drawings not to scale)
2 3
TOP CHORDS
0
12�
0
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERSAErTERS.
PRODUCT CODE APPROVALS
[CC -ES Reports:
ESR-131 1, ESR-1352, ESR1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
0
as
0
@ 2012 MiTek@ All Rights Reserved
MiTek
MITek Engineering Reference Sheet: Mll-7473 rev. 02/16/2015
A General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1 . Addiflonal stability bracing for truss SyStefir, e.g.
diagonal or X-brocing, is always required. See BCS1.
2, Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing Should be considered.
3. Never exceed the desIgn loading shown and never
stock materials on Inadequately braced trusses,
4. Provide copies of this truss design to the building
designer, erection supervisor. property owner and
all other Interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wone at joint
locations are regulated by ANSIITPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
& Unless otherwise noted, moisture content of lumber
Shall not exceed 19% at fime of fabrication.
9. Unless expressly noted, this design is not applicable far
use with fire retardant. preservative treated or green lumber.
10, Comber is a non-strUCtUral consideration and is the
responsibility of truss fabricator. General practice Is to
comber for dead load defiecilon.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. LuMber used Shall be of the species and size, and
In all respects, equal to or better than that
specified.
13. Top chords must be Sheathed or purlins provided at
spacing Indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing.
or less, if no ceiling IS Installed unless otherwise noted.
15, Connections not shown are the reSPOnSibilitY of others
16. Do notcut or alter truss member a plate without prior
approval of on engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
envifonmentct health or performance risks. Consult with
project engineer before use.
19, Review oil portions of this design (front, bacl� words
and pictures) before use. Reviewing pictures alone
Is not sufficient.
'20. Design assurnes manufacture in accordance with
ANSIVIPI 1 Quality Criteria
Lumber design values are in accordance with ANSI/TPI I section 6.3
These truss designs rely on lumber values established by others.
MiTeka SCANNED
RE: 72657 - St. Lucie County MiTek USAy Inc.
6904 Parke East Blvd.
Site Information: FL 33610-4115
Customer Info: Kirchman Construction Project Name: Hutchinson Island Club MoTME'
Lot/Block: Subdivision:
Address: unknown
City: St. Lucie County State: FL
Name Address and License # of Structural Engineer of Record, If there Is one, for the building.
Name: License #:
Address:
City: State:
General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2010/TPI2007 Design Program: MiTek 20/20 7.6
Wind Code: ASCE 7-10 [All Heighll Wind Speed: 170 mph
Roof Load: 37.0 psf Floor Load: N/A psf
This package includes 23 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal aff ixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No.
Seal#
Truss Name
Date
No.
I Seal#
JTruss Name
Date
1
T7251007
—A
-W 1 —7/015
18
IT7251024
I J9A
17/17/015
12
T7251008
AA
7/17/015
19
IT7251025
1 1913
17/171015
13
T7251009
AB
7/17/015
20
17/17/015'
4
T7251 010
AC 17/17/015
121
17/17/0151
15
T7251011
JAD
7/17/015
22
_LL7
�K2
/ 01
1 17/1 77�//O 1 'i
16
T725-lb12
113 17/171015
123
T7�211 92
1
1
7
T7251013
I BA
17/17/0151
8
T7251014
I BB
17/17/0151
9
T725121�
�D!C—G
17/17/0151
110
1 T7251016
E C
7/17/0151
11
RA
gGpib
7/171015
12
� TZ72511901178
17/17/015
3
1 J313
17117/0151
1 114
ITM10119
T7251020
I J5A
17/17/015
117 1
J5AB
17/17/015
il :
T� NIP?
251M
1 J�
17/17/015
117
IT7251023
I J7
17117/0151
The truss drawing(s) referenced above have been prepared by MiTek
Industries, Inc. under my direct supervision based on the parameters
provided by Chambers Truss.
Truss Design Engineer's Name: Albani, Thomas
My license renewal date for the state of Florida is February 28, 2017.
IMPORTANT NOTE: Truss Engineer's responsibility is solely for
design of individual trusses based upon design parameters shown
on referenced truss drawings. Parameters have not been verified
as appropriate for any use. Any location identification specified is
for file reference only and has not been used in preparing design.
Suitability of truss designs for any particular building is the
responsibility of the building designer, not the Truss Engineer,
per ANSI/TPI-1, Chapter 2.
% It,111111111,
�-s
E
0
STATE OF Z
4U
A,
0 R
ON A�-'��%%%%%
1111111110,
FL Cert. 66
July 17,2015
Albani, Thomas I of 1
Job
Truss
I russ I ype
T725100]7
72657
A
HIP 1�17
1
�A�ce
(optional)
chambers T... Fort Pierce, FL, CWC
2
� On P-7
7X8 = 3X4 11 7x8
4 23 5 24 6
3XG 11 3,6 = 3sa = 3.6 = 3.6 11
ass =
&E =
Scale = 1:71 9
8
9
LOADING lost)
SPACING-
2-0-0
CS1.
DEFL.
In OGG) I/deil Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.69
Vert(LL)
0.37 13-15 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.38
VertCTL)
-0.25 10-11 >999 240
BCLL 0.0
Rep Stress Incr
YES
WB 0.85
HoQ(TL)
-0.04 10 n1a We
BCDL 10.0
Code FBC2010rrP]2007
(Matdx-M)
Weight: 212 b FT = 20%
LUMBI
BRACING-
TOPCHORD 2X4SPM30
TOPCHORD Structural Wood sheathing directly applied or 5-0-6 Go purfins.
BOTCHORD 2X4 SP M 30
BOTCHORD
Rigid ceiling directly applied or 5-1 -15 no bracing.
WEBS 2X4 SP No.3 'Except'
WEBS
1 Row at mildpt 3-15, 4-13, 6-13, 7-11
3-16,7-10: 2x6 SP No.2
MITek recommends that Stabilizers and required Cross
bracing be Installed during truss erection, In accordance with
Stabilizer Installation guide.
REACTIONS. (lb/size) 16=1553/1-0-0, 10=1553/1-0-0
Max Horz 16=-273(LO 6)
Max Uplift 16=-2372(LC 8). 10=-2097(LC 8)
FORCES. (ilb) - Meoc Comp./Max. Ten. -All forces 250 (Ifto) or less except when shown.
TOPCHOFID 2-3-233/345,3-4-1538/2340,4-23=-1780/2962,5-23-1780/2962,5-24---178012962,
6-24�1 780/2962, 6-7.-163812395, 7-8=-2711341
BOTCHORD 2-16-2551271, 15-16-4501269, 14-1 5=- 184611326, 14-25=-1 84611326,
13-25=-1 84611326, 13-26=- 189911326, 12-26=-1 89911326. 11-12=-1 899/1326,
10-11 =-252/194, 8-1 0=-2521342
WEBS 3-16=1 391/2029. 3-15-2141/1504, 4-1 6=-289/96, 4-13�8401627, 5-13--487/59 1.
6-13=-776/627, 6-11 =-289/9617-1 1 =-I 918/1504, 7-1 0=- 1391/1869
NOTES-
1) Unbalamced roof live loads have been considered for this design. ......... ee,
2) Wind: ASCE 7-10; Vult=1 70mph (3-second gust) Vasd=I 32mph; TCDL=4.2pst; BCDL=6.Opsf; h=20f I; B=45ft; L=42ft: eaVe=5ft;
Cat. 11; Exp D; Encl., GCpi=0.1 8; MWFRS (directional); cantilever left and Fight exposed ; porch left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
N-6 3938
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 I Iva load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will (it between the bottom chord and any other members, with BCDL = I O.Opsf.
6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 2372 lb uplift at joint 16 and 2097 lb
uplift at joint 10. ATE
0
7) "Semi -rigid pitchbreaks including heals' Member end fixity model was used In the analysis and design of this truss.
0 F1
FL Cert. 6634-7
July 17,2015
W�NING.Vorfry design sassereferswdREADNOTES ON MIS AND XCLUDEDUFFEKREFERANCE PAGE MIP7473mv. M4W015BEFORE USE
Design vord foruse only%ellh MIFel,connectors. rnsdedgn and Is b1AdOG COMI)Onn-t-
Appl��Ity of poperhcomomfl.n Of Cornpooernit IS designer -101 bU33desigms- Wsgng�
is fm IWvrd UppO, of A, m9mor, Orgy. Addlbnol rerrpOrW brucing to Innini stablity during consftUCHOu Is th. responWAIlty of Fine
MiTek'
erector. Additional pennoneni biocing
of Fine overdl stwMe, I, Ine jesp�ty of the bo�dng designer. For General gulclonce regarding
folbreou.m cl�lfy control. storage. delivery,
eseofion cffvd �Mlng. corruit ANSI/Vil Quallty QUOH0, DSB-69 cnd BCSI Wilding COMPOnOnt
6904 Pa� East BNd.
SotOty Ircomictlon ovogongs, frons Truss Plate Insiff0e. 781 N. Lee street Suffe 31Z �exaugft VA MIA.
T.enp.,FL 33810
Job
Truss
"uss I ype
ply
lJob
72667
1 M
� Hip
10ty
1
1
Reference (optional)
Chaftery Tru�, Fort Rolm. FL, CIA-10
6 00 P-2
5x8 3X4 11 SX8
6 29 7 30 8
scale = 1:73.2
22 21 — 19 Is 17 16 14
M gae 11 4X4 M = &S 3X4 4x4 M 11 3x5
3A 3's =
LOADING (Pat)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate GOP DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2010/rPI2007
CS1.
TC 0.46
SO 0.25
WB 0.72
(Manix-M)
DEFL. in (loI:) Well Ud
Vert(LL) 0.26 17-18 >999 240
VeTt(TQ -0.17 18-19 >999 240
Horz(TQ -0.05 14 rva n/a
PLATES GRIP
MT20 244/190
Weight: 236 lb FT = 20%
LUNIBER- BRACING -
TOP CHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 5-9-4 oc puffins-
BOTCHORD 2X4 SP M 30 BOTCHORD Rigid calling directly applied or 5-5-13 oc bracing.
WEBS 2x4 SP No.3 *Excepl* WEBS 1 Row at midpt
3-21,11-15
3-22,11-14:2x6 SP No.2 MITek recommends that Stabilizers and required cross
bracing be Installed during
truss erection, in accordance Win
Stabilizer Installation
guide.
REACTIONS. (lb/size) 22=1553fl-0-0. 14=155311-0-0
Max Horz 22=-31 5(LO 6)
Max Uplift 22=-2372(LC 8). 14=-2097(LC 8)
FORCES. (lb) - Max. CompJMm Ten. -All forces 250 Vb) or less except when show.
TOPCHORD 2-3-4581382, 3-4=-137912115, 4-5-1313/2125, 5-6=-1433/2334, 6-29=-1505/2575,
7-29=-1505/2575, 7-30=-1505f2575. 8-30=-1505/2575,8-9=-1433/2368.
9-10-1313i2217,10-11-1379/2207,11-12-358/378
SOT CHORD 2-22-3081476,21-22=-4361480. 20-21-1702/1212,19.20=-1702/1212,
19-31=-1726/1275,18-31=-1726/1275,18-32=-1758/1275,17-32=-175a/1275,
16-17=-178911212,15-16=-1789/1212,14-15=-3051365,12-14-30,q365
WEBS 5-21=-378f476. 6-19=-297/155, 6-18-5251414, 7-18�3711465, 8-18=-478/414,
8.17=-2961155, 9-15=.3781406, 3�21=-228811566,3-22-141312085,11-15=-210111566,
11-14=-1413/1932
S A
- - -'. 'q 4
NOTES-
1) Unbalanced live loads have been for this design.
E N
roof considered
2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opst; h=201t: B=45ft; L--421t; eave=5ft;
left right left Lumber
3938
Cat. 11; Exp D; Encl., GCpi=O.l 8; MWFRS (directional); cantilever and exposed ; porch and right exposed;
_.-NO
DOL--1.60 plate grip DOL--1.60
3) Provide adequate drainage to prevent "ter ponifing.
4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent Win any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-" tall by 2-0-0 wide
7:
TE
will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
Z
0
6) Provide mechanical connection (by others) of Imss to beating plate capable of withstanding 2372 1 b uplift at joint 22 and 2097 lb
............
uplift at joint 14.
7) *Seml-dgid pitchbreaks Including heels* Member end fixity model was used in the analysis and design of this tniss.
