HomeMy WebLinkAboutTRUSS PAPPERSpa
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
QPAK
lip - IMW
RE: 29241 - PHOENIX REALTY HOMES, INC. BY MiTek USA, Inc.
Site Information: St. LuCk? C01jnJV 6904 Parke East Blvd,
Customer Info: PHOENIX REALTY HOMES, INC. Project Name: LOT 6 QUEENS 1�gh I�IRUT MODEL B, ELEV I
Lot/Block: 6 Subdivision: QUEENS ISLAND
Address: LOT 6
City: FORT PIERCE State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License
Address:
City: State:
General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6
Wind Code: N/A Wind Speed: N/A mph
Roof Load: N/A psf Floor Load: 55.0 psf
This package includes 10 individual, dated Truss Design Drawings and 0 Additional Drawings.
VVith my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 GI 6-31.003, section 5 of the Florida Board of Professional Engineers Rules.
iNo.
I Sea[#
Truss Name
I Date
11
IT7405480
FILM
19/8/015
4
G02
9/8/015
12
3
T7MO55442'
FG03
918/015
I�42�4�3
Tot
9/8/015
14
5
T740548�
1�
FT02
11:81/06 1 �6
16
IT7405485
IFT03
17
IT7405486
IFT04
19/8/015 1
18
IT7405487
IFT05
19/8/015
4
IT7MON429
1918/015
1910
IFT06
FT07
19/8/015
The truss dravving(s) referenced above have been prepared by MiTek
Industries, Inc. under my direct supervision based on the parameters
provided by East Coast Truss.
Truss Design Engineer's Name: Velez, Joaquin
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.
U
IN
B182
41J
STATE OF
A'
0 R N
011110 N All-
11111111"t
Joaquin Velez PE No.68182
MTTek USA, Inc. R. Cert 6634
6904 Parke East Blvd. Tarnpa P. 33610
Date:
September 8,2015
Velez, Joaquin I of I
Truss
ss Type
Qty
Ply
PHOENKXREALW HOMES. INC.
V40MBO
LJob
29bll
FG01
FLOOR
1
3
Job Referen (mni.nall
EaStCoaetTMSS. Ft. Me=. FL �MtMti
sJo12B20I5MMkIrdumles. Ine. Tue
3-9-0 2.2-3 2�O 2-9-4 S-1-13
Scale = 1AZ1
This truss is NOT symmetric.
Proper orientation is essential.
'L U4 'X4 1.4 11 1.4 11 4A 3x4 3A 4A
1 4x8 2 3 5 6 7 9
16 19 17 20 16 is 14 13 21 12 U 23 1124 25 26 10
4M 11 HUS28 5� HUSM 7A = 6,6 = 3X4 3x8 = HUS26 4xS = HUS26 64 = HUSM 41
HUSM HUS26 HUS28 HUS25 HIJEfl?6 HUSM HUS26
1 111:2 i M9 !W 11ml L=-- I im i L--
Plate Offsets (X.Y)-
rll,O-a-0.0-4-8l.rl3O-3-8.0-1-Bl.fl6,G-3-0.0-4-121
LOADING (psQ
SPACING- 2-0-0
CS1.
DIEFL.
in (loc)
Udell
Ud
LATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.63
Vert(LI-)
4.14 14-16
�999
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.94
Vert(TL)
-0.22 14-16
>790
240
BCU- 0.0
Rep Stress Ina NO
WE 0.82
Hoa(TL)
0.02 10
rda
n1a
BCDL 5.0
Code FBC2014rFP12007
(Matrix-M)
Weight: 435 lb
FT a 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x6 SP No.2 *Excepr
10-15: 2x6 SP SS BOTCHORD
WEBS 2x4 SP No.3 *Except-
1-18,9-10,6-12:2x8 SP No.2,1-17.6-13:2x4 SP No.2
REACTIONS. (Ib/soe) 18=3690/0-4.0, 10=2505/Mechanlwl, 12=889110.4-0
Max Grav 18=3708(LC 3),10--2694(LC 4),12=8891(LC 1)
FORCES. (11b) - Max. CompJMax. Ten. - Ali forces 250 (111) or less except when shown.
TOPCHORD 1-18-2946/0.1-2=-640210,2-3-7861/0,3-4-3768/0.4-5=-3768/0,5-6-3768/0.
6-7=013853, 7-8=013853, 8-9�277110, 9-10�98310
BOTCHORD 18-19=01424,17-19=0/424,17-20-0/6402,16-20=016402,15-16=0f7861.14-15--Of786l,
13-14=013768, 13-21�385310.12-21=-385310,12-22=0/2771, 22-23=0/27'71,
11-23=012771, 11-24-01560. 24-25-0/560. 25-26--0/560,10-26=0/560
WEBS 1-17=016571, 2-17�915/0. 2-16=011586, 3-16=0/2453, 6-12�4704/0, 4-14-01549,
3-14�5163/0,5-13�76910, 6-13=018728,8-12=-671910,8-1 1=011887,9-11=012326
Structural mod sheathing directly applied or6-M cc puffins, except
end verficals.
Rigid wiling directly applied or 10-0-0 ca bracing, Except:
6-M cc bracing: 12-13.
NOTIES-
ti,111111111111
1) 3-ply truss to be connected together with 10d (0.131"xTj nails as follows:
Top chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc, 2x4 - I now at 0-9-0 cc.
% %%% QUI
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 cc.
%,� ON ........
%S 10
Webs connected as follows: 2x4 - I now at 0.9-0 oc� Except member 4-14 2x4 - 1 row at 0-4-0 cc, member 5-13 2x4 - I raw at 0-" on,
.-**rE
member 8-11 2x4 - 1 few at G4-0 cc, 2x8 - 2 rows staggered at 0-9-0 cc.
Ik
No 6818
2) All loads ars, considered equally applied to all plies, except V noted as front (F) or back (B) few In the LOAD CASE(S) section. Ply to ply
connections have been provided to distilbute only loads noted as (F) or (B), unless othervilise indicated.
3) Unbalanced Door live loads have been Considered for this design.
4) Plates checked for a plus or minus 0 degree rotation about its Center.
5) Refer to girder(s) for truss to truss connections.
E OF
6) "Semi -rigid phichlbreaks Including heels" Member end f1huty model was used In the analysis and design of this truss.
Z-
7) Recommend 2x6 strongbacks, on edge, spaced at 104-0 cc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to
be their by
I? -
0D-`
attached to walls at outer ends or restrained other means.
..0 R
8) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 cc max. starting at
1-8-12 from to 23-8-12 to Connect truss(es) to front few bottom
ON k-
the left end of chord.
%%%
%%%
1111#11
9) Fill all nail holes where hanger Is In Contact with lumber.
it
Joaquin Velez PE No.68182
LOAD CASE(S) Standard
Mrrek UK Inc. FL Cert 6634
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=l.00
69D4 Parke Ent Blvd. Tampa R. 33610
Date:
September 8,2015
Continued on wao 2
A WAWNS. wv11ydW9np&momf�M;dREAA) NOIIIES ON THIS MI)INCLUDED MITEI(REFERAINCERAGEM7�7473int, Donlevnifs BEFORE Use
Dengn void for use on[VWth We%connecton. Unk deggen 4 bome! o* uWn Forametent dn� and 4 forch Individual b0dog com,acrent.
A,,wbift, f.denion panameta, ad .,exInconconotan of comoonert 4 hawmi6lity at buMing deagner. not tmz dimigner. [hocing tlh�
Additional eemaarboachg to Inwm tiablithydij" conetruction a the responscAlly of the
mecto� Adidtional cormorant bracing of the o�rall dructive h the re,00mbflityof the bull,fing designee. Sorgenival donc. re,,ordhg
WOW
falvicafion, quatty control. Octane. dlefi,,aq. enection and laccing. consult ANSVIVII Qually Weida, ISSII-89 and Inal Building Component
69M Make Eent Blvd.
SafeWnformuflon ovaictolhe hain Tivo Plate IraffhAe. MIN. Lee Sheet, 90k,312, Alexandra. VA Mile.
Terms. FL =1 0
Job
Tress
TrUssType
Q ty
PHOENW R�V HOMES. INC.
IZ-51
1ply
I
I
29MI
FG01
R
I
3
JobRefence(optugnal) I
Eav! Coad TWVS. Ft Plerce. � 34N6
7.630 9 JUd 28 2015 Minck Industska. Ine. TUB S4p 08 14:09:43 015 Page 2
[D:OgmAJBR759JKFb?dPTEghQylggT�IvWamgwpYuFDJ9C4dcPSDXkVie5STZ26aayA5yth6M
LOADCASE(S) Standard
Unitom Loads (pff)
Vert: 1-9�100, 10-18=-10
Concentrated Loads (1b)
Vert: 17-1038(F) 16=-1038(F) 14=-1038(F) 13�10313fl 19�1 038(F) 20�1038(F) 21=-1038(F) 22�1038fl 23=-1 038(F) 24�1038fl 25�1038fl 26-1038(F)
A WAMING - Vedfy deaf,; panuno� Und AEAD NOTES ON TFUS AND INCLUDED WTEK REFERAIVCE PAGE M147M nn, OVIWO15 BuoUtS USE
De�g n wral fe, um a* Wth Mirek connectom. Tine, de�gn h baha� only U�n �Ucehetem sho� and e for an IrdVolual buic! M connaonent.
A pphc.bWty of al T� and! orooe, ��. ran of co.,oa�ent It reoombDy of buDdhg dedgh ar - not Inuns cle�ghe� Uadng ��
bfwlat�l�ppWofndMdud�bm�mon�/. Addilional te� onxIng to InB.Us slabItycluing cominUction b the nepormiloiNty of ffie
erector. Acklitanal pernvahent 1,racing of the �mll �uctare 6 the ramen,biCly of the Wilding clenigher. Forgeneral gendance'agancin,
MITGW
faIxicaliom quality control. Voroge, deRery. ereefion and bn�cihg. ..hselt ANSVTP11 Q..Wy fbilett., 05549 and DUCS1 Begin., C..,.nBnt
69041 PadA EaM EMBI.
Safelyinfannallon ovailable from TrUz Plate ImEtute, 781 N. Lee Sfteol, SwRe31Z AlexancHa. VA 22314.
Tampa, R 33310
Job
Truss
Truss Type
ty
x R
`N11x REU`
o"N EU`w H
w Ho"ES. INC.
�Q 1ply
29241
FG02
ROOR
I
3 jj���o
we
Dst CoaA Teas, R. Mo.. FL MM
6
HUM
1 4X10
This truss is NOT symmetric.
Proper orientation is essential.
7.630 5 JW 28 2015
3� =
Page 1
Scale = 125.4
4x12 �
HUM HUS26 HUM 4X12 = HUM HUM HUM HUS26 " = HUM HUS28 6xio =
HUS26 HUM
LOADING (psQ
SPACING- 2-"
TCUL 40.0
Plate Grip DOL 1.00
TCDL 10.0
Lumber DOL 1.00
BCUL 0.0
Rep Stress Ina YES
BCDL 5.0
Code FBC2014rrPI2007
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x8 SP SS
WEBS 2x4 SP No.3
'Except'
1-8,4-5:2x8 SP No.2,1-7,4-6:2x4 SP No.1
REACTIONS. (Ib/sIze) 5=7317IMechanical, 8=7241/D-2-0
mum HUM HUM
CS1.
DEFL. in
(too) Irdell Ud
PLATES GRIP
TC 0.81
Verl(U.) -0.26
6.7 �669 36D
MT20 2441190
BC 0.69
Verb(TL) -0.39
67 o434 240
WB 0.88
Hom(TL) 0.02
5 We n1a
(Matnx-M)
Weight: 293 lb FT = 0%
BRACING.
TOPCHORD
Structural wood sheathing directly applied or 3-1G-0 oc puffins, except
end vertmals.
BOTCHORD
Rigid wiling directly applied or 10-0-0 oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (11h) or less except when shown.
TOPCHORD 1-8=-4245/0.1-2=-13586/0, 2-3�13586/0, 3-4�1411]8210, 4.5=4592[0
BOTCHORD 8-9-011423,9-10=011423, 10-11=011423.11-12=011423,7-12=0/1423,7-13=0/14882,
13-14=Q/14882,14-15=0/14882,15-16=0/14882,16-17=0/14882.6-17=0/14882,
6-18=011637,18-19=011637.19-20=0/1637,20-21=(VI637,6-21=0/1637
WEBS 1-7--0/12786,2-7=-40510, 3-7�1358/0,4-6-0/13924
NOTES-
1) 3-ply truss to be Connected together with 10d (0.131"xT� nails as follows;
Top chords witnected as follows: 2x8 - 2 nows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 oc.
Bottom chords Connected as follows: W - 2 rows staggered at 0-5-0 oc.
Webs connected as follows: 2x4 - I row at 0-9-0 oc.
2) All loads am considered equally applied to all plies, except V noted as front (F) or back B) face In the LOAD CASE(S) section. Ply to ply
Connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated.
3) Plates checked for a plus or minus 0 degree notation about its center.
4) Refer to girder(s) for truss to truss witnections.
5) Bearing at joint(s) 8 Considers parallel to grain value using ANS1rrPI I angle to grain formula. Building designer should verify Capacity
k of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate at joings) 8.
7) "Semilmrigid pitchbreaks including heels" Member end fixity, model was used in the analysis and design of this truss.
8) Recommend 2x6 strongloacks, on edge, spaced at 10-" oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacksto
be attached to walls at their outer ends or restrained by other means.
9) Use Simpson Strong -Tie HUS26 (14-1 Off Girder, 4-1 Off Truss, Single Ply Girder) or equivalent spaced at 2-1 -10 oc, max. starting at
0-3-10 from the left end to 12.0-4 to Connect truss(es) to front few of bottom chord.
10) Use Simpson Strong -Tie HUS26 (14-1 Od Girder, 4-1 Od Truss, Single Ply Girder) or equivalent spact�d at 2-0-0 oc max. starting at
1-3-13 from the left end to 13-3-13 to Connect truss(es) to back tam of bottom chord.
11) Fill all nail holes where hanger Is In contact with lumber.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (pill
Vert: 1-4�100, 5-8=-10
Uommuea on Paoe 2
tt,111111111ill,
%.%% QIJ IN yp"r-'i
'%% op� ........ 4"�.
No 68182
E F Q Z
Joaquin Vela PE No.68182
MiTek USA, Inc. FL Carl W4
6904 Parke Ent Blvd. Tampa FL 33610
Date:
SeDitember 8.2015
A wxrtuwa . wefrydostgn�fflelem andIRSID NOMS ON 110SANDINCLUDEDOM �FZANCEPAGEWZV3nn, pVtW015REF01W USE
De�fm �Ud for ute onlywith WeItconnect0n. rm design 4 bamd at, upon paecrnlv� III. end. fx.n hdfind�.[ bufld�g component
Applicability of defM poramotm� end op.rine,xpeation of component a manamb0ity &WRdIng dmi,m,rot Ina dee,rten Brocirg Mo.
ere�fa. Addit1cmal me h thenaponsioltyof the designer.
Welk'
permanent trocing of overall strucItze buldng Forwrteral Widanc. n,,xvdfing
I-arkefle, warty c.ntral. stonage, de�N, erection and bracing, con�vlt ANSI/TPII Quality Catnip, OSB.89 and 1101 IttAdIng Component
69M Poxv, um Bw�
Safetyinformallon avaBable frentTras Plate Instlitute. 781 A Le.Street. Suip,31ZAIm,onddo. VA M14.
Tamp. If. 33610
Job
T.as
Tmss Type
Q
PHOE`gxREA`w HOMES, INC.
1ply
I
V40MBI
1
29241
I
FG02
FLOOR
1
3
Job Refenance
East Copt Trots. Ft. Pieme. FL 34946
7. a. 9,7—.R Ina. T.. Sep 08 14:11SO MIS Page 2
- fjW
ID:OgmAjBR759JIqb?dPTEghQylggT�[vWam9wpYuFDJ9C4dcPgDXho1 i2SSZ26nayA5yfh6M
LOAD GASE(S) Standard
Conotentrated Loads (1b)
Vert: 8=-862(F) 9�763(B) 10�882(F) 11 =-763(B) 12=-882lF) 13=-763(B) 14=-882(F) 15�763(B) 16=-882(F) 17-763(B) 18�882fl 19�1645(1`�882. B-763)
20�882fl 21 �11356(B)
A WARfwMG - Vans, denogn pranahns and READ NOTES ON WS AND H(CMED WTEJ( REFERAWCEPAGEM-7472 nin, OVlWO15 BEFORE ME.
De�gn wild for use any Wth Mffek coareatoM. thie deslgn k Ixoedi only uon aciannelen shom. and is ran an haividual building cornocnent.
Applicability of deffin ocianneten, and Woper incoromation of ccnnPcmenf *a rafponsiblity of building deegmer - not moa dedgmer. Bracing ah�
is for otemal suppvt of hdMduci web rnembeng a*. Adc5illonal te� Incialng to � 0alxHY d�g aona�ctloh Is the heaPorolatilty of the
enecto, Additional permannord Ion::�g of me o,neeall iftchma 4 the Ne,onsilaffbe offhe buildmi, defgaen For general guldance Wading
MiTek*
almicaticn. quality control, storage. cle&�, en�cflon and larcelng. conduit ANSVPJ I County Wenta. D59-89 and BC31 Buadmo Component
So"Infohnallom �flctbb ItcafThas Plate molitua. 781 N. Lee Snant, Suffel!IZ Aleasnao, VA =14.
6904 Pena Eam Bw.
Tamp, a 3M 0
Job
Truss
Truss Type
QtY
PlY
PHOENIX REALW HOMES, INC.
�40!p182
29M
FG03
FLOOR
1
3
0 efere � j,,a)
FL Ple�, FL �W
3-10-11
1 4x8 =
2 3X4 =
1.4 11
3-10-11
Scale = 1 19.9
HU
4A
0
U111
F-1
8
.1 11
HUS26
9
.,.a'.
HUS26
7 HUS26
—
HUSM HIJ�6 HUS26 thus
10 11 12 6
HUS26
KUS26 HU$26
13 14
This truss is NOT symmetric.
Proper orientation is essential.
it 1:110,
6i10 =
Plate Offsets (X,Y)—
FS,0-34.0-3-01, F6,0-1-12.0-3-01,17�0-1-12.0-3-01
LOADING (Pat)
SPACING. 2-0-0
CSI.
DEFL.
in
(loc)
Vdeft
Ud
LATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TIC 0.35
Vert(LL)
-0.10
6-7
�999
360
MT20 244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.90
Verl(T-)
-0.16
6-7
>837
240
BCUL 0.0
Rep Stress Ina YES
WS 0.78
Ho�(TQ
0.01
5
We
n/a
BCDL 5.0
Code FBC2014rrP[2007
(Matrix-M)
Weight 236 Ito FT = 0%
LUMBER- BRACING-
TOPCHORD 2x4SPNo.2 TOPCHORD
BOTCHORD 2x8SPNo.2
WEBS 2x4 SP No.3 *Except* BOTCHORD
1-8,4-5:2x8 Ste No.2,1-7,4-6:2x4 SP No.2
REACTIONS. (lb/size) 8=4765/Mechanimi, 5=556110-2-0
FORCES. (11o) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD "�348510,1-2=-845910, 2-3=-811910. 3-4�81 1910, 4-5=-3348/0
BOTCHORD 8-9=01789, 7-9=Or788,7-10=0/8459, 10-11—Ola459,11-12=018459,6-12=018459,
6-13=01790,13-14=01790. 5-14=0/790
WEBS 1-7=0/8333,2-6�36510,3-6�306/0,4-6=017961
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
Rigid wiling directly applied or 10-G-O oc bracing.
NOTES-
1) 3-ply truss to be connected togetherwith 10d (0.131"x&') nails as follom:
Top chords connected as follows: 2xB - 2 rows staggered at D-9-0 oc, 2x4 - 1 few, at 0-9-0 Co.
Bottom chords Connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc.
Webs Connected as follows: 2x4 - 1 rm at 0-9-0 oc, Except member 6-3 2x4 - 2 nows staggered at 0-4-0 oc.
2) All loads am considered equally applied to all plies, except if noted as front (F) or back (B) few in the LOAD CASES) section. Ply to ply
Connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation about Its writer.
4) Refer to girder(s) for truss to truss connections.
5) Bearing at joint(s) 5 considers parallel to grain value using ANSIrrPI I angle to grain formula. Building designer should verify Capacity
of hearing surface.
6) Provide mechanical Connection (by others) of truss to bearing plate at joint(s) S.
7) "Semil-rigid pitchloreaks including heele Member end folity model was used in the analysis and design of this truss.
8) Recommend2x6strongbacks, on edge, spacedat10-M oc and fastened to each truss with 3-10d (0.131' X 3) nails. Strongleacksto
be attached to walls at their outer ends or restrained by other means.
9) Use Simpson Strong -Tie HUS26 (14.1 Od Girder, 4-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at
1-11-4 from the left end to 114-6 to Connect truss(es) to front law of bottom chord.
10) Use Simpson Strong-Tle HUS26 (14.1 Od Girder, 4-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc, max. starting at
2-0-12 from the left end to 10-0-12 to Connect truss(es) to back few of bottom chord.
11) Fill all nail holes where hanger is in cantact with lumber.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00. Plate Increase=1.00
Uniform Loads Uplf)
Vert: 1-4�100, "�10
Continued an pace 2
to,1111111111111
'%%% QL31N Ve,
op� .........
No 68182
rr
Joaquin Velez PE No.68182
Mrrek US& Inc. FL Carl 6634
6904 Parke East Blvd. Taripat R. 33610
Datr.
SeOtember 8.2015
W�Nis - Va�afeif,.,imumf. dREi%D NOTES ON MSAMD OVIS20ISSEFORE USE
,&
Deign wild for uee only Win MITek conneefon, ni� deegn x based only upon paci sho� end Is Rion imfividual butim, c.onaament.
Applicathiffy ofdei� ximmetem and properinceneoratan of canjeament lk me,comebtly otbuilding designer- not ftue� deligner, Bracing dh�
a forlateral wppat ofincMdual �elb membem only. Additonalle��bmdngto��ea6iUtydu6ng��cfl.n�ffiem��bl4ty.fthe
ereetor. Additional permanent bracing of the overall iftucture Is the meponsibifity of the builanng de�lgne�. Forgemeal Widance regarding
WOW
falemoata, quarty contral. storage. der�, election end beicing. conuilt ANSIMI1 Quoit, I MB49 md gat Burkina Con,unmml
6904 Pa*e Emit BW.
Safelyinhummilon �ilalble hanTruz Plate ralitute. MIN. Lee street. Sumi,312, Alexandmi VA 2MI4.
Tamp, FIL 3W10
J b
Truss
Truss Type
Qty
Ply
PHOMIX R�W HOMES, INC.
T7405482
29241
FG03
FLOOR
I
aft
Eent Conet Then, FL Pience, FL 34945
7.6SQ5JW282015MFTekJnduct1es, Inc. TueSeP0814.0s"2015 Pag&2
]D:OgmAjBR759JKFb?dPTEghQylggT-GUSuo69YarOSrTkPeK7eiR4zdR 3BwnBLEKViYyM6L
LOAD CASE(S) Standard
Conwintrated Loads (lb)
Vert 7m-1 645(F�882, B-763) 6=-763(6) 5=-882(F) 9�1 645(F=-882, B=-763) 1 0=-882(F) 11 =-763(B) 12=-882(F) 13�882(F) 14�763(B)
,&W�M.V.]Wd�,.,..�.d�HOMOMMS�INCLUDEDOWK�FE�CEPAGEM-7a3..OvfwOISBEFO�USE
D.6g.�,df.r.�.nyWthMTekconn�ton.�d�Tgne��c*�n�m�temsh�..�dis�anhdi�dualbu���g�mponent.
Applicability of devh pdm�tem and ;xoper hcomonation of cohnoorml is resiPordiblity ofbuRdTng degginer -not Mw deagner. Bracing down
Additional tempona, bracing to inuum stability durrig WM�ction b the re,Porobiffty of the
Additional the the building designer. For
M!Tek'
ehc�tc� penrinannent bracing of Me overall structure m nohonnibifity of general guidance regard! no
f.lodc.lior, quality cannot storage, deneq. erection and bracing, consult MSVTPII Qually Word, DSB49 and BCS! guilders Component
69M peema, lEsct Bed.
SafelyInforreallon cvd�tlale fromlimuss Plate institute, 781 N. Lee Street. Suite 312, A?exwdlda. VA MU.
Tarnpa. Pl. 33610
Job Truss
Truss Type
OlY
PHOENU( REALV HOMES. INC.
I
JPIY
V405483
29241 TH
FLOOR
I
I
J21b BefeLerce (00timah
Eral Cp`1 Tha�, Ft. Pleme. Fl- SUNG .. JuIZ82a5MffskIrduames,Inc. TueSep0S14s09"zol5 Paget
ID:OgmAJBR759JKFb?dPTEghQylggT-GUSuo69YarOSrTkPeK7eiR4dk6Bw?BLEKViYyfh6L
1. 1,7
Scale , 1:43.8
WO
M = 1.4 11
1X4 11
WO
Asa
1
2
3 4
5
a
7
IP
14
13
12
11 10
9
8
3.4 1
Exit
3%8
WO = SXS V%13
5XII
3A 11
Plate Offsets (XY)—
r2,D-3-8.0-1-81,16,0.3-8,C-l-8l.r9G-3-8.0-2-al.11110-3-8.0-1-81,11210-3-8.0-1-81.[13�0-3-8.0-2-81
LOADING (pso
SPACING- 2-M
CS1.
DEFL.
In (loc)
Well
Urd
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TIC 0.85
Vert(LL)
-0.53 11-12
>558
360
UT20
244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.96
Vert(TL)
-0.83 11-12
>358
240
BCLL 0.0
Rep Stress Inu YES
We 0.77
Horz(TL)
0.09 8
rda
rda
BCDL 5.0
Code FBC2014rrPI2007
(Matrix-M)
Weight: 124 Ill
FT = 0%
LUMBER -
TOP CHORD 2x4SPNo.1
BOTCHORD 2x4SPNo.1
WEBS 2x4 SP No.3 *Exwpt*
7-8:2x8 SP No.2,1-13,7-9; 2x4 SP No.1
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 14=1366/Mechani�1,8=1366/MechentmI
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-0-8 oc purtins, except
end verticals.
BOTCHORD
Rigid miling directly applied or 2-2-0 oc bracing.
MiTels recommends that Stabilizers and required cross bracing
be installed during truss erection. in accordance with Stabilizer
Installation guide.
FORCES. (III) -Max. CompJMax. Ten. -All forces 250 (11b) or less except when shown.
TOPCHORD 1-14=132310,1-2=-370310,2-3-4963/0,3-4=-496310,4-5=-4963/0,5-6�4963/0,
6.7=362410,7-8-1323/0
BOTCHORD 12-13=013703,11-12=0/4963, 10-11=0/3624,9-10=0r3624
WEBS 4-12=-35310,,S-ll�37110.1-13=013740,2-13=-1012jo. 2-_12=011565,6-11=011617,
6-9=101410.7-9=013645
NOTES-
1) Unbalanced floor live loads have been Considered for this design.
2) Plates checked for a plus or minus 0 degree rotation about its writer.
3) Refer to girder(s) for truss to truss Connections.
4) "Semlirigid pitchibreaks including heels" Member end faily model was used in the analysis and design of this truss.
5) Required 2x6 strongbacks, on edge, spaced at 104)-0 off and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be
attached to walls at their outer ends or restrained by other means.
till111111111111,
IN v,�-, I.*..
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EN
No 68182
lZ =
4U Z
E OF
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Joaquin Vein PE No.681 82
MITek USA. Inc. R. Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
September 8,2015
VshilYalpimphsinf...ditEADNOTES ON MS AND INCURNED MITEK FISFEWICE PAGE MP7M . 011WORS BEPOAG USE
,&WAR1WNG-
Dehignvollial farruse orwwthWekcmhmtm&.1`ladeshnbbohed1 my u,on pmarrlelarssha� Chalk, formlinel building cormement.
mi
Applimbifity.falesIM designer- not liver designer. Baming un�
�fwlatemisupp�ofhdMdual�b��emon�l. Additional tern,am,brocing to imsurs, stabillty,fuhng Construction Is the resWrlsilelity of the
erector, Additional pershomers! larming of the sn,erall usecture Is the herearablity of the building designer. Forgememil gusimc.'echding
M!Tek*
tateI efuclity control storage. deWay, erection end bracirg. cormuff ANSVTPl1 Quality Crieries, DSB49 and Bar Building C.."mrst
590`1 Pnik. End si�
SafelyInfamnallm ovalable firemirruss Plate institute, 781 N. Lee Street. Suite 31Z Alemndia. VA 22314.
Tamp. R 33610
Job
Truss
PHOMKR�W HOMES, INC.
jQtY
jPIY
T7405484
I
29241
I'Tw
12
I
Job Reference (Cottoned)
iv
14
1 2
14
ZX4 11
I.saUsJWZSZ0I5MjTeXIndusxneS,IsC. Wss�
ID;DgffiNBR759JKFb?dPTEghQyiggT-kgDG?SAAL98zTcJbC2�
6�9 i �I 1 1,2]2:,10 i 1 D" i�
2-2-B 2.1-8 1. 1�31 1 �I
1.4 1.4 11 see 3,e4
3 4 5 6
13 12 11 10
44 4A = U4 U4
9
41
�yfi%SK
Scale = 1:35.0
,,f, =
7
8
N4
Plate Offsets (X.Y)-
rC0-2-B.0-3.0I.[7Edqe.O,3-0I
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL.
in (loc)
Vdefl
Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.51
Vert(LL)
-0.21 10-11
>999
360
MT20 244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.85
VertCrL)
-0.33 10-11
>697
240
BCLL 0.0
Rep Stress Ina YES
We G.62
HoaCrL)
-0.03 8
n/a
n1a
BCDL 5.0
Code FEC2014rrP12007
(M"X-M)
Weight: 95 111 FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4SPNo.2
WEBS 2X4 SP No.3 'Except'
1-1 3,2-11,6-10,7-9:2x4 ED No.2
REACTIONS. (lb/size) 1=1048/0-2-14,8=1048IMachanical
BRACING -
TOP CHORD Structural mod sheathing directly applied or 2-11-15 GO puffins,
except end verficals.
BOTCHORD Rigid Calling directly applied or 10-0-0 Go bracing.
Mflrek recommends that Stabilizers and required Gross bracin
be installed during "as erection, in accordance with Stabil
foliation guide,
FORCES. flb) - Maus. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2-2085/0, 2-3-290510,3-4�290510.4-5�290510,5-6�290510, 6-7�2084IO,
7-8-1016/0
BOTCHORD 12-13=012085.11-12=0/2085, 10-1 1=0/2905. 9-10=012084
WEBS 3-11 =-30310, 4-10=-30310.1-13-0/2186. 2-13�79310. 2-11-0/1032. &10=0/1032,
6-9-793/0, 7-9=0/2185
NOTES-
1) Unbalanced floor live loads have been Considered for this design.
2) Plates checked for a plus or minus 0 degree notation aboutifts Center.
3) Refer to girder(s) for truss to truss Connections.
4) Provide mechanical Connection (by others) of truss to bearing plate at joint(s) 1.
5) "Senni-rigid pitchbreaks including heels' Member end fintity, model was used in the analysis and design of this truss.
6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nalls. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
7) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
oL) IN V,�-,
%% N .
No 68182
Z-O
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4Q -r
OR I'D N
0NA`I- t%*-"%
#fmalW,'
Joaquin Velez PE No.68182
Mffek USA Inc. R. Cent 6634
6904 Paft East Blvd. Tarnpa R. 33610
Date:
September 8,2015
AWWZMNG-V"i design p...f. end READ NOTES ON THIS MD INCLUDED MmEFC �IUUICE PAGE 01-703 . OVIGG015 6�0;u, ME.
Dedgn�Wt�imo*WthMTek=nn�m.�de�Mb�ant�u�n�metemsh�md�forenbd�uclbCiWing�m��ent.
APPkabfity of deeiM commaters and cIoWIrIcovoration Ofean,00ssentisunjoonsbrity of budding designa -not truses deai Bracing shown
OtemisuppotiothcMdudwelcmernbemon!/. Additlo�item���chgto�OabMtydWngco�cI Istheresponsibiffity0fthe
=Is for ton
the doagne�
M!Tek*
a Addhonell perseanent Inachg of the o,eran suuctum 4 the nespIxisibIly of DuBdirig [sx General Guidance
fahricafiom quality mnftoL storage. deTrveq, erection and bnacsi, carsult ANSVTPII Quaffy Wedss. DSO-89 and Bat AundIng Corepseseel
69U P�e East BING,
SaWYInfoessaffan evalable Itannnes Plate Institute, MIN. Lee Sheet, Suite 31Z Alexancsics, VA Z314.
TeMp. R 33610
Job
T�s"
TrussType
Qty
Ply
PHOBNIX Rl HOM66, INC.
1
1
I
29241
Me
FLOOR
14
Job Reference fictional)
I... rx. reree, rL �V�
7.3-2
_yfh6K
scato � 1:29.9
sea 1.4 It 1X4 41 M
2 3 4 5
a n
10
3.4 11
LOADING (psf)
SPACING.
2-0-0
TCLL 40.0
Plate Grip DOL
1.00
TCDL 10.0
Lumber DOL
1.00
BCLL 0.0
Rep Stress Ina
YES
BCDIL 5.0
Code FBC2014rrPI2007
LUMBER -
TOP CHORD 2X4 SP 285OF 1.8E
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.2 'Excerpt'
2-8,3-7: 2.x4 SP No.3
a a 7 5X5
U4 S'di
6
3.4 11
CS1.
DEFL. In
(Ioc) War Ud
PLATES GRIP
TC 0.64
Vert(LL) -0.21
6-7 >938 360
MT20 244/190
BIC 0.80
Ved(TL) -0.31
6-7 >628 240
We 0.60
Hou(TL) -0.04
6 n/a n1a
Matrix-M)
Weight: 78 It, FT=O%
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 4-0-8 oc; pudins, except
end verticals.
BOTCHORD
Rigid calling directly applied or 10-0-0 oc, bracing.
ek recommends that Stabilizers and required cross bracing
installed during truss eirection, in accordance with Stabilizer
allation guide.
REACTIONS. (Itilsize) 1=892/0-2-15,6=89211vechal
FORCES. (Ilb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 11-2�2241/0, 2-3=224110, 34�2241110, 4-5�224110, 5-6=-84710
BOTCHORD 7-8=012241
WEBS 1-8=012143.2-8=-474/0,3-7=-475/0.5-7=012143
NOTES-
1) Unbalanced floor line loads have been considered for this design.
2) Plates checked for a plus or minus 0 degree rotation about its Center.
3) Refer to girdeqs) for truss to truss Connections.
4) Provide mechanical Connection (by others) of truss to hearing plate at joint(s) 1.
5) "Semilmilgid pitchlorealks including heels"Member end Fixity model was used In the analysis and design of this truss.
6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0,131" X 3") nails. Stiongbacks to
be attached to wells at their outer ends or restrained by other means.
7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
%%%t% I I I a I I I I I it 1j..'
% 00 1 N Ve, 4..
,%% OP4 .......... 4'�'
ZI
No. 68182
-n IT-
69D4 Pairlue Ent Blvd. Tmpa FL 33610
Date:
September 8,2015
ONMSANDINCLWEDMTEX�FE�NCEPAGE�7473.OVIWOISBEFO�WE
,&IWtFW1NG-
D,agn�dld far. .1t Mir.ke.nnecton, Meda�n hIxood! rxyu;xxnpadmeteman� andl,foraninchiduallculdm, component.
Applicalel"IdesIgn penremetemand Wo,erh�ccrconofion of component N nhombr[ty otbUildni, deigner. not Ina,; dcaignon Exacirxdho�
4 for lateral wpW of hdividual wela rnernben only. Additional lemponar, brachg to Innrre nablifity during connruction b the nuponoblifity of the
erechx. Additional pennothent Ixacing of the o,ema stmctm I; the re,Ipandbilty of the building desIgner. Forgeneral guidance re,,welrx;
WOW
clork.fian. q..fity contrat tnorage. deWory. erection and Ixachng, consuff ANSVIPII Quality Gillette. DSB4? and BUI BuDdIrg Cop.nord
6904 Para, Bed 8W.
Saletytnfornallon �blo from7nne Plate letithAe, 781 N. Lee street. Sule3lZ Alexandre. VA 22314.
Tarnipa, M 33810
Truss
Truss Type
Qty
ply
PHOENIX REA1_W HOMES, INC.
T740 S
FT04
FLOOR
1
1
=Remh
Job (oDtion.1)
�en Coem I M55. rL �Im�, �L �V� ' Nu 5 40 ZUZo5MJTeXIrduune5,ImG, T...Pultl-u�ftzhit Pa'.1
ID:OgmAjBR759JKF�?dPTEghQyiggT-CsafDoBo6TGq4munl]96ns9BWF17Jr.4JpYpwQyfh6J
,",I 5�13 1�0 6�13
Sese = 125.4
I 6dl-
1.4 11 U4 11
2 3
!h,6
4
0 6
6
8 7 6 31 5
a4 11 34 = 2x4 If
LOADING (pso
TCLL 40.0
TCDL 100
BOLL 0.0
BCDL 5.0
S PAC' NG_ 217
0
Plate Gd. DOL 0
00
Lum 00
= Lincir Y S
Rep 1i
Code FBC2014rrPI2007
CS1.
TO 0.83
BC 0.58
WE 0.67
(Matrix-M)
DEFL. in (loc) Vdefl Lid
Vert(LL) -0.11 5-6 �999 360
Verl(TL) -0.15 5-6 >999 240
Hom(TL) -0.04 4 n1a We
PLATES GRIP
MT20 2441190
Weight: 65 Ib FT=0%
LUMBER.
BRACING-
TOPCHORD 2x4SPNo.2
TOPCHORD
Structural mod sheathing directly applied or 2-3-2 do purlins, except
BOTCHORD 2x4SPNo.2
end verticals.
WEBS 2x4 SP No.3
BOTCHORD
Rigid Ceiling directly applied or 10-&0 oc bracing.
F—miTellrecommends that StabiliZers and required choss bracing
be installed during truss erection, in accordance With Stabilizer
Installation oulde.
REACTIONS. (IblSize) 1=72510-2-15.4-725/0-2-15
FORCES. (III - Meal. Comp./Mm. Ten. -All forces 250 (lb) or less
Incept when shown.
TOPCHORD 11-2�1448/0,2-3�144810, 34�144810
BOT CHORD 6-7=0/1448
WEBS 1-7-011414.2-7�395/0,3-6-395/0,4-6=0/1414
NOTES.
1) Unbalanced floor live leads have been considered forthis design.
2) Plates checked for a plus or minus 0 degree rotation about its writer.
3) Provide mechanical cannection (by others) of truss to bearing plate at jo!nt(s) 1, 4.
4) "Semi -rigid plichbreaks including heels" Member end fituty model was used In the analysis and design of this truss.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacksto
tt,11111118#11 4FjP
be attached to walls at their outer ends or restrained by other means.
6) Gap between inside top bearing
.%�t IN Vei 0�0
of chord and first diagonal or vertical web shall not exceed 0.500in.
0 .........