%
J.It it I I It I
FL Cert. 6634
July 17,2015
,&WARNING -Viontisfasign,,rrannefers end READ NOTES ON INS AND WCLUDEDMffEKREF�ANCEPAGEMf�74nmKm�15 BEFORE USE
MME
Design valld far use only wflh Mffek cOmseclon. This design Is based onlyupon �cmotemdho�, md is far an JncJvcUCd IyAdin, comoci
Ea I=
Applicability of design faramelers and Wofoey Incorporation Of CompOrreni Is fe4)onsf)41Iy of WIdIrx, designer - not Ines designer. BQcw sho�sri
IT81
Is for loterd suf>porf oflindlOduol web members only. Addillorid fennWari, Isracing to Insunestalblityclulno comf,uctiori Is the FesporwbilItY of the
MiTek'
erector. Aadhord permanent broalrx, of the ovem! sInrcture Is fl� responsibility Of me bulcing cesirner. For geneird guidance regarding
fabdocirrom qualty control, stomige. cleltvery. ordl bt�o, �t ANSf/TP1 I Qualty criteria, DSB.89 and RCSI Bullifing component
6904 Parke East BI,rd.
Safety Information avotable km T= Plate tniffluie, 781 N. Lae Streel. We 312 AlIorarrabla, VA MI 4.
T.rnp.,FL 33610
Job
was
Hues type
0"
"'Y
T7251009
Lit
721557
I'l B
I HIP
1 1
'
Reference (optional 1
—2
5.00 F12
5XS =
6 27 28
5xs =
7
Scale = 1:73.2
20 19 lo IT 16 14 13
3,5 axa 11 4X4 3A 3X4 3X8 M 44 3.6 11 3X5
i
6
LOADING flips!)
SPACING-
2-0-0
CSI.
DEFL.
In (too)
Well
Ud
PLATES GRIP
TOLL 20.0
Plate Grip DOL
1.25
TO 0.59
Vert(U-)
0.33 16-17
>999
240
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.33
VertCTL)
-0.25 16-17
>999
240
BOLL 0.0
Rep Stress Incr
YES
WB 0.61
Horz(TL)
-0.05 13
n1a
We
BODL 10.0
Code FBC2010/TP12007
(Matdx-M)
Weight: 225 lb FT = 20%
LUMBER -
TOP CHORD
2X4 SP M 30
BOTCHORD
2X4SPM30
WEBS
2X4 SP NO.3 -Except'
3.20,10-13:2x6 SP NO.2
REACTIONS. (lb/sIze) 20--155311-0-0,13=155311-0-0
Max Horz 20=-357(LC 6)
Max Uplift 20=-2372(LC 8),13=-2097(LC 8)
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-4-10 GO puffins.
BOTCHORD
Rigid ceiling directly applied or 5-4-4 oc bracing.
WEBS
1 Row at mIdpt 3-19.6-16,10-14
MiTek recommends that Stabilzers and required cross
bracing be Installed during truss erection, In accordance with
Stabilizer Installation guide.
FORCES. (h) - Max. CompJlvfi�. Ten. -All forces 250 qb) or less except when shown.
TOPCHORD 2-3=-4721382,3-4=-1397/2143,4-5=-1328/2153,5-6=-1417/2288,6-27=-124812226,
27-28=-1248/2226,7-28=-1248/2226,7.8=-l4laf2307,8-9=-1328/2243,
9-10=-1397/2233,10-11=-368/380
BOTCHORD 2-20=-310/491, 19-20=-4621495,18-19=-173311231,17-18-173311231,
17-29---1656tl248,16-29=-1656/1248,15-16=-181711231,14-15=-1817/1231.
13-14-3081375, 11-1 3=-308/375
WEBS 3-20=-1416/2091, 3-19�233411593. 5-19=-380/440, 6-17=-4151281, 7-16=-405/281,
8-14=-369/372,10-14=-2144/1592,10-13=-141611937
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=I32nI TCDL--4.2pst; BCDL-_6.0psf; h=201t; B=45ft; L=42ft; eave=51t;
Cat. 11; Exp D; Encl.. GCpi--O.l 8; MWFRS (directional); cantilever left and right exposed; porch left and rigirt exposed; 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 ronconcurrent with my other live loads.
5) * The truss has been designed for a live load of 20.Opsf on the bottom chord I n 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 BCDIL = 1 0.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2372 lb uplift at joint 20 and 2097 lb
uplift at joint 13,
7) 'Serni-rigid pitchbreaks including heels" Mem bar end fixity model was used In the analysis and design of this truss.
%00% t I I 111 fit,
%%%-
-\GEN
�,NIO 3938 —ti
Mir z
441
E
OR%
\N %
",,,jj0NM—S '0�
'IfiIIII100
Cert. �63�
July 17,2015
WARNING. Vedlydesign parinnohnv andREAD NOTES ON M�ANOMCLUDEOMMCXOE�RANCZPAGEMO-7473,-- M610ISSEFORE USE
ME -
Design vaild for use oNyWth Mffek conmecton. This cledgn b ba�d only upon pa=Oten,,hO� ond IS (of M k4*[UG1 bu9cm, component.
Appt�GI of design diarn.e.and proper tnooWollon otcormonent Is FmpDnsbglty of bulding designer - not � designer. Sunchp Mo,m
�foriaterd�doft��l"bmem�m�y.
MiTek'
mo�t,I. Additorrd pdmGrnI bracm, of the overall structure h the nnponslMly, of lhe bulcInti de�gmar. For general guldo� reganding
1�110M qually contol, storage, delIvery. erection � bmchnp, conwit ANsIfrPII Quality Criteria, DS6.89 and BCSI 13WIdIng Component
69M P.ft E.t BW_
Saf-tv IM.,mallon avalloN. from Truz Pful. InsiI 781 N. Lee Street, Suffe 31Z nexancirla, VA M14.
T.mp.. FL 3M10
JOD
russ
I russ I ype
'Y
W251010
72657
G
HIP
I
IJ.b
Rate... (optional)
ChamItIers Truss. Fort Pmme. FL, CIAHC
Run- 7.6W I
19-0-0 110
7.4-16 3.11.0
516
5 00 F1_2 5's
scale = 1:73.2
3xs = 3.6 11 4A = 3XG = 3X4 = 3X4 = 3,6 = 44 = 3X6 11 3.5 =
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
In (too) Well Ud
PLATES GRIP
TOLL 20.0
Plate Gdp DOL 1.25
TO 0.58
Vert(LL)
0.59 17-19 >672 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
SO 0.42
Vert(TL)
�0.40 17-19 >990 240
BOLL 0.0
Rep Stress Incr YES
WB 0.68
Horz(TQ
-0.05 13 rva n/a
BODL 10.0
Code FBC2010frPI2007
(Matdx-M)
Weight: 220 Ile FT = 20%
LUMBER-
BRACING-
TOPCHORD 2x4 SP M 30
TOP CHORD Structural wood sheathing directly applied or 5-9-11 Do purlins.
BOTCHORD 2X4 SP M 30
BOTCHORD Rigid Calling directly applied or 5-1 -6 oc bracing.
WEBS 2x4 SP No.3 *Except*
WEBS
1 Row at midpt 3-19, 5-17, 8-16,10-14
3-20,10-13:2x6 SP No.2
MiTek recommends that Stabilizers and required cross
bracing be Installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS. (lb/size) 20=1553/1-0-0,13=1553/1-0-0
Max Harz 20=-398(LC 6)
Max Uplift 20=-2372(LC 8), 13---2097(LC 8)
FORCES. (11b) - Max. Comp./Max. Ten. -All forces 260 Qb) or less except when shown.
TOPCHORD 2-3=-420/388,3-4=-1484/2265,4-5-1351/2277,5-6=-1344/2182.6-27=-1164/2118,
27-28---116412118,7-28-1164/2118,7-8=-1344f2l83,8-9-1351/2354,
9-10-1484/2341, 10-11�327MB8
BOTCHORD 2-20=-305/437,19-20=-4381441, 18-19=-183511306,17-18=-183511306,
16-17-150111164,15-16=-190711306,14-15=-190711306.13-14=-305/334,
11-13=-305/334
WEBS 3-20=-140912072,3-19=-235711622, 5-19=-384/290,5-17=-2691461, 6-17=-4731281,
7-16=-4861281, 8-16=-269/493,8-14�3831221,10-14=-2166/1622,10-13=-1409/1921
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vwd=132mph; TODL=4.2psf; BCDL--6.0psf;h=20Q; 3=45ft; __-42fl
% . E N'*'-. �4
1% xx .. &
V
Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantileverleft and right exposed: porch left and right exposed; Lumber
.0
380
DOL=1.60 plate grip DOL--l.60
3) Provide adequate dranage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument With any other live loads.
5) * This truss has been designed forallve load of 20.Opsf onthebottom chord In all areaswherea rectangle 3-6-01all by2-0-Owide
Wit [it between the bottom chord and any other members. Wth BCDL = 1 O.Opsf.
6) Provide mechanical connection (by others) of truss to reading plate Capable of withstanding 2372 lb uplift at joint 20 and 2097 lb
� ; ATE
uplift at joint 13.
7) 'Semi-dgld pitchbreaks including heels' Member end fixity model was used In the analysis and design of this [was.
0
."P If %%
I'll, if I
F FL Ce�.
July 17,2015
WARMNG-Vdfyd.�ig.�.I.M.�dR�090�S ON MIS AND INCLUDED Mn7EKREFEF?ANCEPA0EWP74Mm%, =62016SUORE USE
DeUmf vand for um, only Wth Mffok connecfo� � design N based only ur,o,, Pwam0fen dy,� and IS for an k"vfducd building 00mr)onani.
2,
Iva
Aprxic,bfuty of ciggn porretem and ,� �o,,afaron of cofn�m h re�xofllllly of uuldng desfg�r - not IrvC doWner. &Ochg sho�
Is for lateral fuipport of IndtAdual u,eb memt,ers any. Addlional temporary txacing 10 �e stablity, dtoVg corotructon Is Me respomilblilly of tine
M!Tek'
erector. Addilonal permanent turoaling of lhe ovedil emtufo h the rewotibillty, of the btfiding de�gner. �r generd guidance regamlV
fabricatert q,,cifty Control. Llofccfe. delivery, orection oncl Uacing. comull ANSIM I Quary Criteria, DSB-89 and B�l BuIldling Component
69M Park. E.,t 5W.
safety Infomnalton avolaUe from Tnua note Wflute, 781 N. Lee Streat �te 312. VA M14.
T-�.. FL 3W10
Job
I [USS
truss I yips
y
Fly
�AD
�COMON
W251011
72657
7
jJ.b
Reference (optional)
unarreers T ruse, von reeve, rL. vr,,�
15 N[Mok InduMfies ko. Fri
i2
SX6 =
5.00 rl 2
Scale = 1:70.1
10
3X5 = 3X6 11 45 = 3X6 = sure = &6 4.6 = 3X6 11 W =
IT
LOADING (Psf)
TCILL 20.0
TCDL 7.0
BCLL 0.0
BCOL 10.0
SPACING- 2-0-0
Plate Gflp.DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2010fl-PI2007
CSI.
TC 0.68
BC 0.38
WB 0.83
(Matdx-M)
DEFL In (Icc) Vdefl Ud
Vert( CILI 0.36 15-17 >999 240
Vert(TL) -0.24 15-17 >999 240
Hoa(TL) -0.04 12 n/a n(a
PLATES GRIP
MT20 244/190
Weight 220 Ito FT = 20%
LUMBER- BRACING-
TOPCHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-11 oc purlins.
BOTCHORD 2X4 SP M 30 BOTCHORD Rigid ceiling directly applied or 5-1,4 oc bracing.
WEBS 2x4 SP No.3 *Except* WEBS I Raw at midat
6-15, 7-15, 9-13, 5-15, 3-17
9-12,3-18: 2x6 SP No.2 MITek recommends that Stabilizers and required cross
OTHERS 2x4 SP No.3 bracing be Installed during
I
huss erection, In accordance wl
Stabilizer Installation
guide.
REACTIONS. (lb/size) 12=155311-0-0,18=155311-0-0
Marx Horz 1 8=-438(LC 6)
Max: Uplift 12=-2097(LO 8), 1 8=-2372(LC 8)
FORCES. (Ilb) - M". Comp./Max. Ton, -All forces 250 (11h) or less except when shown.
TOPCHORD 2-3-329/37613-4=-1543/2342,4.5-1390/2356,5-6=-127512088,6-7=-1275/2089,
7-8�1390/2416,8-9=-1643/2402,9-10=-258/373
BOTCHORD 2-18=-294/344,17-18=-5621387,16-17=-1888/1360,16-25=-188811350,
15-25=-188all350,15-26=-194511350,14-26=-1945/1350,13-14-194511350,
12-13=-2901265,10-12=-290/265
WEBS 6-15-1083/561, 7-15=-384/698, 7.13=-310/109,9-13=-2079/1594,9-12=-1392/1877,
5-15=-384/630. 5-17-310/166. 3-17-2297/1594.3-18=-1392/2036
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=6.Opsf; h=20ft; B=45ft; L=42ft: eave=511;
E
Cat. 11; Exp D; Encl., GCpI=0_18; MWFRS (directional); cantilever left and right exposed; porch left and right exposed; 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.