E Nq
V
NO 68182
:xZ
E OF
0 R %ID .- N, %
ONA\- %%
Joaquln Velaz PE No.68182
Mrflek USA, Inc. EL Gert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
September 8,2015
WARNING. Verffy design urnunelem amdRE4D MOM ON has AND INCLUDED RUIEK REFERANCE PAGE WA703 nn, OVIW015 BEFORE USE
eem
Dellgh vaild farm on"In M7ek connecton. Thia dedgn is basual a* upon Fammeters sh�, and Il foran inalvloluel buslaing cornpoment.
Et
Applicability ofdoll,rn parannetent and oroperinco,onamon of coreporent b responsbility of buileng daAgner- not hue deuligher. Bracing ah�
b, ftrIatenal aipport ofircmdua? ueb mentoer; only. Additional temporar, larocing to Inluto slabilit, durTng corntruction is the he�raililrfy of the
e,ea,tw. Additional pennonent booing offilhe overall ifucture is thenn,conaltitV at the building desTgrer. For genenal Woonce h,,anding
Welk'
falaric.f.n. query central, acrage. det enaelan and bracing. cormst ANSIJTPII Clearly Werla. 11SM9 and BCSI Building Component
69M Padue Eag Sbel.
S.lat'hionnallon available florn Thua Plate lr�trlua. 781 N. Lee Steel. Suite 31Z Alexandida. VA M14.
Tam", FL 33610
Job----
Day
Ply
PHO 'X EA
PHOENIX REAILW HOMES, INC.
jTms�s:AjTm.sTpe
r]7J:b
V405487
Cptlonal)
"a Co.. . nes. 's. "inse, "
1 GAS =
.... ... —1 .. .1— — _'. .
Ease - 1:2517
1.4 led 11
2 3
w =
4
C4
a 7 6 We ee 5
2X4 11 U10 = ad
1 !:�;l 1
Plate Offsets (X.Y)— (4,0-3-8.0-3-01,16,0.3-8.0-1-81.[7,0-3-8.0-1-81
LOADING (par)
SPACING- 2-0-0
CS1.
DEFL.
In floc)
Valet
Lid
LATES GRIP
TCLL 40.0
Plate Gnp DOL 1.00
TC 0.77
Vert(ILL)
-0.13 7-8
-999
360
MT20 2441190
TCDL 10.0
LumberDOL 1.00
SC 0.63
Vert(TIL)
-0.19 7-8
�895
240
BCLL 0.0
Rep Stress Incr YES
WE 0.77
Hom(TL)
-0.03 4
n/a
rda
BCOL 5.0
Code FBC2014rFP]2007
(Matrix-M)
Weight: 69 lb FT = 0%
LUMBER -
TOP CHORD 2x4SPNo.1
BOT CHORD 2x4SPNo.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 8=773/Mechanlul, 4=773/0-2-15
FORCES. (lb) - Max. ComqpJMax. Ten. -All forces 250 (lb) or less eucept when she=.
TOPCHORD 1-8�73410,1-2�165910,2-3�165910,3,4=-1659/0
BOTCHORD 6.7=011659
WEBS 1-7=011609, 2-7-418/0, 3-6=-417/0, 4-6=011609
BRACING -
TOP CHORD Structural mad sheathing directly applied or 3-1-13 oe purlins. except
end verticals.
BOTCHORD Rigid wiling directly applied or 1G.O.0 Do bracing.
Mfrek recommends that Stabilizers and required cross bracing
be installed during truss emotion, In accordance with Stabilizer
Installation mulde.
NOTES-
1) Unbalanced floor live loads have been Considered for this design.
2) Plates checked for a plus or minus 0 degree rotation about its Center.
3) Refer to gurder(s) for truss to truss Connections.
4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4.
5) "Seml-rigid pitchlareaks Including heels" Member end fixity model was used in the analysis and design of this truss.
6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc; and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to
be attached to wells at their outer ends or restrained by other means.
7) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5aoin.
IN Vsz
0 ..........
Z No 68182
E OF
z
0 R I N
Joaquln Velaz PE No.68182
MrTek USA. Inc. R. Cert 6634
6904 Parke Ent Blvd. Tampa FL 33610
Date:
September 8,2015
AW�NG.V�Od�gnp�o��d�HOMS ONMS�DWCLWED��F�CEPAGE�7M�.OVIWOISBUO�ME
Design Vand rar use a* With Wak connectors. This dedgn Is based! any upon ponamelers sho,n, and Is for an hdVdual building cornponent.
AppUcabMtyofdmign��t����h�=flmOfm�nent�ms���ityot�Hdingde�gnw-noit�de�gnw.Bm�g�a,n
Is for lateral support ofindMcludweb marrilbasonly. Addiffisnal fernsarrarry bracing to have, staloffly during Construction Is the responsibility of the
� the bullafing designer. �srgemmrl
Welk'
enctor. Additional permanent lonscing of the overall structure ffie rostoondolity at �Idcroe re,ordfing
fislatoot.n. q..tty control. storage, dehear, areidion and lao.Ing. Consult ANSVII'll Quality �edo. D$BS9 and SCH Building Component
69" pairp. ast Bw.
Salslyinfornallon available rom Tries Plate Institute. 781 N. Lee Strind, Sule 312. Aleowsird, VA M14.
Tampa. FL 33610
a
Truss Type
Div
Ply
PHOMIXRE�W HOMES, INC.
W40WB
I
ro�b_
a.
ITms
MOOR
4
Job Bgkrenon (optional)
ui . �p. inim. m�. ... —, .,. I
ID:OgmAjBR759JKFb?dPTEghQyfggT-CsarDOB06TGq4mun]196ns9lcFmfttUpYpcnOyth6J
9-7-11
Seek, = 1:203
1.4
2 3
6 5 4
bet 4IS �41
LOADING (psf)
TGLL 40.0
TCDL 10.0
SCILL 0.0
BCDIL 5.0
SPACING- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Ina YES
Code FBC2014/TPI2007
CS1.
TC 0.44
BC 0.18
WB 0.55
(Matrix-M)
DEFL. in (too) Vdefl Ud
Vert(LL) -0.06 5 �999 360
Ved(TL) �0.10 5 �999 240
Horz(FL) -0.02 3 nfa n1a
PLATES GRIP
MT20 2441190
Weight: 46 to FT = 0%
LUMBER. BRACING.
TOP CHORD 2x4 SP No.2 TOPCHORD
Structural wood sheathing directly applied or 4-6.6 cc purfins, except
BOTCHORD 2X4 SP NO.2
end verficals.
WEBS 2X4 SP NO.3 BOTCHORD
Rigid wiling directly applied or 10.0-0 ad bracing.
MiTek recommends that Stabilizers and required cross bract
be installed during truss erection, in accordance with Stablil
REACTIONS. (lb/size) 1=51310-2-14.3=513/0-2-14
FORCES. (lb) - Mauf. CompJMax. Ten. -All forces 250 (lb) or less e=pt when shown.
TOPCHORD 1-2�126910,2-3�1126910
WEBS 1-5=0/1162,2-5=-49610,3-5=011162
NOTES.
1) Plates checked for a plus or minus 0 degree reunion about Us center.
2) Provide mechanics] connection (by others) of truss to hearing plate at joint(s) 1, 3.
3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
4) Recommend 2x6 strongleacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3.1 Old (0.131"
X 7) nails. Strong backs to
be attached to walls at their outer ends or restrained by other means.
5) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001m.
I it,
% %%Oj
oUIN
N 0 68182
E F
IF
It if
6904 Parke Ent Blvd. Tampa R. 33610
Date;
September 8,2015
A 1,Y&FINING. Venflydedgepanumders MIFAUEAD NOTES ON THISitfl[) INCLMED���CEPAGEMP7M� OV162015BEFOINE USE.
Deigh vard far III onlywith Mffek conneclon, Tb� deign b bened only upon parameters sh�. and% for on inilmdual building component.
Appkablity or deign ponarneten ard! ptoerInce,eciation of component h necarmbility of bulding dedgme- not true, okolgrer. Bracing ph�
Additional temparety Lending tolroure stalflitryderng commuction h the res,poretor lity of the
Welk'
ereclaII,. Addtionalp�nenl�c�gofffieovemUs�ctm6tereVo�bMtyofffiebuldingdo�gner.F�gm�l�ldan=r�Odhg
quafflycantrot starag% deliver,. ereetion and brocimg. coneell ANSVTPII Chnifly CA.d., DSB49 Imd SCSI 11.11din, C..,.n.M
6901 psou, Ebg BIW.
So" Informoffon available from True Plate trefitute. 781 N. Lee Street. Wle 312 Alouandida. VA ZOI 4.
ramp. FL 33610
Tru..
Truss Type
Qty
Ply
PHoEp`
PHOENIX REALTY HOMES, INC.
TI`40US9
Flob"
29241
FT07
FLOOR
4
1
Job Reference
aao�... ne.. rx. r—w. rL —
4.1-9
I ExS =
2x4 11
4
244 11
U4
3
0�2
am. = 19.9
1%6
Plate Oftets(X.Y)— 11-G-1-8.0-2-12U20-3-0.0-0-81
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL. in (loc) Vdefl L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.52
Vert(LL) 0.00 4 — 360
MT20 2441190
TCDL 10.0
Lumber DOL 1.00
Be 0.05
Vert(TL) -0.01 3-4 �999 240
BCLL 0.0
Rep Stress Ina YES
WS 0.00
Hoa(TL) 0.00 n/a n/a
BCDL 5.0
Code FBC2014[TP12007
(Matrix-M)
Weight: 21 Ity FT = 0%
LUMISER-
TOPCHORD 2x4SPNo.2
BOT CHORD 2x4SPNo.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=211/0-2-15.2=21110-2-14
FORCES. (lb) -Max. Comp./Max. Ten. -All forms 250 (lb) or less except when shown.
BRACING-
TOPCHORD Structural wood sheathing directly applied or 4-1-9 oc, puffins, except
end verficals.
BOTCHORD Rigid wiling dfrectly applied or 10-0-0 oc bracing.
FM MiTek recommends that Stabilizers and required cross brac7ing
be Installed during "as erection, in accordance with Stalpil_.r7�
In
installation aulde.
NOTES-
1) Plates checked for a plus or minus 0 degree notation about its center.
2) Provide mechanical connection (by others) of truss to bearing plate at jomt(s) 1, 2.
3) 'Serd-rigld pftchbreaks Including heels" Member end fouty model was used In the analysis and design of this truss.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nalls. Strongbacks to
be attached to walls alitheir outer ends or restrained by other means.
5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
"t,%jiIIIIIIIIIII,
QUIN
No 6818
E OF
4-U z
OR I'D..'
J. *"**"*
0 N A I.-
4`111111111 It
doaquIn Velaz PE No.68182
MITelk USP, Inc. F. Gert 6634
6904 Parke Ent Blvd, Tampa R. 33610
Date:
September 8,2015
A WMLMMs. Verify dmJgn pmenefoa, end PEAS MOMS ON TAIS AND INCLUDED MIM REFE�m PAGE W-7V3 nn, OVIM015 BEFORE ME
Dom,,n velld lax m orIl Wth Wiffel, comnecta� Ih1I denign Is leaoul any uPon oparn.t.o0h. and h Iw an IndiAdud bufld� com,enart.
Appq�.bllny of dtagn crarnaten, and oPe, i�caIeratfon of ccn�onent b m,00mbEl, at building de�gner - not Ina, deegn.r. Bracing x1n.,m
Addlitand to mome stablIty, durng comtruclion Is Me rasoarsill,011"t the
MOW
eIeClam Addifional Permanent bnClm� of Me 0�amj nnjctm m Me mV=blty of the building designer. � Ueneml guicam,e regamling
falarioation. quality controt storage. dereery. ereefion and ImccIng. casult ANSINII Quallly Cdfaxa, DSB49 and Bal Building component
n04 Pank. Eadt 8W.
Solet/Inforeaffan �ilable fromhuss Plate Imfitute. MIN. Lee Smeet, Suite 312, Alexandia. VA 22314,
Tamp. FIL 33610
Symbols Numbering System � A General Safety Notes
PLATE LOCATION AND ORIENTATION
13 - Center plate on joint unless x, y
Z4 offsets are indicated.
5EDimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0 -Ivi g,
For 4 x 2 orientation, locate
plates 0- la' 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.
PLATE SIZE
The first dimension is the plate
width measured perpendicular
4x4 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
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI[TPII: 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.
6-4-8 dimensions shown in ft-in-sixteenths
(Drawings not to scale)
2
3
BOTTOM CHORDS
8 7 6 5
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
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-T31 1. ESR-1 352, ESRI 988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Failure to Follow Could Cause Property
Damage or Personal Injury
I . Additional stability bracing for truss system, e.g.
diagonal or X-brocing, Is always required. See BCS1.
2. Truss bracing must be designed by an engineer. For
wide twn spacing, Individual lateral braces themselves
may require bracing, or alternative Tor I
0 bracing should be considered.
W I
0 3. Never exceed the design loading shown and never
M
C) stack materials on Inadequately braced trusses.
a-
0 4. Provide coplies at this truss design to the building
designer, erection supervisor, property owner and
all other Interested parties.
S. Cut members to bear lightly against each other.
6. Place plates on each face of truss at each
joint and embed ful Knots and wane atjoInt
locatl( - t-d by ANSlfTPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPl 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber IS a non-structural consideration and is the
responstolillity, of truss fabricator. General practice is to
camber for dead load deflection.
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 purrins provided at
spacing Indicated on design.
14. Bottom chords require lateral bracing of 10 It . spacing.
or ten, if no celing Is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
0 2012 MiTeIk@ All Rights Reserved
Will a
MiTek Engineering Reference Sheet: Mll-7473 rev. 02/16/2015
16. Do not cut or alter truss member or platewlthout prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture In accordance with
ANSVIPI I Quality Crite4G.
W
Lumber design values are in accordance with ANSIrrPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTek' SCANNED
RE: 29242 - PHOENIX REALTY HOMES, INCSt- Luclecon"ti, MITek USA, Inc.
Site Information: 6904 Parke East Blvd.
Customer Info: PHOENIX REALTY HOMES, INC. Project Name: LOT 6 QUEENS 16RAISLU'VeTMODEL B, ELEV I - 2r
LottBlock: 6 Subdivision: QUEENS ISLAND
Address: LOT 6
City: FORT PIERCE State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City: State:
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2014/TPI2007 Design Program: NfiTek 20/20 7.6
Wind Code: ASCE 7-10 [All HeighH Wind Speed: 160 mph
Roof Load: 55.0 psf Floor Load: 55.0 psf
This package includes 35 individual, dated Truss Design Drawings and 0 Additional Drawings.
VVith 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.
I Seal#
ITruss Name
I Date
I No.
I Seat#
ITruss Name
I Date
11
IT7403144
-(;J1
19/8/015
118
1 T7403161
IFT16
19/81015
12
IT7493,1M
19/81015
119
IT7403162
IFT17
19/81016 1
13
1 05 46
1�942
_CJ3
.. 1155
0
T7403163
IFT18
19/81015 1
14
IT7403147
I-E.15
1 !V10
12Z1
lT7403164
IFT19
9/81015 1
16
IT7403148
1 -1-1,15
19/8/015
122
IT7403165
I G01
19/81015 1
16
IT7403149
JF01G
19/81015
123
IT7403166
I G02
19/81015 1
17
IT7403160
I FG04
19/8/015
124
IT7403167
I G03
9/8/015
18
IT7403151
I FG05
19/81015
125
IT740531 �B
3:04
9/8/015
19
IT7403152
I FG06
1918/015
126
17740 1 65
1205
9/8/015 1
110
IT7403153
I FT08
19/81015
127
IT7403170
I G06G
19/8/015 1
Ill
IT7403154
I FT09
19/81015
128
IT7403171
I G07
19181015 1
112
IT7403155
IFT10
19/81015
129
IT7403172
I G08
19/81015 1
113
IT7403156
IFT11
19/8/015
130
IT7403173
I G09
19181015
IFT12
19/8/015
131
IT7403174
IG10
19/81015
11154
IT7403157
ff4 0�
T! 3
98/Q 1155
?
-1`7403 175
IG11
19/81015 1
116
IT746311§5:
1 FLT1
i�1810
153 3
!T7403176
IG12G
19181015 1
)31160
IFT15
I qaoi5t34
--L—
T7403177
I MV2
1918/015 1
The truss drawing(s) referenced above have been prepared by MTek
Industries, Inc. under my direct supervision based on the parameters
provided by East Coast Truss. I
Truss Design Engineers 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 ANSIrl-PI-1, Chapter 2.
%%
%% Ns..A ... q 4
V� E N S,6�
8
0
44/
STATE OF Z
4
...OR\ V.. N
ONAI-e %%%%
"J"fill 11110,
F --J
L Cert. 6634
September 8,2015
Albanii, Thomas I of 2
RE: 29242 - PHOENIX REALTY HOMES, INC.
Site Information:
Customer Info: PHOENIX REALTY HOMES, INC. Project Name: LOT 6 QUEENS ISLAND Model: MODEL B, ELEV I
Lot/Block: 6 Subdivision: QUEENS ISLAND
Address: LOT 6
City: FORT PIERCE State: FL
iNo. ISeal# ITruss Name I Date
135 IT7403178 I MW 19/8/015
2 of 2
Truss
Truss Type
ly
PHOENIX REALTY HOMES. INC.
T740314
[Job
9242
_CJH
I J.Ik-Opsr
IQ
8
�Ply
Job Reference (opt man
East Coast Truss, Ft. PJe=, Fl. U94B
7.630 Ju1282015MffekIndufIixs,In . Tueas,0809:14:522015 Paget
I D:OgmAJBR759JKFb?dPTEghQylggT.HqRbd _ pjaDBDqofYKUfhwdwZB"IfKl?yflQn
11,06
as
1, 9
Scale - 1:8.2
LOADING (pso
TCLL 20.0
TCDL 15.0
BCl,L 10.0
BCDL 10.0
`CNG_ 2;0-0
SPA
.25
Plate Grip DOL 5
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC20i4frPl20O7
CS1.
TC 0.53
13C 0,09
VVB 0.00
Matrix-M)
DEFL. In
Vert(LL) 0.00
VerfiCTIL) 0.00
HorzCTL) 0.00
([cc) Udell Ud
6 �999 240
6 �999 180
2 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 9 lb FT = 0%
LUMBER-
BRACING.
TOPCHORD 2x4 SP No.3
TOPCHORD
Structural wood sheathing directly applied or 1-0.0 cc purlins.
BOTCHORD 2x4 SP No.3
BOTCHORD
WgId calling directly applied or 10-D-O cc bracing.
OTHERS 2x4 SP No.3
MiTek recommends that Stabilizers and requital UOSS bracing
be Installed during truss erection, in accordance with Stabilizer
Installation aulde.
REACTIONS. (lb/size) 3=-23/Mechaniml,2=29610-8-13.4=.44IMechanicaI
Max Hart 2=99(LC 8)
Refer to MiTek"TOE-NAlUl Detail for Connection to
Max Uplift3-23(LC 1), 2-319(LC 8).4=-44(LC 1)
supporting Carrier truss (typ all applicable jacks on this job)
Max Grav 3=45(LC 8), 2=296(LC 1), 4=70(LC 8)
FORCES. (11a) -Max. Comp./Max. Ten. -All forces 250 (lb) or less
except when sham,
NOTES-
1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph: TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D: Encl., GCpi=0.18; MWFRS (directorial); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 pid bottom chord live load nonconcument with any other live loads.
4) - This truss has been designed for a live load of I O.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tell by 2-0-0 wide will
= O.Opsf.
fit between the bottom chord and any other members. with BCDL 1
5) Refer to girders) for truss to truss connections.
others) of truss to thearing Capable of withstanding 23 lb uplift at joint 3, 319 He uplift at joint 2
6) Provide mechanical connection (by plate
and 44 fto uplift at joint 4.
% ......
E
7) "Semi-rigld pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss.
3 80
:ra: Z
E '411
FL C;rt. 6634
September 8,2015
AWARNING - Vivir, east, oxims.f.. and READ NOTES ON MS AND INCLUDED MIrEK REFERIVICE PAGE 01-743 . OVIWO15 BEFORE USE
Design �.Iidl far us. mit, Win Minsk conne.t.. This design a based only man ponernoten, shown. and 4 far an Individual building component.
Applicabillyaf design Parameters and Proper Incorporation of component a nopionablity, of building designer -not Was designer. Bracing anom
1, far of roMdud web manne.rs ndy. Additional temporary mccing 10 trams stalofty during acnatinuclion Is the responalblifity of the
M!Tek
erecto� Additional permanent bmchg of the overall structure Is the nerpomilathY of the bufldirg designer. For general guidance regarding
fabrication. quality cordial. storage. deWery. election and bracing. consult ANSUTPII Quality Viedo, DSII-89 and BCS1 Sending Component
SSU Plains East BA.
SaletyInfoareflon available famTruss Plate Inallute, 781 N. Lee Street, Suit. 312. Alk,..ndf.. VA M14.
Tampa. Fl. 32610
Job
Truss
Dry
PHOENIX REALW HOMES, INC.
V403145
29242
-CJ2
1
�Ply I
�
JOU Ft9fereflot, (Ort(Onan
East Coast Truss, Ft. Plana. Fl- asING
34 11
2.1.0
;-i—�
7.630 a Jul 28 2015 M7.1, Indtahri... I= Tuo Sep 08 09:14:52 2015 stiffs 1
ID:OgmAlBR759JKFb?dPTEghQylggT-HqRbdbZ_4_OPJaDBD!iofYKbch�Z044M?YfiQn
Scale = 1-10.3
Plate Offsets (X.Y)— 14,0-3-12.0-1-BI
LOADING (psl)
SPACING.
2.0.0
CS1.
DEFL. in
(too) Well Ud
LATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.08
Vert(LL) -0.00
4 �999 240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.07
Vert(TL) -0.00
3-4 �999 180
BCLL 10.0
Rep Stress Ina
YES
WB 0.00
Horz(T-) -0.00
2 TUG rate
BCDL 10.0
Code FBC2014rrPI2007
(Mildrix-M)
Weight: 7 Ib FT - 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOPCHORD
Structural wood sheathing directly applied or 2-1.0 Do purlins, except
BOTCHORD 2x4 BID No.3
end verticals.
WEBS 2x6 SP No.2
BOTCHORD
Rigid wiling directly applied or 10-0-0 DO bracing.
MiTelk recommends that Stabilizem and required cross bracing
be installed during truss erection, In accordance with Stabilizer
Installation guide,
REACTIONS. (lb/size) 4=81/Mechani�1,2=57/Mechani�1,3=23/MechanicaI
Max Hom 4=68(LC 8)
Max LJidlftA=-14(LC 8), 2=�511(!-C 8),3�9([-C 8)
Max Grav4=87(LC 13), 2=60(LC 13), 3=37(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL-3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D: Encl.. GCpi=0.18; MWFRS (directional); canfilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its Center.
3) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads.
4) ' This truss has been designed for a live load of 10.Dpsf 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 any other members, with BCOL = 10.0psf.
- 5) Refer to girder(s) for truss to truss Connections.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 14 lb uplift at joint 4. 51 lb uplift at joint 2
and 9 Its uplift at joint 3.
7) "Semi -rigid pitchlarealks Including heels" Member end fixity model was used In the analysis and design of this truss.
J-
A I
..... %
0.
39
380
ATE
10.
L910N
FL Cert. 66
September8,2015
WARIVING - Vamy deston axasma.. and READ NOTES ON Thas AM INCLUDED WEK FU5FERANCE PAGE M11-7473 . OWMOI$ BEFOAT USE.
Design vuld for use onY Wth Wait connectors. This design Is based only upon patameters she", and 4 for an Individual building comr,sonent.
my
ApplicalbIty of design paramelers and "per Incoraoration of component 4 respansiblUty of building designer - not truss drogner, Bracing sho�
is for lateral Support of bdMd..l ,eb marnbein anty. Addtional fiemorabrachg to Ina.re liability dudng construction Is the repsordbUly of the
MiTok'
erector. Adiddlond Pormu.madt bna.i,g of the overatl structure 6 the resamObafty of the building designer. Far genshol guidance regandIng
falb6colion. quality controd, storage deiive� erection and bracing. consul ANSVYPII gunny Werfis, DR-89 and h0l Building Component
69N park. East OWL,
Stsatraherrustims ndd.. VA 22314.
T..P.n 33610
GO-
Job
Truss
Truss Type
qty
ply
PHOENIX R�W HOMES. INC.
77403146
29242
1 7
Job Refenence, (optional)
East CoaM Truss. Ft. Pieroe, FL SIMS
7 630 a Jul 28 2015 Mffek Industries, Ina. TUG oup U. .... .. go i
ID:OgmAJBR759JKF�?dPTEghQylggT-11 ?m3ctH8GxkoKnPE1 CitfP5GhfOREJMOuHRyflQm
3�0
3.0.0
Scale: 1'=I'
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL. In
(too) Well L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.53
Vert(LL) -0.00
8 �999 240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BIC 0.10
Vert(TL) -0.01
4-8 -999 180
BCLL 10.0
Rep Stress Ina
YES
Wit 0.00
Horz(TL) 0.00
2 n/a rda
BCDL 10.0
Code FBC2014frPI2007
(Matrix-M)
Weight: 15 lb FT = 0%
LUMBER.
BRACING -
TOP CHORD 2x4 SP No.3
TOPCHORD
Structural wood sheathing directly applied or 3-0-0 oc puffins.
BOTCHORD 2x4 SP No,3
BOTCHORD
Rigid uiling directly applIed or IG-0-0 Dc bracing.
OTHERS 20 SP No.3
F n�fi:' ek recommends that Stabilizer, and required cross tracing
in nstalled during truss erection, In accordance with Stabilizer
stallation guide. . .
REACTIONS. (lb/size) 3=66/Mechanimi, 2=316/0-8-0, 4=23/Mechanlcal
Max Horz 2=146(LC B)
Max Upt1ft3=-44fl_C 8), 2�250(LC 8)
Max Grant 3=70(LC 13), 2=316(LC 1), 4=43(LC 3)
FORCES. (11b) -Max. CompJMax. Ten. - AJI forms 250 (lb) or less except when shown.
TOPCHORD 2-3�279/103
BOTCHORD 2-4�971264
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-sewnd gust) Vasd=124mph; TCDL=9.Cpsf, BCDL=3.Cpsl; h=15ft; B=45ft; L=241t; eave=4ft; Cat. 11:
Expi D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed: Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads.
4) - This tru ss has been designed for a live load of 1 O.Opsf on the bottom chord In all areas where a rectangle 3�6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 0.0pusf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanIcal connection (by others) of truss to bearing plate capable of withstandin g 44 lb uplift at joint 3 and 250 go uplift at joint
2.
7) "Seml-rigId pitchbreaks Including heels" Member end fixity model was used In the an alysis and design at this truss.
" 01111111110111
%% A.
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ATE 441 Z
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FL Cert. 663=4
September 8,2015
INAMING - Vahrydssufmpgnvra..�d�D NOTES ON MSAND INCLUDEOMITEK REFEIZANCE PAGE M11-703 ns' OVIMONSBEFORE USE
Deslgnwlld forest onlyWth Wel,connectcas. M�de�gn'mbmedcnlywmparcmetensho� andU foranindividuallounaing component.
Arsoli of design cUcam.1tm;.ncI Wcp�,h�omtionofcomponwt'mmpombffityotbuldhg designer-noll trundeuigner. Bracing sho�
Is for lateral Gapped of individual �lb memba� only. Additional tempore, bracing to Insure Meetly dudng construction Is the noponsibUty of the
MITOW
Greater. Addlional permanent bracing of the overall structaus Is the res,pansibility of the building designen Forgeneral Vidonee regarding
f.tifoollon. quality nt,.L storage, d.r,.,. erection and teachng, consult ANSI/11`11 Quality Criteria. DSB.89 and DOI BuIlding Component
69N Portat, East BW.
S.fatyA.I.mxAk,n
Tampa. Fl. 33610
Job Truss
Truss Type
Qy
Ply
PHOENIX REALT`( HOMES. INC.
1
T1403147
29242 _EJ5
Jaok4,n
1 12
East Coast Truss, FI. Plains. FL U946
LOADING last)
SPA
'GNG'
';0
CSI.
DEFL.
In
(too)
War
Ud
TCLL
20.0
Plate Grip DOL
iE
TC
0.53
Vert(LL)
-0.02
4-8
>999
240
TCDL
15.0
Lumber DOL
I
BC
0.29
Vert(TL)
-0.05
4-8
-999
180
BCLL
10.0
Rep St'SCS fter
Y �2S
We
0.00
Horz(T_)
0.00
2
n/a
il
BCDL
10.0
Code FBC2014rrPI2007
(Matril
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD Zx4SPNO.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 3=125/Mechani�1,2=415/0-8-0,4=45IMechanimI
Max Hom 2-i95(LC 8)
Max JpIfi13=-94ft_C 0), 2�277(1_10 8)
Max Gram, 3=127(LC 13). 2=428(LC 13),4=76(LC 3)
FORCES. (lb) -Max, CompJMax. Ten. -All forces 250 (lb) or less except when show.
TOP CHORD 2-3�427192
BOTCHORD 2-4=167ffill?
Scale - 1:15.7
PLATES GRIP
MT20 2441190
Weight: 21 Ila FT = 0%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 5-0.0 cc puffins.
BOTCHORD Rigid Calling directly applied or 1 D-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) Wnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.0psf. h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its Center.
3) This truss has been designed for a 10.0 pet bottom chord live load ncricioncument with any other live loads.
4) - This truss has been designed for a live load of 1 O.Opsf on the bottom chord In all areas where a rectangle 3-60 tall by 2-0-0 wide will NS A
fit between the bottom chord and any other members, with BCDL - 1 D.Opsf. .......
5) Refer to girder(s) for truss to truss Connections. 0 EN*'
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 94 Ita uplift at joint 3 and 277 lit uplift at joint �K
2.
7) "Serill-rigid pitchlareaus Including heels" Member end fixity model was used In the analysis and design of this truss. -W6 3938
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ONA'l-
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F FL
September 8.2015
,& HOURNINO - Verily dl narn.a. ad FIELD NOTES ON MS AND INCLUDED AUTEK FIEFERANCE PAGE Affl-Wil rel. OVIM015 BEFORE UME
Design valid far use OnIf Wth wit conneatch. This deagn *a based only u,con poemOters 0,0�. and Is far an Indl,lCu.1 buirding c.moorent.
ME
Applicability Of design ocearn.t.. and Proper 1runuporatiOn of conalconent Is resporealfity of building designer - not true designer. Shooting sno,vr,
Is for lateral support of hall web members only. Additional temporary brocl,g to Insure liability during conalrin.ction a the hasponsitallity of the
Wele
orector. Additional Demorent brocing of the Overall structure Is the hupomilbilify of the building deagner, For general gvldcnce researding
f.lbutc.flum W.Ifity c.ntmIL storage, dellwiv erection and laracing. consult ANSUTPII QUOR, Criteria, DSB.89 and DOI BuRdIng Component
69Dt Pines am Blad.
Safety Inforthation avalIcIble lromTruss Plate Institute. 781 N. Lee Street, Suit. 312, AleandHO, VA 22314.
TaaPAFL 33610
Job
Truss
Truss Type
Dry
PHOENIX REALW HOMES. INC.
Tf40314B
29242
1 -11,15 1
Diagonal Hip Girder
4
IPly 1
1
Job Baderence (optional)
eaSt Coast Truss. Ft, Pierce, FL 3494s 7.63I)sJuI28201510nekindushres Inc TUe..Pu.av,..". 'a",
10:OgmAjBR759JKFb?dPTEghQylggT-DDZL2H4Ebbd7i�NXL7lGkZPsCUZhOSHNXOBRptyflQI
_2 2
,:11,5 �O.o I
V114 4.1�0 Z"N
2.4 11
LOADING (pso
SPACING.
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
15.0
Lumber DOL
1.25
BCLL
10.0
Rep Stress Incr
NO
BCDL
10.0
Code FBC2014/TPI2007
CS1.
DEFL.
In
(too)
Udefi
Ud
TC 0.39
Ver-fil-L)
-0.07
7-11
s,999
240
BC 0.31
Vert(TL)
-0.13
7-11
>637
180
WE 0.09
Horz(TQ
0.01
3
n/a
n1a
(Matrix-M)
Scale = 1:19.3
PLATES GRIP
MT20 244/190
Weight: 33 to FT = 0%
LUMBER- BRACING-
TOPCHORD 2.x4 SO No.2 TOPCHORD
Structural wood sheathing directly applied or 5-8-4 Go puffins.
BOTCHORD 2x4 SP No.2 BOT CFiOkD
Rigid wiling directly applied or 1G-0�0 oc bracing.
WEBS 2x4 SP No.3
MITek recommends that Stabilizers and required cross bracing
OTHERS 2x4 SP No.3
be Installed during truss erection, in accordance with Stabilizer
installation guide.
REACTIONS. (lb/sIze) 5=-8/Mechanical, 3=368/0-B-0, 6=201/Mechanicel, 8=0tMechanical
Max Hom 3=223(LC 17), 8=301(LC 24)
Max Uplift5=-46(LC 17), 3=-198(LC 8). 6�1 74(LC 8)
Max Grant 5=1 1 2(LC 19), 3=587(LC 28), 6=241 (I-C 17)
FORCES. (lb) - Max. CompJMm. Ten. - All forces 250 (Ift) or less except when shown.
TOPCHORD 1-2�2871258, 2-3=-2801267,3-12=-1010/364
BOTCHORD 3-14�386/1013
WEBS 1-8�223/301
NOTES-
1) What: ASCE 7-10; Vult=160mph (3-second gust) Vasd=:1 24mph: TCDL=9.Cpsf; BCDL=3.Opsf; h=15ft; B=45ft; L=2411; eaveculft; Cat. 11;
Exp D; Encl., GCpI=0.1 8: MWFRS (directional); Cantilever left and right exposed ; end vertical left and fight exposed: Lumber DOL=1.60
plate grip DOL=1.60 fL%J it I I I I I fill.,
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable. or consult qualified building designer as per ANSIrrP 11. NIS
3) Plates checked for a plus or minus 0 degree rotation about its Center.
E
4) Gable studs Spaced at 2-0.0 oc. �,\cE
5) This tress has been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads.
6) - This tress has been designed for a live load of I O.0psf on the bottom chord In all areas where a rectang Is 3-6-0 tall by 2-0.0 Wide will
3938
fit between the bottom chord and any other members, with BCDL = I O.Opsf.
7) Refer to girder(s) for truss to truss Connections.
8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 46 It, uplift at joint 5, 198 to uplift at joint 3
and 174 lb uplift at joint 6.
9) "Sarnkrigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
TE
10) Hangens) or other connection device(s) shall be provided sufficient to support concentrated load(s) 120 go down and 122 lb up at
Al
1-3-15. 120 He down and 122 lb up at 1-3-15, and 111 bdown and89 Its up at 4-1-14, and 111 Ita down and 89 It, up at 4-1-14 on top ^N
I
chord, and 68 Ita down and 83 to up at 1-3-15, 68 In down and 83 Ili up at 1-3-15, and 24 Ita down and 21 lb up at 4-1-14, and 24 b
down and 21 to up at 4-1-14 on bottom chord. The design/selection of such Connection devices) is the responsibility of others.
11) In the LOAD CASE(S) section, loads applied to the few of the truss are noted as front (F) or back (B). 'fill 1 111114%
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increaserzl.25, Plate Increase=1.25 F FEEert. 663:4
September 8,2015
Continued on pace 2
WARNING - Mentlydaulgaparensefen; andREADNOTES ON THIS AND INCLUVED MITEK REFERANCEPAGEAVI-7473 rev. OVIMO15 BEFO� USE
Design val d far use ontV with Mirek ccennecton. We design is based arty upon parameters shov,m, and is foron Individual building component
AppificoloNtY of design parameters and properincorponotion of Component Is reeponsitelity of bulding designer. not free designen Bracing shown
Is for lateral second of Individual wake members only. Additional tempo" brocing to Insure stability during construction s the responsiblitty of the
MiTek'
arecton Additional permanent bracing of the overall structute is the responsibility of the building designer, For general guldoruce reatorai
fabrication. quality central. storage. detvary. eneCtion and brocing. consult ANSMII Costly Others, DSB-89 and Bat Bulkiing Component
69M Parks East Blvd.
Saftsfyinformadon available homTms Plate Institute, 781 N. Lee Street Svila312, Ale,candid., VA 22314.
T..p.. Fl. 33610
I
Job
Tws"
T
Oly
PHOENMREA1.W HOMES, INC.
�403146
29242
-HJS
I Diagonal Hip Girder
4
�Ply
Job Reference (optional) -
East Coast Truess. Ft. Perols, FIL 34945
LOAD CASE(S) Standard
Unifitern Loads (pff)
Vert: 1-5-70, 6-9=-20
Concentrated Loads (11b)
Veit: 12=101 (F=50, S=50) 13=67(F=33, B=33) 14=87(F=44, E=44) 1 6=1 l(F=5, B=5)
7.6iH) a Jul 28 2015 MiTek Internal. In. Tur, Gap 05 uv:,o:tm 'u'. age ,
ID:OgmAjBR759JKFb?dPTEghQylggT.DDZL2H4EbbG7ZuNXL7lGkzPsCUZhOSHNX08RptyflCiI
—e
WAAMING - Verify divall. parcerefors and PLEAD NOTES ON THIS AND INCILMDED MITEK REFEF?aINCE PAGE PIRAW3 mr,,. OVIM015 BEFO� USE.
Design wand for use only with Mfick connectors. Pra design Is bmed only upon poreanneten, shosswn, end is for an Individual build no component
Applicability of d.l,,t parearrultis, and prow incouporatict of component B responsibility of building designer - not truss designer. Bracing ducyrrl
Is for lateral support cifinoMded web me". ony. Additional teencturar, brocIrti? to insure reply during constructions the resporcibrity of the
M!Tek*
enactor, Additional parrinanent banecTng of the meet structure 4 the responsibility of the build ng designer. For general guidance regarding
folaricaflon, quality central, donarge. dethrery. emotion and brocarg, consullt ANSI/TP1I Quality Criterla, DSB-89 and 5CSI Bogor, Conoponent
69M Form, Eact Buys.
Safety Inforrination waloble InonsTruss Plate Insfiffele, 781 N. Lee Streal. Sule 312. Alaeoncria, VA M14.
Intel FL 33610
East Coast Tal Ft. Pierce. Fl. U946
ID:Ogm
5_0_0
5_11.0
4,dI =
I'Mill
a Jul 28 2015 Minor Industries.
Sul. = 1:29,3
led 11 3x1O �
LOADING (Pat)
SPA
'C'Nr
J'
2-0-0
CS1.
DEFL. In
(too) Udell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOLL
1.25
TC 0.57
Vert(LL) 0.15
7-8 �999 240
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BIC US
Vert(TL) -0.26
7-8 �693 180
BCLL 10.0
Rep Stress Incr
NO
WB 0.90
Horz(TL) 0.05
6 n/a n/al
SCDL 10.0
Code FBC2014rrP[2007
(Matrix-M)
Weight: 71 111 FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOPCHORD
Structural mod sheathing direetly applied or 3.2-6 Do purims, except
BOTCHORD 2x4 SP No.2
end verticals.
WEBS 2x4 SP No.3
BOTCHORD
Rigid calling directly applied or 4-10-0 Do bracing.
OTHERS Zx4 SP No.3
M7iek remmmends that Stabilizers and required cross placing
be installed during truss erection, in acmidance, with Stabilizer
Installation guide.
REACTIONS. (lb/size) 6=1144iMechaniml,2=145910-8-0
Max Horz 2=197(LC 8)
Max Uplift6=.5B3(LC 5),2�846([_C 8)
Max Gral 174(LC 25), 2=1459(LC 1)
FORCES. (11s) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�2916/1506, 3-13�226311152,13-14=-226311152.14-15=-2263/1152,
4-15�226311152, 4-16�226311152,16-17=-2263fll52, 5-17�226311152. 5-6=-1074/594
BOTCHORD 2-8�144212670, B�18=-1473/2735.18-19=-1473/2735,7-19=-1473/2735
WEBS 3-8-406/856, 3-7�5421380, 4-7�520/394, 5-7�1 210/2367
NOTES-
1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opst, BCDL-3.Opsf, h=15ft; B=45ft; L=2411; eave=4ft; cat 11;
Exp D; Encl., GCpI=0.18; MWFRS (directional); wntilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip
DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Plates checked for a Plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 pelf bottom chord live load nonconcument with any other live loads.
5) * This truss has been designed for a live load of 10.0psf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechaniml connection (by others) of truss to bearing plate capable of withstanding 583 lb uplift at joint 6 and 846 Ita uplift at
joint 2.
8) "Semi -rigid pitchbreaks including heefs" Member end fixity model was used in the analysis and design of this truss.
9) Hangel or other connection device(s) shall be provided sufficient to support concentrated load(s) 132 Itt down and 126 lb up at 5-0-0,
1321ticlownans:112611buitat 7-0-12,1321bdom and 126 ftrup at 9-0-12, and 1321bdown and 1261taupat 11-0-12,andl321bdom
andl261bupat 13.0-12 ontop chord, and 784 lb down and 492 Isup at 5-0.0,371bdom and 7 laupat 7-0-12,37]bdomand7lb
upat 9.0-12, and 371bdown and7lbupat 11-0-12, and 3711bdown and 71buipat 13-0-12 on bottom chord. The design/seleclion of
such connection device(s) Is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the few of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
6"1 .
ATE
0 R I
)NAU
111111111111111
F7�Eert.
Septe m ber 8,2015
continued an Dane 2 - — — — — - -
& WARNING. Verstfdeal,,surnmeam, andRUEAD NOTES ON INS AND INCLUDEDANTEK REFERANCE PAGEAVI-7413 mi, 02116201SBEFORE USE
Design valid for use any �m Mlek connectors. This design is based only upon parameters shown, and Is foran IncMdual bVildng component.
Lai'
Applicability of duaign Parameters and Proper ricarponct.il of camp.lont n,op-relpflitY of building designer- not tmA designer. Bracing shown
Is for lateral support of�dlltiduxsl wela mernaes; only. Additional lamptcar,rorcl to Innee sfolorily duiing canshiction b the responsibility pith.
MiTek'
enectm, Additional permanent lamulg of the o%,erall structure, is the resporrablity of the bulill designer For g.n.rcl g.id.nuneg.rcumg
f.lpri..fimn, all control, storage, delivery, aredlon and ismoing, consult Adel Quaffly Culleflo, DPB-89 and 1101 Building Component
69M Parker East 1".
safety Information available forl Plate institute, 781 N. Lee Street, state 312, Alexandra, VA 22314.
Tampa. R 33610
0
1-7403149
PJb ��
29242
�Twss �Trpss
POIG
�Type ��Otypiy
HALF HIP GIRDER
1
�PHOM�R���HWE8.11NO.
1
, , g not
Job BoMmoo footions.11
East Cape Tall Ft. Plece. Fl. U946
7.5m a Jul 28 2015 sell Iflausharls, in' 1 jr, cap vB 09, 14,55 2015 Page 2
ID:OgmAjBR759JKFb?dPTEghQylggT-hP7jGd5sM�O A2yjuqHVHAY?Hum?7WWmgLLKyROk
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increal
Uniform Loads (plf)
Vert: 1-3�70, 3-5=-70, 6-1 0=-20
Concentrated Loads (11b)
Vert: 3=.55(8) 8=-784(B) 14-55(8) 15�55(15) 16=.55(B) V-55(13) 18�25(B) 19=.25(B) 20=-25(B) 21�25(B)
A WARNING - Vanity assets. panerma. ard READ NOTES ON INIS AM INCLUDED AUTEK REFERANCE PAGE ASI-7473 . OVIMOIS BEFORE USE.
Design wild for Use or"th Wek cohnectca. I'M design b based onY uWn parameters sil and Is for an Individual bulding component.
Applicability at dolign Parameters and proper Incorporation of component *4 naicomblifil of building designer � not lruz designer. Bracing sho,m
is for later0l support ofIrdg�dvcI mb members only. Additional tempoparruceing to Insure stability during construction %the responsibility of the
MiTek'
erector. Adefifional pennorent bmaing of the overed structure Is the responsibility of the building designer, For general guidance regaerclarg
fabrication. quality coal storage. derI creation and bra.1r,g. com.1t ANSVII'll Clearly Crill DS349 and 801 BuIll C.resasnuert
69" Polar, East 3W.
Safety Information avorable from"Fruss Plate Institute 781 N. Lee Stmet, Sure 312, Alupeandria. VA 22314.
Tampa. Fl- 33610
Job
Truss
TrussType
ty
PHOEnVX REALTY HOMES. INC.
T74D315D
29242
FG"
FLOOR
�Q
1
1ply 4
East Coast This$. Mine, FL 3,1946
i 1�
L
3xlO 3XS 3x4 1A 11
I 4xB 2 3 4 5
24 HUS26 HUS2B 6XIO M16SKS itas HUS26 3xS 13 3312
4X8 2.4 11 2.4 11 4A
HUS28 SX8 3X4 HUS26 HUS26 HUS26
5X12 = ads
HUS26 HUS25 HUS26
Plate Offsets (X,Y)-
f.WU $JujZ5WUjb Micir inarhanu, in.. we cap - 1 PIWI I
R769JKFb?dPTEghGylggT.gbhSTz5U7CWroCX�SYGkPOVSA[62sgWg?KdYumyfiC
17-5� i ILI:97 i 1 22-9-0
14, 1�� 2�,:,
1.4 11
sure Site 3xS 4X5 44
6 7 a 9 10 11
Scale = 1:43.5
LOADING (psfI
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 5.0
SPACING- 1-7-0
Plate GNP DOL 1.00
Lumber DOL 1.00
Rep Stress Inv YES
Code FBC2014rrP12007
CS1.
TC 0.88
BC 0.89
WB 0.94
(Mal
DEFL. in
Vert(LL) -0.79
Vert(TL) -1.22
Hol 0.23
(too) Vdefi LId
18 ,373 360
18 �241 240
12 ma n1a
PLATES
MT20
M18SHS
Weight: 595 Its,
GRIP
2441190
2441190
FT = 0%
LUMBER- BRACING-
TOPCHORD 2.x4 SP 285OF 1SE TOPCHORD
Structural wood sheathing directly applied or 2-2-0
Do pUdins. except
BOTCHORD 2x4 SP No.1 *Except*
end verticals.
2-23,10-13: 2x4 SP No.2, 19-22,14-19: 2x6 SP DSS BOTCHORD
Rigid ceiling directly appiled or 10-0-0 Do bracing.
Except:
WEBS 2x4 SP No.3 *Except*
104)-D Do bracing: 22-23,13-14
1-24,11-12: 2x8 SP No1. 1-22,2-21: 2x4 SP No.1
11-14,3-20,9-16,10-15:2x4 SP No.2
REACTIONS. (lb/sIze) 24=999110-7-0, 12=7744[Mechanical
FORCES. (lb) -Max. Cornip./Max. Ten. -All forces 250 (11s) or less except when shown.
TOPCHORD 1-24=-6541/0,1-2�1252110, 2.21=2541810, 3-4-33131/D. 4-5=-3443610, 5-6=-3443610,
6-7=-3443610. 7-8=-3443610, 8-9=.2959510, 9-10=-2093210, 10.11=-983010,
11-12=-666310
BOTCHORD 24-215=011222, 23-25=011222, 22-23=0/818, 2-22=-467210, 22-26=0113514,
21-26=0113511, 21-27=0125418, 27-28=0125418,20-28=0/25418, 20-29=0133131,
119-29=0133131, 18-19=OM131, 17-18=0134436,17-30=0/29595,16-30=0/29595,
16-31=0120932, 15-31=0120932,15-32=0110706,14-32=0/1071 1, ID-14�502510,
13-33=01856,12-33=0/856
j%J11111111111111
WEBS 22-24-93210, 1-22=0113697.12-14�53010,11-14=0/1 1381, 2-21 =0/12760,
3-21�290610. 3-20=018177, 4-20=-891/0, 4-18=011437, 6-17�284/0, 8-17=015232.
%%. A.
9-16=019440. 9-15=-3867/0. 10-15=0111401
......
8-16=-221610.
NOTES-
1) 4-plytruss to be connected togetherwith 10d (0.131"01 nails as follows:
3938
Top chords connected as follows: 2x8 - 3 rows staggered at 0-5-0 oc, 2x4 - I raw at 0-4-0 Co.
Bottom chords Connected as follows: 2x4 - 2 to= staggered at 0-4.0 oc, 2x6 - 2 rows staggered at 0-4-0 Do.
Webs Connected as follows: 2x4 - 1 ri at G-9-0 Do, Except member 21-3 2x4 - 2 nows staggered at 0-4-0 oc, member 18-6 2U4 - 2 rows
staggered at 0-4-0 oc, member 17-6 2x4 - 2 rows staggered at 0-4.0 oc. member 9-15 2x4 - 2 rows staggered at 0-4-0 Do.
ATE
Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the Center of the member w1washers at 4-0-0 Do.
2) All loads am 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
distribute loads othemise indicated,
XD
Connections have been provided to only noted as (F) or (B), unless
3) All MT20 unless otherwise Indicated.
R
....... %
plates are plates
4) Plates checked for a plus or minus 0 degree rotation about its Center.
5) Refer to for truss to truss Connections.
AX-
"1111111110111
girder(s)
6) "Semi -rigid pitchbreaks including hel Member end fixity model was used In the analysis and design of this truss.
7) Required 2x6 strongbacks, on edge. spaced at 10-M DO and fastened to each truss with 3-IDd (0.131" X 3") nails Strongbackstobe
attached to walls at their outer ends or restrained by other means.
FL Cert. 66
1 34
8) Use Simpson Strong -Tie HUS26 (14-10d Girder. 4-10d Truss, Single Ply Girder) or equivalent spaced at 2-0.0 Do max. starting at 4-"
from the left end to 22-4-4 to Connect truss(es) to front face of bottom chord.
September 8,2015
9) Fill all nail holes where hanger Is in contact with lumber.
& WARN111(i. VeUrdsaignpanseselem WdFi NOTES ON MSAND INCLUDED MITEX REFERANCE PAGEMl ray. OVIM015BEFORE USE.
Deelvvdid vuse onlyWth Wel,conarastors.1his design 4 based a* upon parameters shc�. cndistoranindiAdualbuMhgcom�nent.
Apollcalbility of deatgn parameters and proper Incorporation of component le reeponsitcKly of build ng designer - not thurs designer. InocInginown
is for lateral support of incMdual relb members only. Additional temponuittargaing to Insure stability all construction b the responsibility of the
MiTe!k
erector Additlonal permanent bracing of the overoll struclum is the responsibility of the building desigher, For general guidance regarding
fabrication, quality connal, stol delivery. erection and bracing, consult ANSIVII'll Quallity, Criteria, DSB-89 and BCSI Building Component
69N Is! st BIW.
S.I.tyl.f.milatilon liable froryThas Plate Institute, 781 N. Lee Street Sult. 312. Ai.�.ndldtt. VA 22314,
Tampa, Fl. 33610
Job
Truss
Truss Type
ty
PHOENIX REALTY HOMES. INC.
7403150
29242
PON
I
FLOOR
I
�Q
1ply 4
M Bgfemnge (optional)
East Coast Tools, Ft Pierce, FL 34946
des. in. Tue Sep 08 09A4A6 2015 Page 2
10:OgmAjBR759JKFb?dPTEghQylggT-9bhSTzSU7C XvSYckp0V5AI62S9W97KdYumYf1Qj
NOTES.
10) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 1053 Ila dom at 244, and 1039 lb do= at 2444 on bottom chord. The
designitsedection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber lncrease=1.00, Plate IncreaSe=1.00
Uniforrin Loads (pll)
Vert: 1 -11 =-79, 23-24=-B, 14-22�8, 12-13m-8
Concentrated Loads (Ita)
Vert: 24�3037 18=-11 053(F) 17omll 053(F) 15�1 039(F) 25�1053(11s) 26-1053(F) 27�1 053(F) 28=1 053(F) 29�11 053(F) 30=-1 039(F) 31 �1 039(F) 32=1 039(F)
3�1�1039fl
WARNING - vainly dWa .nedi and RE,U) NOMS ON WS AM INCLUDED Mg1aK REFERANCE PAGE WATV3 m, OVIM015 BEFORE USE.
Design valid far we only Win Miles correctors. Ilins design 6 based any upon Parameters sho�, and a for an Individual building comPorent.
Applicability of design parameters and proper incorporation of component is responsibrity, of building designer - not two designer Bracing sho,ai
Is for lateral support of IndlMdval veb mentoers only. Additional temporary brading to Imund stalaflity, during construction is thenoponsiblifty of the
M!Tek*
dredfo� Additional permanent bidding of the overan structure, is the responsibility of the building designd� For general guidance regarding
f.luid.tion. quality control, storage. delivery, erection and bri consult ANSWFII Suably Wants, )SB-89 and SCSI building Component
6904 Parka East BlAd.
Solely ladmia., .,.![able forn Two Plot. Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tom,, FL 33610
Job
Truss
Truss Type
Qty
PIN
T7403151
29242
FG05
FLOOR
I I
East Coast Truss, Fit Pierce. FL 34M
1X4 11
I 4x12 =
3 SX10 =
3XI) = lx4 11
7.6sD a Jul 28 2015 MiT
3xl2 =
Scale = 1 32.4
4x1O
147
1315 16 12 11 17 10 9 0
5X5 11 7x1O = 3X6 11 8x14 7x1O 3X8
This truss is NOT symmetric.
Proper orientation is essential.
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL
in (loc) Vdefl Ud
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.70
Velt(I)
-0.43 10-11 �525 360
MT20
2441190
TCDIL 10.0
Lumber DOL 1.00
BC 1.00
VemCTL)
-0.6710-11 a339 240
BCLL 0.0
Rep Stress Incr NO
We
Hoa(TL)
-0.04 '13 n1a n1a
BCDL 5.0
Code FBC2014frPI2007
(Me
Weight: 248 He
FT = 0%
LUMBER-
BRACING.
TOPCHORD 20 SP 285OF 1.8E
TOPCHORD Structural wood sheathing directly applied or 3-7-7 cc purilifs, except
BOTCHORD 2x6 SP No.2 *Except*
end verficals.
9-13: 2x8 SP SS
BOTCHORD Rigid calling directly applied or 10-0-0 cc bracing.
WEBS 2x4 SP No.3 *Except*
1-13,7-8: 2x8 SP NO.2, 7-9: 20 SP No.1, 6-10:
2x4 SP No.2
1.12: 2x4 SP 285OF 1.8E
REACTIONS. (lb/size) 13=1044/Mechaniml,B=101410-1-8
Max Grav 13=3970(LC 2). 8=3045(LC 2)
FORCES. (lb) -Max. Comp./Mat. Ten. -All forces 250 (Ilb) or less except when shown.
TOPCHORD 1-2=-1052710.2.3=-1052710.3-4�13689/0.4-5�13689/0,5-6-13689/0,6-14�789510,
7-114�7895/0,1-13�36711/0
BOTCHORD 13-15=0/433,15-16=01433,12-16=0/433,11-12=0110527,11-17=0110527, 10-17=0110527,
9-10=0[7655
WEBS 5-1 0=43510, 6-9=-2605/0, 7-9=0/8391, 6-1 0=0/6376,3-11-128610, 2-12=-635/0,
1-12=0110675, 3-10=-70/3551. 7-8=-299210
NOTES-
1) 2-plytrussto be Connected togetherwith 10d (0.131"W") nails as follows:
Top chords connected as follows: 2*4 - 1 raw at 0-7-0 cc, 2x8 - 2 ram staggered at 0-9-0 cc.
Bottom chords Connected as follows: 2x8 - 2 ram staggered at 0-7-0 cc, 2x6 - 2 ram staggered at 0-9-0 cc.
Webs connected as follows: 2x4 - 2 rows staggered at 0-2-0 cc, Except member 9-6 2x4 - I row at 0-9-0 cc, meimber 7-9 2x4 - 1 row
at 0.9.0 cc, member 6-10 2x4 - I row at 0-9-0 cc, member 3-11 2x4 - 1 row at O�9-0 cc, member 2-12 2x4 - 1 row at 0-9-0 cc, member
12-1 2x4 - 1 row at 0-9-0 cc, member 10.3 Zx4 - 1 raw at O�9-0 cc, 2x8 - 2 rows staggered at 0-9-0 cc.
2) All loads are Considered equally applIed to all plies, except if noted as front (F) or back (8) 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 floor live loads have been considered for this design.
4) Plates checked for a plus or minus 0 degree rotation about its Center.
5) Refer to girder(s) for truss to truss Connections.
6) Bearing at joli 8 Considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should veriffy
Capacity of bearing surface.
7) Provide mechanical Connection (by others) of truss to bearing plate at joint(s) 8.
8) "Seml-rig[d pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Recommend 2x6 strangloacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-1 Old (0. 131 " X a") nails. Strongbacks
to be attached to walls at their outer ends or restrained by other means.
10) Hangor(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 320 Its down at -20-2-5 ' 320 Itt
down at -22-2-5, 320 Its down at -24-2-5, 833 Ils down at -26-2-5, 833 Its down at -28-2-5, 2392 Itt down at -30A-6, 310 111 down at
0-7-4.3101bdownal 2-7-4,310]bdomat 4-7-4,8231bdomat 6-7-4,and8231bdomat 8-74and2382fleclownat 10-6-6on
bottom chord. The designtselection of such connection device(s) Is the responsibility of others.
4%111111111111
0 A. -
GE
3 8
TE
OR%
%%
NAk- LIfis,
"JI1111111
FL Cert. 6634 1
September 8,2015
Contilk;dvinfifissage Qrsy, aeutgo parmseters, and RIEAD NOTES ON THIS AM INCLUDED MTEK REFERVINCE PAGE 01.703 res,. OMMO15 BEFORE USE
Design �.Ldl for use an[, wth Walk esnirecton. Ties design N based only upon parameters sho� end is for an Ind vlaval building component.
Applicabuty of design parameters and proper Incorporation of component 6 reopordaffity of building designer - not tons designer, Bracing shovni
is for loteral yopport of narvid.6 b members hy. Additional temporary bracing to in. stabilky during Construction Is the resporstaNty of the
MiTek'
erecfio� Additional permanent bracing of the overaR structure is the resparoblity, of the building designer. For general �ldlance jagarefirg
folas$cotfon, quality Connor. storage. deliw, erection and lorccing, coneut ANSI/71`11 Quality Criteria. DSa-lu and 1101 BundIng Component
69M Fares Best Bhal�
Sm.tyinksamtkin ..![able fronslyuss Plate reflute. 781 N. Lee Skeet, Suite 312 Alessandro, VA M14.
Tampa. FL 33610
Truss
was Type
Qty
C.
W403151
FG05
FLOOR
]Ply
I
East Citast Tons, Ft, Pierce FL 34946
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increarse=1.00, Plate Increasse=1.00
Uniform Loads (plf)
Vert; 1-14-100, B-13=-10
1."U.JUIL02UI�MtTOKinaustnes,:nc. ItnoispiJoviO,ZU-4111 PaqG2
ID:Ogrr�NBR759JKFb?dPTEghQylggT-hZvkTdT3fJRddOfbSJ447hI AJdzGQK.5T12E8Dyfft-2
ING " liserifydesignpannowers WdREADMOMS ON THSAND INCLUDED AUTEKREFEMNCEPAGEM14M my. 02/1,12015BEFOREUSE.
Danish vdial far use anty wifin MTek connectors. This design in; based only upon crameters shonm. and Is for an Ind viducl building component.
AppicaloRy of design parameten and proper incorporation of component Is responstailly of building designer - not Ines designer Bhadng s,o,vn
4 for lateml support of individual wel, riverneen, onify. Additional lemorar, le,ecing to Insure stoonly during consm,dion Is the res,,onsilaNty of the
M!Tek*
erector Additional permanent bracing of the oveaR unicture Is the responsibInty of the building designer. For general guidance regarding
f.b6c.fi.r. 1�dify control. storage, deliveq, creation and lorccIng. concill All Quality Ciftedis. DSB-B9 and BCSI Building Component
SafelyInfornmeffor, ovelloVe homTwu Plate InitiMe. 781 N. Lee Street, StIts 312. Alexandria. VA Z2314.
69N Park. East BWd,
Tampa. Fl. 33610
Truss
Truss Type
D ty
PHOMIX RENLW HOMES, INC.
V403152
IJob
29242
I
FG06
FLOOR
1P" 3
Job Reference (ogrioUll
East Coast Truss. Ft, Paras, FL 34%B 7.53a x '"a ""o M" as - sursolona. ..... ..
ID:DgmAjBR759JKFb?dPTEghQylggT-doEUhj66uWehOL660FJzmbI ETiQPbxpQ�_M5QCyftQi
!N' 6 15.10.0
4-��O 4-a-lo 4-10-10
1.4 11 1.4 11
1 4x12 �
3x4 �
Sao = 128.9
4xI4 �
0 11
Hn LM W unn nnnO�-j an a
3EF— 11 9 8 4se = 12 13 14 is 7 7XIO = 10 17 Iff 19 6
10
as, HUS26 7XIO HUS26 HUS26 HUS26
HUS26 HUS26 HUS26 HUS26 HUS26 HUS26
HUS20
This truss is NOT symmetric.
Proper orientation is essential.
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
40.0
Plate Grip DOL
1.00
TC 0.97
TCDL
10.0
Lumber DOL
1.00
ED 0.98
SCLL
0.0
Rep Stress Incr
NO
WB 1.00
BCDL
6.0
Code FBC2014/7PI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4SPNo.1
BOT CHORD 2x8SPSS
WEBS 2x4 SP No.3 *Except*
1-10,5-6: 2x8 SP No.2, 1-9: 2x4 SP 285OF 1.8E, 57:2x4 SP No.1
REACTIONS. (lb/sIze) 10=716910-8-0.6=7617IMechanimi
HUS26 HUS20 54
HUSW HUS26
DEFL. in
(too) Udell Ltd
PLATES GRIP
Vert(LL) -0.32
7-8 1570 360
MT20 2441190
Vert(TL) -0.49
7-8 470 240
Horz(TL) 0.03
6 n1a flat
Weight: 307 to FT = 0%
BRACING-
TOPCHORD
Structural Wood sheathing directly applied or 3-7-0 Do PUTlins, except
end verficals.
BOTCHORD
Rigid ceiling directly applied or 1 o-a-o oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (to) or less except when she=.
TOPCHORD 1-10=-5943/0.1-2�1606?/0.2-3-1606210,3-4�16062tO,4-5=-16442/0,5�6=-5263/0
BOTCHORD 10-11=0/1022,9.11=0/1022,8.9=0/16062,8-12=0/16442,12-13=0/16442,13-14=0/16442,
14-15=0116442, 7-15=0/16442, 7-16=011477,16-17=0/1477,17-18=011477,
18-19=011477, 6-19=011477
WEBS 1-9=0116090, 2-9=-53010, 4-8�556/0. 4-7=-33910, 5.7=0115768
NOTES-
1) 3-plythussto be connected togetherwith 10d (0.131"xit") nailsasfollows:
Top chords connected as follows: 2xS - 2 nows staggered at 0-9-D oc, 2X4 - I row at 0-7-0 oc.
Bottom chords Connected as follows: 2x8 - 2 rows staggered at 0-5-0 Do.
Webs connected as follows, 2x4 - 1 row at 0-9-0 Do.
2) All loads are considered equally applied to all plies, except if noted as front F) or back (3) 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 floor live loads have been considered for this design.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) Refer to girden(s) for truss to truss Connections.
6) Provide metal plate or equivalent at bearing(s) 6 to suppon reaction shown.
7) "Serni-rigid pitchlareaks Including heels" Member end fixity model was used In the analysis and design of this truss.
8) Recommend 2x6 strongbacks, on edge, spaced at ID-0-0 Do and fastened to each truss with 3-10d (0.131" X X) nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
9) Use Simpson Strong -Tie HUS26 (14-1 Od Girder, 4-1 Od Truss. Single Ply Girder) or equivalent spaced at 2-0-0 Do Max. starting at
2-3-10 from the left end to 14-3-10 to connect truss(es) to front face of bottom chord.
10) Use Simpson Strong -Tie HUS26 (14-1 Od Girder, 4.1 Of Truss, Single Ply Girder) or equivalent spaced at 2-0-0 Do max starting at
2-2-12 from the left end to 14-8-12 to connect truss(es) to back face of bottom chord.
11) Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads pill
Vert: 1-5-100, 6-10�10
1%
E N,<
39311
A'
OR it
41`1110NAIL001�
lifillill",
F_ FECert, 6634
September 8,2015
Continued OP-Pkqe 2
AWARYING. Away design smanalons, and REVID NOMS ON INS MD INCLUDED Mi FIEFERANCE PAGE Mi.7V3 ro� OVIM015 BEFORE USE.
Design veto for use only Wth Wel, connectors. has design � based only upon parameters shovn, end is for an Indit building component.
Applicability of deagn parameters and proper Incorporation of component Is responsibility of buding designer -not truss desig, Ita.mg she.
is far let..[ oupp.0 of individual vale members only. Additional tomporm, brocing to mom, stability dunng construction Is the responsibility of the
MlTek'
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer, For genentr guidance regarding
fabrication. quality central, storage. delivery, unction and bracing, conavlh ANSl/1PII Quality Cdlefla, DS11-89 and BCS1 Balding Component
69N parlue Eelt BiNd.
Safety Information available from Truss Plate Institute. 781 N. Lee Steel. Suite 3 1 Z Alaxandria. VA 22314,
Tampa, Fl. 33SID
Truss
Truss Type
ENIX REALTY HOMES, INC.
T7403152
FG06
FLOOR
10ty
I
IPIY
3jJP0KbcIRefDBSn(m
(Options')
East Coast Trass. Ft Pierea. FL 34946
uam'.a... ..... ... � . a. .
ID:OgmAjBR759JKFb?dPTEghQylggT�oEUhJ66UWahQL660FJzMblEriQpbbnpD_M50CYnOi
LOAD CASE(S) Standard
Concentrated Loads (1b)
Vert: 9=-1 664(F=774, 8=889) B=-1664(F�774, B=-889) 7=-889(B) I i=-2238(F=m1 349, B=-889) 12�889(B) 13�774(la) 14-889(8) 15-774(F) 16�774fl 17=-889(B)
18�774(lo) 19-889(B)
RNING . Aadfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE A111-703 mv. OV162015 B
Design aalid forum any wim Weak connected. Tho design 'a based only upon porammetem sho,nt. and 4 for an hdrvfG�.[ buldingg . macrent,
Appl .Ioly of diegn p.mrsnotara and prapa, nommorefion ofoomponaml is responsibly of building designer -not truss designer. Bral sho�
is for lateral support ollmOlVidual sm mombers only. Additional toncrebrocing to insure stalbily during construction b the m5pormelfity of the
Welc
Greeter, Additional Permanent bracting of the overall stwclum is the renacatoolty of the building designer. For general enhance regarding
folancefflen. quality controt storage. deyer, eradlon and bracing, Consul ANSUIPII Quality Cifterla. D5349 and Bai funding Component
6904 Pone, East 8W.
S.f.yInforn.ficna
Tampa. R 33310
Job
Truss
TwssType
Cry
Ply
PHOENIX REALTY HOMES, INC.
TF403153
29242
pros
FLOOR
1 1
1
Jgh Egferento (optional)
43,11
WO
1
2-0-0 . 5.5.2
Scale = 1.43.6
US 3A = ix4 11 1X4 x, 4xit
2 3 4 5 6 7
14 13 12 11 10 9 8
3.4 11 5, 3.8 axis = 54 VIB 5x8 3xS 11
[&�E
Plate Offsets (X,Y)— 12�0-3-8.0-1-8i,i6:0-3-8,0-1-81,19�0-3-8.0-2-81,111,0-3-8.0-1-81.rl2G-3-8.0-1-8l.Fl3�0-3�8.(�2-81
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL.
in
(loc)
Vdefl
Lid
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.88
VertLL)
-0.52
11
>569
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.94
Vert(TL)
-D.81
11
>365
240
BICUL 0.0
Rep Stress Incr YES
WE 0.73
Hou(TL)
0.08
a
We
We
BCDL 5.0
Code FBC2014rrPI2007
(Matrix-M)
Weight: 123 to
FT = 0%
LUMBER.
BRACING-
TOPCHORD 2x4 SP 285OF 1SE *Except*
TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc, purlins, except
3-7: 2x4 SP No.1
end verficals.
BOTCHORD 2x4 SP No.1
BOTCHORD Rigid calling directly applied or 2-2-0 oc, bracing.
WEBS 2x4 SP No.3 *Except'
ek recommends that Stabilizers and required chose bracing
7-8: W SP No.2, 1-13,7-9: 2x4 SP No.1
installed during truss erection, in accordance with Stabilizer
OTHERS 2x4 SP No,3
allation guide,
REACTIONS. (lb/slae) 14=1359/Machanimi,8=1359IMechanicaI
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-14=-131210. 1-2�3814/0, 2-3�489210, 3A=AS9210, 4-5=.409210. 5-6-4892/0,
6-7�375610, 7-8�13114/0
BOTCHORD 12-13=0/3814, 11-12=014892, 10-1 1=0/3756, 9-10=013756
WEBS 1-13=013818, 2-13=-98410, 2-12=a/1447, 4-12-317/0. 611=011465, 5-1 1=-34710,
69�979/0, 7-9=0/3744
NOTES-
i) Unbalanced floor live toads have been considered for this design.
2) Plates checked for a plus or minus 0 degree rotation about its Center.
3) Referto girder(s) for truss to truss Connections.
4) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
5) Required 2x6 strongbacks, on edge, spacad at 10-0-0 oc: and fastened to each truss with 3-iOd (0.131" X 3� nails. Strongtracks to be
attached to walls at their outer ends or restrained by other means.
% A.
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ATE
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0'�'
FL Cert. 6634
September 8,2015
WARNING- Vianfirydailapirdemit. andREADNOTES OMMSANDINCLUDEDMMKUF�NCEPAGEmb7473.OVIWOISBEFon USE
DeegrValial torutsonlywthhViekdonnectom nnbdeAgn� based onlye,pon parometensho�, and Is foranindlVidualbulding component.
AepflC01dfltyofdedgn P.n,rneted.nd pmperinwpcmtionofcomponmtbrespombgityofbugding defitiner. not tnisidesigner. Bracing ��
a for lateral support at Individual web membem only. Additional temporary loading to Inexe itoNlity dl�mpg coreWc1i.nit the ampordbIllity of the
WOW
erector. Additional IF ... norl brocirg of the ..11 Itrud. � the remorbolity of the building deslane� For general WIdance raganding
M.,itbr, q,,.4ty onlrot Id..g.. d.r,., erection and bracing. consult ANSI/11`11 Quality Order], Drls-89 and BCSI Building Component
6904 Parke East BNd.
SafetYInformation ay.l�blkmT,��pi.t.l.t!Wte,761N.Le.S".t.SuR.312,Alemndda.VAM]4.
Tamp. FL 33610
I
Job
Truss
Truss Type
Qty
PHOESrX RMTY HOMES, INC.
PIOEl,pX RMTY HOMES, INC.
Tr403164
29242
FT0
FLOOR
jPIy
lit E-elereagg toptlon.1)
3XS
3x4
2
�12
2-11
1X4 11
1X4 3A SlA
3 4 5 6
Scale = 1:35.2
3xil =
7
2.4 11 4,lS = 4x4 = SX4 = 3x4 = 44 = 2x4 11
LOADING (psf)
TOLL 40.0
TOOL 10.0
SCLL 0.0
BCDL 5.0
SPACING- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr YES
Code FBC2014/TP12007
CS1.
TC 0.57
BC 0.93
WB 0.67
(Matrix-M)
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in (Ioc) Udefl Ld
-0.25 10-11 �943 360
-0.40 10-11 �606 240
0.05 8 n1a We
PLATES GRIP
MT20 2441190
Weight: 99 Up FT=O%
LUMBER.
BRACING.
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 2.8-13 DO puffins, except
BOTCHORD 2x4 SP No.2
end verticals.
mss 2x4 SP No.3 'Except'
BOTCHORD Rigid calling directly applied or 10-0-0 Do bracing, Except:
i-l3,2-11,6-10,7-9:2x4 SP No.2
2-2�O DO braiding: 10-11.
MITER recommends that Stabilizers and required cross brancing
be installed during truss erection, In accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 14=1098/G-8-0.11=1098/Mechanical
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (1b) or less except when shown.
TOPCHORD 1-14=-106410,1-2=-229910.2-3�319210.3-4=-3192/0,4-5=-3192/0,5-6w�3192/0,
6-7�2299/0, 7-8=-1064/0
BOTCHORD 12-13=0/2299,11-12=012299, 10-1 1=013192, 9-10=012299
WEBS 3-1 1=-31310, 4-10=-313/0, 1-13=012391, 2-13=-82910, 2-11=011115, 6-10=011115.
6-9�82910, 7-9=0/2391
NOTES.
1) Unbalanced floor live loads have been Considered for this design.
2) Plates checked for a plus or minus 0 degree rotation about its Center.
3) Refer to girder(s) for truss to Imes connections.
4) "Semi-figid phichbreaks including heals" Member end fibatty, model was used in the analysis and design of this truss.
5) Recommend 2x6 striongbacks, on edge, spaced at 10-0-0 oc, and fastened to each tntss with 3-1 Od (0. 131" X 3) nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
% JTIF _11*
3 8
E
E FL Cert. 6634
September 8,2015
WAMING. Vmfy dsfmpansmoners andRE,UD NOTES ON MUS AND INCLUDED JwTEK Af?FERANCEPAGEM11-7473 tm� OMMOISSIEFOREUSE.
Designvold foroseonlywth Wokcommectors. Thisdesonis based onlyupon parameters uh�, and Is for an Individual building component.
AppliCabifit,oldesk,in parameters, and psoperincor,oratfon ofoomponentis respombrity afloulding deegner- not ftumdesIgnen Itral
is for lateral support of Inct �eb members .*. Addpr,.n.I te.p.nxy bracing to mo.,- st.lolity during cormllocton Is the remparefloility of the
WOW
eractm Additional permanent broeng of the overall ftatum is the resinonsibiaty of the building desligner. for general guldonce regarding
folancofibn, quofily control. slomge� delivery, emotion and bracing, consul ANSVTFIII Quailly Werla, DSB-89 and 301 Building Component
(EIN parks East BW.
S.f.tyInformall..
Tampa, FIL 33610
Job
Truss
Truss ype
PHOEIR"EALTY HOMES, INC.
W403165
29242
F-flo
FLOOR
�Qty
0
�PI,
Job R-elerencit aptional)
�1
ID:Og.AjBR759JKF-b?d-P-TEg-hQylggT.S�osuffk-fq'mYlVhlay4evpaUX6nMK3hzSe6fyeyflQh
1�11�9 12-169
�12
Scale = 130.2
&S 3X4 1.4 11 1.4 11 4X4 ass 2.4
4X4 = 2X4 =
LOADING (pso
'C 2-1-0
82n.
C81.
TCLL 40.0
(3NnGpCOL 1.00
TC 0.69
TCOL 10 . 0
Lumber DOL I ' 00
BIC 0.83
BCLL 0.0
Rep Stress Incr YES
WEI 0.96
BCDL 50
Code FBC2014rFP12007
(Matflx-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 20 SP No.1
'Except'
14-15: 2x4 Ste No.2, 2-14: 2x4 SP No.3
WEBS 20 SP No.3
OTHERS 2x4 SP No.3
DEFL.
in (too)
Vdefl
Ltd
PLATES GRIP
Verhi-L)
-0.36 11-13
�669
360
MT20 244/190
Veh(TL)
-0.57 11-13
�419
240
HorzCTL)
0.11 9
n1a
We
Weight: 100 le FT = 0%
BRACING.
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 cc puffins, except
end verticals.
BOTCHORD
Rigid calling dlmctly applied or 10-0-0 cc bracing.
WEBS
1 Row at micipt 7-9
Mriek recommends that Stabilizers and required choss bracing
be installed during truss erection, in accordance With Stabilizer
tallation guide.
REACTIONS. (lb/s[ze) 15=1098/(H80,9=1098/MechanIcaI
FORCES. ill -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when she=.
TOP CHORD 1-15�105210, 1-2�183410, 2-3�1956/0, 34=�3892/0, 4-5-389210, 5-6-3892/0,
6-7�3892/0
BOTCHORD 2-13=�308/0, 12-13=013439,11-12=013439, 10-1 1=013892. 9-10=012553
WEBS 1-13=012014. 5-10=-378/0, 3-13=.158910.3-11=0/486. 7-10=0/1419. 7.9=-261610
NOTES.
1) Plates checked for a plus or minus 0 degree rotation about its Center.
2) Refer to girder(s) for truss to truss Connections.
3) "Sernwgid pitchlareads including hehe[V Member end fixity model was used In the analysis and design of this truss.
4) Recommend 2x6 strongbacks, on edge, spaced at 10�0-10 cc and fastened to each truss with 3-10d (0.131' X T') nails. Strongibacks to
be attached to walls at their outer ends or restrained by other means.
011111111111111.
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EN
3938!A t
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-:a'— TE 4U Z
XA
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N
4 OR I
N AX-'��
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FL Cert. 66
September 8,2015
WARNING dAlSAD NOTES ON TWSAMD INCLUDED MITEK REFERANCEPAGEMY-7T73 . OW6,7015 BEFORCUSE.
Design vard for use onl,/=.'si=�ls design is based only upon parameters sh�. and 4 for an il building component.
Applio.biffihY of dC,i,n p neaq,soration of conroonent a responsibility of building designer - not twer designer. Bmdhglsho�
is for lateral support of thdAdval wee members only Additional tenriconer, bracing to mules stability during Construction Is the herponsalfity of the
MiTeW
amoral. Additional permanent bracing at the overcil stactum is the respons[blity of the building designer. For general guidance regarding
fabrication, quality Central. storage. delfil erection and bracIng, Consult ANSI/TPII Quality C�arfo, DSB-89 and Bar thundIng Component
69M Parka V,hrli aw.
Solely Inlorreallon ovaiable them Truss Plate Inatitule. 781 N. Lee Street, Sure 312, Alexandria. VA 2214.
Tampa, FL 33610
I
Tru
Truss Type
Qly
PHOENIX RE&W HOMES. INC.
TM03156
FLOOR
�Ply ,
�
Job Reference factional)
..1c..,alines. ". "..' " �Iiso
44
1
a R
f.WU 5 JUI ZO ZU 10 MI I aK inauuna, 1 . .