3938
4) * ThIs truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-M fall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL= 10.0psf.
5) Provide mechanical connection (joyothers) Diffuse to bearing plate capable of Withstanding 20971b upliftatjoint 12 and 2372 lb
uplift at joint 18.
6) "Senti-rigId pitchbreaks Including heels' Member end fixily model was used in the analysis and design of this fuss.
ATE
0 %
R %
4f; . . . . . . . %
/ON
A L
11"1111111110
F Cert. 6634
July 17,2015
,& WARNING - i4eflydirstoeparannfe..rdREAD NOTES ON TUISAND INCLUDED MITEKREFERANCEPAGEMIP7473MA MWOIS SEI`OREUSE.
Design valid for use only wifts Welk Correctors. The design Is based early upen garcrinoters she� and It for an Individual louldng component
DUMA,
ff
Appileablity, of clenign parameters and proper hcoporration of component Is resconsieffly of building designer - net truss designer. Broclas; shovrn
4 far lateral support of isdividual web members only. Addr5onal temporary loccIng, to hxre stability dL&Q constructions is the responsibility of the
Mek'
erector. ��Wm�nt�ockvgot�overalsi=�m�l�resp�ityofl�"c"de�igmr.F���rcgg�rW�N
quality Control. storage, delivery, ecaffors and bracing. consul ANSUTPII Quality criteria, DSB-89 and SCSI Rullefing Courporsent
6904 Perko E.st 8W.
safety Infornnallon available from Truss Plate Institute. 781 N. Lou Skeet Suffe 312, VA M14.
T.w.,FL 3WID
Job
russ
I russ type
ty
T72
FJobReference
72657 111,
WNO HIP
2
IQ jely '
Loptional
chambers Twss. Pon Ple,se. FL, C14HO 11=7.60a. W 3ZV14FRWI..�n�. FFIJU1171 ' '" Mle '.
ID.tPdn6surYCKJPke6?TiZSjzSCK7-Vy25VnYZBbc0awlowFEe�KEsmZRCIIBGZt2lNPy tie I
xBs7
11.0-0 15 4-8 1
5-2-2 4--4_8
"-2 U114 I
4x8 =
N4 11
W 11 — — 6x8 =
SM1. = 1:31.6
LOADING (psi)
TCLL 20.0
TCDL 7.0
BGLL 0.0
SCIDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC20101TPI2007
CS1.
TC 0.25
BC 0.35
WB 0.36
(Malax-M)
DEFL. In
Vert(U-) 0.29
Vert(TL) -0.25
Honz(TI-) -0.02
joc) Vdefl Idd
8-9 >537 240
8-9 >627 240
7 n/a rVa
PLATES GRIP
MT20 244/190
Weight 78 Ito FT = 20%
LUMBER-
BRACING-
TOPCHORD 2X4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purfins,
BOTCHORD 2X4 SP M 3D
except end verficals.
WEBS 2x4 SP No.3
BOTCHORD
Rigid calling directly applied or 7-" oc, bracing.
MiTek recommends that Stabilizers and required cross
bracing be Installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS. (lb/size) 7=494/0-3-8,9=635/0-3-0
Max Horz 9=355(LC 8)
Max Uplift 7=-794(LC 6), 9=-648(LO 5)
FORCES. (11b) - MaK CompdMax. Ten. -All forces 250 Ob) or less except when shown.
TOPCHORD 2-3-745f7I7,3-4=-662/713, 4-5=-417/512
BOTCHORD 2-9=-917/974,8-9=-817/592.7-8-543/343
WEBS 4-8=-281/409, 5-8=-4481331, 5-7=-500f790, 3-9=-386/507
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL_-6.0psf; h=20ft; B=45ft; L=24ft; eave=4ft;
Cal. 11; Exp D; Encl., GCpi---O.l 8: MWFRS (directional); cantilever left exposed ; porch right exposed; Lumber DOL--1.60 plate grip
IDOL--1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurent with any other live loads.
E
':' .�r, E
5) 1 This truss has been designed for a live load of 20.Opsf on the bottom cho rd 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 794 Ito uplift at Joint 7 and 648 lb uplift
-mil 3-9 3 8 ------
at joint 9.
7) "Seml-6g[d pitchbreaks including heels' Member end fixIty model was used In the analysis and design of this truss.
ATE 4u
Al
-4ORkV
FL Cert. 6634
July 17,2015
WARNING - VadfydesIgnpanuneters MdREAD NOTES ON MMAND MCLUVEOMitaKREFERANCE PAOEMIP74n m. M�ISBEFOREUSE.
Design void ser use only Vd1h Mffek connectan, llhls� design K based mIV ucon Porornetemsha� md Is form Incividmi bulding <>emponenf.
%AM ,
pm=;s
Appl�tAityofd�gnM�efemmdpo��o�W�ofcmp�ni�t�ns"ftyofbd?dkVdes�g�-mthmde�g�r.Br�M�%n
h(�lutacdwA�MofhdWudwebmem�morJy. Acoll fempmary bracing 10 Inese StUt,1111Y durlm C0ndIM1bn N rho responsibility Of the
3_21
MiTeW
weelm.
fabricafien, "ty contest, slaage. deftveq. .,oction and Ixacino. cmsft ANSI1TPI1 Quality Cfltefla, DSB-89 and BCSI Building component
ON Po� East 13W.
Sately InImnall. available from fees, Plate Instbute, 781 N. Lee Shoal. kWe 312. Nexmdla. VA M14.
Terri), FL Min 0
Job
Truss
I russ I ype Q 'y
"'Y
T7251013
72657
BA
NONO HP 2
'
I
jJ.b
Reference (optional)
chambers, Truss. Fog Pierce, FL, CWC Run 7sDas Car 32014 Pfint:7.630S Jul 9 2015Ivff8KIngUsleeS, Inc. Put Jul 17 11:1DO:072015 Pago 1
ID:tAJn6surYCKJPke6?T'LZSJZSCK7-z8cT)7ZBV03HC41�.-UymtXYmI uypBmlhQnXnNryxBS6
7.7-11 L
ot:i 7.7-11 15NRV 1 25 tee
4X8 = 3X4 11 Scale = 1:35.7
3x4 = 2x3 11 2X3 if 3X4 = Goa =
LOADING (psf)
TCUL 20.0
TCDL 7.0
BCUL 0.0
BCDL 10.0
SPACING- 2-0-"
Plate Glip DOL 1.25
LumberDOL 1 25
a
Rep
God
CS1.
TC 0.23
BC 0.24
WB 0.34
(Matox-M)
DEFL. In
Vert(LL) 0.11
Vert(TL) -0.09
Hono(TQ -0.02
(Icc) [/dell Ud
8-9 >999 240
8-9 >999 240
7 nfa n(a
PLATES GRIP
MT20 244/190
Weight: 85 lb FT = 20%
LUNIBER-
BRACING-
TOPCHORD 2X4 SP M 30
TOPCHORD
Stinjetural wood sheathing directly applied or 6-D-0 oc puffins,
BOTCHORD 2X4 SP M 30
except end verlicas.
WEBS 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or "-6 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be Installed during truss erection, In accordance with
Stabilizer Installation guide.
REACTIONS. (lb/sIze) 7--494/0-3-8, 10=635/0-3-0
MaxHorz 10=419(LC8)
Max: Uplift 7=-754(LC 5), 10=-609(LO 5)
FORCES. (11c) - Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown.
TOPCHORD 2-3=-525)709, 3-4=-645/675, 4-5=-256/231
BOTCHORD 2-1 0=-911/627, 9-10-80X565, 8-9=-803/565, 7-8=-27811 91
WEBS 4-8=-444/624, 5-8=-520/343. 5-7=-5021731, 3-1 0=-3921479
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasc=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft;
Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; porch right exposed; Lumber DOL=1.60 plate grip
DOL--1.60
2) Provide adequate drainage to prevent water pending.
3) This hues has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
IfitiIIIIIIIIII,
4) * This Inuss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a nactangle 3-6-0 tall by 2-0-0 volde
will fit between the bottom chord and my other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 754 lb uplift at joint 7 and 609 11b uplift
at joint 10.
— 4�
V
6) "Serni-rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this muss.
'fir X
"J-. TATE
'0. Al
OR\
%
%%
.r/1110NAL
FL Cert. 6634
July 17,2015
,&WARNING -wrifydosignarlaneforsandREADNOMS ON MISANDINCLUDEDMffEKREF�ANCEPAGEMIP7473m�M�OISB�OREUSE
Design volld fcor use onlywilhisfflek connectons. Ties design Isbased only and oullour, composent.
HE
Applicability of design parameters arso proper incogcoraflors of componant Is responabully of buidlixg designer -not truss designer. lxming slyevan
1111IT"
Is for lateral support ofIndINIdual �Ibnnennloars orgy. Addifflexal temMary brocing to responsiblilityal the
MiTek'
erector. Ac"lloncl permanent brocing of ffse overall structure Is floo resperecir"I firse building, designer. Far general! grUddancl) Fegucling
fainricallon, cluailty coelaL storage. clelivery. ervalhors and Ixach-G. consult ANSIjTPII Qualify Cdeda, DS849 and BCSI BuIlding Component
6904 Paris Ent Blvd.
solely Infornahoo wofable trains I= Plate Inedfide. 781 N. Los Strnel. Suffe 312, Aexandrfa. VA 22314.
T.aP..Fi. 3W10
J ote
I russ
I Mss I ype
___J27
y
T725101
lJob
72657
Be
I
W)NO HIP
'
Reference (optional)
chambers Truss. Pon Pierce, FL, GUit-10
3X4 i�-
3�4 = ZK3 11 2X3 11 6X8 =
Scale = 1:40.4
LOADING (Pat)
TCLL 20.0
TCDIL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2010FFP12007
CS1.
TO 0.30
SO 0.24
WB 0.61
(Matdx-M)
DEFIL In
Vert(�L) 0.12
Verl(T-) -0.12
Horz(TI-) -0.02
Ooc) Vdefl Ud
7-8 >999 240
7-8 >999 240
7 n1a nta
PLATES GRIP
MT20 244/190
Weight: 73 111 FT = 20%
LUMBER-
BRACING-
TOPCHORD 2X4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOTCHORD 2X4 SP M 30
except end verlicals.
WEBS 2x4 SP No.3
BOTCHORD
FIgd calling directly applied or B-3-12 oc bracing.
MiTek recommends that StablIfizers and required cress
bracing be installed during truss erection, In accordance with
Stabilizer Installation guide.
REACTIONS. (lb/size) 7=4WO-3-8,9=637/0-3-0
Max Herz 9=490(LC 8)
Max Uplift 7=-690(LC 5). 9=-585(LC 5)
Max Grav 7--508(LC 13). 9=637(LC 1)
FORCES. (Ifte) -Max Comp./Max. Ten. -All forces 250 (11b) or less except when she=.
TOPCHORD 2-3-486/633,3-4=-619/547, 4-5�493/559
BOTCHORD 2-9=-Bl 7/505,8-9=-7371531, 7-8=-7371531
WEBS 5-8=-3l1/275,5-7=-60J1836. 3-9=-4231543
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL--6.Opsf; h=20ft; B--45ft; L=24ft: eav"- it;
Cat. 11; Exte D; Encl., GCpl--0.18; MWFRS (directional); cantilever left exposed ; porch right exposed; Lumber DOL--1.60 plate grip
DOL=1,60
2) This miss has been designed for a 10.0 list bottom chord live load nonconcument with any other live loads.
3) * This truss has been designed for a live load of 20. Opst 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 my other membe rs.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 690 lb uplift at joint 7 and 585 lb uplift
at joint 9. C 39330 41 1
5) 'Seml-dgid pitchbreaks Including heels' Member end fixily model was; used In the analysts and design of this truss.