ID:OgmAjBR759JKFb?dPTEghQylggT-ZAME5?8NQ7uPffGU7E
i 19.3.111
.4
�7
34 1.4 11 1.4 It 4.4
2 3 4 5 6
Scale = 1:34.9
4x6
7
12 11 10 9 8
41 3x4 = 3x4 3x4 41
LOADING (pso
SPACING-
2-0-0
CSI.
DEF . In
(too) Vdefli Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.75
_Ll -0.21
9.10 999 360
MT20 2441190
TCDL 10.0
Lumber DOL
1.00
BC 0.130
VerflTL) -0.36
10-12 632 240
BCLL Q'0
Rep Stress Ina
YES
Wil
HomCrL) 0.02
8 n1a n/a
BCDL 5.0
Code FBC2014rFPI2007
(Mat
Weight: 92 lb FT = 0%
LUMBER.
BRACING.
TOP CHORD 2X4 SIP No.2
TOPCHORD
Structural wood sheathing directly applied or 3.0-15 oc purlins, except
BOTCHORD 2x4 SP No.2
end verticals.
WEBS 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS
I Row at mlipt 2-12. 6-13
MiTek recommends that Stabilizers and required Cross bracing
be installed during truss erection, in accordance, with Stabilizer
itallation guide.
REACTIONS. (lb/sIze) 1=104610-2-15,8=1046IMechanimi
FORCES. (11b) -Max. Comp./Max. Ten. -All forms 250 (lb) or less except when shown.
TOPCHORD 1-12=01837,2-3�2903/0,3-4�2903/0,4-5�2903/0,5-6=-290310
BOTCHORD 11-12=0/2142.10-11=012142,9.10=0/2903,8-9=0/2143
WEBS 2-12=-2212/0. 2-10=01994,3-10=-28310,4-9�28310. 6-9=0/993, 6-8=-221410
NOTES.
1) Unbalanced floor live loads have been considered forthis design.
2) The solid section of the plate is required to be placed over the splice line at joini 11.
3) Plate(s) at joint(s) 12, 1, 5, 7. 8, 2. 10. 3, 4, 9 and 6 checked for a plus or minus 0 degree rotation about its center.
4) Plate(s) at jolni 11 checked for a plus or minus 5 degree rotation about its center.
A
5) Refer to girder(s) for truss to truss Connections,
6) Provide mechanical connection (by others) of truss to bearing plate at joini 1.
.......
INS,
7) "Semi -rigid pitabreaks including heels" Member end fixity model was used in the analysis and design of this truss.
%%.�Z0..-'\G'E
8) Recommend 2x6 strongbacks, an edge, spaced at 10-0-0 go and fastened to each truss with 3-10d (0.131" X 3') nails. Strongbacksto
be to at their outer ends or restrained by other means.
%% k
-6- �93
attached walls
9) Gap between Inside of top chord bearing and fust diagonal or vertical web shall not exceed 0.5001n.
3 8
N6 393EL
E UF--
"6*-
-4
OR%
--j'jj0NA\_
1111111110
FL Cert. 6634
September 8,2015
&WARWING-Vi"i dissign parassrefiva andREAD NOTES ON TIMS AND iNCLUDEDAUTEKAEFEAVINCEPAGEMP7473 NK 0211MOTEBEFORE USE
Design void for use only Win Wei correctors. This design is based only upon parameters shonvin. end Is foran Individual Wilding component.
Applicability Of design parameters end properinco,poration of component Is resporisb[My of building designer- not two designer Bracing shavvin
Is for lateral support of indivlducl�b messiber; only. Accittional temperer, bracing to insure stability during comilivetion Is the resporsibUty of the
MiTek'
erecta,. Additional Permorest lerceng of the overell stmctm a the responsielfty, of the building designer. For general guidance regarding
fabrication, quality control. storage, delivery, erection and bracing, consul ANSV"ll Quality Crtledo, DSB.89 and DOI Building Component
69N Parke East Bi
Safetyntarmallon available from truss Plate Institute, 781 N. Lee Street. Suite 312, Alemmala. VA 22314.
Tampa, FL 33610
Job
Truss
TrussType
ty
py
PHOENIX REALTY HOMES. INC.
77403157
29242
FT12
FLOOR
IQ
4
1
JQb atiffiJimort (figligntil)
ID:OgmAjBR759JKFb?dPTEghQylggT-ZAME5?BN07uPffGU7gLRR07guv9j3YL6hlrcVSyflC
5.11-5 1 1k 13 19. 110
3.10-9 �f 5 �IN
X9
Scale , 1:36.3
2x4 3A 10 11 1.4 11 AM US 11
1 2 3 4 5 6 7 a
6 1
13 12 it 10 9
15 14 44 3x4 3,
3X4 1.4 11
5x10 =
-11, 11 - 44 11 1 a-11 I 1111.
IF a 1�
�T�2 N12 7-6-il
7-866
Plate Offsets (X.Y)-
Fi�0-2-8.0-3-01,160.2-O.Edgel.FlO�o,".0-1-81.FI3,0-3-12.0-2-01
LOADING (pso
SPACING. 2-0-0
CSI.
DEFL.
In (loc)
Vdi
Ud
LATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.62
Vert(LL)
-0.30 11-13
�762
360
MT20
244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.76
VertCTL)
-0.48 11-13
>471
240
BCLL 0.0
Rep Stress lincr YES
We 0.81
HOrz(TL)
-0.01 9
n/a
n/a
BCDL 5.0
Code FBC2014rrPI2007
(Matfix-M)
Weight: 94 Its
FT=O%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.1 *Except*
14-15: 2x4 SP No.2, 2-14:2x4 SP No.3
WEBS 2x4 SP No.3
BRACING-
TOPCHORD Structural mod sheathing directly applied or 2-4.15 oc purlins, except
end verticals.
BOTCHORD Rigid ceiling directly applied or 10-0-Ooc bracing, Except:
6-0-0 Do bracing: 13-14.
ffek recommends that Stabilizers and required areas bracing
Is
,installed during truss erection, in accordance with Stabilizer
allation guide.
REACTIONS. (lb/size) 1=1046/0-2-15,9=1046/Mechanlcal
FORCES. (lb) - Max. Comp./Max. Ten, - All forces 250 (Its) or less except when show.
TOPCHORD 1-2-1227/0.2-3=.134610, 3-4=.3539/0,4.5�3539/0,5-6=-3539/0.6-7�3539/0
BOTCHORD 2-13=-31510.12-13=0/3078,11-12=0/3078, 10.11=0/3539, 9-10=0/2198
WEBS 1-13=011531, 5.10=-372/0, 7-10=0/1420, 7-9=-2365tO, 3-11=0/495. 3-13=-183010
NOTES.
1) Plates checked for a plus or minus 0 degree rotation about its writer.
2) Refer to glrdi for truss to truss Connections.
3) Provide mechanical connection (by others) of truss to bearing plate at joints) 1.
4) "Semi -rigid pffichbreaks including heeW' Member end fixity model was used In the analysis and design of this truss.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc, and fastened to each truss with 3-10d (0.131" X 3") nalls. Stiongbacksto
be attached to walls at their outer ends or restrained by other means.
6) Gap between Inside of top chord bearing and That diagonal or vertical web shall not exceed 0.5001n.
% % It..
%
39380
:rjr
ATE
0 R I V.." N %
40 . . . . . . . . &
.141ION M-S-.00
1111111101
F __7
L Cert. 6634
September 8,2615
hk WAWFNG- VefordeallmlimarmfhsandREAD NOTES ON WS AND INCLUDEDARTEX REFERANCEPAGEM11-7M . OWWOISBEFOAtEUSE.
Design wild for ve only with Walk commectm This design a bonedi any upon parameters sh�, end is for on ist bulki no component.
AP;pficssWQ1yofdes1,h parannetem cmdphoperincor,sonation ofcomponert aresponabirtyal building desfigher-nol trumscleagner. Bracingshomm
is far lateral support of Indinidual weth momber, any. Additlonal temporary bracing to insure stealthy during conduction 6 the responsibUity of the
MITek
erector, Addillonar Pershement bracing of the ovensig omuat� a the responslibill of the building designer For general guidance regarding
fastalCati., c.dity Centel, storage. delivery. creation end gracIng, consult ANSI/71`11 Quallty Crl D511-89 and 301 Bonding Component
69N Paro, East 8W.
Safety tharnmele. available from Truss Plot. mfitvte. 781 N. Lee Street. $Oa 312, Al..ndd., VA 22314.
Tampa, IFL 33610
d
Job
Tru
Truss Type
city
Ply
o�-
TZI
29242
1 ":a
FLOOR
1 8
1=
ID:OgmAjBR759JKFb?dPTEghQylggT-ZAME5?BN07uPffGU7gI
Ll 1,�77-1
2
4
11 329-2 1:�2 23
4A 11 1A iX4 1.4 11 3X4
1 2 3 4 5
: . 't
10
34
9 831
3X4
LOADING (psQ
SPACING-
2-0-0
CS1.
DEFL
In
(10c)
Well
L/d
TCLL 40.0
Plate Grip DOL
1.00
TC 0.56
Verfl(L)
-0.12
9-10
�999
360
TCDL 10.0
Lumber DOL
1.00
SIC 0.61
Vert(TL)
-0.20
9-10
>961
240
BCLL 0.0
Rep Stress Ina
YES
We 0.60
Horz(TL)
0.01
7
me
nual
BCDL 5.0
Code FBC2014rrP]2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4SPNo.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
scee = 1-30.1
44 11
6
7
PLATSS GRIP
MT20 244/190
Weight: 00 It, FT = 0%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-9-3 so purlins, except
end verticals.
BOTCHORD Rigid wiling directly applied or 10-0-0 so bracing.
MiTek recommends that Stabilizers and required cross Dractn7,
be installed during truss erection, in accordance with Stabilizer
Installation ouide.
REACTIONS. (IbIsize) 1=89910-2-15,7=899IMechanical
FORCES. (lb) -Max. Compa./Max. Ten. -All forces 250 (11b) or less except when shown.
TOPCHORD 1-10=01732, 2-3=-213710. 34=-2137/0, 4-5�2137/0
BOT CHORD 9-1 0=011516. 8.9=012137. 7.8=0/1517
WEBS 3-9-26710,4-8--267/0.2-10=-1621/0,2-9=01805, 5-8=0/805, 5-7=-1624/0
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) Refer to gird er(s) for tm as to truss Connections.
4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
5) "Semi -rigid p1tchbreaks including heels" Member end fixity model was used In the analysis and design of this truss.
6) Recommend 2X6 strongbacks, on edge. spaced at 10-0-0 so and fastened to each truss with 3.10d (0.131" X 3") nails. Strongbacks to
be attached to walls at their outer ends or restramed by other means.
7) Gap between inside of top chord bearang and Imst diagonal or vertical web shall not exceed 0,5001n.
,I%% j%IIIIIIIIIIIII, I
%%%% A
% ZA�
39380
Arl0e: ILI
-E
4�1
Ft I'DX*
..... * %%
A % %%
III it t
FL Cert. 6634
September 8,2015
&WARNING- VerD, d.s1,.,..am.hdiRE4O NOTES ON MISAND INCLUDED WITIFICREFERIINCEPAGE 1411-7473 ray. OZOW015 BEFORE USE.
0ad9rvcidf.us..rwWm 97.k..nnechors. ths dedign istaosedonlyapon Poramelonshmvn. ondIs foranbrolvfdual building component.
APPITC.bitty adeags, ad p.p�,i�..I=tlonofccmponmlbms�mibgftyotbuDd�gdesTgn�- not tmudeagner. turacinglamh
Is for lateml support of Individual wela members onv. AccItIond lempass, bacing to Inuhs stablity dudng construction Is the resporalibEty of the
WOW
erector. Additional permanent bracing of the overall structure is the resporeafty of the but,fing deslgher. Forgeneral uldonce regarding
fabrication. qu.tty control. storage, delivery, erection and bmcvV, consul ANSI/11`11 chhully Creed, 050-89 and that ButhdIng Component
6934 parts, E&A Blvd.
S.felyinfearmallen .�o�.bl�r..T�,�Pi.t��tiNt.781N.L.�Ste.f.SuDe3i2,Al.=ndd.,VA2n]4.
Tampa, R. 33610
Tru
Truss Type
ty
PHOENIX REALTY HOM�S, INC.
M03159
FLOOR
�Q
I
�ply 2
�
Job Rgfenunge (Options))
ST7
5_�l
1.4 11 3X10
1 US 2 3X4 3 9 4
7
04
This truss is NOT symmetric.
Proper orientation is essential.
6
3.12
Scale = 1:27.0
5
�4 11
LOADING (pso
TCLL 40.0
TCDL 10.0
BCLL O�o
BCOL 5.0
SPACING- 2-M
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Ina NO
Code FBC2014rrPI2007
CS1.
TC 0.79
BC 0.47
WE OA3
(Matrix-M)
DEFL. In (too) Vdefl Ud
Vert(LL) .0.10 6-7 �999 360
Vert(TQ -0.15 6-7 >999 240
Hoa(TL) 0�011 5 fire rda
PLATES GRIP
MT20 244/190
Weight: 159 Ilb FT = 0%
LUMBER- BRACING.
TOP CHORD 2X4 SP 255OF 1.8E TOPCHORD Structural wood Sheathing directly applied or 6.0-0 oc purlms, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 *Except* BOTCHORD Rigid ailing directly applied or 10-0-0 Go bracing.
1-8: 2x8 SP No.2, 4-5: 20 SP No.2
REACTIONS. (lb/size) 8=1112/Mechaniml,5-2392iMechaniwI
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (1b) or less except when show,
TOPCHORD 1.8-1080/0, 1-2=-247410,2-3=-367610,3.9�3676/0.4-9=-3676/0,4.5=-2337/0
BOTCHORD 6-7=0/2474,6-6=01365
WEBS 2-7-74710,1-7=012478,2-6=0/1268,3.6=.1491/0,4.6=013489
NOTES-
1) 2-plymIss to be connected togetherwith 10d (0.131"x3") nails asfollows:
Top chords connected as follows: 2x8 - 2 rome; staggered at 0.9-0 oc, 2x4 - I raw at 0-6-0 oc.
Bottom chords connected as follows: 2x4 - i raw at 0-9-0 oc.
Webs connected as follows: 2x4 - I row at 0-9.0 oc.
2) All loads am Considered equally applied to all plies, except If noted as front (F) or back (B) few In the LOAD CASE(S) section. Ply to ply
Connections have been provided to dIstnbute only loads noted as (F) or (B), unless othemise Indicated.
3) Plates chocked for a plus or minus 0 degree rotation about its Center.
4) Refer to girder(s) for truss to truss connections.
1111111111111111111if
is.
"Semi.rigld in the design of this truss.
5) pitchbreaks Including heels" Member end fixity model was used analysis and
3-10d X 3") Strongbacksto
6) Recommend US strong backs, on edge, spaced at 10.0-0 Go and fastened to each truss with (0.131" nails.
be attached to walls at their outer ends or restrained by other means.
3 8
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Incmase=1.00, Plate ncfease=1.00
Uniform Loads (pIQ
Mr z
Vert: 1-9-100, 4-9=-S0Q(F=-400), 5-8-10
ATE Z
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414,
FL Cert. 663747]
September 8,2015
WARNING - VdnrdW,,.m.f&. mdOEAD 01OMS 00 MS AMD INCLUDED MIIISK REFERANCE PAGE IMP7473. OV141,7015 SEFORE USE
Design volid for use al, Wth Walt ..nneatsm. INS dessIm Is based ontyvicon parameters dm�, andisforanindIvIducibulcirgarrip ... nt.
Applicabilly of design parameters and properinarponnion of Component is resoandatity, of building designer. not truss designer. tracing dh�
Is for lateral support ofindIvIducl �b mancers aN. Additional lemporarY bracing to insure sholalfty dvdng construction Is The responsibilitY of the
M!Tek*
e�to, Additional permanent brocing of the overall structure 4 the ressonsiblity, of the buicring designer, For general Widonce resorting
fabrication, quality Contra?, storage, dei erection and broch, consult ANSV7141 Quality Weds, DS8.89 and 801 Building Component
69N parse East Blvd.
Safety linfimm.flan .6blar, from Truss Plot. Inefthr. 781 N. Lee street. Suite 31Z Ale,,anaa, VA M314,
Tampa. FL 3:1610
Job
Tru:s
ype
PHOENIXR5ALTY HOMES, INC.
V403160
I
29242
Fri
jQty
2
IPly I
Job Reference (optional)
... ....... I . '"' .� ... - .. _' .. ... - .. .... - ... -
ID:OgmAISR759JKFb?dPTEghQyiggT-2NWCJL9?BROGHpqghNsg—Efm9vWo�HFWYblI XYf1Qf
6.8.10 10 1
6�10 2-�1�1_ 6-8-10
I OX10 cc
1.4 try
2 3
6x1O
4
Scale = 1:28.0
8 7 6 4XIO 5
2,et 11 4X10 = 2x4
LOADING (psQ
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCOL 5.0
SPACING. 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr YES
Code FBC2014frPI2007
CS1.
TIC 0.94
BC 0.73
WE 0.89
(Matror-M)
DEFL. In
Vert(LL) .0.17
Verl(TL) -0.26
Hou(TL) -0.03
(too) Idell L/d
5-6 >999 360
5-6 >717 240
5 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 73 Ib FT=O%
LUMBER.
BRACING.
TOP CHORD 2x4SPNo.1
TOPCHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x48PNo.2
BOTCHORD
Rigid Calling directly applied or 10-0-0 oc bracing.
WEBS 20 SP No.3
Sir recam nde that StabIlizore and required cross bracing
ad ot:%g truss erection, In accordance with Stabilizer
inst..111.
REACTIONS. (lb/sfze) 1-833/0-2-15,5=833/Mechaniml
FORCES. (Ib) -Max. Cont Ten. - At] forces 250 (11b) or less except when shown.
TOPCHORD 1-2-1940/0.2-3=-1940/0,34�1940/0,4-5=790/0
BOTCHORD 64=0/1 940
WEBS 1-7=011 865, 2�7=44610. 3-6=-44610, 4-6=0/1 865
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Plates checked for a plus or minus 0 degree rotation about its Center.
3) Refer to girder(s) for but as to truss Connections.
4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
5) "Sentimrigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss.
6) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.1 Od (0. 131 " X 3") nails. Strong backs to
be attached to walls at their outer ends or restrained by other means.
7) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0,5001n.
titi 111111111s.
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6 393*8
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FL Cert. 6673477]
__ September 8,2015
WAWNG - VentlydrIsfUnpimsmatem andREAD NOMES ON THISANDINCLUDED WEX IZEFErVINCEPAGE 01-7473 rev. OVIM0158EFOIZE USE
DesignvoRd for ust, only with Wel, connectom. Ibis desIgn Is based only upon parameters shrovm. and Is for an Individual bundIng component.
Appreabitty, of design parameters and propertrac,porationof camponerl Is mforansiciffy of buffldimg derIgner - not truss designer. Bracing sho�
Is forlateral support of ndpAducl �b members only. AdditiondlemparmytrOCIng to inesne stablUty dWng construction Is the respormilbMity of the
KWIC
maclor. Additional permanent brocirg of the overall slruct� 4 The reppamribinty of the building designer, porgeneny Widance, Warding
fabrication, quality Control. storage. der,rery, erection and onscing. con"It ANSOPS G..My Cill.d., DSO-89 and BC51 11.11difir, C.nPrmsmf
69M Purt Eard BIW.
Safely InforeatIon avalclore farrilmes Plate Insfiftne, 781 N. Lee Street, SO. 312. At ... rdra. VA 22314.
Tamp.. R 33610
Job T. a
ty
ply
PHOENIX REA-TY HOMES. INC.
I
77403181
29242 F`F1:
I
6
r
I
Jet Btlfg[erto factional)
V�ol I FU�, rt.
Scale = 1:28.1
1 6XII =
1.4 1X4
2 3
axe
4
8 7 6 3x10 6
2X4 11 3xio = 2x4 11
LOADING (pso
TCLL 40,0
TCDL 10.0
BCLL 0.0
BCOL 5.0
SPACING- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Ina YES
Code FBC2014frPI2007
CS1.
TC 0.79
BC 0.65
VVB 0.79
(Matrix-M)
DEFL. in
vert(LL) -0.14
Vert(TL) .0.20
Horz(TL) -0.03
(Too) Won Ud
7-8 �999 360
7-8 >858 240
4 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 70 to FT=O%
LUMBER.
BRACING -
TOP CHORD Zx4SPNoA
TOP CHORD
Structural mod sheathing directly applied or 2-10-13 GO purlins,
BOTCHORD 2x4 SP No.2
except end verficals.
WEBS 2x4 SIF No.3
BOTCHORD
Rigid wiling directly appiled or 1G-D-0 oc bracing.
MiTek recommends that Stabilizers and MqUired Cross bracing
be Installed during truss creation, In accordance with Stabilizer
Installatioa guide.
REACTIONS. (IbIsIze) 8=784IMachanical, 4=78410-2-15
FORCES. (Ilb) -Max. CompJMax. Ten. -All forms 260 (lb) or less except when shown.
TOPCHORD 1-8-74410.1-2-171010,2-3-1710/0.3-4=-171010
BOTCHORD 6-7=0/1710
WEBS 1-7=0/1655,2-7=-423/0,3-6=-423/0.4.6=0/1655
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Plates checked for a plus or minus 0 degree rotation about Its Center.
3) Refer to girder(s) for truss to truss Connections.
4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4.
5) "Semi-rigld pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss.
6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 Go an d fastened to each truss with 3-1 Od (0.131 - X 3") nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
7) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
%%%o ..... *.
' 1A
Mir Z
ATE 4U
FL Cert. 66
September 8,2015
A WARNING - Vemly does, paramerm ond FUEAD NOTES ON MS AND INCLUDED MITEK REFERANCE PAGE MIA7Cr3 � 0"W015 BEFOrZE USE
DerTgn Vord for use only Wth m[Tek conneclon. This deoTgn Is based only upon parameters sho�, and Is loran lndlvlduol Customs; component.
Applicability of design parameters and properthcorposefich of component is resToonsb1fity of oultong designer. not Truss de�gner, lucang showh,
isforlatemisuppodoftndlVducl�bme�emonY. Additloncl tenrechary brocing to Thrum death, during ccnstwetion Is the resporeller1hy of the
WOW
Additi.n.1 pents.n.ml tx..ing of the .�nal structure IsThe rosponeubi5ty, of the butdIng m0grer. For general p1darce, regarding
fabricatcm evolity Contra, slorage, detwey, erection and brocing, consult ANSVTFIl GT CrIterks, Di end IICSI Building Component
690,t Parke East SIW.
$.f.tyltsfamustl.th .�.�.bl�ft.T��,Pl.t.hlitut�.731N.L"Ste.t,S�it.31ZAI�.ndHa.VA22314.
Tamp. FFL. 33610
Job
Truss
TmssType
ty
PHOENIX R�W HOMES, INC,
W403162
29242
Fri I
7
FLOOR
IQ 11ply
7
I
�
Job Ritfe[Stres, (options])
3
sull 11. 1.1., IL
I axe =
1A 1X4
2 3
OX8
4
S.le - 1:28.1
2.4 11 3xlO � 2X4 11
LOADING (psQ
SPACING.
2-0-0
CS1.
DEFL.
In (too)
Vdefl
Ud
TCLL 40.0
Plate Grip DOL
1=
TO 0.77
Vert(LL)
-0.13 5-6
,999
360
TCDL 10.0
Lumber DOL
1.00
BC 0.63
Verl(TI-)
-0.19 5-6
>886
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.77
Hom(TL)
-0.03 5
n/a
n/a
BCDL 5.0
Code FBC2014TrPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1-776/0-2-15, 5=77610.8-0
FORCES. (11b) -Max. CompJMax. Ten. -All forces 250 (to) or less except when shown
TOPCHORD 1-2�167110. 2-3=-167110, 34�11671/0, 4-5-736/0
BOTCHORD &7--011671
"EBB 2-7-41910,1-7=0/1619, 3-6=419/0, 4-6=011619
PLATES GRIP
MT20 244/190
Weight: 69 It, FT = 0%
BRACING -
TOP CHORD
Structural mod sheathing directly applied or 3-1-4 Do purlins, except
end verticals.
BOTCHORD
Rigid wiling directly applied or 10-0-0 oc, bracing.
F�.rfek recommends that Stabilizers, and required cross bracing
a installed during truss erection, In accordance with Stabilizer
Installation guide.
NOTES-
1) Unbalanced floor live loads have been Considered for this design.
2) Plates chocked for a plus or mInus 0 degree rotation about its writer.
3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
4) 'Semi -rigid pitchbreaks including hisels" Member end fixity model was used in the analysis and design of this truss.
5) Recommend 2X6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3- 1 Od (0.131" X 3") nalls. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
6) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.6001n.
E Uj Z
0'. 4�j
%,L% %
FL Cert 663��
September 8,2015
AWARVING.Vars dsu,,,..nvs.odRE&DNOmES ON THISAND INCLUDED 0175KREFERAINCEPAGEMI-703 . OV1,142015 BEFORE USE
DeI19n veffle! for use only Wth Wek connectors. this design 6 based c* upon parameters; movss. and is Icran nolvIdual building component.
AppicaloNly of desh,s parameters and pro,perincorForation of consporent Is responsibility of bulding deegrer -not two cesIgner. Bracing urown
�fortalemTsvppodothdMdval�b��emmt�. Additional temporary brocIng to insere stablity during Construction Is the resporsubtly of the
WOW
.r.cl. Additional Permanent bracing of the overall structure Is the resocrelblity of the building desIgner. For general �Idcnce negonling
f.brixill.r. crucify central. force. d.rvcN, e.d.n and bracing. c.suet ANSIAPII Quality CrIteda, DSB-89 and 1CSI Building Component
6901 Parne East BW.
S.fistirfishnisciffers available ko.T., Plot. trulifiele, 781 N. Lee Steel. Suite 312. Alexandina. VA 22314.
Tampa, Fl. =10
Job
TruesType
Qly,
Phi REVI HOMES. INC.
T7403163
29242
FLOOR
1
Ituly
asencoag I huss. ls� 11 ... ... ..... ..... s ........ `CYL�k' I CK . J - . Oe
ID:OgmAjBR759JKFb?d;TEghOylggT-�AZLLW99dyi97UZPtV���iz 6u 8 W
�48�12 1 1-8:11 13.5-811 8- 1
M li J." 1.0, 5-8-12
Sol - 1:25.4
It 54 =
1.4 11 Tel 11
2 3
54 =
4
7 3e) ea 5
2X4 11 3A 2.4 If
LOADING (pso
TCLL 40.0
TCDL 10.0
BCLL 0.0
SCOL 5.0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4SPNo.2
WEBS 2x4 SP No.3
log 1�
SPACING. 2-0-0
CS1.
D:FL.
in
(loc)
War
Lid
PLATES
GRIP
Plate Grip DOL 1.00
TC 0.83
V rt(LL)
-0.11
5.6
�999
360
MT20
244/190
Lumber DOL 1.00
BC 0.57
Vert(TL)
.0.15
5-6
�999
240
Rep Stress Inv YES
W3 0.67
Horl
.0.04
4
n/a
DIG
Code FBC2014rrPI2007
(Matrix-M)
Weight: 65 to
FT - 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2.4.4 Go purlins, except
end vertices.
BOTCHORD Rigid calling directly applied or 10-0-0 cc bracing.
i T ek recommends that Stabilizers and required cross Dracing
be installed during truss erection, In accordance with Stabilizer
I I al
nstallation g9lde,
REACTIONS. (IbIsIze) 1=724/G-2-15,4=72410-2-15
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (111) or less except when she=.
TOPCHORD i-2�1446/0,2-3-1446/0,3-4=1446/0
BOTCHORD 6-7=D/1446
WEBS 3.6=39410.4-6=0/1412.2-7=.394/0.1-7=0/1412
NOTES.
1) Unbalanced floor live loads have been considered for this design.
2) Plates checked for a plus or minus 0 degree rotation about Its winter.
3) Provide mechanical connection (by others) of truss to bearIng plate at joint(s) 1, 4.
4) "S emi-rigld pitchbreaks IncludIng heels- Member end fislity model was used In the analysis and design of this truss.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 Go and fastened to each truss with 3�1 Od (0.13 1" X 3) nails. Strong backs to
be attached to walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
% its 11111fill/I...,
Is% A.
Ns"
3938
NX
At
% %
%
0o %N
fill 1 1100%
FL Cert. 66
September 8,2015
WARNING. Vdrydssef, end READ NOTES ON MS Me INCLUDED Mini REFINVINCE PAGE M-7473 .1 0211=015 BEFORE USE
Destgnvadd for use onlywthivinfel,connaclon. Tniscl based ontrucon Parameters lhc�. and Is for an Incluidual oulieffing component.
Appfle.bility of design parameters and properincosconiterof Component lis resecraftotity of building deogrei not two designer. Smolng showss
Is for lateral supped of ndMdual vial, members any. Additional temporary brocing to insure stability during construction Is the responsibility of the
MITeW
emotes, Additional spermoreni bracing of the shructuras Is the sessional of the building designer. Forgenonal guidance regarding
fasorkation. quality control storage, dekIery. erection and bracing. Consult ANSON I Death, Criteria, DSO-89 and BCSI Building Component
69M Parl Else BW.
SafeWnformallon available from Teur, Plate Institute. 781 N. Lee Skeet. Suite 312, Alexandria, VA 2MI4.
Tor". Fl. 33610
Job
Truss
Truss Type
ply
PHOENIX REALTY HOMES. INC,
Oty
W4031U
2
1 FTIS
I FLOOR
I
19t allfiditno (Options?)
ces, sxr.. I s., ... .. ., "
�14
1 54 �
11.4"c".""'I"'y"'.-ance"'.. W .." .. ... ... i '... ,
ID:OgmAjBR759J KFb?dPTEghQylggT-j2NkOAFj2Fi_VV�_3pov83fk6ljLxG5fYNF4s5QyflQd
3X4 Scale = 1:14.3
2
2.4 11 3
3X4 =
LOADING (psf)
SPA
'CNG'
2;000
I CS'.
DEFL. in
(toe) Vdefl Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL
0
TC 0.84
V.,t(LL) 0.01
34 �999 360
MT20 244/190
TCOL 10.0
Lumber DOL
1.00
BC 0.09
Vert(TL) -0.02
3-4 �999 240
BCLL 0.0
Rep Stress Incr
YES
WE
Horz(rL) -0.00
3 n/a me
BCDL 5.0
Code FBC2014rrP12007
(Me
Weight: 31 [b FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP NO.2
TOP CHORD
Structural mod sheathing directly applied or 6-04 DO purlins. except
BOTCHORD 2x4 SP NO.2
end vertfcals.
WEBS 2X4 SP No.3
BOTCHORD
Rigid ceiling directly applied or 10-0-0 Do bracing.
ek recommends that Stabilizers and required cross Dracing
installed during truss elcd,,. I, ocordance with Stabilizer
I
allatlon guide.
REACTIONS. (III/sIze) 3=320/Mechaniml, 1=32010-2-15
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (11b) or less except when shown
TOPCHORD 2-3=-29110
NOTES-
1) Plates checked for a plus or minus 0 degree rotation about its writer.
2) Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1
4) "Semi -rigid pitchbreaks Including theals"Member end fixity model was used in t6 analysis and design of this truss.
5) Recommend 2.x6 strongbacks, on edge, spaced at 10.0-0 DO and fastened to each truss with 3-10d (0.131-1 X 3") nails. Strongbacksto
be attached to walls at their outer ends or restrained by other means.
6) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500[n.
11t,11111111111,
%% A
'A0 ........
�W 3931
- Z
ir
.5 Z
-, %.. � 0 R X V
F FL
September 8,2015
& WALWING. Irrardesfpi,lesechrAmr.mils[EADINOTES ON THIS AND INCLUDED WEEK REFERANCEPAGEM9.74y? . OVIMOISBEFOREUSE.
Design �Ofid farUsbonYWth mile1cconnectory.1inh design Is based onlyupon peromefiensh�, and Is foranindhtfolual burring conabnert.
ApPlIc.lolity.fdasTgn p.rarmetio.cmd prop.lIncorporationof comparrenthresprombElyoticulding designm-not me; designer. Bracing 0,a,,n
is for lateral mpport of molvidual �b members arly. Additional temporary brocIng to inwm usslaInty during construclion 4 the responsibility of the
F,
erector. Additional permanent borchg of the overall sfiu� Is the hmponsibi(Ify of the louldna designer. For general Mldance rogonfing
fabilcotion. quafity control. storage. delloery. erection and bracirg. comvll ANSI/TPII Coolly Criteria, DSB-89 and SCSI Building Component
W.
Safety tntonmallon available from Twu Plate Insillule. 781 N. Lee Steel, StIlle 31Z Almialdisfic, VA 22314.
Job
Truss
TrussType
Qty
Ply
PHOENIX FREAL� HOMES, INC.
W403165
29242
Got
I M.a.pitch
1 10
1
1
JQz Befe[Qatg foptlonaft
East Case Truss. Ft. Fnephs. FIL W46
2�O
�1
7.610
2x4 11 Scale = 127.7
4
G.3.1
5.9,15
LOADING (ps!)
SPACING.
2-0-0
CST.
DEFIL.
In
(Too)
Well
. Ud
PLATES
GRIP
WILL 20,10
Plate Grip DOL
1.26
TO 0.44
Vert(LL)
-0.03
5-6
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
SC 0.37
Vert(TL)
-0.08
5-6
>999
180
BCLL 10.0
Rep Stress Incr
YES
W5 0.64
Hou(TL)
0.02
5
inda
safe
BCDL 10.0
Code FBC2014frPI2007
(Matrix-M)
Weight: 61 ITS
FT = 0%
LUMBER-
BRACING.
TOPCHORD
2x4SPNo.2
TOPCHORD
BOTCHORD
2x4SPNo,2
WEBS
2x4 SP No.3
BOTCHORD
OTHERS
2x4 SP NoS
REACTIONS. (Iblslze) 2=702/0-8.0,5=512/Mechanimi
Max Horz 2=395(LC 7)
Max UpIIR2=-415(LC 8), 5=-239(LC 8)
Max Grav 2=744(LC 13), 5=606(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 TO) or less except when sham.
TOP CHORD 2-3�901/3511
BOTCHORD 2-6-4051936, 5-6=-327/879
WEBS 3.6=01252, 3-5�8991424
Structural wood sheathing directly applied or 5-11.0 Go puffins, except
end verticals.
Rigid Calling directly applied or I O-D-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; Vult=l 60mph (3-second gust) Vasd=124mph; TCDL=9.Opsf. BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCpl=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 1 OD Pat bottom chord live load nonconcurraint with any other live loads.
4) - This truss has been clesig ned for a live load of I O.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide Vill
M between the bottom chord and any other members, with 13CDL - I O.Opsf.
5) Refer to girder(s) for truss to truss Connections.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 415 lb uplift at joint 2 and 239 Its uplift at
joint 5.
7) "Seml-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss.
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September 8,2015
WARNING - shanty cf�gm penemelm and READ NOTES ON WS AND INCLUDED MITEK FIEFEFIANCE PAGE H&W3 rev. OVIMO15 BEFOFIE USE
Design vard for use only wch Mffek connectors. This devgh Is based only upon barometers shom and is for an IndIvIducl building component.
Applicabin of design conameters and proper arcor,porallon of ccenconant To respons blity or bulding desgrer - not Ims deegner. Bracing shown
is for lateral support of Indirviduol wab memben only. Addiflonal le,porary bracing to insure siclorty during construction 6 the respornflaUt, of the
WOW
erector. Additional perrhament bracing of the overall structure is The responsibility of the bulldlng des gnes, For general guidance recording
fabrication. worry control. storage. derivery, ereclich and bracing, consult ANSWTIPII Qually Cifferia. DSIr-S? and SCSI Building Component
69U ParKe East MAL
Safety Information ..rable from Truss Plate (nalifule. 781 N. Lee Skeet, Suite 312, Alemmai VA 22314.
Tampa, R fast 0
Job
Truss
Trus Type
Ply
PHOIENIX FtEkLTY HOM5S. INC
�403166
29242
G02
MON:PRCH
IQ
I
Jog BIdgmagin (optional)
�Iil Coast Truss. Ft. pence, FL U946
6.3.1
LOADING (pso
SPACING-
2-M
CS1.
TOLL
20.0
Plot. Grip. DOL
1 .25
TO 0.44
TCQL
15.0
LumberDOL
1.25
BC 0.37
BCLL
10.0
Rep Stress Ina
YES
Wa 0.59
BCDL
10.0
Code FI3C2014/7PI2007
(Matrix-M)
5 JUI 28 2015 Mfirek InductifieS. Inc. Tue
DEFL. in (too) Vdefl Ud
Ven(LL) 0.09 5-6 >999 240
VertCrL) -0.08 5-6 >999 180
Hom(TL) 0.02 5 n/a n/a
LUMBER-
BRACING -
TOP CHORD 2x4SPNo.2
TOPCHORD
GOT CHORD 2x4SPNo.2
WEBS 2x4 SP No.3
BOTCHORD
OTHERS 2x4 SP No.3
REACTIONS. (lb/sIze) 2=70210-8-0,15=512110echanical
Max Hors 2=395(LC 7)
Max Upli[112�705(1_C 8), 5=-507(LC 8)
Max Grant 2=713(LC 2), 5=569(LC 16)
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ito) or less except when she=.
TOPCHORD 2-3�8771762
BOTCHORD 2-13=m667/897, 56�6671836
WEBS 3.6=2651252, 3-Sm-8321832
Scale = 127.7
PLATES GRIP
MT20 2441190
Weight: 61 IS FT = 0%
Structural wood sheathing directly applied or 5.11.9 cc purfins, exC*Pt
end verticals.
Rigid ceiling directly applied or 6-10-12 cc bracing.
MiTels recommends that Stabilizers; and required cross bracing
be Installed during truss erection, in accendance with Stabilizer
Installation ouldc.
NOTES-
i) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL-3.0psf; h=15ft: B=45ft; L=24111; eave=4ft; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and fight exposed ; end verficai left and right exposed; porch left exposed;
Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its Center.
3) This truss has been designed for a 10.0 psf bottom chord live load nDricomscurrent with any other live loads.
4) * This truss has been designed for a live load of 1 0.0psf 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, with BC DL = I O.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 705 to uplift at joint 2 and 507 lb uplift at
joint 5.
7) "Semi -rigid pitchlbrealks Including heels" Member end fixity model was used in the analysis and design of this truss.
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F_FL Cert
September 8,2015
A WARNING. unholy charge Pa...,.. ad AfAD NOTIES ON MIS AND INCLUDED ARIEK REFIFRANCE PAGE A01,7473 ra� OVISGOIS BEFOR2I USE.
Damon volid for Use cn"th Mlek connector. This Cases is based a* upon parameters shc�, and is for an IndfivIdual ouldirg component.
Applicatillity of design parameters and Praiser Incorporation of component Is hesporatDity of buAdhg designer - not truse, deagnc� Brocing ah�
is to, lateral Road of IndiMclu.1 web members only. Additional tomponory bmcing to Insure stability durfing carstruiction Is the sesponsGUN of the
M!Tek'
creator. Adottlone? pemsenerst braoing of me overel structure 4 The resmonalaity of the bVilding daagmc� Forgeneral guldonce regarding
labdcortion, quality control, storage. dolihary. creases and brocing. mmull AN51/TPII Quarry Crtl DSB49 and Bal Burning Component
6SM Pence EuA Blvd.