ATE
0 R
,*JPI 'ON A
"'flim
FL Eert' 6634
July 17,2015
,&WARNING Verify desIgnparvealarsandREADNOMS ON MIS AND WCLUDEDMffEKREF�ANCEPAGEMlb74MMV.M�OICOEFORE USE
kf uIaonyelth Mffek connecto, ThIsdenIgn bbauedonlyucon porornelem�o", andtforanince0cxial building component
=.Vrlty of d"On pro,eer incopatVa, of ,,,parent l; resporarterity of Wldhg de�gner -not In= designer. NOCN �
h for lateral suforacut of kidtviolual web membem ". Mufflional lemparcay bracing to Inaze Stability during constwiler Is the lesponobElity, Of the
erector. Additional permanent bracIng of the Werai Stroolune, h me reTan2allIty' Of Iha, building deslanei. 'ar general Guidance FegUiding MiTek'
f-Mc.g.n. quadly central. starrage, dellway. erection arxi bracing. consul ANSI[TPII Quality Criteria, DSB-89 and Bost Building Component 6904 Parka Beat Blvd.
safety Information available tom Trud Plate Wrote. 781 N. Lee Stereit, "a 3 1 Z Me:eandria. VA 22314. Tama. Fl. 33610
Job
russ
truss type
It
ty
y
y
y
T7251M
72657
81
C
MONO TRUSS
'�Jolb
1
Reference (optional)
Chlurbars Tnu., Fait Police, FL, CIAHC Run: 7.600 s Oct 32014 PnI11:7.630 S Jul 9 2015 MITOK IMUMBS, IM Fit Jul 17 11:00.08 2015 Palls I
ID:tAln6surYCKJPke6?TIZSjzSCKI-RKAswTapgKBBpEv829H63IJBBMQPV8HZOBXOSlyxBs5
k 54-
1
"-2 8.10-6 646_2'
S�1. - 1:40.8
3X4 = W It w 11 6,8 =
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL In
(loc) Ydefl Ud
PLATES GRIP
TCLL 20.0
Plate GOP DOL
1.25
TC 0.32
Vert(LL) 0.15
7-8 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.24
Vert(TL) -0.14
7-8 >999 240
BCLL 0.0
Rep Stress Incr
YES
WB 0.64
HoaCTL) -0.02
7 n/a rila
BCDL 10.0
Code FBC20IOrrPI2007
(Matdx-M)
Weight: 74 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2X4 SP M 30
TOPCHORD
Stnictural wood sheathing directly applied or 6-0-0 oc purins.
BOTCHORD 2X4 SP M 3D
BOTCHORD
Rigid ceiling directly applied or 8-2-5 oc bracing.
WEBS 2x4 SP No.3
MITek recommends that Stabilizers and required cross
bracing be Installed during truss erection, In accordance with
Stabilizer Installation guide.
REACTIONS. Qb/slze) 7=492/0-3-8, 9=63710-3-0
Max Horz 9--490(LC 8)
Max Uplift 7-691 (LC 5), 9=-585(LC 5)
Max Grav 7=509(LC 13). 9=637(LC 1)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (to) or less except when shown.
TOPCHORD 2-3=-493t652. 3-4=-624/554, 4-5=-498/566
BOTCHORD 2-9=-840/51 1 � 8-9=-744/537, 7-8-744/537
WEBS 5-8�3211284. 5-7=-6221862, &9=421/538
NOTES-
1) Wind: ASC E 7-10; Vult=1 70mph (3-second gust) Vwcl=l 32mph: TCDL=4.2psf; BCDL-6.Opsf; h=201t; B=45ft; L=24ft; eave--4ft;
Cat. II: Exp D; Encl., GCpI -0. 18; MW FRS (directional); cantilever left exposed ; porch right exposed; Lumber DOL=1.60 plate grip
DOL--1.60
2) This Inuss has been d esIgned for a 10.0 psf bottom chord live load nonconcurrent with my other live loads.
3) * This truss has been designed for a live load of 20.0ps! 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 691 lb uplift at joint 7 and 585 lb uplift
at joint 9.
5) "Serni-rigid pitchlbreaks Including heels" Member end fixity model was used In the analysis and design of this truss.
%
% "X .. \0 E N's
N-6 39380
E
E__FL Ee�. 63
July 17,2015
WARMNG- Vedlydesignpamootan andRIDIVINOTESON �ANDWCLUDEDMWEKREF�NCEPAGEMI�74mnn� WIM016BEFOREUSE
DesUnvoild twuleonlywith MOO connoclon. tl�denonllbawclonly� Warrietonalhownand b formincividual �drg CamoOrent.
Appl�ifyof�onp�metem�d��r Incortnorallon0fCOMloonenth reW�fty0fbU1dhg da0graF -not tomdeligner. BFMN lihavnn
�f�tatercduppMof�wl�bmem�m�y. Additio�temw��Wngto�estatAftydwingc�sh�l�b�respon"Ity0fff�o
M!Tek*
7
eiectm
(-bd-offCu% quality control, storage, dellery, eactic,, on,:1 bra� conaff ANSI/TPII Quality Cilledo, D$6.89 and BCSI Building Coinponalll
004 Parke East Blvd.
Satoty Intonation available from Tom Rate Insfilute, 781 N_ Lea Sft"t Suffe 312, Alexclockla. VA 22314.
Tanpa, Fl. 33610
Job
I run
I russ type
Q'Y
"'y
T7251016
1J.b
7207
MEC
WNO TRUSS
2
'
S.I.r.nce (optional
Charrbors Truw, Fort Plarco, FL, CWG
6
.= I 4xS 11 2X3 H 6x8 =
3)(4 '—
Boas = 1:,10.7
LOADING (PSI)
TCLL 20.0
TCDL 7.0
BCUL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2010/TPI2007
CS1.
TC 0.41
BC 0.28
WB 0.60
(Matdx-M)
DEFL In
Vert(LL) 0.15
VerICrL) -0.14
HoaCTL) -0.02
(Icc) Vdell Ud
5, '9W M
5-6 >999 240
5 n/a n1a
PLATES GRIP
MT20 244/190
Weight: 74 lb FT = 20%
LUMBER-
BRACING-
TOPCHORD 2X4 SP M 30
TOPCHORD
Shuctural wood sheathing directly applied or "-0 oc purfins.
BOTCHORD 2X4 SP M 30
BOTCHORD
Rigid ceiling directly applied or 7-2-4 oc bracing.
WEBS 2x4 SP No.3
MITek recommends that Stabilizers and required cross
bracing be Installed during truss erection, In accordance with
Stabilizer Installation guide.
REACTIONS. (lb/size) 5--479/0-3-8,7=598/0-3-0
Max Horz 7=468(LC 8)
Max Uplift 5=-836(LC 8), 7=-800ft-C 8)
FORCES. (11b) - Max. Comp./Max. Ten. -All forces 250 filb) orless except when shown.
TOPCHORD 1-2=-5411515,2-3=-6471716
BOTCHORD 1-7=-500/531, 6-7=-9681531, 5-6�9681531
WEBS 3-6�321/281, 3-5=-60211099.2-7=-459/566
NOTES-
1) Wind: ASCE 7-10; VuIt=1 70mph (3-second gust) Vasd=132mph; TCDL=4.2psf,, BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft;
Cat. 11; Exp, D; Encl., GCpf=O.l S; MWIFFIS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10�O psf bottom chord live load nonconcuffent with any other live loads.
iijilliIIIIIIIIIII,
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.
S A '. 4P
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 836 Ito uplift at joint 5 and 800 Ito uplift
Ile
at joint 7.
5) 'Serni-riffid pItchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss.
6) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord..
9
N 3 380
:,cc
Z
ATE
0
R %
NA
F_FE�ert. 66T4
July 17,2015
WARNING - Vfiry da.19. pl..I.M d READ NOTES ON MIS AND INCLUDED MrTEK REFERANCE PAGE MIP74n NK MM15 BEFORE Use
Arapfi�lty ofdeIfip f�p�f �W��Jtyof"Ohg<J.Slgnor -not t.dwfgner. B,.Ing
Vail
hforlaterCgM�nofhd�UCIWebmem�MoNy.
WOW
er�for. Adcn��"�ntbmd�oft�ove�ilim�ilt�legm�nYOf��d��sfgm,.F�gemrcAgLdd�regwd�g
f0l,xicaliom clucety control. AaMe. dellery. erection and b,whQ, C�t ANSI/TPII Quality criteria, DSB49 and BCSI WIdIng Comi,onord
6004 Pa,,e EaA BW.
Safety Infoandfort avalla". from rm Hard Irwfifute. 781 N. Lee Street, "o 31Z AJeuncirla, VA 22314.
T..,p% R. nslo
Job
I russ
Iruss yi
oty
I'll.
72657
GRA I
HIP
1
CharnbOrs, TMn, F011 Maine, FL, UMHU
2
5xB
5.00 F12 4
3X4 11 4xfi = ax4 =
26 27 5 28 29 30 31 6 32 7,3
SX8
34 35 8
Scale � 1:71.9
315 3A2 3XG �4 3a6 3x12 3X5
3X4 11 3XA 11
LOADING (par)
SPACING- 0
CSL
DrFL.
in (too) Vdell Ud
PLATES GRIP
TCLL 20.0
Plate GOP DOL 125
TC 0.56
Verlk�)
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.33
Vert(TL)
-0.22 15-16 �999 240
BCLL 0.0
Rep Stress Incr NO
INS 0.66
Horz(TI-)
-0.05 12 nfa File
BCDL 10.0
Code FBC2010f7PI2C
(Matdx-M)
Weight: 454 lb FT = 20%
LUMBER-
BRACING-
TOPCHORD 2X4 SP M 30
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOTCHORD 2x4 SP M 30
BOTCHORD
Rigid ceiling directly applied or "-0 oc bracing.
WEBS 2x4 SP No.3 *Except*
3-19,9-12:2x6 SP No.2
REACTIONS. (lb/size) 19=1990/1-0-0,12=199211-0-0
Max Horz 19=-232(LC 6)
Max Uplift 19=-3321 jLC 8), 12=-3042(LC 8)
FORCES. (lb) -Max CompJMax. 7en. -All forces 250 Qb) or less except when shown.
TOP CHORD 2-3=-441/361, 3-4=-2045/3552,4-26=-3075/5128,26-27=-307515128,27-28=-307515128,
5-28=-307516128, 5-29=-3075/5128, 29-30=-3075/5128. 30-31=-3075/5128,
6-31-3075/5128, 6-32�3076/5128. 7-32=-307515128, 7-33-307515165,
33-34=-3076/5165,34-35=-3075/5165. 8-35=-307515165. B-9=-204413641,
9-10=-3621357
BOTCHORD 2-19-2931456,18-19---3581460,18-36=-306011853, 36-37=-3060/1853,
17-37=-3060/1853,17-38=-306011853,16-38=-3D60VI853,16-39=-480613075,
39-40=-4BO6/3075, 4041=-4806/3075, 15-41=-4806/3075, 15-42=-311611852,
42-43=-311611852, 14-43---311611852, 14-44=-311611852, 44-45=-31 1611852,
13-45=-3116/1852, 12-13=-274/367, 10-12=-281/367
WEBS 4-18�5801543. 4-16=-2139/1545, 5-16=-6711990, 7-1 5=-6861973, 8-1 5=-2094/1546,
B-1 3=-580/481, 3-19=-1 86413040, 3-18=-3625/2193, 9-13=-345012189, 9-12=-1 861/2e97
NOTES-
1) 2-ply truss to be connected together with 1 Od (0. 1 31'x3') nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9.0 oc.
Bottom chords connected as follows: 2x4 - 1 Few at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2X6 - 2 rows staggered at 0-9-0 oc.
2) Ali loads are considered equally applied to all plies, except if noted as trent (F) or back (B) face in the LOAD CASE(S) section. Ply
to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=l 70mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=2ort; B=45ft; L--42fl; eave=5ft;
Cat. It; Exp D; Encl.. GCpi--D.l 8; MWFFIS (directional); cantilever left and right exposed; porch left and right exposed; Lumber
DOL-1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent Water pending.
6) This truss has been designed for a 100 psf bottom Chord live load nonconcurrent with my other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-" tall by 2-0-0 wide
will fit between the bottom chord and my other members.
8) Provide mecharrifeal connection (by others) of truss to bearing plate Capable of withstanding 3321 lb uplift at joint 19 and 3042 111
uplift at joint 12.
continued on page 2
%%% NS A
*� 0 ..........
%%0
:fir
A.
%
'r111J0NAli_0.,%'
IFIIIIIIO�
FL Cert. 6634 1
July 17,2015
WARNING - Verity dosign and READ NOTES ON TFUS AND INCLUVED MITEK REFERANCE PAGE MIP74M mi, M64VII5 BEFORE USE
Design void! for tran only Vlh Mllek co�fors. M cFasign Is baaedl only upon paromalm Ihowri. arid Is for an �vlduol bulcM ComPOrent.
Applicability of �gn Parameters and Wotber rr,cor,,arafim at com�l K resporaVilly of Widiro deiIgner - not truai deagner. limicing d�
bfmlaterdun)p�dofWWIcW"bmem�m�y. Addillonal temporaybracInIf to [rrurO Is therosporai(Alilyof the
MiTek'
ereefcn. Acicitiona; bermanonli ixachx, orly, overall structure Mine responsibrily of line bulcling �gner. For Gamic! ruddaince r09MCIN
ANSI/TP11 Quality Criteria, DS8.89 and Best Building Component
69" Parka Enat Blvd.
Salatir frearnmall.n avallabre from Tons Picr. Inalltule. 781 N. Lee street Sure 31Z AJ..anchlo. VA M14.