Safety Inforeciflon avolloble from Truss Plate Irssfista. 781 N. Lee Street, Wile 312, Alo,andrt., VA 22314,
Tampa. Fl. 33610
Job
Truss
ty
P"
EALTY HOMES. INC.
T7403167
29242
I
G03
IQ
I
I
Jo`bOENL,Xip�ag9 (,ptionsil
E.,IC..sIT.si Ft. Pienee. FIL U946
�8.15
" = U4 11 Scale , 1:27.8
LOADING (pso
TCLL 20.0
TCDL 15.0
BCLL 10.0
SCDL 10.0
SPAONG- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Inv YES
Code FBC2014frPI2007
CSL
TC 0.41
BC 0.36
WB 0.58
(Matrix-M)
DEFL. In
Vert(LL) 0.08
Vart(TL) -0.08
Hom(TL) .0.02
(too) Vdefl L/d
6-7 �999 240
6-7 �999 180
6 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 61 lb FT = 0%
LUMBER.
BRACING.
TOPCHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 5-11-14 oc purlins,
BOTCHORD 2x4 SP No.2
excelpt end verficals.
WEBS 2x4 SP No.3
BOTCHORD
Rigid calling directly applied or 6-5-8 oc bracing.
OTHERS 2x4 SP No.3
MITelk recommends that Stabilizers and required gross waging
be installed during truss erection, In accordance with Stabilizer
Installation guide,
REACTIONS. (lb/sIze) 2=702/1-0.0,6=512IMechanical
Max Horz 2=344(LC 8)
Max UpIIR2=-668(LC 8),6=-544(LC 8)
Max Grav 2=713(LC 2).6=551(LC 16)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when show.
TOPCHORD 2-3=-884/652
BOTCHORD 2-7-7821855, 6-7=-782f782
WEBS 3-7�264/251, 3-6�8161817
NOTES.
1) Unbalanced met live loads have been Considered for this design.
2) Wind: ASCE 7-10; Vuh-160mph (3-secand gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Cpsf; h=15ft: B=45ft: L=24ft: eave=4ft; Cat. 11;
"tiIIIIIIIII111111
Exp D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber
DOL=1.60 DOL=1.60
A I
4,6Qte
plate grip
3) Provide adequate drainage to prevent water pending.
%% 0 E N '-
"X
4) Plates checked for a plus or minus 0 degree rotation about its writer.
5) This truss has been designed for a 10.0 bottom chord live load nonconcuffent with any other live loads.
S.
psf
6) * This truss has been designed for a live load of 1O.0psf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
0 39380
fit between the bottom chord and any other members, with BCDL - 1 O.Opsf.
7) Refer to girder(s) for tw Is to truss Connections.
8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 668 111 uplift at joint 2 and 544 111 uplift at
to Ma: Z
*
joint 6.
J A 4J
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss.
Cert. 6634
September 8,2015
WAMING - MdREAD NOTES ON MaAND INCLUDED Or" REFERANCEPAGENH7473 re, OVIM015 BEFORE USE
Design valid for use only Wth Miliek connecton. this deegn s based cry vzon paremeters shaven. and is for an Individual budding component.
Appllool,Nly of design loaromelem and oaper ncortooraten of component k responsibilty of buildr, designer - net truss designer. Bracing s,.
fs for lateral suppon of Individual viat, members only, Additional temporary broelng to Rhure stablity dulng constuclan Is the reeponebtlity of the
WOW
erector. Additional permanent lbroclng of the overall structure Is the resp.rexallity or the building designer. For general guidance regarding
folarcallon. quality control. storage, delivery, arection and bracing, conhit ANSVIT11 Quaffly Werla, DSB49 and ICS! BulislIng Component
69N P.rks East Blvd.
SafelvInlonnotlon available Rom Truss Plate institute. 781 N. Lae Street, Suit. 31 Z Alexandra. VA M 14.
Terre. Fl. 33610
Job
Truss
e
aty
Ply
"Ho"No"'EALTY HOMES, INC.
W403168
29242
G04
. tionall
off Coast Truss. Ft. Pienso. FL MW
4.10-5
7.630 s Jul 2112015 MITek Industries.
4.4
4
ssffel
Kiska-]
Scale n 1:25.1
Plate Offsets (X.Yl-
[ZO-3-6,G-1-81
LOADING (pso
SPACING. 2-0-0
CS).
DEFL.
in floc)
Udell
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.33
Vert(LL)
0.25 7-11
�575
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.57
Vert(TL)
-0.26 7-11
�549
180
BCLL 10.0
Rep Stress Incr YES
MIB 0.23
Hom(TL)
0.01 6
We
n/a
BCDL 10.0
Code FBC2014rFP12007
(Matrix-M)
Weight: 65 to
FT = 0%
LLIMBER-
TOP CHORD 2x4SPNo.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No,3
REACTIONS. (Ib/sIze) 6=513/Mechanimi, 2=70111-0-0
Max Horz 2-295(LC 8)
Max Upllft(5�524(!_C 8), 2=�689(!_C B)
Max Grav 6=547(LC 16), 2=716(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=�8911708,3-4�4741382.4-5�394/391,5-6-559/539
BOTCHORD 2-7=-889/965
WEBS 3-7=-454/394,5-7=-618/619
BRACING-
TOPCHORD
Structural mod sheathing directly applied or 6-0.0 DO purlins, except
end verficals.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
Mirek recommends that Stabilizers and required cross bracing
be Installed during truss erection, in accordance with Stabilizer
installation Quidg.
NOTES-
1) Unbalanced noof live loads have been considered for this design.
2) Wnd: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9,Opsf, BCDL=3.Opsf-. h=1 5ft: B=45ft; L=241t; eave=4ft; Cat. 11;
Exp 0; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber
DOL=1.60 plate gdp DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) Plates checked for a plus or minus 0 degree rotation about its writer.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
6) * This truss has been desig ned for a live load of I O.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will
fit between the bottom chord and any other members, with BCDL = I O.Opsf.
7) Refer to g1rcl for truss to truss Connections.
8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 524 lb uplift at joint 6 and 689 lb uplift at
joint 2.
9) "Semi -rigid pilchlbrealks Including heels" Member end fixity model was used in the analysis and design of this truss.
%%%
Nd".N
938
A/
E
FL Cert. 66
September 8,2015
A INAMING - Verify ded, panisreays and AtEAD NOTES ON THIS AND INCLUDED WEEK REFERANCE FACE M11-7473 res, OVINO15 BEFORE USE.
Design Veal for use onty Win Mask connecton. This desIgn is basestf only upon polomears sho� and Is for an Individual bulking consoned.
APPli-.1clity, of Casio, p....Is and proper incorporalon of component in resporebrity of curdling designer - not imp, designer. BracIng i1nown
Is for lateral suppon of inemdual �b members only. Additional temporary bracing to Insurn stalorty during corenction 6 the responsibility of the
M!Tek*
erector. Additional permanent brocirg of the owrall stwohire Is the re,nors4biny of the burning designer. For general �Idance reganding
lubrication, quotty Contrast, storage, d"r ely, erectlan and bachg, consvin ANSVTPII Quality Winds, DS5.89 and BCSI funding Component
6SU Forks, �st BIW.
5.10yint.reallon
T..pn. Ft. 33610
Truss
Truss Type
Dry
PHOENIX FEALTY HOMES. INC.
Tlr4D3169
005
HALFHIP
1
�Ply I
�
Job Reference foctionall
East Coast Truss. PC Plemle, Fl. U946
2-0�0
7_0_0
4X4 =
Tue
Scale - 124.4
14 =
I
7�O
&1-6—
LOADING (pso
SPACING-
2-0-0
CSI.
DEFL.
In
(too)
Ildeft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.46
Vert(UQ
0.13
6-10
o999
240
MT20 244/190
TOOL 15.0
Lumber DOL
1.25
BC 0.39
Vart(TL)
-0.14
6-10
>999
180
BCLL 10.0
Rep Stress Incr
YES
WS 0.37
Hom(TL)
0.01
5
NO
nt.
BCDL 10.0
Code FBC2014rrP12007
(Mabix-M)
Weight; 57 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD
2x4SPNo.2
TOPCHORD
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3
BOTCHORD
OTHERS
2x4 SP No.3
REACTIONS. (lb/size) 5=501IMechanical, 2-713/1-0-0
Max Hom 2=246(LC 8)
Max Upl!1115�505(!_C 8), 2-707(LC 8)
Max Stay 5=539(LC 16), 2=724(LC 2)
FORCES. (1b) -Max. Camp./Max. Ten. -All forces 250 (11s) or less except when she=.
TOPCHORD 2-3-1070/836,3-4�631/610,4.5=-4761431
BOTCHORD 2-6-1065/1229
WEBS 4-6�6701689
Structural mod sheathing directly applied or 5-5-8 Go purfins, except
end verficals.
Rigid ceiling directly applied or 7-1-12 Go bracing.
IMi-rek recommends that Stabilizers and required Gross bracing
be installed during truss erection, In accordance with Stabilizer
Installation oultill. I
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE 7-10; Vuft=1 60mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf, h=15ft; 13=45ft; L=2411: eave=4ft; Cat. 11;
Sale D: Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed : end vertical left exposed; porch left exposed; Lumber
DOL-1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) Plates checked for a plus or minus 0 degree rotation about its center,
5) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads.
6) - This truss has been designed for a live load of 10.Dpsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. with BCDL = 10�Opsf.
7) Refer to girden(s) for truss to truss Connections.
8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 505 lb uplift at joint 5 and 707 Ib uplift at
joint 2.
9) "Semkigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss.
t%IIIIIIIIIII11"
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F7FL C�jrt. 66
September 8,2015
WAMING - 11,41, doal, Isarometoms and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rav, OVlMO15 BEFORE USE
D.lJgm udid far v. n"th Wal, cormecton. This desIgn a based only upon parameters shown, and Is far an mall building comeoneml.
Applicability of desGn parameters end proper Incorporation of component Is rencersoollity of building designer - not hums designer. Bracing sl,o�
I, to, lateral -PPOrl .1 Ind v1dud wee mornloon, Only. Additional temporary brachg to Insure Liability clusIng construction Is the responsibility of the
M!Tek'
mal Adelson.? permanent becir, of the v..D structure Is the resporacilry of the building al For geneml guidance ragamling
ficledcation, quality central. storage. call election and bracrig. da.It ANl Codify Ofterts, DSO-89 ad Dal Building Component
69% Puke East Eye
Salklyinformallon c�'Lkeloe fromnues Plate Irdstiftfie. 781 N. Lee Street. Suite 312, Alexandre. VA 22314.
Tampa. FL 331510
Job
Truss
Truss Type
Qry
Ply
PHOENIX REALTY HOMES, INC.
�403170
29242
G06G
HALF HIP GIRDER
I
Jou B2fealoo (Optional)
cold Dead Trcss, Ft. Ple=. Fl. 3iU45
3�8
Scale - 1:24.6
4x8 = 1.4 11 4X4 =
LOADING (psf)
TCLL 20.0
TCDL 15.0
BCLL 10.0
SCDL 10.0
SPACING. 2-0-0
Plate GNP DOL 1.25
Lumber DOL 1�25
Rep Stress Ina NO
Code FBC2014rrPI2007
CS1.
TC 0.43
BC 0.64
WE 0.65
(Matrix-M)
DEFL in
Vert( L) o.1a
Vert(TL) .0.13
Hoa(TL) 0.04
(toe) Well Ud
8 -999 240
7-8 �999 180
6 rda n1a
PLATES GRIP
MT20 2441190
Weight: 60 Ito FT = 0%
LUMBER.
BRACING-
TOPCHORD 2x4 SP No.2
TOPCHORD
Structural mod sheathing directly applied or 3-7-14 Do purlins, except
BOTCHORD 2x4 SP No.2
end verticals.
WEBS 2x4 SP No.3
BOTCHORD
Rigid wiling directly applied or 4-9-4 Do bidding.
OTHERS 2*4 SP No.3
MiTek recommends that,91ablimers and required =as Dracang
be Installed during Was erection, In accordance with Stabilizer
Installation quidef,
REACTIONS. (lb/size) 6=1051110echanical,2=1240/1-0-0
Max Horz 2=1 97(LC 25)
Max Uplift(3�787(!_C 8),2=-984(LC 8)
Max Grav 6-1058(LC 32). 2=1240(LC 1)
FORCES. (1b) -Max. Camp./Max. Ten. -All forces 250 (1b) or less except when show.
TOPCHORD 2-3�2320/1548.3-13=-1530/1116,13-14�i630/1116,4-14�1530/1116,
4-15=-1530/1116,15-16�1630/1116,5-16=-1530/1116.5-6�9921723
BOTCHORD 2-8mw1483/2113, 8-17=-1524/2177, 7-17�152412177
WEBS 3-8-539/844, 3-7�7351464, 4-7=�3801288, 5-7�124411711
NOTES-
1) Unbalanced met live loads have been Considered for this design.
"ttLits I I I 1111'Fif'r
A.
2) Wind: ASIDE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=3.Opsf, IT-15ft; B=45ft; L=24ft: eave=4ft; Cat. 11;
vertical left exposed; left exposed: Lumber
44 ,%..,
Exp D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end porch
DOL-1,60 plate gdp DOL=1.60
- ...
19 10
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its Center.
5) Th is truss has been designed for a 10.0 par bottom chord live load noncencurrent with any other live loads.
3 380
Z
6) * This truss has been desig ned for a live load of I O.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 Wide will
fit between the bottom chord and any other members, with BCDL - 1 O.Opsf.
7) Refer to girdens) for truss to truss Connections.
8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 787 lb uplift at joint 6 and 984 to uplift at
ATE
joint 2.
9) "Serni-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
be to load(s) 132 bdown and 1261bupat
U
01;$, 0 R It
10) Hanger(s) or other Connection device(s) shall provided sufficient support concentrated
5-0-0. 13211ocloymand 121511oupat 7.0-12, and 1321bdovm and 126 lbuitat 9-D-12, and 132 to dam and 1261bupat 11-0-12on
.a %
; **
topchord,and7841bdomand492lbupat 5-0-0,841ticlowinand7lbutiat 7-DA2,and84bdownand71bupat 9.0-12,and84]b
'f-,1jj0NAL'-%%`aa"
dowriand7lbupal 11-0-12 on bottom chord. The designiselection of such connection device(s) Is the responsibilittrof others.
11) In the LOAD CASE(S) section, loads applied to the few of the truss am noted as front (F) or back (B).
LOAD CASE(S) Standard
F FL Cert. 6634
September 8,2015
Continued on a a
,& WARNING - Vadflyd.silitpirramomm andREAD NOTES ON THISAND INCLUDED Ael REFERANCE PAGE01-74x3 . 0211=015 BEFORE USE.
DmIgn valld for ute only,Mth Mlek connecarl. this denigh h b.oaj .*Won ponometem sh� and Is loran Indfividual building concorent.
Appl..olnyl -1 dodgh parameter; and preperfincerponallonof component 4 reipomblity of bullding detIgn, not gue; deegner. Bracing thavri
it for I.t.,ol Ppat of Indill valb memben only. AdertionaT tomponery ILI to inione stabi[ty durring construction If the resporecUly of the
M!Tek*
emetu. Additiomol panyonent bracing of the overal ftclue Is the Reponsibilty of the buildirig designel, Forgenerol guidance regandfing
falorleatla, quality cantmL storage, dervery, erection and loccha, consult ANSIAN I Quality Ontario, DSD-89 and lICSI Building Component
690A Penn, Emd BW.
Saleyinformallon a�drftbllc from Fruit Plate Institute. 781 N. Lee Street. Suite 311 Aynamaido. VA M 14.
Tampa, FL 33610
Job
Truss
Truss Type
PHOENIX RE�TY HOMES, (NO.
TZ403170
29242
SING
H/u-F HIP GIRDER
111ty
1
�Ply
Job Refg[graps (00tiCnall
East Coast Truss. Ft. Pleae. Fl. U946
7.6308,10282015MITellInduairtia, ne. uaSepOS09;15.052015 g.
ID:OgmAjBR759JKFb?dPTEghQylggT-OlqVM2C7 aj SrhHMks,NE3THE73D1WIkYfPQa
LCLADCASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Inaease=1.25, Plate Increase=1,25
Uniform Loads (pl!)
Vert: 1-3-70, 3-5�70, 6-10=20
Concentrated Loads (lb)
Vert: 3=-55(B) 8=784(B) 14�55(13) 15�55(13) 16=-55(B) 17-26(B) 18-25(B) 19�25(13)
AWARNING-10"I desIgn Pamoraters; and READ NOTES ON THIS MO INCLUDED WTEX RUFFERIINCE PAGE A1747472 . OMMOIS BEFORE USE
Design valid for use orty wth Well connectors. This design 6 based only upon parameters sho,vrs. and Is loran Individual building component
App[looblity of design pa,amofi...rd of component brespombility of building designer. not two designer. grading shm,m
Is for lateral suppert of Individual vals members only. Addacnal tersisamr( bmcVg to insure stablity doing Construction Is the hasponsillity of the
MiTelc
enactor. Additional Permanent bmchg of the overall structure Is the amporissibilItY Of the buildfing designer For genard Guidance ral
f.tvfcch.n. q..Nty Control. storage, delive,r. erection and brocIng. consull ANSKI'll Quafty CrOado, D51149 and Bal Bundlag Component
Solotyinformallon available firom"ims Plate ratifula, 781 N. We Sheaf. Suite 312, Alexandria. VA 22014.
Tampa. FL M1 0
Job Truss
Type
Qty
Ply
PHOENIX RE&TY HOMES, INC.
T7403171
2 1 G07
P I
I
I
�
Job RefmaGe (optionall
East Coast Truss, Ft. Piero, FL U946
6�1
7.6aull 8 Jul 2a 2015 Mack Industroes. Inc. TUO
1-5.0
3X4 = 3.4 11
Sects = 1-28.4
LOADING (parfl
TCLL 20.0
TCDL 15.0
BCLL 10.0
BCDL 10.0
ICING- 2-0-0
SPA 1.
Plate Grip DOL 25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC201141TPI2007
CSI.
TC 0.44
BC 0.36
W13 0.63
(Matrix-M)
DEFL. in
Vert(LL) -0.03
Vert(TL) -0.08
Horz(TL) 0.02
(too) Vdafl Us
6 240
-7 �999
6-7 >999 180
6 n/a nura
PLATES GRIP
MT20 244/190
Weight: 60 Is FT = 0%
LUMBER-
BRACING-
TOPCHORD 2x4 SP No.2
TOP CHORD
Structural mod sheathing directly applied or 5-11.2 as purfins, except
BOTCHORD 2x4 SIP No.2
end vertleals.
WEBS 20 SO No.3
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc turnicing.
OTHERS 2x4 SP No.3
ek recommends that Stabilizers and required =as bracing
installed during Vuss erection, in accordance with Stabilizer
allation guide,
REACTIONS. (lb/sIze) 2=702/0,11-0,6=51121fulachanical
Max Horz 2=357(LC 7)
Max Uplift2=-417(LC 8), 6�236(!_C 8)
Max Grav 2=748(LC 13), 6=594(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ilb) or less except when she=.
TOPCHORD 2-3�9051348
BOTCHORD 2-7=38V943. 6-7=�3311873
WEBS 3-7=01251, 3.6=879/395
NOTES.
1) Wind: ASCE 7-10: Vult-160mph (3-second gust) Vasd-124mph; TCDL=O.Opsf; BCDL=3.Opsf; h=15ft; B=45ft: L=24ft; eave=4ft; Cat. 11;
Lumber DOL=1.60
Exis D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and fight exposed ; end vertical left and right exposed;
�1%11111111111111,fl
plate grip DOL=11.60
2) Provide adequate drainage to preverdwater pending.
.%% �,S A I !.*..
........ 4,6y"
3) Plates checked for a plus or minus 0 degree notation about its Center.
4) This truss has been designed for a 10.0 bottom chord live load nonconcuff ant with any other live loads.
1%% '0
% % 0 ENS'-. o
psf
*This
5) truss has been designed for alive load of IO.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-13.0 wide will
MO 39380
3938,0,
fit between the bottom chord and any other members, with BCDL - 10.0psf.
,t4`6-
6) Refer to girder(s) for truss to truss Connections.
7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 417 He uplift atjoint 2 and 236 us uplift at
joint 6.
8) "Semi-rigId pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this Imes.
XT
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FL Cert. 6634
September 8,2015
A WARIVING - Vonrydeadignparamelon andREAD NOTES ON THYSAMO INCLUDED NIM REFEFULAACE PAGEAVI-7473 . Ou/1=015BEFORE USE
Dedgm vold tortes, ohlrWth Wek contreCtOM.ThIs design Is based only upon posamoterc sho,m. and Is foran Individual buflorn, com;,cmemt.
APP11C.1ollity.1cledgnp ... meters and Proper Incomortation of component a responerallity of ovildling designer - not fi� desIgher. Freeing ch�hvn
I, to, lai Ppod of IndFAcuol �b meml�ers only, Addil.rud temporary arechh; to Imeme sablity during consWetion a the responsibility of the
Welc
erector, Adeffichol Permanent boecing of me c,hersal stwchure is th.ne,phobilly of the building designer, For gereval grtudance, rognanding
fabrIcation. quouty central. storage, delivery. emotion and barcing, conoull ANSI/11`11 Quality Criteria, OS5-89 and aCS1 Building Component
6004 Parke East Eva.
Safety lefteranallors ovaitable thorn Two Plate Institute. 761 N. Lee Street. Suite 312, Alexanddo. VA 223 14.
Tamp, FIL 33610
Job
Truss
ty
P", ONES, INC.
'lo
V40O172
29242
GOB
ID
I
I I J�o h�W
bOREeNf, exre� Is I a n a I I
UsetcesistTrus'.
2�0
I
7.630 S Jul
Scal. = 1,24.4
4X4 = 3x4 =
LOADING last)
TCLL 20.0
TCDL 15.0
BCLL 10.0
BCDL 10.0
`CNG_ 2;0-0
SPA
PIWI GII.DOL 5
.25
Lumber DOLL 1.25
Rep Stress Ina YES
Code FBC2014rrPI2007
CS1.
TC 0.31
BC 0,53
WE 0.23
(Mal
DEFL.
Vert(LL)
Vert(TL)
Hom(TL)
in (too) Well L/d
-0.09 7-11 a999 240
-0.23 7-11 >627 180
0.01 6 n1a n1a
PLATES GRIP
MT20 2441190
Weight: 65 Ib FT = 0%
LUMBER.
BRACING-
TOPCHORD 2x4 SP No.2
TOPCHORD Structural wood sheathing directly applied or 6-0-0 Go pudins, except
BOTCHORD 2x4 SP No.2
end verticals.
WEBS 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or 9-2-14 Do bracing.
OTHERS 2x4 SP No.3
M7e1k recommends that Stabilizers and required chose Dracing
be installed during truss erection, In accordance with Stabilizer
Installation guide,
REACTIONS. (lb/sIze) 6=5141MIschanical, 2=70010-8-0
Max Hoa 2=295(LC 7)
Max Uplift6-240(LC 8), 2=-413(LC 8)
Max Grav 6=577(LC 13), 2=751 (LC 13)
FORCES. (Its) -Max. Camp./Max. Ten. -All forces 250 (Ild) or less except when shown.
TOPCHORD 2-3-9201445, 3-4=.Sl 6/237, 4-5=-439/254, 5-6�5691244
BOTCHORD 2-7=408/967
WEBS 3-7�4501317. 5-7=-233/660
NOTES-
1) Wind: ASCE 7-10: Vult=1 60mph (3-second gust) Vasd=1 24mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1 6ft; B=45ft; L=24ft; eavenr4ft; Cat. 11;
Lumber DOL=1.60
EXP D: Encl., GCpl=O. 18: MWFRS III tractional); cantilever left and right exposed ; end vertical left and right exposed;
A !i.,
plate grip DOL=1.60
2) Provide drainage to water
.%% p,,S I
4,& e,
adequate prevent ponding.
3) Plates checked for a plus or minus 0 degree rotation about its Center.
*%0,0,0
Z%Zz .*\cENS"-.
4) This muss has been designed for a 10.0 par bottom chord live load monconcument with any other live loads.
* a rectangle 3 tall by 2.0.0 wide will
In -6-0
5) This truss has been designed for a live load of I O.Opsf on the bottom chord all areas where
39380
fit between the bottom chord and any other members, with BCDL = 10.0psf.
Z
6) Refer to gfirder(s) for truss to truss Connections.
7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 240 Its uplift at joint 6 and 413 lb uplift at
joint 2.
8) "Semi -rigid pitchbreaks including heele Member end fixity model was used in the analysis and design of this truss.
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FL Cert. 6634
September 8,2015
'A WAMING - Vall dastgaparkeseress; andIFEAD NOTES ON MS AND INCLUDED AUTEK REFEIZANCE PAGETAN-7,73 has, OMM015 BEFORE USE.
Deakin �Iid far use on"th Wel, whinectm. Phis dl 4 anned ort/upors parameters shown and is foran indIvIdual b0ding compiment.
ApplicabIly at design parameters and properInewoutors of component Is resporegallBy or building designer- not finsas designer. Bracing shown
s to, lateral Ppad of Indl �b memben only. Additional tem,aorav, brocIng to Impure stobil[ty during conetructlon is the responsibility of the
MiTelc
,,nl.ar. Addifi.rd Permarent brachg of the owml struclure lb the responablity of the building desul For general guldcmce regardil
f.bd.ation. ludity C.nt,L Ifin.,a, dill erection and brocing. Consult ANSVIPII Quality criteria, DSB-89 and SC51 Building Component
69N Parke East Shal.
S.f.IY I.f . . Is 110. .�.IT.bl��.T.,Pl.t.�titut.,781N.L.�St..t.Sult.31ZAI��.n&..VA22314.
Tampa. Fl. 33610
Truss
TrussType
Qty
Ply PHO�IX FtEALW HOMES. INC.
T7403173
Lob
G09
Hall Hip
1 1
I
-1
jQIf Reference (optional)
E..tCo.sITrU$.. Ft. Pi... I'L U946 "S's" 2112015MITORInduarles, Inc. TUG bGPU*UU:IaUo'U I - I-S' I
ID;OgmAjBR759JKFb7dPTEghQylggT-sXHWODmnHnQ?kIQ2ez4DVwuKevuqAuilzg=DT'��
I '2:'�00 �D k 12-1.0
2 �o 5_5_0
i
6�0
LOADING (psf)
SPACING-
2-D-O
CS1.
TCLL 20.0
Plate Grip DOL
1.25
TC 0.40
TCDL 15.0
Lumber DOL
1.26
BC 0.37
BCLL 10.0
Rep Stress Ina
YES
WB 0.26
BCDL 10.0
Code FEC2014frPI2007
(Matrix-M)
LUMBER.
TOP CHORD 2x4 SP No.2
BOTCHORD 20 SP No.2
WEBS 210 SP No�3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 5=505/Mechanimi, 2=710/M.0
Max Horz 2=234(LC 7)
Max Upllft5z-248(LC 5), 2=-426(LC 8)
Max Grav 5=558(LC 13), 2=757(LC 13)
FORCES. (lb) -Max. Comp.lMax. Ten. -All forces 250 (Ifts) or less except when showit.
TOP CHORD 2-3�1030/313. 3-4-6901334, 4-5=484/258
BOTCHORD 2.6cu448/1205
WEBS 4-6�277/746
4X4 am
Sal = 1:24.4
3X4 =
�o
DEFL. In
(toe) War Ud
PLATES GRIP
Verfil-L) -0.04
6-10 -999 240
MT20 2441190
Vert(TL) -0.11
6-10 >999 180
Hoa(TL) 0.01
5 We n/a
Weight: 57 lb FT = 0%
BRACING-
TOPCHORD
Structural "ad sheathing directly applied or 5-6-13 cc puffins, except
end verticals.
BOTCHORD
Rigid wiling directly applied or 10-0-0 cc bracing.
recommends that Stabilizers and required cross Draping
e7ek
installed during truss erection, in accordance with Stabilizer
allation nuide.
NOTES.
1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=1 24mph; TCDL=9.Opsf; BCDL=3.Opsf, h=1 5ft: B=45ft; L=24ft: eave=4ft; Cat. 11;
Exp D; Encl.. GCpl=0.18; MWFRS (directional); Cantilever left and right exposed ; end verfical left and right exposed; Lumber DOL=1.60
plate grip DOL-1.60
2) Provide adequate drainage to prevent water ponifing.
3) Plates checked for a plus or minus 0 degree rotation about Its center.
4) This truss has been designed for a 10.0 Pat bottom chard live load norrogricument with any other live loads.
5) * This truss has been desig ned for a live load of 1 O.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-()0 wide will
fit between the bottom chord and any other members, with BCOL = I O.Opsf.
6) Refer to ifirder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 248 Its uplift at joint 5 and 426 It, uplift at
joint 2.
8) "Semil-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and delign of this truss.
flIfiltill I I
4`6 3938
1(ir Z
.a
FECert. 66
September 8,2015
WAA1UNG - Val design p.renrefers and RIZAD MOMS ON THIS AND INCLUDED MITEX REFERANCE PAGE NI-7473 � ovioOtSBEFORE USE
Deelgrt valid far use al, With Walk oonnect... This design is based ants upon paroarreelem shoArt, and Is for an IndrAdvat building component.
Applicability Of design paorn.jans ad proper Incorporation of component Is resporabilly of building designer - not truss designer. Brocing sl,�
7
is for lateral support of Inamdual wGID menrcisrs only.
MiTek'
erector. Additional permanent bracing of the overall $Uvaum Is the responsibility of the burding casngne� �r general Guidance regandrig
fabrication. quality control, storage delive, Grecian and bracing. consult ANSIVTPII Overly Cded., DS9-89 ad 601 Gard], Coal
69W peeks East Blvd.
Safety [.[..at[.. voliabl. ft. Truss Plot. institute 781 N. Lee Steel. Suit. 312, Al...ndK.. VA 22314.
real FL 33810
Job
Truss
Truss Type
Oty
PHOENIX REALTY HOMES, INC.
T7403174
29242
GIO
corrooft
1
IPly I
I
job Efiferereq (optional)
East Coast Truss, Ft. Price, Ft. U946 7.63D 5 Jul Z" WUI* Milex Inaustres. Inc, I us cup va vu. —, . -
ID:OgmAjBR759JKFb?dPTEghQylggT-NrGnkEOYb�Hmt1 bLUJMiS4fk-bxKSHXXndndyflQY
12-1.0
64�40
Scale: 112�1-
4X4 —
qj
I,
LOADING (prol
TCUL 20.0
TCOL 15.0
BCLL 10.0
BCDL 10.0
ICING- 2-0-0
SPA 125
Plate Grip DOL
Lumber DOL 1 '25
Rep Stress Ina YES
Code FBC2014/TP12007
CSI.
TC 0.41
SC 0.38
yvEd 0.09
(Matrix-M)
DEFL. in (too) Well Ud
Vert(LL) .0.04 6-14 o,999 240
Verl(TQ -0.10 6-14 >999 180
Harz(TQ 0.01 5 We nual
PLATES GRIP
MT20 2441190
Weight: 49 to FT = 0%
LLIMBER-
BRACING -
TOP CHORD W SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-8-12 cc puffins.
BOTCHORD 2x4 SP No.2
BOTCHORD
Rigid ceiling directly applied or 10-0.0 cc bracing.
WEBS 2x4 SP No.3
ek recommends that Stabilizers and required crOSS Draping
OTHERS 2x4 SP No.3
installed during truss erection, in accordance with Stabilizer
SLIDER Right 2x4 SP No.3 1-6-0
station ouide.
REACTIONS. (III 5=514tMechanical, 2=71310-8-0
Max Horz 2=105(LC 7)
Max UpliftS=-230(LC 8), 2=-430(LC 8)
Max Grav 5=552(LC 15), 2=737(LC 13)
FORCES. (11b) -Max. Comp./Max. Ten. -All forms 250 (111) or less except when shown.
TOPCHORD 2-3=�9751351, 3-4�774/354.4-5=402/40
BOTCHORD 2-6=-300/1146, 56�2411723
NOTES-
1) Unbalanced roof live loads have been cronsidered for this design.
2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Cpst, h=15ft; B=45ft; L=2411; eave=4ft: Cat. 11;
Exp D; Encl.. GCpi=0.18; MWFRS (directional); Cantilever left and right exposed : end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of IO.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wilde will
fit between the bottom chord and any other members. with BCDL = 1 D,Opsf.
6) Refer to g1rder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 230 It, uplift at joint 5 One 40U IV Urplint eL
joint 2.
8) "Semi -rigid pitchbreaks including heels" Member end fixity, model was used In the analysts and design of this truss.
1,
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FL Cert. 66
September 8,2015
A WARNING - Vandy, door, parameters and JREAD NOTES ON THIS AMD INCLUDED MITEK IJEFEPIANCE PAGE Mg.7dT3 � T2116/201S BEFOIRE USE
Deeign valid for use any with Wek connection. Tho designs based any upon parrannefers shavon, end 4 for an individual budding component.
Applicability Of design parameters and properfircoporptioni of component is responsublitt, of budding call not kind designer, Bracing sba,,n
Is for lateral support of individual el, members only. Additioral temporary bracing to ksu:w stability during construction Is the respOnstrollky of the
WOW
emctc�. Additional Permanent aracurg of the overall uncidure is the respoxiblit, of the building designer. For general guidance regandri;
fabrication, quality control storage, dedver, erection and luctoing, consult ANSI1TPIl Quality Ontario, DSO-89 and WCSI Budding Component
cards Finds East Blvd.
Safely Information avotable fromTwa Plate inuitude. 781 N. Lee Skeet. Suite 312. Alexandra. VA 2Z314.
Tumpa, FL 33610
Truss
Truss Type
Dry
Ply
PMOENUK R�TY HOMES. INC.
Gil
Common
I I
�
—
JQig Bliferginan (optional)
East Coast Twat, Ft. Plence, FL M946
2-0�0
�D
7,630sJW2B201SMrr.ki�dus�.,.In�.Tua�poacg:lb:.,W,.�.g.,
ID:OgmAISR759JKFb7dPTEghQylggT-NrGnkEOYb�HcutlbLUJMIS4fk—bXKSHXXndndyflQY
4X4 =
Scale: 10=1,
1-9
LOADING (ps!)
SPACING.
2-0-0
CSI.
DEFL. In
(loc) Udell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.41
Vert(LL) -0.04
6-14 �999 240
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.30
Vert(TL) -0.10
6-14 >999 180
SCLL 10.0
Rep Stress [nor
YES
WEI 0.09
Horz(TL) 0.01
5 rda n1a
BCDL 10.0
Code FBC2014rrPI2007
(Matrix-M)
Weight: 49 Ita FT = 0%
LUMBER.
BRACING -
TOP CHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 5-8-12 cc purlins.
BOTCHORD 2x4 SP No.2
BOTCHORD
Rigid Calling directly applied or 10-()0 cc bracing.
WEBS 2x4 SP No.3
MiTek recommends that Stabilizers and required gross briacin
F�w ng
OTHERS 2x4 SP No.3
I be installed during truss erection, in accordance with Stabil or
SLIDER Right 2x4 SP No.3 1-6-0
REACTIONS. (lb/sIze) 5=514110tachanical, 2=713/0-8-0
Max Horz 2=105(LC 7)
Max LIpIftS=-230(LC 8),2=-430(LC 8)
Max GravS=552(LG 15), 2=737(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=9751351, 3-4=-774/354, 4-5=-402/40
BOTCHORD 2-6-300/1146, 5-6�241fi`23
NOTES.
1) Unbalanced met live loads have been Considered for this design.
2) Wind: ASCE 7-10; VuH=160mph (3-second gust) Vasd=124mph: TCDL=9.Cpsf; BCDL=3.Opsf,, h=15ft; 8=45ft; L=24ft; eave=4ft: Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; end vertIcal left and right exposed; Lumber DOL=1.60
plate grip DOL-1.60
3) Plates checked for a plus or minus 0 degree rotation about its Center.
4) This truss has been designed for a 10.0 list bottom chord live load nonconcurrent with any other live loads.
5) - This tru ss has been desIg ned for a live load of I O.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-04 wide will
fit between the bottom chord and any other members. with SCDL - 10.0fisf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 230 lit uplift at joint 5 and 430 to uplift at
joint 2.
8) "Semi -rigid pitchlbreaks Including heels" Member end fixity model was used in the analysis and design of this truss.
14 tiIiIIIIIIIIIIJI1111 .
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FL Cert. 663
September 8,2015
WARNING- VodFydWQnpMmofoesandnzCt1DN07ES ON THISAND INCLUDED MITISK FUEF�NCEPAGEMW-7473 . 0211114201SSEFC� USE
Designvolid foruseonyWth Wokeennecfart.rnh dedgn b based any upon parameters shavort, andh foraminalvIducibuilding component.
ApickobitlyofdesIgn,cromelers and proper Inecapa,allon of component bresporoblity of builafing designer. not � desIgner. Bmclrogsh�
Is for lateral support of Individual vreb members only. Addillional temporary brocing to insure stability dunng construction is the raspororsiffity of the
MOW
erector. Additional permanent brocing of the 0,sraO muctuas, %the rancorously of the buildung designer Forgeneral guidance regodrng
f.b0c.flon. quality control. storage, detive, erection and bracing. consult ANSUN41 Quality Criteria. DSO-89 and ISCSI Building Comp.r.mil
69N False 1�9 SM.
Safetymionneffloul avarable from truss Plate insfitule. 7BI IN Lee Steel. Suite 312, Alexcandlo. VA M14.
Tampa. FL 3XI0
Job
Truss
ary
Ply
PHOENIIX REALW HOMES, INC.
1
1
T7403176
29242
G12G
1
� Ji Sell (opticnall
can Coala Irma, Ft Pierce, FIL U946 7.630 a Jul 28 2015 MiTek Industries, Inc. TUG Gap 03 09 1 Gan 201 b Page i
ID:OgmAjBR759JKFb?dPTEghQylggT.pvPeL_4FOlu1 8E2SO937Y[v�-7CBA79jrRIBXAJ3yflQX
_2,0�0 fil &G.0 12-1.0
2." 5-0.0 �o 4_1_0
LOADING (psQ
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCOL
15.0
Lumber DOL
1.25
BCLL
10.0
Rep Stress Incr
NO
BCDL
10.0
Code FBC2014rrPI2007
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4SPNo.1
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
SLIDER Right 2x4 SP No.3 1-6-0
REACTIONS. (Ib/size) 6=1458/Mechaniml, 2=152610-8-0
Max Hall 2=97(LC 8)
Max 1JpI1ft6=-793(I_C 8), 2c.916(LC 8)
4xZ
4X4
3 17 Is 4
Scene = 1:24.5
1�
CSI.
DEFL. In (Iol Vdeft Ud
PLATES GRIP
TC 0.94
Vert(LL) 0.12
7-8 �999 240
MT20 244/190
SC 1.00
VertCTL) -0.20
7-8 �738 180
WB 0.34
Hori 0.06
6 1 n1a
(Matrix-M)
Weight: 55 lb FT - 0%
BRACING.
TOPCHORD
Structuralwood sheathing directly applied or 1-10-13 Go purlins.