T.Wa. FL 3�10
ion
Fruss
0 ty
ply
72657
13�
1
2
lJob Reference (optional)
..... — --. I... ', — KM: 1.bW 8 lJol 3 W014 Pont: I.WU 5 Jul 9 xUlf, N WK linaUMMa. too. Fn Jul 17 11=12 2015 Page 2
NOTES- ID:tAln6surYCKJPke6?7]ZSjZSCK7-J5PMmrdKkYiZIrCyHVL2EbUpTZU?RwrgxpVcb3yxBs1
9) "Sen-f-rigld pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss.
10) Harl or other connection device(s) shall be prowided suit lident to support concentrated load(s) 75 [b dowy% and 222 In up at 11-0-0,7511ndownand22211buinal
13-0-12,751bdownand2221bupat 1"-12,75Ibdownand222lbupat 17-0-12,751bdomand2221bupat 19-0-12,751bdomwd222[bupat 21-0-12,751b
domand2221bupat 22-10-4,751bdommd2221bupat 24-10-4,75]bdomand2221bupat 26-10-4,and751bdomand222[bupat 28-10-4, and 75 Ito down
and:2221buipat 30-11-Oontopchord, and 2871bupat 11-0-0,571bdomat 13-0-12,5711odownat 15-0-12,571bdomat 17-0-12,571toclownal 19-0-12,571b
down at 21-0-12, 57 In down at 22-10-4, 57 In down at 24-10-4, 57 lb down at 26-10-4, and 57 In down at 28-10-4, and 287 On up at 30-10-4 on bottom chord. The
designtselection of such Connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increne=1.25
Uniform Loads (pit)
Vert: 1-2=-14, 2�4-54. 4-8=-54, 8-10=-54, 10-11-14, 20-23=-20
Concentrated Loads (11h)
Vert: 17-23P) 4-75(F) 8=-75(F) 18=105(F) 26---75(F) 27=-75(F) 28---75(F) 29---75(F) 31 =-75(F) 32=-75(F) 33=-75(F) 34---75(F) 35=-75(F) 36=-23(F) 37=-23(F)
38=-23(F) 39=�23(1`) 40=-23(F) 41=-23(F) 42�23(F) 43=-23(F) 44=-23(F) 45=82(F)
AwAmanus - voldrydairyn paraunaren, and Rinuo NorEs oN muSMONCLINUED UTTEK R�EOIANCEPAGEAV�7473 on,. M&MVIS BiFORE USE
Design vdd! fix une only with Mffek connectons, ThIS clatign In baaed onlyuponi potametert �wn. and! Is rot an IncflVd,xil bui camponent.
ApplicabVity of caJgn panumetensand proper of�iponentln responalibliffy of bulidN designer - nor ft= dedgner, Bracog sho�
� for lateral apporl of indiAdital web memben, ordy. Addrional temicoray, ofacnq to Inene Mobility during, constmflon Is fix, responAlbefity of fl�o
Addrianct!
MiTek'
eoecla,. petruncoent buccing of tre ovendl stnuchue Is tne resporulbilty of li,e butaint; designer. For general lj�e re�crng,
fabdOOSon, ql�iaffity` 0,011#01, Storage. deliVerY. eFect[Ori and UMN. coneAt ANSI/TPI 1 Quality Criefic, DSM9 and BCS1 Building Component
69M Park. End BW.
safety avadool fronr� Iona Note Irdfitude. 781 N. Lee street Suff. 31Z Maxandria. VA M314.
Tlurn,..Fl. 3361D
Job
Truss
I russ I ype
�
Tr2
lJob rbta
72657
GAB
MONO HIP
Reference (optional)
chambers Truss, Fart Pie.., FL. CMHC Am: 7.600 a Cat 3 2014 Pan!: 7.630 . Jul 9 2D15 MiTaK Industries. InC. Ffi Jul W 1100:13 2015 page I
ID:tAin6surYCKJPke6?TiZSjzSCK7-nlzlzBeyUsqQw?nBrDsHmpOu8Np6APXIATEgTVyxOsO
9-0-0 15-4-8
O�-2 2d �8 1 6-10-8 1 648
NAILED NAILED
4x1O NAILED NAILED 4X6 11
--- -------
gse Ii 4xI2 =
3x4 11
NAILED
a,8 =
NAILED
S�le = 1:34.7
LOADING (psf)
TCUL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Gulp DOL 1.25
Lumber DOL 1�25
Rep Stress Incr NO
Code FBC2010/TP]2007
CSI.
TO 0.94
BC 0.40
WB 0.57
(Matdx-M)
DEFL. In
Vert(LQ 0.22
Veft(TL) -0.17
HoQ(TL) -0.02
(too) Vdefl Ud
6-7 �717 240
6-7 >906 240
6 rda rata
PLATES GRIP
MT20 244/190
Weight: B3 [b FT = 20%
LIJIMBER-
BRACING -
TOP CHORD 2X4 SP M 30
TOPCHORD
Structural wood sheaithing directly applied or 6-0-0 oc purling.
BOTCHORD 2X4 SIP M 30
except end verficals.
WEBS 2X4 SP No.3
BOTCHORD
Rigid calling directly applied or 5-1 -11 ocleracing.
WEBS
1 Row at midpt 3-7.4-6
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, In accordance with
Stabilizer Installation guide.
REACTIONS. (lb/sIze) 8=91910-3-0,6=104610-3-8
Max Horz 8=291 (LC 8)
Max Uplift 8=-1221(LC 5),6=-1874(LC 5)
FORCES. (to) � Mm CompJMalc Ten. -All forces 250 (11b) or less except when shown.
TOP CHORD 2-3-1721326.3-4=-1 11011796, 5-6=-362J583
BOTCHORD 2-8�310/199, 7-8=-522f236, 7-1 5=-1 729/955,15-16=-1 729/955, 6-16=-1
729/955
WEBS 3-8-813/1201, 3-7=-12181780, 4-7=-943/534,4-6=-1058/1918
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=6.Opsf; h=201t; B=45ft; L=24ft; eave=4ft;
Cat. 11; Exp D; EnoL, GCpi=0.18; MWFRS (directional); cantilever left exposed; porch right exposed; Lumber DOL--1.60plate grip
DOL--1.60
2) Provide adequate drainage to prevent water pending.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurneril with any other live loads.
4) * This truss has been designed for a live load of 20,Opst 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1221 b uplift at joint 8 and 1874 lb
uplift at joint 6.
6) "Semi -rigid pItchlbreaks Including heels" Member end fixity model was used In the analysis and design of this truss.
7) "NAILED" Indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe-nalls. For more details refer to MITek's ST-TOENAIL Detail.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-2=-14, 2-4=-54. 4-5-54, 6-9=-20
Concentrated Loads (lb)
Vert: 5=-99(F) 7=-325(F) 4=-99(F) 6=-39(F) 13=-99(F) 14-99(F) 15=-39(F) 16=-39(F)
r
ENS'
T4'0- 39380.
Kt
FL Cert. 6
July 17,2015
wARmma - Verify desIgn Parameters and RUD NOMS ON MIS AND INCLUDED AfffEK REF�AMCE PAGE MIP74M re, OVIST015 BEFORE USE
Design Volld far use, only VAm Mffek conra�tors. Tran dedgn Is based only upon pordanoters shov,n, und Is for m Individual bufloing comiconeni.
HAS,
Approototy of design porarneters and prolper hcorp�allon of component Is responsiblity of buldireg designer - not trues designer. Wwlrg sh�
bf�l�efoiappodoff�W�webmm�m�y.
Mek"
er,,t�.
f��lmq�ity�nkoLstorM%detive�erectima�brwhg.cm0I ANSVTPII Quality Word, DS8-89 and BCSI BuIldogCorni>onent
6904 Parka Esm Blvd.
solely Idamnalarn maddNe from Truss Role Indtfute. 781 N. Lee Street Win 31Z Alexandria, VA 22314.
T.W.. FL �10
Job
Truss
I russ Type
ty
jP`y
T72
IJ.b
72657
J3B
JACK
I
1C
4
'
Reference (optional)
Chandbers Trum, Fort Rome. FL, CWC Run: 7-6DO s Oct 3 2014 Print: 7.00 S JUI 9 2015 M[TaK Incluctfies. Inc. Fri Jul 17 11:00:14 2015 Pag. 1
ID:tAln6surYCKJPke6?TIZSjZSCK7-GUX7B)(faFAyHYgMLOwOWJOZFjnCEvzaSO7-jtAyXBS?
0-1-2 3�0.0
0 2 3-0-0
Refer to MiTek 'TO E-NAIL' Detail for connection to supporting
catrier
21
Scale = i:11.0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFIL in
poc) I/deff Ud
PLATES GRIP
TCLL 20.0
Plate Gulp DOL 1.25
TC 0.19
ven(LL) -0.00
6 >999 240
IvT20 244/190
TCDL 7.0
Lumber DOL 1.25
BG 0.21
Vert(TL) 0.00
6 >999 240
BCUL 0.0
Rep Stress Incr YES
WB 0.07
Hoa(TL) 0.01
4 Tura rVa
BCDL 10.0
Code FBC2010rrPI2007
(Matrix-M)
Weight: 10 lb FT = 20%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.3
TOPCHORD
Structural wood sheathing directly applied or 3-0-0 DO puffins.
BOTCHORD 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, In accordance with
Stabilizer Installation quide.
REACTIONS. (lb/sIze) 4=-53IMechanIcal, 5=-71/MecManlcal, 6=33710-3-0
Max Harz 6=92g-C 8)
Max Uplift 4=-53(LC 1), 5=-71 (LC 1), 6=-440(LO 8)
Max Grav 4=60(LC 8), 5=1 01 (LC 8), 6--337(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=1 70mph (3-second gust) Vasd=1 32mph; TCDL=4.2psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eav"- it;
Cat. fi; Exp D; Encl., GCpi=O.l 8; MWFRS (directional); cantilever left e)pcsed ; porch right exposed; Lumber DOL=1.60 plate grip
DOIL--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 20.0ps( on the bottom chord In at[ areas where a rectangle 3-6-0 tai by 2-0-0 wide
will lit between the bottom chord and my other members.
4) Refer to gIrder(s) for [was to truss conneebons.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 To uplift at joint 4, 71 He uplift at joint
5 and 440 le uplift at joint 6.
6) "Semi-rigld pitchbreaks Including heels* Member end fixity model was used In the analysis and design of this truss.
xx E Ns
NIO 39380.
AT E UP, 44/
0
0 k
/ONAU�,,e
1111111111 "00%
FL 6ert. 6634
Juiy 17,2015
A WARNING - Vorfty dlign anurt.l. and READ NOTES ON THISAND INCLUDED MITEKRVFEIRANCE PAGERIP7477 m. M&GOIS OEFORE USE
Doslan votid far uce only with 1,111ex connectors. Ina decign h bc*ed only upon ral 1nowit and Is for an knonvIckol building component
Applicability of cloven pararneters and proper Incorporation of ccrnlaci ft respoincal Of cording designer - not tim designer. Braclix, �
1; far [ale" support of Incividkial web members any. Additional tomWary buccing to Imure slablity during coratrucilon K tre respcosiallity of the
MiTek'
areclar. Adernand parri bracing of The overall sTUOTure h the responciblury of Ine, bu0cling doigner. For general Culdal regarel
FoOdcallon. quefflty cannot. storage, delivery, erection ond U001ing. ccowult ANSUTPII Quality Criteria, DS"9 and ECS1 Building Component
6904 Parke Ewt IsNd.
Safth, Infornociflon avalool. hem, mum Plate Inuffluter. 781 N. Lee Skeet, Wife 312, VA 22314.
T.rnp.,Fl. 33610
Job
Truss
truss type
Ply
U251WO
72657
JSA
JACK
4 1
Job Reference (optional)
Chafters Tw�. Fod P19rcG. FL. CMNG
Scals - 1:15.2
4-8-0
LOADING (psf)
SPACING- 2-G-0
CS1.
DEFIL
In fioc)
Well
Ud
PLATES GRIP
TCUL 20.0
Plate Grip DOL I . 25
TC 0.41
Vert(U-)
-0.00 6
>999
240
MT20 244/190
TCOL 7.0
Lumber DOL 1.25
BC 0.44
Vert(TL)
0.00 6
>999
240
BCUL 0.0
Rep Stress ]nor YES
WEI 0.12
Horz(TL)
0.00
Na
n1a
BCDL 10.0
Code FBC2010fTP12007
[Madx-M)
Weight: 18 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4SPNo.3 TOPCHORD
BOTCHORD 2x4SPNo.3 BOTCHORD
WEBS 2X4 SP No.3
REACTIONS. (lb/size) 4--O/Mechanical, 5=.109/10fechanical, 6=47010-8-0
Max Herz 4-436(LC 8). 6=592(LG 8)
Max: Uplift 5=-121(LC 3).6=-725(LC 8)
Max: Gmv 5=209(LC 8), 6=470(LC 1)
FORCES. (Ilb) - MaxL Comp./Max. Ten. - All forces 250 filb) or less except when shown.
TOPCHORD 2-3=-570/416, 3-4=-4041315
BOTCHORD 2-6-3421592
WEBS 3-6-289/399
Structural wood sheathing directly applied or 5-0-0 oc purlins
Right! ceH ing directly applied or 6-0-0 oc, bracing.
IMiTek recommends that Stabilizers and required cross,
bracing be Installed during truss erection, In accordance with
Stabilizer Installation guide. I
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eaVe=411;
Cat. 11; Exp D; Encl., GCpI=0_18; MWFRS (directions]); cantilever left exposed; porch night exposed; Lumber DOL--1.60 plate grip
DOL--1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 my 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 121 lb uplift at JOIN 5 and 725 lb uplift
at joint 6.
6) "Semi -rigid pltchbreaks Including heels" Member end fixity model was used In the analysts and design of this truss.
NS A q
4%% %'X0. S N S",
?4-6 39380�_
44f
TAAA�_
A -
fit, 11111
Cert. 6634
July 17,2015
WARNING - VOWrdesign �Gron �dRfDID NOTES ON MIS AND INCLUDED MmEKREFE"NCEPAGE 011-74M V. M&MVISSEFOREUSE
D�gnvafld for meodywith Mffek conneotom. Ihisdesen h�ONYU� PaQrn9teM� andis Iman"Adwi curtain, cobrponent.
Appl�Ulty.f��g.pmmet.m�Vo�rhwrporGlimolcommmnfhresPO�lityOfbdldkigde�[Uml-nolt�deslgmr.�l��
Lsfwl�mcdwpp�ofl�Md�webmem�[s�y. Addflional ten,�G, brodn, to �e stabiffyUluring construclionis the req)DiWbff11tyofffbe
M!Tek'
erector.
(coxIcaffor, ,Krjt� contol, uorae, ck,11very, erection and br�qL comult ANSI/TPIlQuolltyCdleda.DSB.69.ndBCS[BullcflngComponGnI
004 PaWce Cost B�d.
Safety Intonnation avalotbie frona Ifum Rate kutilute, 781 N. Is* Sfteet Sufte 31Z NexancIrtc. VA 22314.
T�.,R. 3*6W
Job
Truss
truss I ype
y
T7251021
72657
I
J5B
MCK
4
' I
Job Reference Loptional)
Chafters Truss, Fort Pierce, FL, CWC
21
1
2-0-0 d-i-t
2-1"
LOADING gpsf)
SPACING-
2-0-0
CS1.
DEFIL
in (loc)
Vdefl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.22
Veng-L)
-0.00 5-6
>999
240
TCIDL 7.0
Lumber DOL
1.25
BC 0.17
Vert(TL)
-0.00 "
>999
180
BCLL 0.0
Rep Stress [nor
YES
WB 0.08
HorOTQ
-0.01 4
n1a
Iva
BCDL 10.0
Code FBC2010rrPI2007
(Matrix-M)
LUMBER-
TOPCHORD 2x4SPNo.3
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. Qbtaze) 4=50/MeChan]Cal.5=12/Mechani�t,6=29910-3-0
Max Harz 6=1 56(LC 8)
MaxUpIIft4-83(LC8),6=-334(1_C8)
Max Grea, 4--61 (LC 13). 5=36(LC 3), 6=299(LC 1)
FORCES. (III) - Max. Comp./Max. Ton. -All forces 250 Ob) or less except when show.
WEBS M=-195/281
scale=115.2
PLATES GRIP
MT20 244/190
Weight: 17 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc, pudins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance Wth
Stabilizer Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=1 70mph (3-second gust) Vasd=l 32mph; TCDI_=4.2pSf; BCDL=6.Opsf; h=20ft; B=45ft; L=241t; eav"- it:
Cat. 11; Exia D; Encl., GCpl--O.l 8; MWFRS (directional); cantilever left exposed ; porch right exposed; Lumber DOL--1.60 plate grip,
DOL=1.60
2) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opst 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 my 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 83 to uplift at joint 4 and 334 to uplift at
joint 6.
6) 'Semi-rIgId pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss.
. . . . . . . . . . .
EN,<
Nt_ 393�
A�
0 R
F_ F1 6ert. 6634--]
July 17,2015
,& WARNING - Vadlyd.09. anan.fie. cadREADNOTES ON THISANDNCLUDEDIffrel(REFERANCEPAGE WPM" ra� M61iBIS BEFORE USE
Design Vdid for g,a onjyvrilh MRek cora,aclom This design Is based orjy� and is ner an individual tgraing aampOnOnt.
lsforialercd�lof���webmem�moNy. Ac1<1iflonal ternparary bneing to Insuffe StabiltVdireg construction Is the responsibility of the
MiTek'
enactor. AW�p��tb=fngof�overdlslm"eblheresp�ityofl�WidN��gwi.F�geWrdg*kmeregMdOg
folbricollon. ci�lhy control. storage. deilveh,, ereellon anxi bracing, concrif ANSIFTI'll Quality arbors, DSB.89 and Best Building component
69N Parke Ent B1,W.
Wety Inforinallon available from I= Pato Insillute. 781 N. Lee Streal. auto 31Z Nexandric. VA22314.
T.en,,., RL 33610
I russ
I russ lype
T7251OZ?
OA
JACK
4
1
Job Reference (optional)
ChainbetS Tnr�. Fort Rome, I'L. GWG
i
Han: (.bW S � 3 54 "R '-w"' � " I "V i..� 'a�.i .' e
ID:tAin6suTYCKJPke6?TiZSjzSCK7-kg5VOsfCOT489JxXye,ArE5ObBPbePdbdnjg;oyxBs—
ME
Scale m 1:20.2
C�d
2-8.0 1
LOADING (Psf)
SPACING-
2-G-0
CS1.
DrIFIL in
(ac) I/dell Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL
125
TC 0.31
Vert(LL) -0.03
5-6 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.72
Vart(TL) 0.02
5-6 >999 240
BCLL 0.0
Rep Stress Incr
YES
WB 0.15
Horz(TQ 0.13
4 n/a n1a
BCOL 10.0
Code FBC20101rPI2007
(Maldx-M)
Weight: 24 lb IFT = 20%
LUMBER-
BRACING-
TOPCHORD 2x4SPM30
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOTCHORD 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or 1 G-0-0 oc braoing.
WEBS 2x4 SP No.3
MiTek recommends that Stabilizers and required cross
bracing be Installed during truss erection, In accordance with
Stabilizer Installation guide.
REACTIONS. (Ita'size) 4=-28/Mechanical, 5=46/MeChanfcal, 6=583/0-8-0
Max Horz 6=221 (LC 8)
Max Uplift 4=-43(l-C 3), 5=-46(LC 1). 6=-744(LC 8)
Max Glare 4=41 (LC 6), 5=98(LC 8), 6=583(LC 1)
FORCES. fib) - Matc. Comp./Ma. Ten. -All forces 250 (11h) or less except when show.
TOPCHORD 2-3=-710f764
BOTCHORD 2-6=-8501794
WEBS 3-6�363498
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132Mph: TCDL=4.2pSf; BCDL=6.Opsf; h=20ft; B--45ft; L=24ft; eave=4ft;
Cat.fl; Exp 0; Encl., GCpl--O.lB: MWFRS (directional); cantilever left exposed; porch right exposed; Lumber DOL=1.60 plate 96P
DOL--1.60
2) This truss has been designed for a 10.0 pst bottom chord live load nonconcument 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 arly 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 43 a uplift at joint 4, 46 lb uplift at joint
5 and 744 lb uplift at joint 6.
6) "Seml-flgld pitchbreaks Including heels' Member end fixity model ms used In the analysis and design of this truss.
%%% 0 % % I I I I F 11,
NS .. A -'..
0.. E N
�T'3938
f;� Xir z
fA
�fE j
40R\'D %
10NA'L,
11111111110
F_FL Cert. 6634
July 17,2015
,& yq�Rjywa. VartrydesIgn Xnerforem nad R�D NOTES ON THISAND INCLUDEOM�KREFERANCEPAGEMP7473m�. OMSCOfS SUCRE USE
Dodge valld fer ran, onlywith Nigel, conree�lom. Tht eleggn Is canec; only uWn parametemshown, and! Is far an InClMdUal lbulldng Component
AppilcooWtV ofdosiM Parameters arrc! Voicer ae,earaffen of�earepoaent Is Fosporellaility of bFAdhg designer -not no, dreignor. Nacing �
N for lateral wippoill ofladiviklual web merntem only. Mdt�temWCffY�aChVtole�t�llydu"c�t=t��Merespor,,"Iltyofthe
MiTek'
erector.
fabricallon, quarity contol. Oord,,, delivery, erectim oed �cotrxg. Consult ANSIJTPI I Qually Criteria, DSO-89 and SCSI Building Component
6904 Padu, Ead Slyd.
Safety W . an . ff. avolate. from Im Plate hatfut., 781 N. Lee Street. Sdf. 3 1 Z Alexandra. VA M 14.
T.e*er. IFIL 33610
Job
Tiu�
ype
72657
1713
.
Chanbors TMW, FOn PIOM9. t-L. UUt-lU
i
ME
ID:tAin6surYCKJPke6?TiZSjzSCK7-kg5VQsfCOT489Jx)(yev[rE50?BWwQybd;WB(5R5�-
Scale = 1:20.2
2.0-0
wf��
4.10-8
LOADING goal)
SPACING-
2-0-0
CS1.
DEFIL
in
(loc)
Vdefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.15
Vert(LL)
-0.02
5.6
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.31
Vert(TQ
-0.04
"
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.13
Horz(TQ
-0.01
4
n1a
n1a
BCDL 10.0
Code FBC20l0fTPI2007
(Matnx-M)
Witt
-0.01
5-6
>999
240
Weight: 23 111
FT = 20%
LUMBER-
TOPCHORD 2x4SPM30
SOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (lb/SiZe) 4=103/MeChanicai,5--39fMechantcal,6=36710-3�O
Max Horz 6=221 g-C 8)
Max Uplift 4=-159(LC 8), 6=-367(LC 8)
Max Grav 4=1 12g-C 13). 5=76(LC 3). 6=367(LC 1)
FORCES. Qb) - Max. Comp./Max. Ten. - Ali forces 250 ftb) or less except when shown.
WEBS 3-6�276/427
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOTCHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing.
MjTek recommends that Stabilizers and required cross
bracing be Installed during tru� erection, In accordance wIth
Slabl0zer Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vu1t=1 70mph (3-second gust) Vasd=132MPh; TCDL=4.2psf, BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave--4ft;
Cat. 11; Exp D; Encl., GCpi--0.18; MWFRS (directional); cantilever left exposed; porch night exposed; 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 Win my other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord In RI areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and my other members.
4) Refer to g1rder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 It, uplift at joint 4 and 367 111 uplift
at joint 6.
6) 'Sam[-figld pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss.
.. -It
TE
July 17,2015
A WARMNG.Vedlydasignp�motommdR�DNOMS ON THISAND INCLUDED MDSKREFERANCEPAGEMA7473M. awfWals SUCRE USE
De,ignoold! for �only with Mrak cod � far an krafi�jducd "dhg component.
Applicability of cleign porromelers and "olr*tr hcoquorallon of cornponeof b responsibility of btilloo, designer - not #= designer. Bracino �
Iva I
K(�laterd�OoftrKfivfd�lwebmemMmoNy. Mdl�teM�T��Cd�tOl�e$t�ftYdumgc=t=f�isthore$Po�bglltyofow
erector.
MiTek'
ANSVTPII Quality Criteria, DSS�69 and BCSI BuldingComponent
004 Perk. E.t Sl�d.
Solely Intonvalion avalloble from Im Plate hstitute, 781 N. Lee Street Sulle 312. Adexandft VA 22314.
TaWa,FL 33610
Job
Truss
I niss type
ty
y
72657
J9A
I �CK
4
1
Job Reference (optional)
Chrontars Tww, Fort Pierce. FL, CM1HC
i
LOADING (psf)
SPACING-
2-0-0
CS1.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.32
TCDL
7.0
Lumber DOL
1.25
BC 0.65
BCLL
0.0
Rep Stress Incr
YES
WEI 0.16
BCDL
10.0
Code FBC2010f FP12007
(Matrix-M)
LUMBER-
TOPCHORD 2X4SPM30
BOTCHORD 2x4SPNo.3
WEBS 2x4 SP No.3
REACTIONS. (Ibfsize) 4=66[Mecharfical, 5=10/Mechanical, 6=582/0-8-0
Max Horz 6=285(LO 8)
Max Uplift 4=-1 16(LC 8), 6=-683(LC 8)
Max Grav 4=94(LC 13), 5=56(LC 8), 6=582(LC 1)
FORCES. fib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when Shown.