BOTCHORD
Rigid calling directly appiled or 4-11-11 oc braclng.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, In accordance, with Stabilizer
Instill guidg.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (1b) or less except when shown.
TOPCHORD 2-3=-309611703, 3-17-269411557,17-18�269411557, 4-18�269411557, 4-5-288711619,
5-6�12921656
BOTCHORD 2-8-162412838, 8-19�155712905, 7-19-1557/2905,6-7=142412630
WEBS 3�8�4411891, 3-7=-3241187, 4-7=-427/867
NOTES.
I) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vult=160mph (3-sectand gust) Vasd=124mph; TCOL=9.Dpsf, BCDL=3.Opsf; h=15fl; B=45ft: L=24ft; eave=4ft: Cat. 11;
Exp D; Encl., GCpl=0.18; MWFRS (directions[); Cantilever left and right exposed : end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) ProvIde adequate drainage to prevent water pending.
4) Plates checked for a plus or minus 0 degree rotation about its Center.
5) This truss has been designed for a 10.0 par bottom chord live load nonciancurigunt with any other live loads.
6) * This truss has been designed for a live load of 10.0psf 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, with BCDL - 10.0psf.
7) Referto girl fortruss to truss Connections.
8) Provide mechanical connection (by others) of muss to bearing plate capable ofmhstanding 793 lb uplift al 6 and 916 th uplift at
joint 2.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Hal or other Connection dervice(s) shall be provided sufficient to support concentrated load(s) 132 111 dam and 126 111 up at
5-0-0, and 132 la down and 126 111 up at 6-6-0, and 132 lb dam and 126 la up at B-0-0 an top chord, and 784 111 down and 492 111, up at
5-0.0, and 37 It, down and 7 Ita up at 6-64, and 784 Ila dam and 492 lb up at 7-11-4 on bottom chord. The designiselection of such
connection del Is the responsibility of others.
11) In the LOAD CASE(S) section,. loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increaseiml.26, Plate Increal
titl t I I I I I
A
*% O� 4.
.-1\cEN&*-.
3938
:Qr Z
E
AX- %
FL C�rt. 66
September 8,2015
WARNING - Vvell, dl ..at.. ad WO MOMS ON INIS AMD li MITEK REFERANCE PAGE MI-703 rev. 021 BEFORE ME
D.GIgn �dkl For -G. .�Y With Wak corl Thb dIcign b aced .��/ Up. p....tarl and li, I., on haMclud bunch ...... rent.
Applical of design Parameter: and Proper mcarPavoton of component b empombil or building dc�gror - not I= designer. i Gh�
Additional turn,Pormlarl to neme stal during coratruction 4 the responsibility of the
WeV
Grecian. Additional Perrol brail of The 0�xoffl stnicture, 6 the resporefladry of the building desIgl For general Widonce iegonaing
folanicatiam, quality control. lool derveri. emetion and bracung. Cal ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component
69W Parke Eas, BW.
5.1.1yWarancIll 0.1l.bl�f.�T�,�Pi.t�l�litut..781N.L.�S"et.Sulte3l2,Al..rdK.,VA22314.
Tampa, � 33810
Job
Twss
11ty
P1nO8Nh( RI 80MES. INC.
T7403176
29242
G12G
I
JPI,
East Coact T.w ft. Fla.. F1 U946
LI CASE(S) Standard
Uniform Loads (pl!)
Vert: 1-3-70, 3-4-70. 4-6=-70,10-14�20
Concentrated Loads (lb)
Vert: 3=-55(F) 4=55(F) 8=-784(F) 7�784fl 18-55(F) 19�25(1`)
7,131 sJu12520115MMOKIldwaffies. Inc. TueSepOB09:15:082015 Page2
ID:OgmAJBR759JKFb7dPTEghQylggT.pvPeL4FOlu1 SE2SD93?Ylw_YCBA7girRIBXAJ3yflQX
A WAMING- Varillydesign AMEM) MOMS ON THIS AND INCILWED ANTEX REFERANCE PAGE 11011-703 ni� OVISQ016BEF011
Panvewenad
Dedgh volid tv ule only Wth MiTek connectors. Thh dedgh a based a* upon acmunetems sho� and Is for an hollAdclual building component.
A dielgh pemorreff.m and piaper Inconp.ration of component Is ramponal of laureling designer - not Inve, de6gna� BracIng snowh
e=.I
upped oft,cMdualwale mannoon only. Additional temohor, laacing to ealbilty duflng caratuction 4 the reporailelflity of the
MOW
creator, Additional permanent brocing of the oveholl Oructure 13 the haspoftorty of the buldl�g desIgner. For general Widance re,cmaing
fabdeall.n. q-QrtY Ohlhel Storage. del emettlon and broci consult ANSVTPiI Qu.wy Coted., DS5.8v and BCSI 11.11,11.g Component
69U Pone DO Did.
S WY O�ccldfl,T. from Tne, Fiat. Inniftit., 781 N. Lee Sftet. Svide 31Z Alea.nal VA 22314.
Tamp, FIL 33610
Trus"
Truss Type
PHOWX REALTY HOMES. INC.
T74031"
IJob
29242
Mw
Why
Johild �r (or,tionan
East Coast These, Ft. Pleeca, FL U946
LOADING (psQ
SPACING-
2-0-0
CS1.
TCUL
20.0
Plate Grip DOL
1.25
TC 0.03
TCDL
15.0
Lumber DOL
1.25
SC 0.02
QCUL
10.0
Rep Stress Incr
YES
We 0.00
BCDL
10.0
Code FBC20141TPI2007
(Matrix)
2-0-0
7,630 SJW282015 Ishreklisduares. Inc. TueSePOS09:15082015 Pagel
I D:OgmAjBR759JKFb?dPTEghQylggT-pvPe�_4FOluI BE2SD93?Yl%��_LNaPSgoBRIBXAJ3yflQX
4.50 FJ2
a4 � 2X4 cc
DIEFL. in (too) Vdeff Lid
Vert(LL) n1a - n1a 999
Vert(TL) n/a - that 999
Hom(TL) -0.00 3 hie n1a
LUMBER- SPACING.
TOP CHORD 2x4 SP No.3 TOP CHORD
BOT CHORD 2x4 SIP No.3
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS. (Ift/sme) 1=46/1-11-5.3=4611-11-5
Max Ham 1-32(LC 5)
Max Uplift 1 =-20(LC 8), 3�22([_C 8)
Max Grav 1 =51 (LC 13).3=54(LC 13)
FORCES. (11s) -Max. Comp./Maxi. Ten. -All forces 250 (lb) or less except when shown.
Scale = 16.0
PLATES GRIP
MT20 244/190
Weight: 5 Its FT = 0%
Structural wood sheathing directly applied or 2.0-0 cc purling, except
end verticals.
Rigid Calling directly applied or 1G.O.0 Go gracing.
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; Vult=160mph (3-sewnd gust) Vasd=124mph; TCDL=9.Opsf: BCDL=3.Opsf; h=15ft: B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCpl=0.18: MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed: Lumber DOLal.GO
plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and election Conditions. It Is the
responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its writer.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
6) * This truss has been desig ned for a live load of 1 O.Opsf on the bottom chord In all areas where a reciting Is 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = I O.Opsf.
7) Bearing at Joints) 3 Considers parallel to grain value using ANSIrrPI I angle to grain formula. Building designer should verify Capacity
of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 20 Ila uplift at joint 1 and 22 Ill uplift at joint
3.
9) "Semi -rigid pitchbrealks including heels' Member end fixity model was used In the analysis and design of this truss.
ItitiIIIIIII111111
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N E N S
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FL Cert. 6634 —]
September 8,2015
AWAIrMING. Verh,,dMh,..vrmm,; andREADNOTES ON MS AND INCLUDED MVTEK REFERANCE PAGE 01,7473 re, 0211642015BEFOREUSE.
Design valid far usaa only Win Nnalk c.ranect.n. The design Is based only texas Poromehers shovor, and is for an Indivduai building component.
Appic.1,15ty.fdall,r, acincern.t.hisand Mpe,lnmmmtionolco�onentbmspombiltyofbu�ding designer. not two designer. gracing shown
Is far Otentl SUPPOO of Individual wab members; onty, Ackfiflonal lamponny larachm to hisun, stability during constmction h the hasponsibirt, of the
WOW
ereolon Additional Penroneril bracing of the avancg structure is the re,con0biny of the building designer. for general Guidance regarding
I-IcAcsstbh, quality control, storage. delivery. erection and brocrig, consult ANSVIPII Quaggy Criteria, DS8.89 and Bal Building Component
69W psake am BINJ.
Saret, Information ovaiable from Truss Plato lnsfifiuf.� 781 N. We Street Sult,312. Alessandro. VA 2MI4.
Tares. FIL 334HO
I . I
es
Job
Truss
----------
—
PHOWX REALTY HOMES, INC.
[QVTPly
W403178
29242
W4
I
I
�
Job Reference ( otionall
assls�.=TnJsti. t1. Mene, �I 4Ke4b
i
7.630 sJA1 28201514'rel, Industries. Inse. TUOSoP03091b;us ZU10 �898 I
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2
Scea. = 1:10A
2X4
�4
LOADING (pso
SPACING-
2-0-0
CSI.
DEFL.
in (Ioc)
Vdefl
Ud
PLATES
GRIP
TCUL 20.0
Plate Grip DOL
1.25
TC 0.30
Vert(LL)
I'lla -
Intel
999
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.18
Verl(T-)
ri -
are
999
BCLL 10.0
Rep Stress Ina
YES
WB 0.00
Hom(TI.)
-0.00 3
rive
are
BCDL 10.0
Code FBC20141TPI2OO7
(Matrix)
Weight; 12 lb
FT = 0%
LUMBER- BRACING -
TOP CHORD 2.x4 SP No.3 TOPCHORD
SOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS. (lb/size) 1=136/3-11-5,3=136/3-11-5
Max Ham 1=94(LC 5)
Max Uplift 1-59(LC 8), 3�65(!_C 8)
Max Grav 1=151(LC 13), 3-160(LC 13)
FORCES. (lb) -Max. CGMPJMM. Ten. -All forces 250 (Ift) or less except when shown.
Structural wood sheathing directly applied or 4-0-0 00 purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc, bracling.
Mrrek recommend. that Stabilizers and required Crass bracing
be Installed during truss erection, In accordanczi with Stabilizer
Installation suildit.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-sewnd gust) Vasdcl24mph: TCDL=9.0psV, BCDL=3.Opsf, h=15fl; B=45ft; L=24ft: eave=4ft; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed: Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree notation about its center.
3) Gable requires Continuous bottom chord bearing.
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 I O.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2.0.0 wide will
fit between the bottom chord and any other members, with BCDL = I O.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 59 to uplift at joint 1 and 65 Its uplift at joint
3.
7) "Send -rigid pitchbrealks including heels" Member end fixity model was used In the analysis and design of this truss.
A.
E
3 380
V'x z
J1J
E
4u
Z
%
%
FFL Cert. 6634
September 8,2015
WAMNO - yegadeepapammemes andiZEAD MOMS ON MS AND INCLIVEDNTEX FtCFEFtANCE PACE MR-TV3 rev. OVIMO15 BEFORE USE.
Design valld far �1. aJV Win Nvrek connectcm. This design 4 acted! only Qpon poranalem slho�. and Is for an Individual building component,
Sal,
Appl cablity of design aaarm,ers aid p,ap., incommalli .1 component Is respsmsWity, of building designer - not trust designer. tracing shown
11 Addtl.nd lemmooraylbacing lolm�stablty dulngconsin,clonis therespontrall[ty, of the
M!Tek*
.rector. Additional permanent bracing of the ovemk sINCtum fis the responsibility of the building deslgne� For general guidance regarding
faksic.fic, ci control. dsf emotion and bracing. consult ANSVTI?Il Quality Weda. DSH-89 and BC$I Building Component
6904 Pa&e East Blvd.
Safety Infamaten O�Tlsbte firom7mes Plate 11781 N. Lee Steel. Suite 312, Al.xomlffo, VA 22314.
Tamp. FL 33510
Symbols
PLATE LOCATION AND ORIENTATION
3 - Center plate on joint unless x, y
lill- 1 Z4 offsets are indicated '
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0-1/16.,
For 4 x 2 orientation, locate
Plates 0-'Ag' 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.
PLATE SIZE
The first dimension is the plate
width measured perpendicular
-4x4 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 beatings
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/TPIT: 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.
C1
X
0
U
0-
0
Numbering System
64-8 dimensions shown in ff-in-sixteenths
(Drawings not to scale)
K
3
BOTTOM CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBEREDAErTERED CLOCKWISE
AROUND THE TRUSS STAR71NG AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/UETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-131 1, ESR-1 352, ESRI 988
ER-3907, ESR-2362, ESR-I 397, ESR-3282
0
04
0
0
0 2012 MiTekS All Rights Reserved
A General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSI.
2. Two bracing must be designed by an engineer. For
wide two 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
stack materials on inadequately braced trusser.
4. Provide copies of this two design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bearfightil each other.
6. Place plates on each face at two at each
joint and embed fully. Knots and wane of joint
locations are regulated by ANSI[TPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/Pl 1.
B. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber Is a non-structural consideration and is the
responsfoility of two fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are rninimum 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 �hords must be sheathed or purEns provided of
spacing Indicated on design.
14. Bottom chords require lateral bracing at 10 ff. spacing.
or less, If no ceiling is installed, unless otherwise noted.
I S. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless Indicated otherwise.
0 18. Use of green or treated lumber may pose unacceptable
environmental. health or performance risks. Consuff with
project engineer before use.
19. Review an portions of this design (front, back, words
Find plictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture In accordance with
ANSIITPI I Quafily Criteria.
MiTek Engineering Reference Sheet: Mll-7473 rev. 02/16/20 15
k
Lumber design values are in accordance with ANSI/TPI I section 6.3
These truss designs rely on lumber values established by others.
M11GK SCANNED
RE: 29314 - PHOENIX REALTY HOMES, INC. M,
St. LucjeCOYM� MITek USA, Inc.
Site Information: 6904 Parke East Blvd.
Customer Info: PHOENIX REALTY HOMES, INC. Project Name: LOT 6 QUEENS WffiF9o1MeP'MODEI- B, ELEV I - R,
LottBlock: 6 Subdivision: QUEENS ISLAND
Address: LOT 6
City: FORT PIERCE 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: FBC2014rrPI2007 Design Program: MTek 20/20 7.6
Wind Code: ASCE 7- 10 [All Heighll Wind Speed: 160 mph
Roof Load: 55.0 psf Floor Load: N/A psf
This package includes 49 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No.
Seat#
Truss Name
I Date
No.
Seal#
Truss Name
Date
1
T7368578
-CA
18/26/015
118
IT7368595
A02
1&8/26101S]
12
IT7368579
I-CJ3
18126/015
19
1 T73GW96
I A03
18/2610151
13
IT7368580
I-C,131B
I 8r261015
20
IT7368597
I A04
18/26/0151
14
IT7368581
I-C.15
18/26/015
21
IT7368598
I A05
18/26/015 1
15
IT7368582
I-CJ51D
8/26/015
22
JT7368599
I A06
18/26/0151
T7368583
I-CJ14
8126/015
3
Z
I A07
8126/015
7
IT7368584
I-CJ34
8/26/015
24
IT7368600
T7368601
I A08
8/26/015
18
IT7368585
I-EJ5
25
IT7368602
I A09
18/26/015
19
IT7368586
I-EJ5A
8/26/015
126
IT7368603
AJOG
110
IT7368587
I-EJ5B
8/26/015
127
IT7368664
.18/26/015
1EoJ
18/26/015
III
IT736BL88
!95C
8/26/015128
IT7 68605
IB02
18/26/015
112
IT7368 589
1 _EJ7
8/26101 5
9
73611606
IB03
8/26/015
113
368590
1IT77368591
I-EJ54
12F
101512
30
1 T7368607
IB04
18/26/015
1 �
I-HJ5
18/26/015131
IT7368608
IB05
18/261015
115
IT7368592
I-HJ7
2
368 9
@L
6
181261015
116
!�� 68593
!T7368594
J-HJ54
:L261015
/ 1015
26
N
1 T17368 610
1 RON
181261015
17
A01G
18/261015134
IT7368
I omaln4a
The truss drawing(s) referenced above have been prepared by MTek
Industries, Inc. under my direct supervision based on the parameters
provided by East Coast 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.
J%%J111111111
S A
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.*Wo
�13 STATE OF Z
0 00.. A'
01 "C� 4
..........
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FL Cert. 6634
August 26,2015
Albani, Thomas 1 of 2
RE: 29314 - PHOENIX REALTY HOMES, INC.
Site Information:
Customer Info: PHOENIX REALTY HOMES, INC. Project Name: LOT 6 QUEENS ISLAND Model: MODEL B, ELEV I -
Lot/Block: 6 Subdivision: QUEENS ISLAND
Address: LOT 6
City: FORT PIERCE State: FL
No.
Seal#
Truss Name
Date
35
T7368612
CO2
8/26/015
36
T7368613
CO3
8/26/015
C04G
8/26/015
RET7368614
T7368615
DOI
8/261015
139
T7368616
D02
8/26/015
40
T7368617
D03
8/26/015
141
T7368618
I D04G
8/261015
42
IT7368619
I E01 G
8/261015
43
IT7368620
1
/2 /015
144
IT7368621
MG
! 2!/015
T
145
IT7368622
I MG3
16/26/015
146
IT7368623
I MV2
18/26/015 1
147
IT7368624
MV4
18126/015
148
IT7368625
MV6
18/26/015
149
IT7368626
MV8
18/26/015
2 of 2
-�u
LOADING (psl)
SPACING'
2;0�O
CS'.
DEFL.
In
fioc)
Udell
Ud
TCLL 20.0
Plate Grip DOL
. 5
Te 0.53
Vafii_!_�
0.00
6
-999
240
TCDI_ 15.0
Lumber DOL
1.25
BC 0.09
Vert(TL)
0.00
6
>999
180
BCLL 10.0
Rep Stress Ina
YES
WE
Hori
0.00
2
hie
n/a
BCDL 10.0
Code FBC201141TPI2007
(Mat
LUMBER -
TOP CHORD 2x4SPNo.3
BOT CHORD 20 SP No.3
OTHERS 20 SP No.3
REACTIONS. (lb/size) 3�23/lvlechanlcal, 2=296/0-6-13, 4=44(Mechanical
Max Horz 2=99(LC 8)
Max UpUft3=-23(LC 1). 2�31 9(LC 8), 4=-44(LC 1)
Max Grav 3=45(LC 8). 2=296(LC 1). 4=70(LC 8)
FORCES. Ili -Max. CompJMax. Ten. -All forces 250 fils) or less except when shown.
Scale = 1:8.2
1i
PLATES GRIP
MT20 2441190
Weight: 9 Its FT - 0%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 1-0-0 oc purfins.
BOTCHORD Rigid calling directly applied or 1 D-G-0 oc bracing.
MITek recommends that Stabilizers and required cross bracing
be Installed during truss erection. In accordance with Stabilizer
installation aulde.
NOTES-
1) Wi ASCE 7-1a; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opst; BCDL=3.Opsf; h=15ft; B=4Sft; Lw24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCpii MWFRS (directions]); Cantilever left and right exposed : end vertical left and right exposed; Lumber DOL-1.60
plate grip DOL=1.60
2) Plates chocked for a plus or minus 0 degree rotation about its writer.
3) This truss has been designed for a 10.0 pat bottom chord live load noricarcument with any other live loads.
4) - This truss has been designed for a live load of 10.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-Owde will
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection Iby others) of truss to bearing plate capable of withstanding 100 Ita uplift at joint(s) 3, 4 except 01=11b)
2=319.
7) "Seml-rigid pitchbreaks including heals" Member end fixity model was used In the analysis and design of this truss.
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AWAMING-Venlydreadri, . hen . is. andIREADNOTES 00 WSMD INCLUDEDIOTEK AEFER,41yCEPAGEAVA703 iv, VZOW015BEFOAME USE.
Design valid for use only with Wok connected. This design is based only upon parameters sh�, and Is for an imsthidual building con,aserent.
Aplast.,stelify.fsasign aammeters and properlincossamilan of cormoommisresponallefity, of building designer -not trusedesgrier. Bracing mdwh�
11 for lateral support of marAdual wad members only. Addlianol lemporeqlaccing loinsure stabiltycluring cordincronis the responsibility of the
WOW
loacto, Additional permanent teachg of the owing structure is the respornblifty of the building designer. For general guidance regarding
fabrication quatity control, storage. deWeq. erection and brecing. conduit ANSI/171 I Quality Criteria, DSB-89 and BUI Building Component
6904 P%*. East Eli
ScIeWnformation available kcmTwss Plate Institute. 781 N. Lee Street. Suite 31Z Alexandre. VA 22314.
Tampa, I'L 33610
—1-3
Truss
T!s
Qfy
Ply
PHOENUX R�TY HOMES, INC.
�-,ob
I
U388579
9314
13
1
Job ReferenggiQ00311
Cast Coast Truss, Ft. Pleras, Fl. U946 7.630 a Jul 282015 MIFIFOX Induatnea, Ina. M,AUg ZbW:4U:UU Zulb Fargo I
ID:OgmAjBR759JKFb?dPTEghQylggT�o?KEFkK�PaXUo3VbxHTeUKaF6B?59jnVidWdykI H7
�0_0
3-0.0
Scale: 1'=l'
Plate Offsets (X.Y)
1210�0-5.0-0-01
LOADING (pso
SPACING. 2-0-0
CsI.
DEFL.
In
fioc)
Well
Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.53
Vert(LL)
-0.00
8
�999
240
MT20
244/190
TCOL 15.0
Lumber DOL 1.25
BC 0.10
Verl(TQ
-0.01
4-5
�999
18a
BCLL 10.0
Rep Stress Ina YES
INS 0.00
Hom(TI.)
0.00
2
We
Was
BCDL 10.0
Code FBC2014rrPI2007
(Matnx-M)
Weight: 15 Ib
FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP Nos
OTHERS 2x4 SP No.3
REACTIONS. (Iti 3=66fMechaniml,2=31610-8-0,4=23imechanicaI
Max Hom 2=146(LC 8)
Max UpI!ft3=-44(LC 8), 2�250(1_C 8)
Max Grav 3=70(LC 13), 2=316(LC 1), 4=43(LC 3)
FORCES. (11i -Max. Comp./Mass. Ten. -Ali forms 250 (to) or less except when she=.
TOPCHORD 2-3�27911103
BOTCHORD 2-4=.971264
BRACING-
TOPCHORD Structural mod sheathing directly applied or 3-D-0 oc purtins.
BOTCHORD RigId Calling directly applied of I O-D-0 00 bracing.
ak recomm 'ends that Stabilizers and reclulned cross brassin,
llst.11.L dia hig trusserectlon, In accordancowith Stabillzer�:]
NOTES-
1) Wind: ASCE 7-10; Vultw160mph (3-second gust) Vasd=124mph;TCDL=9.Opsf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft: eavem4ft; Cat. 11;
Exis D; Encl., GCpl=O.l 8; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=11.60
plate grip DOLul.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 Pat bottom chord live load monconcument with any other live loads.
4) * This truss has been desig ned for a live load of I 0.0psf on the bottom chord In all areas where a rectaing Is 3-6-0 tall by 2-0.0 wide will
fit between the bottom chord and any other members, with BC CIL a I O.Opsf.
5) Refer to girder(s) for truss to truss Connections.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ite uplift at jold(s) 3 except Gt=lb)
2=250.
7) "Serni-rigid pitchlareaks including heels" Member end fixity model was used in the analysis and design of this truss.
E N S
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E_FL Cert. 66
August 26,2015
,& WIPUMMI. Vant, daafn,.mr.I..ardRE4D MOMS ON 7MIS 4ND INCLUDED MITEK REFERUINCE PAGE MU-7473 Is,. OV16,7016BEFOREUSE.
Designvolid serves onitWfin h1hokcarsectors. misdedgn k tooned onj upon pwometeri ond4forcn�dvidualbui�Tngco=onent.
A,opeabR1.1draignpaernotorti pra.0maorporeflon of componentionesiporablityofibuildirg detigner-nol frundecigner, Bracing dxc�
support ofirdlMdualwal, membersonly. AdIdtional lempoorylpocing tolneure slabifityclum,gcoretrUction Is the responsilenlinyoluma
WOW
on..to, Addifi.m.1 peamn.namt Deana at the .�.O ItwcWm 1, 1h.msp.mbilty of the buildng designer. Par general Guidance regarding
folarksorons, quality control. storage. mWery. entertain and brarcing. consult ANSVTPI I Quality Creole, DS549 and SCSI Building Component
69M Forks Cad BIW.
Safety Information a�orable from Two Plate Institute, 781 N. Lee Street, Suite 31 Z Alexandarks VA 22314.
Tamp. R. =10
10
ob
Trus
Truss Type
D ty
EALW HOMES. INC.
�368580
29314
1
-C.3:
1
jwk-opan
I
17 1
[pMoner.,'nce-Raftlonall
East Celle Truss, Ft. Pierse, Fl. U946
14 cc
3�0
7.630 8 Jul 28 2015 MiTek Industries. Ind. Wed Aug 26 OaAaOli 2015 Page I
ID: OgmAjBR759JKFb?dPTEghQylggT�o?KEPkKvPaXUo3VbxHTeUQQF5i?SgjnVidWdyk1 H7
Scale = 1:10.2
Plate Offsets (X.Y)-
11,0-0-5.Edgel
LOADING psft
SPACING- 2-0-0
CS1.
DEFL.
in
(]cc)
Well
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.15
Vert(LL)
0.01
3.6
*99
240
MT20 244/190
TCOL 15.0
Lumber DOL 1.25
3C 0.13
Vert(TL)
-0.01
3-6
s,999
180
BCLL 10.0
Rep Stress Incr YES
WE O=
Horz(TL)
0.00
1
n1a
n1a
BCDL 10.0
Code FBC2014fTP12007
(Mabbi-M)
Weight: 9 Ilp FT - 0%
LUMBER -
TOP CHORD 2x4 SP No.3
GOT CHORD 2x4SPNo.3
REACTIONS. (lb/size) 1=151IMechanl�1.2=77/Mechaniwl,3=36IMechani�I
Max Hom 1=72(LC 8)
Max Upliftl�56(LC 8),2-58(LC 8),3=-6(LC 8)
Max Grav 1=172(LC 13),2=80(LC 13).3=52(LC 13)
FORCES. (to) -Max. Camp./Mass. Ten. -All forces 250 (lb) or less except when show.
BOTCHORD 1-3-1491261
BRACING.
TOP CHORD Structural wood sheathing directly applied or 3-1)�D cc purfins.
BOTCHORD Rigid ceillng directly appIled or 104-0 cc bracing.
MiTels recommends that Stabilizers and requIred Gross bracing
be installed during truss erection, In accordance with Stabilizer
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph: TCDL=9.Opsf, BCDL=3.0pst, h=15ft; B=45ft; L=2411; eavem4ft; Cat. 11;
Exp D; Encl., GCpl=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1.60
plate grip DOL-1.60
2) Plates checked for a plus or minus 0 degree rotation about Its Center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
4) - This truss has been designed for a live load of 10.0psf 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, with BCDL = 10.0psf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Its uplift at joint(s) 1, 2, 3.
7) "Semi-rigld pitchlbreaks including Ii Member end fixity model =a used in the analysis and design of this truss.
FL Cert. 66
August 26,2015
& WAFMING. Verify efteft, p.m.m. ard READ NOTES ON MS AND INCLUDED J%ffrEK RJEFERANCE PAGE M11-7473 . OVIMO16 BEFOpu: USE
Design �.lfld far us. tV with Jw1.k conseactors. nits design Is based only utm Parameters sho�. and is for an Irdi building component.
Applicability or design P.rem.hm; and Proper inomporreflon of componerst is responsibility of building designer - not We designer, Bracing srms�
4 ter laical saporl of ludiAdval web memben; only. Additional temporary bracing to insure stability during construction 4 the responsibility of the
MiTele
erector, Additional permanent bracing of the o,aml structurse Is the responsibility of the budding designe� Far general Guidance reani
faWcation. cucity central, storage. clellver,. erection and 1:ucclng. consul$ ANSI/TPII Qualty Cri DSS-89 and IICSI Building Component
69M Past. East Blvd.
Safelylatormallon avallable from Truss Plate Insigute, 7810. Lee Smsel. Suite 31 Z Alessandro, VA 22314.
Tampa, FIL 33610
Is
Truss
Truss Type
9314
Jack4pen
East coast Twit, Ft. Planes. Ft. U946
7.630 $J,1282�ffek Industries, Inc. WedAug2SO9:40.072015 Pagel
ID:OgmAjBR759JKFb?dPTEghQylggT.K3MNYaPMTDXR8eNF2JSW?SIVKePNkYOs?9SA23yklHS
2�0 �o
Scale = 1:15.7
I
�o
I
LOADING (par)
SPACING- 2-0-0
CSI.
DEFL. in
(too) Won Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.53
Vert(LL) -0.02
4-8 -999 240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.29
VertCTL) .0.05
4-8 >999 180
BCLL 10.0
Rep Stress Ina YES
WE 0.00
Hoa(TL) 0.00
2 me me
BCDL 10.0
Code FBC2014rrP]2007
(Matrix-M)
Weight: 21 Is FT = 0%
LUMBER.
BRACING.
TOPCHORD 2x4 SP No.3
TOP CHORD
Stnuctural mod sheathing directly applIed or 5-0-0 oc purfins.
BOTCHORD 2x4 SP No.3
BOTCHORD
Rigid wiling directly applied or 10.0-0 oc bracing.
OTHERS 2x4 SP No.3
M[Tek reccommends that Stabilizers and requInad cross bracing
be Installed during truss erection, In acceirdances with Stabilizer
Installation guide.
REACTIONS. (lb/size) 3=125/Mechanlml, 2=41511-0-0,4z45110sachanical
Max Horz 2=195(LC 8)
Max UpIlft3=94(LC 8), 2-277(LC 8)
Max Grav 3=127(LC 13). 2=428(LC 13), 4=76(LC 3)
FORCES. (Ifts) -Max. Comp./Max. Ton. -All forces 250 filb) or less except when she=.
TOPCHORD 2-3=-427/92
BOTCHORD 2-41�167/519
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph;TCDL=9.Opsf; BCDL=10psf; h=15ft; B=45ft; L=241C eave=4ft; Cat. 11;
Exit D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about Its center.
3) This truss has been designed for a 10,0 psf bottom chord live load nounconclument with any other live loads.
4) * This truss has been designed for a live load of 10.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-04 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
5) Refer to glinclens) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstand ing 100 Its uplIft at joint(s) 3 except atalb)
2=277.
7) "Semi -rigid plichbrealks including heels" Member end fairly model was used in the analysis and design of this truss.
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FL Cert. 6634
August 26,2015
WAFINING - I'vilrdesigaparramators andlZ54D MOMS ON 171 ANDINCLUDED NIEK ItIEFSPIVINCEPAGEN1.7473ra, OVIM015 BEFORE USE
Design valid for use O*Wth arifeks connectors. this design 4 based only won Pentameters Shown, and is for an IndvIdual buMtng comporery.
nil"
Applic.buity .1 design pa,.nnottes and propere�ccfacradlion of componerdis resporeserily of bulding desIgner. not firsuss designer, erecting Shown
�f�latemlsuppodofhdi�duci�bmembeno*. Additional tomporaylaacing to insure Sleety during construction It the res,ecratcUty, of the
KWIC
erector Additional Permanent bracing of the overall Structure IS the responsibility of the building designer. Forgeneral guidance regarding
folai quality central storage. delivers. erection and bracing. cortault ANSI/TPI I Quafty Criteria, D$11.89 and DOI Building Component
69N Perot East BW.
Soletyliflormallon available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314.
Tampa, FL 13610
& --Fill—
I TrussType
Dry
HOMES. INC.
PIs
=REALTy
9314
I- CJ5D
2
I
—1J!!01x7
erce (national)
East Q..st Truss, Ft. Pie". FIL UNS
sets 11
5-1-0
S-1-0
7.630 e Jul 28 2015 MiTek lnd�std.l, In.. was! A., 26 09:40;07 2016 Pia. 1
10:OgmAJOR759JKFb?dPTEghOY199T-K3MNYaPMTDXRO.NF2JSM.lT2eM2kYOs?9SA23yk1 HE
19
Sca. = 1:16.9
Plate Offsets (X.Y)-
KO-3-12.0-1-81
LOADING (psQ
SPACING. 2-0-0
CS1.
DEFL.
In
([cc)
Udefl
Ud
PLATES
GRIP
TCLIL 20.0
Plate Grip DOL 1.25
TC 0.67
Vert(LL)
0.05
3-4
>999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.51
Vert(TL)
.0.09
3-4
>615
180
BCLL 10.0
Rep Stress Ina YES
WEl 0.00
Hom(TL)
0.03
2
n/a
l
BCDL 10.0
Code FBC2014rrP]2007
(Mal
Weight: 16 It,
FT = 0%
LUMBER- BRACING -
TOP CHORD 20 SP No.3 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x6 SP No.2 BOTCHORD
REACTIONS. (lb/sIze) 4=216/Mechani�1,2=152/Mechanlwl,3=63/Mechanl�I
Max Hom 4=142fi-C 8)
Max Ulglftft4�64(!-C 8).2�122(]-C 8),3=-1 lfi-C 8)
Max Grav4=242(LC 13), 2=i57(LC 13). 3-96(LC 13)
FORCES. (III) - Max. CompJMl Ten. - All fompes 250 (115) or less except when shown.
Structural wood sheathing directly applied or 5-1-0 cc purlIns, except
end verticals.
Rigid calling d1rectly applied or 1 D-0-0 cc bracing.
MiTek recommends that Stabilizers and required cross bracing
be Installed during truss erection, In accordance with Stabilizer
Installation oulde.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd-124mph; TCDL=9,Opsf, BCDL=3.Opsf; h-15ft: B=45ft; L=24ft; eal Cat. 11;
Exp D; Encl., GCpi=O.l 8; MWFRS (directional); Cantilever left and I exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about Its center.
3) This truss has been designed for a 10.0 psf bottom chord live load frionconcurrent with any other live loads.
4) - This truss has been designed for a live load of 1 0.0fisf on the bottom Chord in all areas where a factors IS 3.6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with ISCOL = 1 O.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Refer to girder(s) for truss to truss Connections.
7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 US uplift at joint(s) 4. 3 except Ut-lb)
2=122.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
0.-'\GEN
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A.
A,
R
E—FL Cert. 66
August 26,2015
INAUtNING - Vendrdinsign pammelans, andREAD NOTES ON THIS AND INCLUDED MTEK REFEItANCE PAGE MI-7473 ray, OVI=015 BEFOIRE USE.
DeAgn valld for use only with Miliekcannectors. Thim design Is based only upon parameters shcy�, and 4 loran Inolvidual bulling component.
Applicalbilty, of design Fammetas and poperincorporation of consponent is responespilil buRcIng designer. not trup, dedgnc� among shown
Addtionol lancorarybimcing to Ineura stability duling construction 4 the repaill,1111ty of the
WOW
erecto� Asualtiond permanent brocing of the anneal structure Is the responsibility of the bullding designer. For general gl�dasnce naganding
falpicallon, quality camnat storage. delivery. inectors end broclng. consult ANSIANI Quallty Cill D$B-89 and 801 SuDdIng Component
69N Paft East Blvd.
ScreWinformallon onallable frorn Truss, Plate Inefitule. 781 N. Lee Street. Suilc,312. Alexandra. VA M14.
Tampa, P. 33610
b I
IFUSS
TrussType
Off,
Fly
PHOENV REALTY HOMES, INC.
W368583
9314
-W14
2
Job Reference-tontionall
EastcoastTruss, Ft. Maras, FL 3,4946
2-0�0
�1�
li
Sca. = 18.9
Plate Offsets (X.Y)-
r2,O-3-9.Edgel
LOADING (psQ
SPACING. 2-0-0
CsI.
DEFL. In
(foe) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.53
VeTt(LL) 0.00
8 *99 240
MT20 244/190
TCOL 15.0
Lumber DOL 1.25
SIC 0.09
Vert(TI-) 0.00
8 >999 180
BCLL 10.0
Rep Stress Ina YES
WE 0.00
Horz(TQ 0.00
2 mia Fiala
BCOL 10.0
Code FBC2014rrPl2CD7
(Matrix-M)
Werght: 10 lb FT = 0%
LUMBER.
BRACING.
TOPCHORD 2x4 SP No.3
TOPCHORD
Structural wood sheathing directly applied or 1-4-7 oc purtins.
BOTCHORD 2x4 SP No.3
BOTCHORD
Rigid ailing directly applied or 10-0-0 Do bracing.
OTHERS 2x4 SP No.3
MiTek recommends that Stabilizers and required Gross bracing
be Installed during truss erection, In accordance with Stabilizer
Installation Guide.
REACTIONS. (Italsize) 3=-1511vachanical, 2=277/1-4-0
Max Hom 2=1 0IfiLC 8)
Max UpIR3=-15(LC 1), 2-275(LC 8)
Max Grav 3=56(LC 8), 2=277(LC 1)
FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (b) or less except when she".
TOPCHORD 2-3-261/181
BOTCHORD 2-4=180/265
NOTES-
1) VV;nd: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph;TCOL:=9h0psf; BCDLm3.Opsf, h=16ft; B=459: L=24ft: eave=4ft; Cat. 11;
Exp D; Encl., GCpl=0.18; MVvFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about Its writer.
3) This truss has been designed for a 10.0 Pat bottom chard live load nonconcurrent with any other live loads.
`611111111111111111
% A.
4 This truss has been designed for a live load of 10.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0�O %Vida will
%%
10
fit between the bottom chord and any other memberi with BCDL = 10.Opsf.
5) Refer to girder(s) for truss to truss Connections.
6) Provide others) of truss to bearing Capable of withstanding 100 lb uplift at joinfis) 3 except jt=Ib)
3938
mechanical connection (by plate
2-275.
7) "Seml-rigid phchbreaks including heels" Member end fixity model was used In the analysis and design of this truss.
ATE
A,
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11111111 1611,
FL Cert. 6
August 26,2015
AwAiesserg, - Vent, dadse emmareas ad FIELD NOTES ON THIS AND INCLUDED WITIC FEFEFUINCE PAGE MO-7473 . OVIKOIS BEFOAE USE
Design wlid far use any with Walk Correctors. hills design Is based only upon parameters showrt and Is for an Ind v1dual building component.
Ell'
Approalalfity of design parameters and proper incowonslion of Component Is responsibility of building designer - not nues dergmer. Bracing shown
is for lateral support of Individual w,le members only. Addifforcl temporary, brocing to there atclailty during construction is the resporeltsht, of the
MITOW
erector. Additional Commament bracing of the oweat syucture is the resporetaNty of the building designer For general guidance regarding
foledcarlon. quality controt, storage, calvary. emallon end teacbrig. consul ANSIATII Quality Ciffrela. DSB-89 ad BCSI Building Component
69" Parte East Blyah
Witlylanormallism .�.h.blk.mT��,Pl.leh,litut.,78]N.L..S"el.SV�.312,Al�.n&.,VA2nl4.
Tampa. Fl. 33610
b I
Truss Type
Qty
Ply
PHOENIX Ri HOMES. INC.