TOPCHORD 2-3�578/781
BOTCHORD 2-6=-871/651
WEBS 3-6=-3831536
S,.Ia = 1:24.5
DEFL. in 0oc) Well Ud PLATES GRIP
Verfil-L) -0.06 5-6 >895 240 MT20 2441190
Vert(TL) 0.03 5-6 >999 240
Horz(R-) -0.12 4 n1a rVa
Weight: 30 lb FT = 2o%
BRACING -
TOP CHORD Structural wood sheathing directly applied or6-0-0 oc, purins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 orI bracing.
MiTek recommends that Stabilizers and required cress
bracing be installed during truss erection, In accordance with
Stabilizer Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=l 70mph (3-second gust) Vasd=l 32mph; TCDL=4.2psf; BCDL=6.0psf; h=20ft; B=45ft; L=24ft; eave=4ft;
Cal. 11; Exp D; Encl., GCPI=0.18; MW`FRS (directional); cantilever left exposed ; porch right exposed; Lumber DOL=1.60 plate grip
DOL--1.60
2) This truss has been designed for a 10.0 lost bottom chord live load nonconcument 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 g1rder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 116 Ito uplift at joint 4 and 683 111 uplift
at joint 6.
6) "Semi -rigid iffichlbreaks Including heels* Member end fixity model was used in the analysis and design of this truss.
11%IIIIIIIIIII11f,
A
E N
39380
:r X
ATE
4`411OW-
1111111111t
FL Cert. 663�
July 17,2015
,& WARNING - Vent, datIgnparrachas andRaD N0nSS ON MISAND INCLUDED MMEKREFERMCEPAGEMII-74M un, MaGoI6 BEFOREUSE
CfeskIn valid for use onlywith Mffelk c0nracI0M. TM clesIgn Is baIad onlyuloon parometemrbown, end Is for M InclAdUrol boldinc compOnanl.
ApalcotAllty of derign gicrametem and pa,,af incorporation fa p,,,arntoility of WIdN deagrver -�l trua designer. Rn,,ciry abOYM
Isf"lafe�Mpp�ofl��webMeM�MC�y. Addi�temWraybrmingto�eStCblitydmNC��t�tSI�Te�p�litYOflba
MiTek'
erector. Addgonoi pa,m,,,nI Uacl,, of mo award] staxturn, Wra, FaMondfity of Me bulding dedgr,er. For �nerafl gLdclance, reffanding
fabdoortar, qoAry corfol. alaqe,a. of,,lNeW, erection and Nocing, connuft ANSI/TPI I Quallty CrIlefia, DSB49 and SCSI Building Component
69M Parke Ewt Md.
Safety Information awalable ft. I,= Rate Inuffute. 781 N. Lee Street. Wife 312, AJexorrd[kL VA2231A.
Tanana, Fl. 33t;10
Job
rUsS
Fruss lype
'y
Pry
U251021
72657
�J19B
I JACK
T
8
'
jJ.1b
Reference (optional)
Ch.�m Truss, Fort Pierce, FL, CMHC
9 2DI 5
2016
Scale = 1:24.5
LOADING (psf)
SPACING-
2-0-0
CS].
DEFL
In
(loc)
Udell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0,34
Vert( CIL)
-0.07
5.6
>999
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.67
Veri
-0.19
5-6
>421
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.18
Hoa(TL)
-0.03
4
n/a
n1a
BCDL 10.0
Code FBC2010rrP[2007
(Matdx-M)
Wind(LL)
0.05
5-6
>999
240
Weight: 29 lb FT = 20%
LUMBER -
TOP CHORD 20 SP M 30
BOTCHORD 2x4SPNo.3
WEBS 2x4 SP No.3
REACTIONS. Qb/slZe) 4=15111viechanical, 5=59IMeChanical, 6=44810-3-0
Maux Horz 6=285LO 8)
Max Uplift 4=-228(LC 8), 6=-415(LC 8)
Max: Grav 4=1 58(LC 13). 5=1 1 0(LC 3), 6--U8(LC 1)
FORCES. (11c) -Max. CompJMax. Ten. -All forces 250 (11b) or less except when shown.
TOPCHORD 2-3=-4601493
BOTCHORD 2-6=-542/512
WEBS 3-6=-372/620
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-M oc puffins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
IMiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=1 70mph (3-second gust) Vasd=132mph; TCDL=4.2pSf; BCDL=6.Opsf; h=20ft; B=45ft; L=24ft; eave=411;
Cat. 11: Exp D; Encl., GCpi=O.l 8; MWFRS (directional); Cantilever left exposed ; perch right exposed; Lumber DOL=1.60 plate gdp
DOL--1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
3) * This truss has been designed for a live load of 20.Opst 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 treating plate capable of withstanding 228 lb uplift at joint 4 and 415 It, uplift
at joint 6.
6) "Seml-dgld p1tchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss.
of,1111111111,
�,S A. ,
% ............
F N,3
-0—
X
:'ir X
E
%
.01 %
FL Cert. 6634
July 17,2015
WARWNG.Ve4fydesignparamofomwdRaDMOTrSOMMISANDIMCLUDEDMX�REFERANCEPAGEMIP74M-�. ftW�OISDUORIFUSE
MM111111
D.rig.volld form onlywth Mff.k Com,eclon.
F==;E
AppllcdAityofdosi�n��etersWdp,.p,YW�rc�mof��p��ttr.sp�ityofWldhg dosiu�r-notftundetfgnm iirccl��
IVE1,
Is for lateral support of individual u,eb memloem ordy. AdidticOO1 temporay bucing to Irrum stacrilly OIL" CO,atrmflOn t tho lesponsfiAlty Of fhe
MiTek'
-rector.
ANSI/TP11 Quality Criteria, IDS889 o.d BC31 Bulld1ngCo.p*n.n1
69N P.rk. E.�l 8W.
Safety information walable froin Truz Rate Votitute. 781 N. Lee Streat Sulle 31Z Nexcridna VA 22314.
Trun,.,Ft- 3�1610
Job
Truss
I russ I ype ----
J7
72657
ill
JACK
JobRofeTence (optional)
Ch.iVe. T... 1`0 Pa.% FL. CWC
S.I. - 1:26.8
4-" 0-"
6-8.0
LOADING (psi)
SPACING- 2-0-0
CS1.
DEFL. In
Cog) Ildefl Ud
PLATES GRIP
TCLL 20.0
Plate Grlp DOL 1.25
TC 0.38
Vert(LL) -0.09
" >912 240
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.86
Vert(TL) -0.15
5-6 >538 180
BCLL 0.0
Rep Stress Incr YES
W13 0.19
Horz(TQ 0.11
4 rda We
BCDL 10.0
Code FBC2010frP[2007
(Manx-M)
Weight: 37 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2X4 SP M 30
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc purins.
BOTCHORD 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or 10-0-0 m bracing.
WEBS 2x4 SP No.3
MiTek recommends that Stabilizers and required cross
bracing be Installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS. (Ibisize) 4=129[Mechanlcal,5=42/Mechanical,6---634/0-8-0
Max Horz 6=349(LC 8)
Max Uplift 4=-206(LC 8), 6=-695(LC 8)
Max Grew 4=1 50(LC 13), 5=97(LC 3), 6=634(LC 1)
FORCES. (Ilb) - Max� CompJMax. Ten. -All forces 250 (11b) or less except when shown.
TOPCHORD 2-3=-4501665
BOTCHORD 2-6=-745/524
WEBS 3-6�4391533
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vascl=132mph; TCI)L=4.2psf; BCDL--6.Opsf"h=20ft; B=45ft; L=2411; eave=4ft;
Cat, 11; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left exposed; porch right e;�osed; Lumber DOL=1.60 plate grip
DOL--1.60
2) This truss has been designed for a 10.0 psi bottom chord live load nonconcument Win my other live loads.
jif,111111111ril
3) 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 my other members.
A
4) Refer to girder(s) for truss to truss connections.
% 0 `16EN
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at joint 4 and 695 b uplift
% "N
at joint 6.
6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss.
j-6- 3938Q'----i
Z
ATE
Al 41
0 N %
'9/0 NA
fifill.,sis'.
FL Eert. 663
July 17,2015
A WARWNG-Vofilydasign�r=ofomandR�DNOTESONMSANOWCLUVEDMffEKREF�MCEPAGEMIP74M.v.M�lSBEFOREUSE
Design valid for use orgyWM Mffek connecloa. lhit claim h bused! onlyupors parcrnefemsho� and Is form Individual bUding component
Applicablityokkes[gs, Wornalmand rxo,cer designer -not IvussdesIgner. Bracing shc�n
b(mlaterdm4)pMofVKfPMW�bmem�m�y.
MiTek'
erectot. &tdliorsol pe�crxrsl �aclrg of Mo overall structure is the iesp�lfy of the buldrK, designer. For geneiral gk1anoe recording
t�c�omcpxfftyconlrol.sf�e,�l)vW,er�lonc�brmhg.wnMt ANSI[TPII guality Crilefla. D511.89 and RCSI Building CompOnent
6904 P.da, Emst Blvd.
solely laomotim ovalcUe fronn Truss Rate Institute, 781 N. _eo street Sule 31 Z Alexandcla. VA 22314.
Ta�a, FL 336il)
Job
Truss
rUSS Ypo
y
W251027
72657
JU3
JACK
4
'
I Job Reference (optional)
Charna,as Truss, Pon Pores, FL, CWG Wc�6 I �v;6 I W16xixglp 61WB it
ID,.tAln6suTYCKJPke6?riZSjzSCK7-nvDJSZOT=LtZPKgM�6
012 ���o
. 2 , 0_0
21
3X4 =
PUZ
Swie = I:li.0
Provide bearing connection(s) to resist
horizontal reaction(s) shown -
Plate Offsets (XY)—
12�0-0-10,Edqej
LOADING (psl)
SPACING- 2-0-0
CS1.
DIEFL.
In
0oc)
I/dell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.35
Vert(LL)
-0.00
7
ntr
120
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.45
Vert(TL)
-0.06
4
ntr
120
BCLL 0.0
Rep Stress ]nor YES
WB 0.00
Horz(TL)
0.00
nfa
n1a
BCDL 10.0
Code FBC2010frPI2007
(Matrix-M)
Weight 9 Ito FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4SPNo.3 TOP CHORD
BOTCHORD 2x4SPNo.3 BOTCHORD
REACTIONS. anIcal
0'
-0
'WHor, 32� �(Lr ""01,�"5A47�(LC 8))
Max UPIM 3—JeUtL� U)
Max Grav 3=213(LC 1)
FORCES. (11b) -Max. Comp.fMax. Ten. -All forces 250 Ob) or less except when shown.
TOP CHORD 2-3-5491375
BOTCHORD 2-4-412f547
Stitictural wood sheathing directly applied or 3-04) oc, puflins
Rigid ceiling directly applied or"-O oc bracing.
IMiTek recommends that Stabilizers and required cross
bracing be installed duflng truss erection, In accordance with I
StabIlizer Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h--20ft; B=45ft; L=24ft; eave=4ft;
Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and tight exposed; porch left and right exposed; Lumber
DOL=1.60 plate grip DOL--1.60
2) This truss has been designed for a 10.0 psf bottom chord live load noncorcuffent with my other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord I n all areas where a rectangle 3-6-0 tall by 2-Mwide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to bruss connections.
5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 320 lb uplift at joint 3.
6) 'Seml�rigld pitchbreaks including heels" Member end fixity model was used In the analysis and design Of this truss.
. . ..... ...
% 0
% "N . - '\"6 E N
N'6' 39380.
R
F_FL Cert. 6
July 17,2015
A WARMNG. Ventydesleaparmaters aad READ NOTES ON THISANUNCLUDEV UITEICBEFERANCEPAGEAU�Z= na� ��ISBEFORE USE
Dedgnvcd)df��oNy�thMgekmnmctoMThISdedgnh�wly�npameten��.Md�for�hd���dnoc=Wmnt-
Appl�ltyofdestgnM=etem�p�finco�agmotc��Dibrespor5MlityOfWlckQdesUmr-Wt�desig�r.Bfac�g�
isfwlaiercd%4>p�oll��webmem�MONY.
Melc
orectu. pcjdtjloroi peamanent b,,,jr, of tne ovefdl struckKab tno resporaflbuty of line buldlax, designer. i,or goneral guiciance reocadinj
fabdco� q,,,ty amnol. 0,r,,e. activ,y. efoollon and bracing. consult ANSI/71 I Quailly Critedd, DSB-89 and BCSI BUlding component
69N Park. E.1 Blvd.