P
T73686"
9314
Jai
2
1
eference foutionalli
East opens Thass. Ft. Plenas, Fl. U946 I-dau 3 Jul 28 2015 Mffek calvaries, Inc. WOa Aug zu 09:40:06 2015 PAGO I
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.2." 2-10-0 3�7
2-0-11, 2-10-0 0�7
Scala - 1:12.7
LOADING (pso
TCLL 20.0
TCOL 15.0
BCLL 10.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Ina YES
Code FBC2014frPI2007
CS1.
TC 0.63
3C 0.14
WE 0.00
(Mabix-M)
DEFL. in
VerfiLL) -0.00
Vert(TL) -0.00
Horz(TL) 0.00
(loc) Udefi List
11 �999 240
7 >999 18D
2 n1a n/a
PLATES GRIP
MT20 2441190
Weight: 18 lb FT-O%
LUMBER.
BRACING.
TOPCHORD 2x4 SP Ni
TOPCHORD
StMalffal wood sheathing directly applied or 34-7 Go puffins.
BOTCHORD 2x4 SP Ni
BOTCHORD
Rigid ceiling directly applied or 10-0.0 oc bracing.
OTHERS 2x4 SP No.3
MiTek recrommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Inatallaliclo
REACTIONS. fib/sIze) 4=45isslechanicial, 2=325/1-4-0,5=6BtMechanical
aulde
Max Horz 2-155(LO 8)
Max Uplill 8), 2-262(LC 8), 5�24(!_C 5)
Max Grav 4=52(LC 13). 2=325(LC 1), 5=88(LC 13)
FORCES. (Ilb) -Max. CompJMax. Ten. -All forces 250 Qb) or less
except when shown.
TOPCHORD 2-3-2731113
BOTCHORD 2-7�1 121253
NOTES-
1) Wind: ASCE 7-10; Vult=l SOmph (3-second gust) Vasd=l 24mph; TCDL=9.Opst, BCDL=3.Opst, h=1 SIC 8=461i L=24ft: eave=4ft; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load noncancurrent with any other live loads.
.ttill I I I I 1111111
NS A q
4
4) - This truss has been designed for alive load of 1O.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will
fit between the bottom chord and any other members, with BCDL = I O.Opsf.
--
5) Refer to girder(s) for truss to truss Connections.
6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 lip uplift at joinfis) 4, 5 except Gt=lb)
- - - - -
3938
2=252.
7)"Semi-rigid plchbreaks including heels' Member end fixity model was used In the analysis and design ofthistruss.
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A, WARAING - Varl dvalga Parameters and READ NOTES ON THIS AND INCLUDED MUTEK pEFERANCE PAGE Mil . OVIMO15 BEFORE USE
Design valid for use only Win AUTels cammactons. This design Is based a* upon parameters shmArs, end Is for an Indridvol building canIpameril.
Applicability of design parameters and proper hecricaration of component k responi of building designer - not thms dessipmer, Bracing shosvin
Additional temporchbroang to Insure stability chuning camstruction is the res,chi of the
MiTek*
arect., Additional Perm.mon? bracing of In. structure Is the responsibility of the building designer for gemenal �Isdcmae recording
fabrication. ciudity c.ntal. stragas, delivery. creation and bracing, consurt ANSWPII Quality CrItersou DSB-87 and BCSI Building Component
GSN Parke Bad Blvd.
Sadlylardormallon arvai from Two Plate hatitue. 781 N. Lee Sheet, Suite 31 Z Alimandi VA 2M 14.
Tampa, FL 33610
Scale - 1:15.7
LOADING psf)
SPACING-
2-0-0
CSI.
DEFL. in
([cc) Udefi Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.53
Vert(LL) -0.02
4�8 ,999 240
MT20 2441190
TCOL 15.0
Lumber DOL
1.25
BC 0.29
VertTL) -0.05
4-8 >999 180
BCLL 10.0
Rep Stress Ina
YES
W13 U0
Hom(TL) 0.00
2 n/a n1a
BCDL 10.0
Code FBC2014/rPI2007
(Matrix-M)
Welght: 21 Its FT = 0%
LUMBER.
BRACING.
TOP CHORD 2x4 SP No.3
TOPCHORD
Structural wood sheathing directly applied or 54).0 cc purlins.
BOTCHORD 2x4 SP No.3
BOTCHORD
Rigid wiling directly applied or 10-0-0 cc bracing.
OTHERS 2x4 SP No.3
Mrrek recommends that Stabilizers; and required cross bracing
be Installed during truss erection, In accordance with Stabilizer
[installation
guide.
REACTIONS. (lb/slze) 3=125/Mechaniml,2=41510-8-0,4=45imechani�I
Max Horz 2=195(LC 8)
Max Upllft3=-94(LC 8), 2�277LC 8)
Max Grav 3=127(LC 13), 2=428(LC 13),4=76(LC 3)
FORCES. (Ilb) -Max. Comp./Max. Ten. -All forms 250 (lb) or less except when shown,
TOPCHORD 2-3-427192
BOTCHORD 2-4-1671519
NOTES-
I)Wnd: ASCE 7.10; Vuh=160mph (3-second gust) Vasd=124mph;TCDL=9.Opsf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cal. 11;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end veTtiml left and right exposed: Lumber DOL=1.60
plate grip DOL-1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) - This truss has been designed for a live load of I 0.0ps' on the bottom chord In all areas where a rectaing [a 3-6 -0 tall by 2-0.0 wide will
fig between the bottom chord and any other members, with SCDL = 10.1
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=ib)
2=277.
7) "Send -rigid phchbreaks including heela' Member end fixity model was used in the analysis and design of this truss.
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August 26,2015
A WAWING - Varify dosignpanstrelenr andiREAD NOTES ON TIES AND INCLUDED AUTEKiREFERANCE PAGE eW-7V3 re, OVIll BEFOf?E USE
Design valid for use only with Wak conneat0m Thts design 4 based only upon parometers shanvr. and Is far on IndiVdvol building component.
Appicalolty of design parameters and proper Incorporation of component Is respombilify of ouldrig milliner - not In,n deagner. Bracing shown
Is for lateral oripport of individual verb members orty. AdditIoncl lemporory cracng to nor,e stabluty, during construction 4 the respongoety of the
Wele
enector. Additional permanent bracing of the overall structure Is the remorshabilily of the building deslgne� Par general Guidance regardIng
f.brk.fik, Quality control, storage. def ore.fion and ixacting. consult ANSVTPII Quardy Mega, DSE-89 and BCSI sultdIng Component
6904 Park. East 8W.
Safety Informallon ovollkAse from Tms Plate Insfilufe, 781 N. Lee Street. Suite312. Alexandria. VA 22314.
Tani Fl. 33610
b
Type
Cry
PHOENIX R�TY HOMES, INC.
r3seses
931
11-:55-pen
jPIY
2
1
1
�
Jet, Reference factional)
Eact acted T.... Ft. Plencia, Ft. U946 7.630 a Jul 2B 2015 Mrok Inductees. Inc. Wed Aug Zb WAQ:UV ZU10 Vega I
I D:OgmAjBR759J KFb?dPTEghQylggT-GRUBZGRc?mgDyWeAkLk_4H6rpS1 yCSu9T-rxH7xykl H4
-2:,0 �o i
i 3fF0 1_��21
Santa = 1:15.7
Plate Offsets (X.Y)—
FZ10-3-13.Edgel, is 0-0-8.0-1-81
LOADING (psft
SPACING- 2-0-0
CS1.
DEFL.
in
(fee)
Idell
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.53
Vert(LL)
0.02
6
a999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.48
VertCTQ
-0.04
7
�999
180
BCLL 10.0
Rep Stress Ina YES
INS 0.00
Horz(TQ
0.01
5
n/a
The
BCDL 10.0
Code FBC20141TPI2007
(Mairix-M)
Weight; 24 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4SPNo.3
OTHERS 2x4 SP No.3
REACTIONS. (Itilsie) 4=95/filechanical, 2=41911-D-0, 5=93/Mechanical
Max Fort: 2=195(LC 8)
Max Uplfft4=-59(LC 8), 2�273(!_C 8), 5m-27(LC 8)
Max Grav 4=105(LC 13). 2=438(LC 13), 5=124(LC 13)
FORCES. (11p) -Max. Comp./Max. Ten. -All forces 250 (to) or less except when show.
TOP CHORD 2-3�262/23, 3-4=-303/88
BOTCHORD 2-7-78/312
BRACING-
TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc purling.
BOTCHORD Rigid Ceiling directly applied or 10-0-0 oc leading.
Mffek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation aulde.
NOTES-
1) Wind: ASCE 7-10; Vuh=160mph (3-sewnd gust) Vasd=l 24mph; TCDL=9.Opsf, BCC1_=3.0psf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCpl=O.l 8: MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) - This truss has been designed for a live load of 1 O.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 fia uplift at joint(s) 4, 5 except (K=lb)
2=273.
7) "Semi -rigid pitchlareaks including heala' Member end fixity model was used in the analysis and design of this truss.
i.,111 I I I I I I
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August 26,2015
&�WARNING-V andearghparahnotera 4rdFEAD NOTES am This ANDiNCLUDED NTEK REFERANCE PAGEWl re� OVIM015 BEFOAE USE.
Odd, �dld I., U. r"th Mlek corrhecfin�. Tris deogn a based only upon parametem sdho�, and Is for an Indw1dual bul coreach,ent.
Apolcolaity ofdeiQn paramane end phperind0hp.hefitirefcansponente reopohnfloilyofibuilding designer- not treadetigher. Brocing dh�
N far lateral rupport of individual �b memb.ts only. Additional tempordy, bract to Ineure debility derihg Octahedron a therhporeflailrY of the
MiTek'
erector Additional pearranent bracing of the OVerall Iduature IS the reseahlbinly of the building designer For general guidance regarding
hitaidal.h. deal ty central adage. dera, aredlon and leading, consul ANSVTP11 Quaffly Criefla. D58-119 and BUI Building Component
Good parka Eact BW.
Safely information available from True, Plate Impluteu 781 N. Lee Street, Suite 312, Al.mr,clKa, VA 22314.
Tampa. FL 33610
Dry
Ply
PHOMIX nEALTy 0
A MES. INC.
rob"
�368587
Job Referannn rootionan
East Coast Truss, Ft. Fares. FL 3496 7.630 SJUI 262016 _MMek Industries. Inc. Wed Avg 26 09:40:09 2015 Page 1
ID:OgmAJBR769JKFb?dPTEghQylggT-GRU8zGRC?MgOyWeAkL�-4H6qtS21 CSQ9-rrxH7xykIH4
2 �o
Scal. = 115.7
3�O
.�n
Plate Offsets (X.Y)—
r3,0-0-9.0-1-121
LOADING (Pat)
SPACING. 2-0-0
CSI.
DEFL.
in
(loc)
11doll
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.59
Vert(LL)
0.04
6
1999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.41
Vert(TL)
-0.07
6
�866
180
BCLL 10.0
Rep Stress Ina YES
INS 0.00
Hom(TQ
0.03
5
fire
n/a
BCDL 10.0
Code FBC2014rrP[2007
(Matrix-M)
Weight: 23 lb
FT - 0%
LUMBER -
TOP CHORD 2X4 SP No.3
BOT CHORD 2x4SPNa3
OTHERS 2x4 SP No.3
REACTIONS. (lb/SU:e) 4=95/Mechanlwl,2=41911-(�0,5=70IMechani�I
Max Hom: 2=1 95(LC 8)
Max Jplift4=-60(LC 8),2==281 (LC 8), 5=.25(LC 8)
Max Grav 4=1 05(LC 13), 2=432(LC 13). 5=90(LC 13)
FORCES. (11b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�470/118
BOTCHORD 2-6�200/592
BRACING.
TOP CHORD Structural wood sheathing directly applied or 5�0-0 Go purlIns.
BOTCHORD Rig Id calling directly applied or 6-0-0 GO bracing.
ek recommends that StabillZers and required cr055 bracing
installed during truss erection, in accorclance with Stabilizer
allation auide.
NOTES-
1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Cpsf; BCDL=3.Opsf; h=1 5ft: B=45ft; L=2411; eave=4ft; Cat. I]:
Exia D: Encl., GCpi=0.18: MWFRS (directional); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=i.60
for 0 degree its
2) Plates checked a plus or minus rotation about Center.
'60 A
3) This truss has been designed for a 10.0 pull bottom chord live load nonconcurrent with any other live loads.
NIS
%%,0 .......
4) *Thistnuss has been designed fore liveloadof iO.Opsfonthe bodomehord inall areas where a rectangle 3-6-0 tall by 2-0-0 wide will
0
fitbetweenthe bottom chord and any other members, with BCDL= IO.Opsf.
..-*\GEN,(
A,
5) Refer to glrder(s) for truss to truss Connections.
NV_ �39 3 !1
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift atiolint(s) 4, 5exwptot=lb)
2=281.
- 1* "' _
Sir
7) "Serni-rIgid pitchbreaks including heels" Member end fixty model was used in the analysis and design of this truss.
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August 26,2015
AWAFINING - Verity deall. Isueend. and FIEAD NOTES ON THIS AND INCLUDED sdi REFERANCE PAGE I&I-IrM re, OVIMO15 BEFORE WE
Design �Ild for.,. only with MT.k ..nnect... This design Is based only won parameters shown, and Is for an Incividund building component.
Applicabilty of design parameters and properincorporation of component Is neopomblity of building dedaer. not truss designer. Bracing Onown
U far I.o.I support of hdividualwels members only. Addilonal temporary bracirg to Imune stability during constructlon a the re,poraflbHty of the
WOW
ara�tm Addila.1 permanent OncIng of th. .�aral stoucture Is the responsibility of the bufldhg designer. For general guldonce regading
fabrication, quality control. storage, deiNcey. erection and brocing, consult ANSUIP11 Quality Criterla. DSO-89 and IsCS1 Building Component
69M Parne East flhd�
Safety Information enroll firoarrmasNate relfute, 781 N. Lee Streal. SUTe3IZ AWxCn&Q. VA M14.
Taeap.� R 33610
!I.b
Truss Type
Qty,
Ply
P80E NIX REN-TY HOMES, INC.
I
T7368688
2931,
Jack-Oser
2
I
I
JQIp Reference 601)tladl
East C ... t Treas, Ft. Pro=. a U946
2GD
LOADING (pso
SPACING-
2i0_0
CS1.
TCLL
20.0
Plate Grip DOL
25
TC 0.53
TCDL
15.0
Lumber DOL
1.25
BC 0.40
BCLL
10.0
Rep Stress Ina
YES
WE 0.00
BCDL
10.0
Code FBC2014rrPI2007
(Matdx-M)
LUMBER.
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (Ill 4=114/Mechaniwl.2=423/�8.0.5=54iMechani�I
Max Hom 2=1 95l 8)
Max Uplifil 8),2-276(LC 8), 5=-6(LC 8)
Max Gran, 4=120(LC 13). 2=441 (LC 13), 5=80(LC 13)
FORCES. (Ill -Max. Comp./Mal Ten. -All forces 250 (to) or less except when she=.
TOPCHORD 2-3�4921103
BOTCHORD 2-6-175/606
JU1282015MITakledusWill
Sao = 1:15.7
DEFL.
in
(fee)
Udell
Lrd
PLATES
GRIP
Vert(LL)
-0.02
3-5
o999
240
MT20
2441190
VerftTL)
-0.06
3�5
>999
180
Horz(TL)
0.02
5
nla
n/a
Weight: 23 lb
FT = 0%
BRACING-
TOPCHORD Structural mod sheathing directly applied or 5-0.0 cc purfins.
BOTCHORD Rigid calling directly applied or 6-0-0 Do bracing.
MiTek recommends that Stabilizers and required cross bracing
be Installed during truss erection, In accordance with Stabilizer
Installation qu!de.
NOTES-
1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf,, BCDL-3.Opsf; K=1511; 13=4511: L=24ft; Call Cal. 11;
Exp D: Encl., GCpi=0,18: MWFRS (directional); Cantilever left and right exposed: end vertical left and night exposed: Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about Its center.
3) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads.
4) * This Iniss has been designed for a live load of 1 O.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 Vida will
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
5) Refer to girder(s) for trUSS to t(USS Connections.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 111 uplift at joint(s) 4, 5 except Ut=lb)
2-276.
7) "Semi -rigid pirchlbreaks Including heels" Member end fixity model was used in the analysis and design of this truss.
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August 26,2015
A, WARNING. warify deral Pa..,.. and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE MI-703 . 02482015 BEFORE USE.
Design Valid for we ordywth All connacton. This design a based only upon parrometers shov,n, and Is for an IndlV[dual building Cantrell
Applicability of design paremseler, and proper maxpoestion of component Is reepombrity of building designer - not twas designer. Bral Me,,n
is for lateral ouppol of Indl �b members only. Additional temporary bracing to Insurer stability cuing Construction 4 the reswintality of the
M!Tel(
erector, Adelitional permanent bral of the overall sml Is the resporel of the building designer, For general Cull repecirl
fabrication. quality contal, storage. deliver, election and brocing. comult ANSI/TPII Quallit, criteria, DSB49 and B01 Building Component
69N Fare, Eae live.
SafelyInformallon available from Tness Plate Institute. 781 N. Lee Steel. Su to312, Alexandre, VA 22314.
Tampa, FL 33610
Job
Truss
ru s Type
Cry
Ply
PHOENIX R�TY HOMES, INC.
U368589
29314
-U7
P Open
1 4
Job Reference footionall
ErI.tC.,IstT.s.. Ft. FlOrCe. Fl. U946
LOADING (pst)
SPACING-
2-D-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
15.0
Lumber DOL
1.25
BCLL
10.0
Rep Stress Ina
YES
BCDL
10.0
Code FBC2014fTP12007
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4SPNo.3
OTHERS 2x4 SP No.3
7,630
25 09:40:10 solo
Sce. = 11a3
CS1.
DEFL. in (loc) Wall Ud
PLATES GRIP
TC 0.96
Vertfi-L) -0.07
4-8 �999 240
MT20 244/190
BC 0.62
VertCrL) .0.19
4-8 -447 180
WE 0.00
Horz(TL) 0.01
2 n/a n/a
(Mabix-M)
Weight: 28 111 FT=C%
BRACING.
TOPCHORD
Structural wood sheathing directly appIled.
BOTCHORD
Rigid wiling directly applied or 10-0-0 oc, bracing.
Mffek recommends that Stabilizers and required cross bracing
be installed during truSS erection, In accordance with Stabilizer
installation Guide.
REACTIONS. (IbISIze) 3=179flyfiechanical, 2=52410-8-0.4=62/Mechanimi
Max Hom 2=244ft-C 8)
Max Upill 39fi-C 8), 2=-317(LC 8)
Max Grav 3=1 81 LC 13). 2=564(LC i3),4=1 06(LC 3)
FORCES. fils) - Max. Comp./Max. Ten. - All forces 250 filb) or less except when she=.
TOPCHORD 2-3�1130/283
BOTCHORD 2-4�43211379
NOTES.
1) Wind: ASCE 7-10: Vuft=1 60mph (3-second gust) Vasd=124mph; TCDL=9.Opst, BCDL=3.Opsf, hot 5ft: 3=45ft; L=2411; eave=4ft; Cat. 11;
Exp D; Encl.. GCpi=0.18; MWFRS (directional): Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its Center.
3) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads.
4) " This truss has been designed for a live load of I O.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will
fit between the bottom chord and any other members, with SCOL a 1 O.Opsf.
5) Refer to girder(s) for truss to truss Connections.
6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 111 uplift at joint(s) except 0=11s) 3=1 39,
2o317.
7) "Semkrigid pitchbreaks including heels" Member end fistifty model was used in the analysis and design of this truss.
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WARNING - V.Iiyd..In p....I.. dREAO NOTES ON TRIGAND INCLUDED MTEX REFERANCE PAGENI-7473 rv� 02/162015 BEFORE USE
Cool for use only Wth Mbek connectors. This design is based only upon parameters shown, end Is for an mellkil buig component.
Appicalany of design parameters and propermcorporailon of component Is respormailly of building deegnor� not Inns designer Bracing sn�
Is ter oferal support at Individual were ml only. Additional temporary bracing to mure stability during construction Is the responsibility of the
KWIC
erector. Additioncl pennamen! bracing of the overall structure is the nospomMi[ty of the building designer For general guidance reel
fabrication. quality call storage, dell erection and brocing, consult ANSVTPII Quallf, CrItefla, DSB-89 and Best BuldIng Component
69M Forks East BIW.
Safety Information ovellatfe from Trust Plate Institute, 781 N. Lee Sll Suite 312. Alsoactria. VA 22314.
Tampa. Fl. 33610
Is
Truss
Type
aly
PHOENIX REALTY HOMES. INC.
P
V368590
9314
I
Sit
lum
5
jPIY
Job Reference (optional)
Emit C ... t Tree. Ft. Flerm. Fl. U946
il
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
15.0
Lumber DOL
1.25
BCLL
10.0
Rep Stress Ina
YES
BCDL
10.0
Code FBC2014/TP12007
LUMBER -
TOP CHORD 2x4SPNo.3
BOT CHORD 2x4 SP No.3
OTHERS 2x4 SP No.3
7.53D 5 Jul 23 2015 MrIckhrifustme. Inc.
Seake , 1:16.3
CS1.
DEFIL J
In
(too)
Well
Ud
PLATES GRIP
TO 0.53
Vert(I.I.)
0.03
&6
�999
240
MT20 2441190
SO 0.47
Vert(TL)
-0.06
&6
�977
180
WB 0.00
Horn(T-)
0.01
5
rda
n1a
(Matrix-M)
Weight: 24 to FT = 0%
REACTIONS. (lb/size) 4=118[Mechaniml,2=422114-0,5=74/MechanimI
Max Hom 2=203(LC 8)
Max Uplift4z-80(LC8),2-280(LC8),5=-20(LC8)
Max Grav4=126(LC 13),2=435(LC 13), 5=100(LC 13)
FORCES. Qb) -Max. Comp./Max. Ten. -All faces 250 (11g) or less except when sham.
TOP CHORD 2-3-377n6
BOTCHORD 2-7=1431456
I,
BRACING.
TOPCHORD Structural mod sheathing directly applied or 5-4-0 cc purins.
BOTCHORD Rigid ceiling directly applied or 6.0.0 oc bracing.
MiTek recommends that Stabilaers and required crass bracing
be Installed during truss erection, In accordance with Stabilizer
Installation Guide. I
NOTES-
1) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=I 24mph; TCDL=9.Opsf; BCDL=3.Opsf: thief 51t; B=45ft; L=2411; eave=4ft; Cat. 11;
Exp D; Encl., GCpI=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1.60
plate grip DOL-1.60
2) Plates checked for a plus or minus 0 degree Natation about its Center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 10.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 Uplift.
5) Refer to glrder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 4, 5 except Gt=lb)
2=280.
7) 'Semi -rigid plichbrealks including heels" Member end fixity model was used In the analysis and design of this truss.
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FL Cert. 6634
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A WARNING. Avily densignporsersolson; andirl MOMS ON MIS AND INCLUDED AUTEK REFERANCE PAGE 011114C$ . 0110015 BEFORE USE
Design vaild far use on"th Wek connectors. This design 4 boned a* Mean parometers shom and is loran nuchlaual building component.
Appl cabrity of design peramelems and proper Incor,porallon of conirgionent S; resporrublity of cullemo designer - not truss designer. Soong sho,m
lstcrlotemisuppWal�dMdual�bmembemo*. Additional ternsponarybrocing to Inece stability cn�rg comstnucton is the resconsiloffity of the
WOW
eneotor� Additional parrourent bracing of the ovemil structure is the raccasublifity of the building designer. For gencial guldonceregarefing
fcacatlon, quality control. storage. dell�. erecticn and anscurg. consult ANSI/Ifll count, Ulecto. DSB-89 and SCSI Bul Component
GON parke East Blvd.
Safetytolonnallon available fromhus, Plate hilites. 781 N. Lee Mmeel, Sells 31Z Alleaddo. VA M14.
Tamp, FIL 33610
2�15 0-M �o �Dz
IX4 11
1X4 11
Seats - 1:18.8
LOADING pso
TCLL 20.0
TCDL 15.0
BCLL 10.0
BCDL 10.0
SPACING. 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Ina NO
Code FBC2014rrPI2007
CS1.
TO 0.71
BC 0.26
WEI
(mat
DEF . in (loc) Udefi Ud
V LL) -0.03 6-7 -999 240
Vert(TL) .0.06 6-7 -999 too
Horz(TL) 0.00 2 n1a n1a
PLATES GRIP
MT20 244/190
Weight: 33 lb FT::0%
LUMBER.
BRACING.
TOPCHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 6-0.0 cc puffins.
BOTCHORD 2x4 SP No.2
BOTCHORD
Rigid Calling directly applied or 10-0-0 cc bracing.
WEBS 2x4 SP No.3
Mffek recommends that Stabilizers and required Cross bracing
OTHERS 2,x4 SP No.3
be Installed during truss erection, In accordance with Stabilizer
[installation
REACTIONS. All bearings Mechanical except jt=Iength)2=1-9-14,7=0-3-8.
aulda.
(Ilb) - Max Horz 2=194(LC 24)
MaxUplift All uplift 100 lb or less atjoint(s) 4.7 except 2�389([_C 24), 5=.165(LG 8)
Max Grev, All reactions 250 lb or less at joint(s) 4. 5 except 2=282(LC
1), 7=396(LC 24)
FORCES. (lb) -Max. Compt./Max. Ten. -All forces 250 (lb) or less except when Shown.
TOPCHORD 2-14�5491534
BOTCHORD 2-7v-536/507
NOTES-
1) Wind: ASCE 7-10; Vuft=16Dmph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=411; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOLs:1.60
2) Truss designed for loads In the of the truss For to wind to the face), see Standard Industry
Itfi
wind plane only. studs exposed (format
Gable End Details as applicable, or consult qualified building designer as per ANSITPI 1.
,%% NS A q
0 4,9,�,
3) Plates checked for a plus or minus 0 degree rotation about its writer.
��
4) Gable studs spaced at 2-0-0 cc.
5) This truss has been designed fora 10.0 psf bottom chord live load nonconcumentwith any otherlive loads.
6) * This truss has been designed for a live load of 10.0psf an the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-Owide will
3 9 3 8 Q_�.-
fit between the bottom chord and any other members, with BCDL w I 0.0pid.
7) Refer to girder(s) for truss to truss Connections.
= �� A
8) Provide mechanical Connection (byathers) oftrusstobearing plate Capable of withstanding 100 lb uplift atjolnt(s) 4, 7except0=11b)
1*.
2=389,5=165.
9) "Sankritild pitchloreaks including heels" Member end fidly 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) 120 lb down and 122 Ito up at
1-3-15, 120 lb down and 122 Its up at 1 �3-1 5, and I 11 lb down and 89 lb up at 4-1-14, and I I I lb down and 89 Is up at 4-1-14 on top
0 .4
chord, and 24 Ita down and 21 lb up at 4-1-14, and 24 Up down and 21 lb up at 4-1-14 on bottom chord. The clesign/selection of such
R %
.... .. %
connection device(s) Is the responsibility of others
04iP / %%
11) In the LOAD CASES) loads applied to the few the truss front or back
"'fill
section, of am noted as (F) (B).
10
LOADCASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Inmase=1.25, Plate Increase=1.25
FECert. 6634
August 26,2015
WAFNING, - Vwiry dosignparonolma imuffisEAU) NOTES ON This AND INCLUDED WEX FIEFEFLANCE PAGE RI-7473 ray. OMN015 BEFOFIE USE
Design vctal far use on"th WeiscommeatoM.ThIs derIgn is based orty upon pccmmfaahov� and Is for an Individual butcling component
mat
Applicability of design parrametas end moor Incorporation a? component Is resloombEty of bui[dfing cosigner- not truss designer Boeing shown
Is far lateral supper .1 Irdividual web members only. Additicricl lemparmy bracing to Insure stability during construction 6 the responsibility of the
MiTek*
erector. Additional Permement bracing of the overall structures r the responsibility of the build no ch.sIgner, For general Wralance regarding
fackation. quality control. storage. deliver,, erection and bracing, consult ANSVTPIl Qualify Oried, DSII-89 and BCSI Bullifing Component
611DI Parse, East Blvd.
SafelivInformation available frari Plate Institute, 781 N. Lee Street. Suite 31Z Aleatmenio, VA 22314.
Tampa, R 33610
b
Trusts
Tmss Type
ply
PH0:1.XREkLTY HOMES, INC.
W368591
9314
-HJ5
Diagonaltilip(ander
L
f no (optional)
East Coast TrUss, Ft. Ple�, Fl. U946
LOAD CASE(S) Standard
Vniforins Loads (pl�
Vert: 1-4�70,5-1 1=20
Concentinated Loads (1b)
Vert: 14=1 OI(F=50, 8=50) 15=67(F=33, B=33) 16=1 1 (F=5, B=5)
7.530 8 Jut 28 2016 Talk Indushlris. mr. Wool AL19 M AJAU:I I dUlts I`a90 X
ID:OgmAlBR759JKFb?dPTEghQylggT-CqbuNySsXSltdFglHBVVSAjB7OGmtgMVS�mQOCqyklH2
AWANNING. Varity d.agm parrasro.firs; ad Mile NOTES ON Was AND INCLUDED MITEK REFERANCE PAGE 01-74T3 . OVIGGOIS SEFOFUF USE
Design ralid for use only with AaTek contractors. This design 4 based any upon porannoters sho� and Is for an indrAdual budhg component.
Applicability of design pommeless and proper incorporation of component Is respombility of buding designer - not twos designer Seeing dh�
Additional tomponan,"cing to loosre stabillty cluing comtrUclan Is the wiparelldity of the
erecton, Additional permanent bracing of the ovenal smschare Is the responsibility of the building designer. For general Guidance regarding M!Tek*
f.1a1e.Usn, q�solity central, storage derrveM emotion end �cing. conoUt ANSV71?111 Quality Crl DSB-ST and BCSI funding Component 69U Parts, East Blvd.
Soletylplorriallon available fichiliniss Plate Institute. 781 N. Lee Street, S'sa,312, AleXOndri.. VA 22314. Tampa. R 33610
Job
Truss Type
Dry
Ply P�00111 FEALTY 80MEE INC.
7`366592
I
29314
Diagonal Hit, Under
2
1
Job f"fQIIL-
East Coast Truss, Ft. Pisl=, FL 11,1948 7,630 5 Jul 28 2015 MR.], lactscults., Inc. Wed Aug 26 0:40:12 2016 Page 1
ID: OgmAjBR759JKFb?dPTEghQylggT-gOgGbrrUlm9kFPFDrsI hivkl8f35PIabgQAxkGykl HI
2 9�11 5-M
5-s-3
6�
1.4 11
3.4 11
Scale = 1-23.7
LOADING (pso
TCLIL 20.0
TCDL 15.0
BCLL 10.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Strass Ina NO
Code FBC2014frP]2007
CSI.
TC 0.71
BC 0.45
WEI 0.26
Matrix-M)
DEFL. In
Vert(LL) .0.07
Vrt(TL) -0.09
Hom(TL) 0.01
(loc) Iden Ud
8-14 -999 240
7-8 c,999 180
6 n/a are
PLATES GRIP
MT20 244/190
Weight: 50 Us FT=O%
LUMBER.
GRACING.
TOPCHORD Zx4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-7-8 Do purlins, except
BOTCHORD 2.x4 SP No.2
end verticals.
WEBS 2x4 SP No.3
BOTCHORD
Rigid Calling directly applied or 9-3-2 Do bracing.
OTHERS 2x4 SIP No.3
'In
MITek recommends that Stabilizers and required cross taracin
be installed during Muss erection, In accordance with Slabil:egr:]
[installation
oulde.
REACTIONS. (lb/size) 5=168/Mechanical, 2=475/D.10-15, 6=254IMechanical
Max Horz 2=220(LC 5)
Max Uplift5=.57(LC 8),2=.362(LC 8), 6=-174(LC 5)
Max Grav 5=209(LC 29), 2=668(LC 28), 6=285(LC 30)
FORCES. (lb) -Mals. Comp./Max. Ten, -All forces 250 (11h) or less except when shown.
TOPCHORD 2-15=-16411662,15-16�966/383,3-16=-915/346
BOTCHORD 2-18�69911694,18-19=40218158, 8-19=402/868,13-20=4021868, 7-20=-402/068
WEBS 3-7-78713i(l
NOTES.
1) Wind: ASCE 7-10; Vuli 60mph (3-second gust) Vasd=l 24mph; TCDL=9.Opsf; BCDL=3.Opsf, h=l 511; 13=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCpi=0.18: MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about Its Center.
3) This twss has been designed for a 10.0 pall bottom chord live load nonconcument with any other live loads.
4) * This truss has been designed for a live load of 1 O.Opsf on the bottom chord in all areas where a rectang Is 3-6=0 tall by 2.0-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 0.0psf.
5) Refer to ghda(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 5 except Ut=ib) 2=362
, 6= 174.
7) "Semi -rigid plilchbreaks including heels" Member end fixity model was used In the analysis and design of this truss.
8) Hanger(s) or other connection devicte(s) shall be provided sufficient to support concentrated load(s) 120 lb down and 122 lb up at
1-3-15, 120 lb down and 122 Its up at 1.3-15, 111 It, down and 89 Us up at 4-1-14, 111 Its down and 89 go up at 4-1-14, and 145 go down
and 139 111 up at 6-11-13. and 145 111, down and 139 It, up at 6-11-13 on lop chord, and 68 Its down and 83 lb up at 1-3-15, 68 Ill down
and 83 Ito up at 1-3-16, 24 lb down and 21 111, up at 4-1-14. 24 It, down and 21 Its up at 4-1-14, and 35 Its down and 15 lb up at 6-11-13,
and 35 to do" and 15 Ill up at 6-11-13 on bottom chord. The design/selection of such connection device(s) Is the responsibility of
others.
9) 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
tiltiIIIIIIIII1111
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FL Cert. 66
August 26,2015
AwAMING . testify dearge panarrefores and FlEAD angles ON THIS AM INCLUVED AUTEK FIEFEMARCE PAGE 11111-74173 W. OVIM015 BEFOFE USE
Design valid for use only Win Wel, Connectors. Ina design is owed only ucon parameters shcv� end Is for an Indiddual building component.
Applicability of design parameters end Proper Incorporation of comeoncrul Is neaponabritY of buklng designer - not truss designer. tracing sho,vr,
Is for lateral support of inci wele merribe"nly. Addiancl larponari bracing to Instee stcIblity, during construction is the respornbuty of the
M!Tek*
erector. Additional permanent bracing of the Overall stwcture Is the resporisrairy of the bulding designer. For general gvidance reganduse
fabrication. quality central, storage. delivery. erection and brocing. Concur ANSI/TFII Quality Cifferfa. D511-89 and ll Bulding Component
69*4 Parre Eart Bvd.
Soletyltuoranallon available fraternal Plate Ins fle, 781 N. Lee Street. Suile 312. Alkaeandri VA M14.
Turnip, FL 33610
b I
Truss
ply
PHOEN% REALTY HOMES. INC.
I
nuesS2
9314
-HR
r
�Qty
2
1
ference (oplionall
EaStCoanTruss. R. Pleran. Fl- U946
7.630 $Jul 282015 Mink Industries. Inc. WedAug2609:40:122015 P8g82
10:OgmAjBR759JKFb?dPTEghQylggT-gO9Gb[TUlm9kFPFDrsihi�klBf35PIabgQMkGyk1 HI
LOAD CASE(S) Standard
1) Dead + Roof Llve (balanced): Lumber Inmase=1.25, Plate Increase=1.25
UnIfornn Loads (plo
Vert: 1-4�70, 4-5=-70, 6�1 2�20
Concentrated Loads (lb)
Vert: 15=101 (F=50, B=50) 16=67(F=33, 9=33) 17�51 (F=.26, B=-26) 18=87(F=44, B=44) 19=1 1 (F=5. B=5) 20�33(F�17, B-17)
WARNING. UMy desire ps.m.ceng dREAD NOTES ON MS AND INCLUDED WTEK REFERVINCE PAGE NAW3 .1 OVIM015 BEFORE USE.
Design wVd foruse only Win MTek connedon. ThIs design is based chill, upon Dommeam shom, and Is loran Imcmdual loullhg component.
ITS I'
Appilcolallity of design parameters and properincoupchation of componamis responstWity of buildIng designer- not two, dleggme� Bracirg sh�
is for lateral support of IndivIdual nalp therhoer; only. Additional tomparal bruchg to Insure stability during com�cfion im the responsibIlity of the
M!Tek*
erector. Additional penhument looncing of the overall structure is the responsibility of the building designer, For general Widance regarding
kiladvoll.n, quality controL storage, defivery, creation and lbrac�g. cvmdI ANS117PIl Quallty Cifferla, DSB-89 and 001 Building Component
69N parke East and.
SafettInfammotlon anionable ftom Thuss Plate Institute, 781 N. Lee Street. Sulle 312, Alasonoda, VA 22314.
Tamp. Fl. 33610
ob
Truss
Truss Type
ply
:
9314
-HJU
Diagaral Hip sister
�Qty
1
1
Job PAf.-I. enntion.11
eirshaors rgto�
lEastCU9Truss, Fl. Vitcoo, Fl. UNS
1.4 11
3.10.9
1.4 11
l-1 i 74,0 2
iL, 3_0_6 IDY12
2015
Sul. - 1:20.3
:2
Plate Offsets (X.Yl-
F2�0-2-11,Ecfqel
LOADING (pso
SPACING- 2-0-0
CS1.
DEFL.
in (too)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.71
Vert(LL)
0.06 7-8
-999
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.46
Vert(TL)
-0.10 7-8
>666
180
BCLL 10.0
Rep Stress Ina NO
W3 0.02
Horz(TQ
0.01 6
rita
the
BCDL 10.0
Code FBC2014rrPI2007
Matril
Weight: 35 lb
FT - 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 *Except*
3-9: 2x4 SP Nos
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD Structural mod sheathing directly applied or 60�D cc purfins.
BOTCHORD Rigid calling directly applied or 6-D-0 oc bracing.
MiTels recommends that Stabilizers and required cross bracing
be Installed during truss erection, in accordance with Stabilizer
Installation aulde.
REACTIONS. All bearings Mechanical except qt=length) 2=1-10-10, 10=0-3-8.
(lb) - Max Horz 2=203(LC 24)
MaxUplift All uplift 100 lb or less atJoInt(s) 5.6except2=-475ft_C 24), 10=-117(LC 5)
MaxGrav All reactions 250 lb or less atjoint(s) 5, 2, 6 except 10=524(LC 24)
FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shovin.
TOPCHORD 2-17�60111603
BOTCHORD 2-10-611/560
NOTES-
1) Wnd: ASCE7-10; Vuh=160mph (3-second gust) Vasd=124mph;TCDL=O.Opsf; BCDL-3.Opsf; h-15ft; B=45fl; L=24ft; eave=411; Cat. 11;
Exp 0; Enci.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSIrrP 11.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Gable studs spaced at 2-0-0 oc.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been d esigned for a live load of 1 O.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2-00 wide will
If between the bottom chord and any other members, with SCDL a 1 O.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except 0=11b)
2=475,10=117.