Saloty Inforraoftan avallclAe con, Taxa Plain fralble. 781 N. too Steel. Suite 31Z Alexaralida. VA 22314.
TanVa, FL =1 0
0
MISS
was ype
ty
T7251028
72657
KJA
JACK
2
=
7,
Chorbars Truss, Fort Plerce, FL, CWG
3.54 F1 _2 2X3 11
NAII Fn 6 7
S�l. - 1:33.5
3xS 11
3A
NA iLED
"LED
NAILED
NAILED
NAILED
10.7-10
Is- -15
t-Z-2
1-1-2
PHi
4�13
4'1--93
0-0�12
LOADING (psf)
SPACING-
2-0-0
CS].
DEFL.
in (lo%
"do'
If
PLATES GRIP
TCLL
20.0
Plate GrIp DOL
1.25
TC
0.33
Verl
0.06 9-1"
�999
2�40
MT20 2441190
TCDL
7.0
LumberDOIL
1.25
BC
0.42
Verb(TL)
0.061
BCLL
0.0
Rep Stress; Incr
NO
WB
0.44
HorzCTQ
0.01
BCDL
10.0
Code FBC2010frP12007
(Matrix-M)
Weight 76 111 FT = 20%
LUMBER -
TOP CHORD 2X4 SP M 30
BOTCHORD 2X4SPM30
WEBS 2x4 SP No.3
REACTIONS. (lb/s1ze) 11=92610-11-5,9=38IMeoltanical
MaxHorz 11=352(LC24)
M"Upllftll=-1524(LC8).9=-346(LC5)
Max: Grav I 1=1 030(LC 31), 9=325(LC 22)
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc, purfins-
BOTCHORD Rigid ceiling directly applied or 6-0-0 of, bracing, Except:
10-0-0 oc bracing: 8-9.
MiTek recommends (net stabilizers and required cross
bracing be Installed during truss erection, in accordance with
Stabilizer Installation guide.
FORCES. f1b) - Max- CompJMax. Ten. -All forces 250 fib) or less except when show.
TOPCHORD 2-3-1242/883, 3-4-706/300.4-15-6971343,5-15=-614/291
BOTCHORD 2-17=-79811250,11-17.-798/1250,11-18---798/899,18-19-79af899, 10-19=-798/899,
10-20---308/516, 9-20=-308/516
WEBS 3-1 1=-75411056, 3-10=-962f761, 5-10=-317/348. 5-9-625/373
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf: BCDL--6.0psI; h=20ft; B=4511; L=24ft; eave=411;
Cat. 11; Exp D; Encl., GCpl--0.18; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber
DOL--1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 w0da
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Pro�ida mechanical connection (by others) of truss to bearing plate capable of withstanding 1524 lb uplift at joint 11 and 346 lb
uplift at joint 9.
6) 'Sent -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss.
7) "NAILED" indicates 3-1 Od (0.148'x3") or 2-12d (0.148"I<3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detafl.
8) In the LOAD CASE(S) section, loads applied to the face of the truse, are noted Be front IF) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Veit: 1-2-14,2-6=-54, 6-7=-14,8-I2=-20
Concentrated Loads (b)
Vert: 15--85(F=42, B=42) 16=20(F=10, B=10) 17=-I36(F=-68, B�68) 18=96(F) 19=81(F--40, B--40) 20=30(F=15, B=15)
1�f
t4-6--3 9 3 8 0,__
X
:fir -
�SA 'C��TATEICTF
10,
R
%%
FL Cert. 6634
July 17,2015
,&WARNING -VarrydesigapsnunalemandRE41D NOTES ON MISAND INCLUDED MffEKREFERANCEPAGgMl�74"m�M�OISSEFORE USE
WMI11111
Design valsd for� only�lh Mirelk conneefors. paam,etemsho�, end Is for an norAdual buldna ononponent
Applicability of designigaranneteFsand prefer 6 responsJbIrtY of bufldhg designer -rat � designer. Bracing sha�
ja
miff
bf�laterdwAVWof��webmembem�ll. Addtb�fem�Umingtokmff"ablitydLiN��t�hMeresporMlityofthe
MiTek'
efack�.
ANSVTPII Quality Criteria, DSB-89 and BCSI Building Componant
6904 Parke East BiNd.
Safety Ifonnatio. avolobl. frm I,= Pate Inulturl 781 N. Lee Street. Suite 312. Ajaxndda VAM14.
Tawa, FL 33610
Job
I WSS
I Fuss I yipa
T725
72657
KJB
ACK
containers Iran, FOR Farce. FL. UMHU Ron: 7.61)0 a W 3 2014 Flint: 7.630 8 JUI 9 2015 Mffek IndUSURDS, Inc. Fit JUI 17 11:00� 2015 Fag. I
ID:tAln6surYCKJPke6?TiZSjZSCK7-1108sGIbNdy8VOztscXOeiuZE?wlnYUdENwBwUyxBrt
%714 i2_7't -12,ffi-O
0�-3 22� 1 11 _9 4-11� 0-0112
2.3 11 Scala = 1:27.6
5 6
NAILED
NAILED
3,54FI-2
16
NAILED 3X4
NAILED
AILED
N NAIL D
3,14
14
3
2
[I n n i
17
18 9
19
3104
10
NAILED
3x6
NAILED
8 7
2X3 11
NAILED
NAILED
NAILED
(SX8
NAILED
414V
L-7 4
P
12-7.4
12,11-0
2g-1:35
'_ 9
�'7
4-1
0-0!12
LOADING (Pat)
SPACING-
2-0-0
CS1.
DEFL in
OM)
Wall Ud
PLATES
GRIP
TCLL
20.0
Plate Grip DOL
1.25
TC 0.35
Vert(LL) 0.06
8-9
>999 240
MT20
244/190
TCDL
7.0
Lumber DOL
1.25
BG 0.20
Vert(TL) -0.07
8-9
>999 240
BCLIL
0.0
Rep Stress lncr
NO
WE 0.27
Hou(TL) -0.01
a
rda We
BCDL
10.0
Code FBC2010fTPI2007
(Matfix-M)
Weight: 62 111
FT = 20%
LLIMBER-
TOPCHORD 2X4SPM30
BOTCHORD 2x4SPM3D
WEBS 2x4 SP No.3
REACTIONS. (lb/sIze) 10--39610-4-4,13=315fIvIechanical
Mu Horz 10--287(LC 6)
M" Uplift 10=-585(LO 8), 8=-590(LC 5)
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc putting.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc, bracing.
MlTek recommends that Stabilizers and required crow
bracing be Installed during trusts erection, In accordance
Stabilizer Installation guide. �7
FORCES. (lb) � Max. CompJMax. Ten. -All forces 250 (11b) or less except when shown.
TOPCHORD 2-3=-394/379, 3-14-276(743,14-15=-23111`725, 4-15=-252t667
BOTCHORD 2-10-350/413,10-17=-3451126,17-18=-345/126,9-18=-345/126, 9-19=-701/254,
'8-19�701/254
WEBS 3-10=-4021384.3-9-6091564.4-8=-28217T7
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psi; BCDL=6.Opsl; h=20ft; B=45ft; L=24ft; eav"- IF;
Cat. 11; Exit D; Encl., GCpi--0.18; MWFRS (directional); cantilaverleft exposed; porch Fight exposed; LumberOOL=1.60 plate grip
DOL--I.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconoutrent 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 my other members.
4) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 585 lb uplift at joint 10 and 590 lb uplift
at joint 8.
6) "Serni-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss.
7) "NAHLED' Indicates 3-10d (0.1 48"x3") or 2-12d (0.1 48"x3.25') toe -nails. For more details refer to MiTek's ST-TOENAIL Detail.
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 Increwe=1.25, Plate Increase=1.25
Uniform Loads Pf)
Veil: 1-2=-14,2-5=-54, 5-6=-14. 7-1 1=-20
Concentrated Loads (b)
Van: 14=94(F=47, B=47) 15=52(F=26, 8--26) 16=-54(F=-27, B=-27) 17=1 19(F--60, B=60) 18=31 (F=15, B=15)
19-21 (F=-1 1, B-1 1)
S A lie
e-,
NT"3 9 3 8 0
;qr -
E 0
A-
0 R
4',,1110 N A
111111110
FL Cert. 6634
July 17,2015
,& WARMUG-V.Hiyd..Ignp�..tl..dR�DNOMSONM�ANDiNCLUDEDMMEKREFERANCEPAGENI-74".�.M�ISB�OREUSE
I)esignvdldfmmoNyWthMnekmnmctom.kh�gn��miyu�n"meiem��.mdftfvm�Ad�bLMdhgc�pownf.
Appl"bgltyofdesUn�=eios�p�rMo�aftmof�mp�ntftrespor4N[Ityol"dWdes�gw-wtf�designeF.Wack)g�
ftf�l�erdupp�oll��webmembenoNy. Additional lemporan, bracing to Imum, Stcllilty during conafmcflon Is the responnflolilly of the
MiTek*
orectot. Addflovol permanent brocti of the overall shuckno, In the resporol of the [xilicIN designer. For general gi�ce regocling
fobdcctfloc, quality control, dologe. delivery, oracRon and brociM co�l ANSVIP11 Quality Criedo. DSB-89 and BCSI Building Component
69" Parke Emil BIld.
Saffely Information ovalloble frorn Tana, Made neftfule. 781 N. Lee Street, suits 3 IZ Alexandria. VA 22314.
Tampa, FL Santo
Symbols
Numbering System
A General Safety Notes
PLATE LOCATION AND ORIENTATION
13 " Center plate on joint unless x, y
-*1 14- Z4 offsets are indicated.
6-48 dimensions shown in ft-in-sixteenths
(Drawings not to scale)
Failure to Follow Could Cause Property
Damage or Personal Injury
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
1 2 3
1 . Additional stability bracing for truss systerm e.g.
and fully embed teeth.
TOP CHORDS
diagonal or X-brocing, is aNvarys required. See SCSI.
cl-2
2. Truss bracing Must be designed by an engineer. For
0-`V14,
4
wide truss spacing, Individual lateral braces themselves
41
0
may require bracing, or alternative Tor I
0
bracing should be considered.
0
0
0 7
V�x
3. Never exceed the design loading shown and never
inadequately braced trusses.
C)
stack morterials on
LT��For;4
a-
0
4. Provide copies of ff)[$ truss design to the building
x 2 orientation, locate
-
designer, erectim supervisor, property owner and
plates 0- 'Ad' from outside
pla
BOTTOM CHORDS
all other interested parties,
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 atjolnt
required direction of slots in
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST 10
locations are regulated by ANSI/TPI 1.
connector plates.
THE LEFT.
7. Design assumes trusses will be suitably protected from
Plate location details available in MiTelk 20/20
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
the environment in accord with ANSIM 1.
software or upon request.
NUMBERS/LETTERS.
8. Unless otherwise noted, moisture content of lumber
shall not exceed W% at time of fabrication.
PLATE SIZE
PRODUCT CODE APPROVALS
9. Unless expressly noted, this design is not applicable for
ICC-ES Reports:
use with fire retardiant. preservative treated or green lumber.
The first dimension is the plate
10, Comber is a non-structural consideration and Is the
width measured perpendicular
4x4
ESR-131 1, ESR-1352, ESR1988
responsibility of truss fabricator. Generol pracirce 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 size, and
in all respects, equal to or better than that
Indicated by symbol shown and/or
specified.
by text in the bracing section of the
13. Top chords mustbe sheathed or pudins provided at
output. Use 7 or I bracing
spacing Indicated on design.
if Indicated.
14. Bottom chords require lateral bracing at 10 ft. spacing,
BEARING
or less. If no ceiling Is Installed unless otherwise noted.
Indicates location where bearings
(supports) occur. Icons vary but
@ 2012 MiTek@ All Rights Reserved
15. Connections not -shown are the responsibility of others.
16. Do not cut a alter truss Member Or plate w - Maur prior
approval of an engineer.
reaction section indicates joint
number where bearings occur.
17. Install and load vertically unless indicated otherwise.
Min size shown 15 for crushing only.
L2:sQ
IIIIIIIIIN Ill
I B. Use of green or treated lumber may pose unacceptable
cz�i
envionmental, health or performance risks. Consult with
project engineer before use.
Industry Standalde.
ANSIITPII: National Design Specification for Metal
19. Review all portions of this design (front bock, wads
Plate Connected Wood Truss Construction.
and pictures) before use. Reviewing pictures alone
DSB-89: Design Standard for Bracing.
Is not sufficient.
BCSj: Building Component Safety Information,
Welk
20. Design assumes manufacture In accordance with
Guide to Good Practice for Handling,
ANSI/TPI I Quality Criteria.
Installing & Bracing of Metal Plate
Connected Wood Trusses.
MITelk Engineering Reference Sheet: Mll-7473 rev. 02/16/2015