9) "S eml-rigid pitchlorealks Including heels" Member end fixity model was used In the analysis and design of this truss.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 144 Us down and 114 lb up at
1-10.3. 144 fts down and 114 lb up at 1-10-3, and 98 lb down and 71 lb up at 4-8-2. and 98 lb down and 71 lb up at 4-8-2 on top chord
, and 49 Its down and 52 lb up at 4-8.2, and 49 It, down and 52 lb up at 4-8-2 on bottom chord. The design/selection of such
connection bevice(s) is the responsibility of others.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
..,ttiIIIIIIIIJ
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FL Cert. 6634
August 26,2015
'A IYAWNS. Verdodeagn parameters amdfAJEFAD NOUS ON This ANDANCLUDEDNIMIC 115FERAINCEPAOEM1.7473 my. OV1642015 BEFOAUSFUSE.
Design valid for use only With Wrek commectm This design 4 based only voon parameters shom. and is foran horli butiong com,onent.
Sal,
Applicability ofded,in parameters and proper mcoracration of componardid resporoblity of building designer - not truss desoner. firacing sh�
Is for lateral supood of individual ,eb members any. Additional temporary bracing to traum stability durIng construction 4 the resporail:*1 try of the
erector. Additional pershatent lorocing of the overall structure a the responsibility of the building designer. For general guidance regarding
M!Tel(
fabrication, quality control storage, deliven. erection and bracing, consult ANSI/TPI1 Dually Criteria. DSB-489 and i ifull Component
Safely Inforenotlon �cilalye from True Plate Institute. 7810. Lee Street. Supe 312. AlsocnaO. VA 22314.
69%Park.Eiiii
Tampa. FL 33610
Job
Truiss
Cry
Ply
PHOENIX RMTY HOMES, INC.
7r7368693
29314
-11,154
P"S.re"Pio, I..,
I I
� I
Joks-Referfence (optionan
East Coast Truss, Ft. Place, FL U946 Z631) a Jul 28 2016 Mardis Industres, Inc. Wed Aug 26 OS401 12015 Page 2
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LOAD CASE(S) Standard
Unifforan Loads (plo
Vert: 1-5�70, 9-14=-20. 6-13�20
Concentrated Loads (lb)
Vert: 17=84(F=42, B=42) 18=108(F=54, 13=54) 19=79(F�40, B=-40)
WAMNING. VsHr, dasher ..I. turd R1141) MOMS OM THIS MD INCLUDED Starts( REFCF!s1NC1F PAGE MI-7473 na, 0VfW01$ SEFOPIE USE.
Desch ngWth Matak carrectort. Res design is based ords, upon pasharrefien sho�. chat 4 for an ineflMdual building comhoonent.
Approcricillt, of design parameters and Proper hcoadionation of consdonerra nerpordblity of building confiner. not truss designer. shooting shavera
Is far lateral support of IndfAclual web members any. Accinfloncl temporary bracing to Insure stability dueng construction Is the res,comabiffity of the
WOW
ereato,. Additional pershomant bracing or the overall structure !s the responstoifity of the building designer. For general Widonce, regandfing
alcricallon, qualfity controL storage, derrvery. encellon and bracIng, cormAt ANSI/Tpr Quality World. DSB-89 and BCSI loading Component
6904 park. East 131W.
Satetylotanonsfross avaflable�mTmssPicie�iM�.781N.L..S�.t.S�ite3l2,AlexOnddaVA22314.
Tamp.. R 33S10
Truss
Truss Type
ty
IX REALTY HOMES. INC.
WW8594
1,11:', 4
A01G
Roof Special Ginder
�Q
I
�ply 2
-
J'ob'Refirrencefootionall
East Coast Trass. Ft. Plerce. FL U946
� 2M,
2-1�0 5-11�7
5-0-12 4.11.8
4.so 5-2 5X5
Inc.
5�6
scale - 1:e9a
3X4 = 3A TaS 64 = 3A 11
3x5 3.4 = HHUS2IS2
LOADING (Pat)
SPACING- 2-0-0
CSI.
DEFL.
In (toe) Vdefl Ud
PLATES
GRIP
TCUL 20.0
Plate Grip COIL 1.25
TC 0.76
Vert(LL)
0.4713-14 �924 240
MT20
2441190
TCDL 15.0
Lumber COIL 1.25
BC 0.77
Vert(rL)
-0.8713-14 >500 180
BCUL 10.0
Rep Stress Ina NO
INS 0.87
Horz(TL)
0.12 11 n/a n/a
BCDL 10�0
Code FBC2014rrPI2007
(Matrix-M)
Weight: 411 Ita
FT = 0%
LUMBER.
BRACING.
TOPCHORD 2x4 SP NO.2
TOPCHORD Structural wood sheathing directly applied or 3-8-0
cc puffins, except
BOTCHORD 2X4 SP NO.2 *Except'
end verticals.
11-13: 2x6 BIG No.2
BOT CHORD Rigid calling directly applied or 8-11.2 oc bracing.
WEBS 2x4 SP No.3 *Except*
10-11: 2x6 SP No.2,10-12: 2x4 SO No.2
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 11=3055/hIechanksol,2=200710-8-0
Max Horz 2=358(LC 7)
Max Uplift 11 �14133(!-C 8), 2=-1 024fi-C 8)
Max Grav 1 1=321 8(LC 2), 2=2168(LC 29)
FORCES. (lb) - Max. Comp./Mar. Ten. - All forces 250 (11a) or less except when shown.
TOPCHORD 2-3�46161i!987,3-4=4458/1961. 4-5=-436111979.5-6=.3772/1776. 6.7-4688/2206,
7-8-906214121. 8-22=-BD3013588, 9-22-8030/3588, 9-23=-654213020.
23�24=-6542=20, 10-24=-6542i3O2O, 10.11 �2971/1431
BOTCHORD 2-17=-1 78814413. 16-17=-1 542J3860, 15-16-1542/3860, 15.25=-1 21313168,
25-26=-121313168,14-26�121313168,13-14=-203414864,12-13�2902/6544
WEBS 3.17--3141251, 5.17-2251627. 6-15�6901398, 6-15=-3381917, 6-14�1 02912322.
7-14=-1791/948,7-13-209314584,8-13�3431/1646. 9-13=1389/2502,9-12�12731717.
10-12=-3112/69D4
NOTES-
1) 2-plytruss to be connected togetherwilh 10d (0.131"x3l nails asfollows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc, 2X6 - 2 rows staggered at G-9-0 cc.
Bottom chords Connected as follows: 2x4 - I row at 0-9-0 cc, 2x6 - 2 Tows staggered at 0-9-0 oc.
Webs connected as follows; 2x4, 1 row at 0-9-0 oc.
2) All loads am Considered equally applied to all plies, except it noted as from (F) or back (B) few 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) Un balanced roof live loads have been considered for this design.
4) Wind: ASCE 7.10; VuI1=1 60mph (3-second gust) Vasd=1 24mph; TCDL=9.Opsf: BCD L=3.Opsf, h=1 5ft; B=45ft; L=37ft; eave=5ft; Cat. 11;
Exp D; Encl., GCpi=O. 18; MWFR8 (directional); Cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1.60
plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponifing.
6) Plates checked for a plus or minus 0 degree rotation about its Center.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads,
8) * This truss has been designed for a live load of I O.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, with BCDIL = I 0.0pssf.
9) Refer to girder(s) for truss to truss Connections.
10) Provide mechanical connection (by others) of truss to beading plate Capable of withstanding 100 Ita uplift at joinfis) except at=lb)
,ittillill III1ill#t
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3938
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FL Cert. 663T�
August 26,2015
WARNING - wary, sitogn ptionceseft tied READ NOTES ON THIS AND INUMED AVmI( REFERVINCE PAGE MAWS nr� OWWO15 BEFORE USE.
Design yaW for ute any Wth Wek Connectors. This design is loosed on"pon sho,n. and 6 for on Indt,tGual buflding camoonent.
ApplicrabiVy of dietitian p.rarra,t.. and proper Incorporation of carnacnent 4 anponslaRity of Wrong cloagner - not trun desagna� Bracing shown
1, for Wen,suppost of �diyiducrl �elo morrourt, only. Acciti.r.1 temporary toachig to Insure stability during construclan Is the nopornflollfty of the
WOW
ereovtm Acorforal plannoonent brochg of the overcil structure b the responst of the building qeslgne� For General WIdance mgwdhg
fabrication, quality controL Storage, derrvery. erection and Iscong, consul ANSVTPII Qually Criterc. DSB49 and IICSI forcing Component
available from Two Plate Institute, 781 N.LeeS"el,SuRe3lZAl.Mnddo,VAM14.
69M park. Eso SINd.
Tinno. Ft. 33610
Job _117t!_S__
Truss
Truss Type
OtY
PlY
PHOENIX RE�TY HOMES. INC.
T7368595
29314
1
02
RoofSpecial
1
lob Ferrier-
2x4
7-7-3
4.50 F12 SX5
6-5.0
Scilis - 1:69.7
34 2x4 11 54 wa 4X4 = 44 4411
1i
LOADING ftisf)
TCUL 20.0
TCOL 16.0
BCUL 10.0
BCDL 10.0
SPACING. 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC20141TPI2007
CS1.
TC 0.92
BC 0.97
WB 0.92
(Matrix-M)
DEFL
Vert( L)
VejtCrQ
Horz(TL)
in (too) Well Ud
0.4812-13 �911 240
-1.00 12-13 >439 180
0.21 9 his n/a
PLATES GRIP
MT20 244/190
Weight: 188 lb FT-O%
LUMBER.
BRACING.
TOPCHORD 2x4 SP No.1 *Except'
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
5-6:2x4 SP 285OF 1,8E, 1-4:2x4 SP No.2
BOTCHORD
Rigid ceiling directly applied or2-2-0 cc bracing.
BOTCHORD 2x4 SP No.1 *Except'
WEBS
I Raw at midpt 3-13.6-13.8-10
9-11: Zx4 SP No.2
Fm i7eX recommends that Stabilizers and required crass braCm
WEBS 2x4 SP No.3 *Except*
be Installed during truss erection. in accordance with Stabili
r::]
7-12,8-10: Zx4 SP No.2
Installation guldit.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 9=162SIMechanical,2=180210-8-0
Max Horz 2=394(LC 7)
Max Upliftg-741 (LC 8), 2�922(!_C 8)
Max Grav 9=1744(LC 15), 2=1976(LC 13)
FORCES. (lb) -Max. CompdMax. Ten. -All forces 250 (Ift) or less except when shown.
TOP CHORD 2-3�3920/1639, 3.4=-2895/1281. 4-5=-281211324, 5-6�289111314, 6-20�473612097,
7.20=.473612097, 7.8=.3081/1393, 8.9=16391757
BOTCHORD 2-15=-1435/3741, 14-15=-1435/3741,13-14-143513741,12-13=-I 95314029.
1111-12�123013113. 10-1 1�1230/3113
WEBS 3-15=01282, 3-13=-1 1451524.5-13-547/1508, 6-13-2402/1074, 6-12=-6201393,
A
7-112�78311877, 7-10=w12441663, 8-10�11434/3367
q
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
7.10; Vuft=160mph Vasd=124mph;TCDL=S.Opsf; BCDL=3.Opsf, h-15ft; B-451t; L=37ft; eava=5ft; Cat. 11;
2) Wind: ASCE (3-second gust)
Z 3938
Exp D; Encl., GCpl=0.18; MWFRS (directional); cantileverleft and rightexposed ; end vertical left and fight exposed; LumberDOL=1.60
plate grip DOL=1.60
3) Provide adequate drainageto proventwater ponding.
4) Plates checked for a plus or mInus 0 degree rotation about its Center.
live loads.
A E
5) This truss has been designed for a 10.0 psf bottom chord live load noncomscument with any other
6) - This truss has been designed for a live load of I O.Opsf on the bottom chord in all areas where a rectangle 3-E�0 tall by 2-0-0 wide will
AN
fit between the bottom chord and any other members with BCDL= 10.Opsf.
7) Refer to g1rder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 9=741,
4r/ mr,- %%%
2=922.
41111111111111,
9) "Semi -rigid liftchloreaks including heele Member end fixity model was used In the analysis and design of this truss.
FLIC
August 26,2015
NAMING. Vera, djb,...1.M.rdlZEAD NOTES ON this AND INCLUDEDAUTEK REFEFIANCE PAGE MI-703 nu, OVIMOISBEFOW USE
Design valid for use any with, MTek correctors. Thise design Is bcnecl onY upon ponamben; xho�. and 4 for an indiAdual lounding consporeirl.
Apprc.beil, of design parameters and proper ina.roonnion of component Is respossibely of bidding designer - not truss designer. Bracing sno�
is for lateral support of hdiNdual wels members ont, AdditIonal lemporby brachig to Insurer slabilty during construction *3 the responsibility of the
MiTelc
erector Additional permanent bracing of the ovenoO structure is the responablity of the buildhg designer. Forgeneral uldrince regarding
fabrication, quality contioL storage, delivery. crection and bsachg, consult AN5V1PI I Quality �fiedb, D51149 and DO] Building Component
69M Parlas Eby evil.
Safety information mailable From Truss Plate Institule, 781 N. Lee Street Suite 31Z Alexandra VA 22314.
Tampa. FIL 33610
ob I
T
Truss
Truss Type
PHOENIX REALTY HOMES, INC.
P
I
M68596
P314
15s-
3
Rooftipaclat
10ty
1
JPIY
1
b-Itieferensia, Iopfi.naft
East Coast Truss, Ft. Pines. Fl. U946
2X4
7-7.3 5.114
4.50F12 5XS
5
Scale = 1:70.7
9 19
M = Sea 11 Sea VVB = X, = 3.4 = 4,13 = 3X4 = aide =
LOADING (psQ
TCLL 20.0
TCDL 15.0
BCLL 10.0
SCOL 10.0
ICING- 2-M
SPA 1
Plate Grip DOL .25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2014rrPI2007
CS1.
TIC 0.98
BC 0.94
WB 0.68
(Matrix-M)
DEFL In ([cc) I/dell ILA
V h L� 0.43 12 �999 240
an
Vert(TQ -OS1 12-13 -542 180
Hoa(TL) 0.22 9 rda n1a
PLATES GRIP
MT20 244/190
Weight: 181 Ib FT ts 0%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 *Except* TOPCHORD Structural wood sheathing directly
applied.
4-5: 2x4 SP No.1 BOTCHORD Rigid wiling directly applied or 2-2-0 cc bracing.
BOTCHORD 20 SP No.1 WEBS 1 Row at midp! 3-13,6-13
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross Drac:In
r
OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabille',::]
Installation
aulde.
REACTIONS. (IbIsize) 9=1646/Mechanfwl, 2=179410-8-D
Max Harz 2=268(LC 7)
Max UpIlft9=-748(LC 8), 2=-921(LC 8)
Max Grav 9=1829(LC 14), 2=1956(LC 13)
FORCES. (11b) - Max. Comp./Max. Ten. - All forces 250 filb) or less except when shown.
TOPCHORD 2-3-387511643, 3-4-286411275,4-5�2778/11319, "=-2834/1324.6-7-3957/1816.
7-8-3573/1564, 8-9=401411789
BOTCHORD 2-15=.140613713, 14-15�140613713, M14==1406/3713, 12-13�158213967.
11-12=-1266/3289. 10-1 1�1266/3289. 940�1585/3693
WEBS 3-15=01293,3-13=-11701537,5-13=.60111536,6-13�17331798,6-12=-441/272,
7-12=-392/881, 7-10�751434,8-10�468/345
tIL111111111111
NOTES.
A
ON.S.. - ' 44
1) Unbalanced roof live loads have been considered for this design.
0 E iv
2) Wind: ASCE7-10; Vult=16Omph (3-second gust) Vasd=124mph: TCDL=9.Opsf, BCDL=3.Opsf; h=15ft; 8=45ft; L=37ft, eave=5ft; Cat. 11;
Expl); Encl., GCpi=0.18; MWFRS (directional): Cantilever left and right exposed ; end vertical left and right exposed; LumberDOL=1.60
plate grip DOL=1.60
8
3938
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree notation about its center.
5) This truss has been designed for a 10.0 pet bottom chord live load nonconcument with any other live loads.
MIX z
6) - This truss has been designed for a live load of 10.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Vida Vill
T
ATE
fit between the bottom chord and any other members, with BCDL = I O.Opsf.
0
7) Refer to girdeos) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing Capable of withstanding 100 lb uplift atloint(s) except 0=11t) 9=748,
��\% A,
ORk
plate
2=921.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss.
NAII- 00"
still
FL Cert. 6 3=4
August 26,2015
WARNING - verify donarger parrishroaters, end � MOM ON This AM INCLUDED ACTIEK PIEFERANCE PAGE Mb7473 na� OVIM915 BEFOFIE USE
Design valid far use only weh Wes cannecton. This design Is based only upon parameters sho,n. and 4 far an Individual oulding component.
Appliccbeyof design parameters and proper Incorporstrion of component Is responsibility of building designer - not truss designan Bracing shown
Is for lateral ioupport of Individual %velb members only. Additional lernporary broe - ng to Insure stability during construction Is the responsibility of the
M!Tek'
erector. Additional permanent brochig at the overall structure is the resporestality at the building designer. For general guidance recording
fabrication. quarly contreL storage, wiNery, erection and brocIng, consult ANSUTPII Quattly Ciffer1q, 115111-89 and BCSI Building Component
69M Parms East Blvd.
Safety Information available from truss Plate Institute. 781 N. Lee Street. Suit. 311 Alexandria, VA M14.
Tompa. FL 33610
3
TrussType
PlY
PI-i REALTY HOMES. INC.
"a
�368597
JTM
[b "a
9314
Rocispeclal
�Qty
I
JQb Sgference (optional)
East Coast Truss, Ft. Pients, FL Uses
7.7.3 3.11.0 4.10.0 5.7-11
4.50 F12 5X5
5
Sese - 1.-70.7
= 3X4 = 44 = 3xa = 4A = 3X4 = Sag =
LOADING (Pat)
TCLL 20.0
TCDL 15.0
BCLL 10.0
BCDL 10.0
SPACING. 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incir YES
Code FBC2014rrP12007
CS1.
TC 1.00
BC 0.93
WB 0.73
(Matrix-M)
LUMBER-
TOPCHORD 2x4 SP No.2 *ExcepV
4-5: 2x4 SP 285OF 1.8E, 1-4: 2x4 SP No.1
BOTCHORD 2x4 So No.1
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (lbleze) 9=1646/Mechaniul,2=179410-8-0
Max Hom 2=268(LC 7)
Max Upliftg=-750(LC 8), 2=-920(LC 8)
Max Grav 9=1863(LC 14), 2-1990(LC 13)
DEFL.
In (toe)
Vdefi
L/d
PLATES
GRIP
Vert(LL)
-0.4612-14
�956
240
MT20
244/190
VerfTL)
-1.0912-14
�403
180
HoaCTL)
0.20 9
file
n1a
Weight: 175 to
FT=O%
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOTCHORD Rigid Calling directly applied or 2-2-0 Do bracing.
Mi-rek recommends that Stabilizers and required cross bracing
be installed during truss erection, In accordance with Stabilizer
Installation guide.
FORCES. (1b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3943/1672, 3-4�3656115811, 4�5=-356711625, 5-6�3859117134, 6-22=-3536/1595.
7.22=-353611595, 7-8=-367311594. 8-9=4056/175B
BOTCHORD 2-14=-1 43513779, 13-14=915/2650,13-23�915/2650, 23-24=-915/2650.
12-24=-915/2660,11-12�1156/3069, 10-11=115613069. 9A0=-1WI3726
WEBS 3-14�585/435.5�14=411/li8l.5-12=-734/1859.6-12�15731795,7-12=-2021720,
7.10-188/617, 8-10=.4901366
NOTES-
1) Unbalanced roof live loads have been Considered forthh; design.
2) Wind: ASCE 7-10; Vult=160mph (3-secand gust) Vasd=124mph; TCDL=9.Opsf. BCDL-3.Opsf. h=15ft: B=45ft; L=37ft; eave=5ft; Cat. 11;
Exp D; Encl., GCpl=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL-1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about Its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) - This truss has been designed for a live load of IO.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-D-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
7) Refer to girder(s) for truss to truss Connections.
8) Provide mechanics[ connection (by others) of truss to bearing plate Capable of withstanding 100 Its uplift at joini except T=Ib) 9=750,
2=920.
9) "Stini pitchbreaks including heels" Member end fiedy model was used In the analysis and design of this truss.
tsti, tIfillifill
%% pS A.
1%% .........
E N
3K
A'
0 R I
.......... %%
ON A
FL Cert. 6634 1
August 26,2015
WARAING. Vadly, assign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 re, DVIW015 BEFOIZE USE
Design vaed for use only �ah Wells Comineclan. This design a based only Won parameters sh� and Is for an havkivel buiHng component.
Applicability of Deakin parameters and Proper Incorporation of Component Is res,ponsislity of building delknor - not truss designes, Bracing slh�
Is far lateral support of ind victual v,eb members only. Additional tempapp, brocing to trustee, stability during construction Is the responsibifty, of the
M!Tek'
oneal., Additional p.h.rd bra.1h, .1 the oarall structure Is the responablity of the building designer For general Guidance ragenCirg
fabrication, quality central. storage. delivery. erection and bracing, consult ANSVII'll Quellty Offorla, DSB-89 and BMI Bursting Component
69M Parties East BNd.
SafolylearmaHon available from Trust Plate Insfitute. 781 N. Lee Street. Suite 312, Alemex[da. VA 22314.
Tampa, M 33610
00 1
Trul
Qty
PHOEI REALTY HOMES, ING.
29314
I
�PI,
�
—Ps",
J210 Bidgreinc. (.,fk,aIH
East Coast Twes. Ft. Plaines. Fl. 3,1946 TWO 6 Jul 28 2015 Mrok Industries, Inc. Wed Aug 26 09:4017 2015 Page 1
ID:OgmAjBR759JKFb?dPTEghQylggT-l-z9e?XdGlnOLABAePdsPzR6sgge4w3KJ*diOUyk1 Gy
-2-0-0 I&MV-10.0 22-�G 2�3-11
, 0�9 17-11
2-�O 1.0-0 1-"- 4-1"
2A
4.50 F12
5X5 SX5 =
5x5 Silts
Scale = 1:701
31 = 2x4 11 54 WS = 3roB = ', = 4xS = 3.4 = M =
LOADING (psf)
SPACING-
2-0-0
TCUL
20.0
Plate Grip DOL
1.25
TCDL
15.0
Lumber DOL
1.25
BCUL
10.0
Rep Stress Incr
YES
BCOL
10.0
Code FBC2014rrPI2007
LUMBER -
TOP CHORD 2x4 SP N0.2 'Except'
4-5,8-10: 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
10
CSI.
DEFL.
in (too) Well Ud
PLATES GRIP
TC 0.91
Vert(LL)
0.3711-13 �999 240
MT20 244/190
BC 0.87
VertCrL)
-0.89 11-13 �496 180
WE 0.69
Horz(TQ
0.21 10 n/a n/a
(Matrix-M)
Weight: 192 lb FT=O%
BRACING-
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid Calling directly applied or 5-1-12 Go bracing.
WEBS
1 Row at mill 3-14
MiTek recommends that Stabilizers and required Gross bracing
be installed during truss erection, In accordance with Stabilizer
Instalial ggfjde�
REACTIONS. (lb/size) 10=1648111echarrical,2=179210-8-0
Max Hom 2=255(LC 7)
Max Uplift 10-750(LC 8), 2�919(!_C 8)
Max Grav 1 0=1861 (LC 14), 2=1981(LC 13)
FORCES. (lb) -Max. Comp./Mass. Ten. -All forces 250 (111) or less except when Shown.
TOPCHORD 2-3�4000/1654,3�4�298311308,4-5=-2902/1349,5-6�2736/1328,6-7-3260/1552,
7-24�3018/1418,8-24�301811418,8-9�3667/1589,9-10=4028/1721
BOTCHORD 2-16=-1423/3825,15-16=-1423/3825,14-15�142313825,13-14=-973/2831,
13-25�103212812, 25-26=-103212812,12-26=103212812,11-12=-103212812,
10-Ilm-1497/3690
WEBS 3-16=0/287, 3-14=-111215C6, 5.14=-222r768, 7-13�112731668, 8-13�69/425,
6-14�329RI 6-113�590/1357, 8-11=-2851910, 9-11�5511412
NOTES-
1) Unbalanced met live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=9.Opsf; BCD1.=3.0psf� h=15ft; B=45ft; L=37ft; eave=5ft; Cat. 11;
Exp D; Encl., GCpl=0.18; MWFRS (directional); cantleverleft and right exposed ; end vertical leffland right exposed; LumberDOL=1.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent "ter pending.
4) Plates checked for a plus or minus 0 degree rotation about fts center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been desig ned for a live load of 1 O.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = I O.Opsf.
7) Refer to girder(s) for truss to truss Connections.
8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 to uplift at joint(s) except at=lb) 1 0=750,
2=919.
9) "Sernt-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
%% .. A
E IV
-o,
3938
%
FL Eert. 6
August 26,2015
WARMING. transfer costs. rans.e.. and READ MOMS ON MS AND INCLUDED WTEK REFFIVINCE PAGE MI-703 I., OVIMOIS REFOF?E USE.
Design valid for use on"th War cari Phis design a based only upon pancaneen, shown, and Is foran [ndMdu.1 bulding camparent.
HV
Applicalottly at design parameters and proper Incorporation of component Is nouccrOrMly of building designer - not twor designer. Brocing shoorn
Is for latendsupportofindivIdualwel, menritcersont,, Additional temporal bracing to Insurn stability during construction Is the resporeltaill of the
MiTele
erector. Additional P.,a,rd bnc.hg of the mraii,trual. I, the re,orelbiff, .1 th� bull designer. Far general guidance regarding
f.tv .dl Quality cordial. d.nage, dell election and bracing. consult ANSVTPH Quality Cufforla, DS049 and SCSI earnings Component
69M Panks East 8W.
Safety Information 0,,allable nornTruss Plate Institute, 781 N. Lee Streel, Suite 312, Aleeardl VA 22314,
Test R 33610
Twss
as Type
Oty
PHOENIX REALTY HOMES, INC.
:9.314
T7368509
Ib
AN
IFII
I
�ply
dean U.set Thlar. Ft. Fla.. 11-349415
2-0-0 2.2-0 5_5_0
5-50 2_10_0 7-10-0 6.1.11
4.50 FJ_2 41, 2x4 11 4y8
4 24 5 25 6
4X10 1X4 11 U4 13 12 11 — 9
64 6A8 5X5 W13 = 1X4 11 3,0
3X4
- 1 - 9 i W i �� I "�� I'll H iN�� 1
2!2 ' H2 I
Sass = 1.65.3
Plate Offsets (X,Yl— f2-0-7-3.0-0-01,13:G-1-8.G-3-01.
[4-0-54.0-2-01,16
O-S4.0-2-01, rl,1�0-2-12.G-2-81
LOADING (pso
SPACING. 2-M
CSI.
DEFL.
in
(loc)
Vdefl
Lid
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.87
Vert(LL)
0.45
13
�972
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.98
Vert(TQ
-0.83
13
>527
180
BCLL 10.0
Rep Stress Iner YES
Ws 0.89
Hom(TL)
0.29
8
n1a
n/a
BCOL 10.0
Code FBC2014rrPI2007
(Matrix-M)
Weight: 211 It,
FT = 0%
LUMBER-
TOPCHORD
2x4 SP NO.2 *Except*
4-6: 2x4 SIR Noll. 1-3: 2x6 SP SS
BOTCHORD
2x4 SP No.2 *Except'
2-14: 2x4 SP 285OF 1.8E, 5-12: Zx4 SP No.3,8.10:2x4 SP No,1
WEBB
2x4 SP No.3
OTHERS
2*4 SP No.3
L13R SCAB
1-3 2x6 SP SS one side
REACTIONS.
(lb/size) 8=1647110echanical.1=166410-8-0
Max Ham 1�197([_C 6)
Max UplfftB=-744(LC 8), 1�736(!_C 8)
Max Gmv 8=1850(LC 14). 1=1844(LC 13)
BRACING-
TOPCHORD Structural wood sheathing directly applied.
BOTCHORD Rigid wiling directly applied or 2.2-0 ad bracing. Except:
10-0-0 do bracing: 12-14
MITek recommends that Stabilizers and required cross bracing
be Installed during truss erection, In accordance with Stabilizer
Installation ouide.
FORCES. (Its) -Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown.
TOPCHORD 1-2�7001273.2-23�687712725,3-23=-458711910.3-4=354011530,4-24=-3563/1617.
5-24=-3563/1617,5.25=3543/1614.6-25=-354311614.6-7�3256/1425, 7-8=-408711677
BOTCHORD 2-16=-237716119,15-16=-169214557,14-15=116513375,5-14=-4331280. li.12m-2081759,
10-11�1459f3744.9-10-145913744,8-9=-145913744
WEBS 3-16=01250,3-15�13011576,4-15=2021702,4-14=2011563,11-14=86212206,
6-14=-2731829, 6-11=-621410,7-11�8821425
NOTES-
I)AItached8-OA2 scab I to 3, front faCe(s) 2x6 SP SSwith2mw(s)cflOd (0.131"xW) nails spaced 9" oc.except: starting at 0.10-7 from
end at joint 1, nall 2 row(s) at 2" o.c. for 2-9-15.
2) Unbalanced roof live toads have been considered for this design.
3) Wind: ASCE 7-10; VuIt=1 60mph (3-secound gust) Vesd=I 24mph; TCDL--9.Opsf: BCDL=3.Opsf, hot 5ft; B=45ft; L=3711; eave=Sft; Cat. 11;
Exis D; Encl., GCpi=O. 18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.60
plate grip DOL-1.60
4) Provide adequate drainage to preventwater panding.
6) Plates chocked for a plus or minus 0 degree rotation about its witter.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 10.Opsf on the bottom chord In all areas where a rectangle 3-&0 tall by 2-0.0wide will
fit between the bottom chord and any other members, with BCDL = I O.Opsf.
8) Refer to girder(s) for truss to truss connections.
9) Beading at joint(s) 1 Considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify Capacity
of bearing surface,
10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 8=744,
1=736,
11) "Semi -rigid pitchidneaks Including heels" Member end fixity model was used in the analysis and design of this truss.
tItIIIIIIIIIII,
GE
3 38
NX Z
ATE
V,
OR k
%%
011110NA%-
FL Cert. 663
August 26,2015
AWAWNG. Venrysaust,,lourearsaresindREAD NOTES ON This AND INCLUDED WEK REFERAUNCEPAGENW-W3 raK pbm"0115SEFORE USE.
Design volial fotuse orywith Walk connectors. Iii design f, based any upon parameters shavre. and Is foran Individual building component.
Applicability of derge parameters and properlecorporation of componente resporallatity of building designer. net thust, designer. Sescing shovee
Is for lateral wooed of individual vasla memben only. Additional temporary three - eg to Insure facility during construction it the responsibility of the
WOW
emctcn AddItIcnal permanent brocing of the overroll structure Is the eusporeflidifty of the building designer. For general guidance recanting
fabrication. quality control, slorage, delivery. erection and breamg. conevil ANSIANI Quality Criteria, DS9.8? and 1101 Building Component
69N padd, Etat 31,11�
lialoWnformallon available hem Truss Plate Institute. 781 N.LeeS�el.SCite3lZAlemndda,VA22314.
Tampa, Fl. 33610
Job
Truss
Truss Type
1`11i FEALTY HOMES, INC.
TIF368300
29314
A07
Hip
�Oty 1PIy
1
I
I
Igb.fieference (optional) I
.."n't Ini
ll� "ame, 11 `11,
1 D: Og mi B R759J KlFtl�WY�I�i
2 2.2
61 V1_,M Iiii-10.0
I�IM
221 25.8-0 31�91'
�2"�g 1
&10.0
1
5_3_6 �1 u 51
SX5
3X4
3x4 54
4.50 F12 4
5
627
3XA
26
7
of
d ,
26
4x12 1.4 11 1. 14 13 12 11 10
54 will 1.4 11 6X8 4x4 34
W 6x8
3X4
LOADING i
SPACING-
2-0-0
CSI.
DEFL
in (loc)
Vdefl
Ud
TCUL
20.0
Plate Grip DOL
1.25
TC 0.77
Vert(L)
0.49 14
sS87
240
TCDL
15.0
Lumber DOL
1.25
BC 0.92
VerftTL)
-0.94 15-17
s,465
180
BCLI_
10.0
Rep Stress Ina
YES
WB 0.84
Hom(TL)
O�31 9
rule
i
BCDL
10.0
Code FBC2014rrPI2007
(Matril
LUMBER-
TOPCHORD 2x4 SP NO.2 *Except*
1-4: 2x6 SP SS
BOTCHORD 2x4 SP No.1 *Ei
2-16: 2X4 SP 285OF 1.8E, 11-14:2x4 SP Noi
WEBS 2x4 SP No.3 *Except*
12-15:2x4 SP No.2
OTHERS 2x6 SP SS *Except*
16-16: 2x4 SP No.3
LBR SCAB 1-3 2x6 SP SS one side
REACTIONS. (Ibi 1=1665/0-8-0,9=1646/livilechanical
Max Horz 1=.167(LC 6)
Max Upliftl=-737(LC B), 9=-743(LC 8)
Max Grav 1=18i 13),9=1847(LC 14)
Scale: 31161
9
PLATES GRIP
MT20 2441190
Weight: 208 Ib FT = 0%
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2.0 as pul
BOTCHORD
Rigid calling directly applied or 2-2-0 OC bracing,
JOINTS
1 Brace at JI(s): 18
recommends that Stabilizers and required cross bracing
riTek
be installed during truss erection, in accordance with Stabilizer
Installation fill
FORCES. (to) - Max. Conp./Max. Ten. - All fames 250 (Its) or less except when shown.
TOPCHORD 1-2�6841273.2-25�6888/2746,3.25=-491012027.3-4=-3927/1659.4-26=-3662/1601,
5-26=.3662/1601, 5-27=4275/1897, 6-27=4275/1897, 6-7=-364911640, 7-8=-390611667.
8-9iiim4130/1726
BOTCHORD 2-iB=-2396/6120.17-18�1825/4835,16-17�1648/4363,15-16=-164814363,
fIlf,111111111
.i P's A
12-13m-142/366,11-12=-1 194/3136, 10-11�119413136, 9-10i
0 -`16EN
WEBS 4-17�370/1092, 3-17=-12421551,5-17=-949/373,6-12=-7461368,12-15�1243/3305.
6-15=-305/841, 7-12=-2781869. 7-10=-2231662, 8-10�3731292
Z
NOTES-
1) Attached 6-9-13 scab 1 to 3, front Ii 2x6 SP SS with 2 mi of 1 Od (0.1311 nails spaced 9"o.c.except: starting
Z
at 0-10-7 from
end at joint 1, nail 2 mi at 2" O.G. for 2-9-15.
Mir Z
2) Unbalanced roof live loads have been Considered for this design.
3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=1 24mph; TCDL=9.Opsf: BCDL=3.Opsf, h=1 51 B=4511; L=37ft; eave-511; Cat. 11;
--.: W -
0o
Exp D; Encl., GCpii MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.60
plate grip DOL=1.60
4) Provide adequate drainage to prevent water pending.
R
..........
5) The solid section of the plate is required to be placed over the splice line at joini 16.
6) Plate(s) at joi 4, 7. 9, 2, 11, 17. 18, 3, 5, 13. 6, 12, 15. 10 and 8 checked for a plus or minus 0 degree rotation about its Center.
J!"fill 10"i
7) Plal at joini 16 checked for a plus or minus 3 degree rotation about its Center.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) * This truss It as been designed for a live load of 1 O,Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
FL Cert. 6634
fit between the bottom chord and any other members, with BCDL = IO.Opsi
10) Refer to girder(s) for truss to truss Connections.
Attaust 26.2015
11) Bearing at joint(s) 1 Considers parallel to grain value using AN511 I PI i anghe to grain formula. cursing designer should verdy capal
,&AMANING.Vil di normin. ad READ NOTES ON This AND INCLUDED MTEK FIEFERANCE PAGE 01-7473 ne, OVIVINS BEFORE Use
Design volid for use only with wrek connectors. this deign is based only upon poramakessli aid T, f.ran Indri building component.
Applicability of design parametem and proper Incorporation of component a responablity, of building designer -not mas designer linsoing shoi
Is for lateral supi of IncMdual �b membi a1h . Additional temporary bracing to insure stability during commi 4 the reporeliffity of the
MiTek'
erestor. Additional parmoment bracing of the Gi structure Is the resporibifity of the building designer For general oidance regarding
falarication. quality control, si dephiery. erectian and spacing, consul ANSUTIPII Cooky Were, DSB-69 and SCSI B.Ill Component
69M Permit Esm 8W.
Safetylkhandi available fori Plate ki 781 N. Lee Skeet. Sol. 31Z Ale,tandria. VA 22314.
Tampa, FL 33610
TWSS
Sit Type
Qry
PHOENIX REALTY HOMES, INC.
V36woo
Pb
9314
A07
1HO
1
�Ply
Job Reference (oplional)
EastCosstTruss, Ft. Perot, Fl- U940
7.6308JUT282016MIllektindoones.inc. WedAU92609:40:182015 PageZ
ID: OgmAJBR759JKFb?dPTEghQylggT-VAXYrLYFt�KJNC785ykJg4?BpK3UXMdGwwykI GX
NOTES-
12) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift atjoint(s) except at=lb) 1-737, 9=741
13) "Sestri phchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss,
A WAMING - welrydesignparturalen, andREAD NOTES ON TIOSAND INCLUDED MTEK FIEFERANCEPAGEM11-7473 re, OVIS1015BEFOIZE USE
Donlon ld far us. only ch Nrrek connectors. this design It eased any upon parameters sh�. and Is far an Individual buidsrg component.
FINE,
Apple.blUt, fdtoi,ri ponarl and F.pet Incorporation of component Is hoponsility, of building deslgn� - not Inots designer. Brocirg ssh�
Is for lateral suppert of Irdividual wele memosm only. Additional foorporarybrocing to insure stabilty during construction Is the responsibility of the
We[(
ersector. Additional permanent bracing of the overall structure 15 the rempool Of the buildirg designer. For general guidance regarding
foledc.ti.n. quality central, force., defivIny. snaction end lonactrIg. consul ANSUIPI I QuaMy Criterla. DS849 and BCS1 Building Component
69N Parties, East 8W.
available from Tons Plate institute, 761 N. Lee Steel. Wife= Alexandria. VA 22314.
Ta,rpis. Fl. 33610
Job I Truss
" Type
Lity
0.
T7368601
29314 1 A08
Pip
I
�Ply
Eest coast Trust. Ft. Flemse. FL 9VS "" s 'olm ""a `b. e. _' 1. - .. .... ... ii!
ID:OgmAjBR759JKFb?dPTEghQylggT-zN4w3hZtev1 kaUHZIqKUOXU BUMzYosdmOMpTMykl Gw
i ""LL
Z� 3100
Scale: 3116�1'
6.8 =
4.50 F1_2
114 = SX5 = IX4 = IA = 4x8 =
- 1.4 4A Is 14 13 12
Sxio axe VISSHS -- 3XA 41A = 3�4 Sea
5xS M18SHS
8.00112
2-2� 1
17-7-0
1&1"
n-7,5
WN
-
Plate Offsets (X.Y)-
12-0-8-11.0-0-01, T4�0-4-0.0-2-01.[6,0-2-8.0-2-41.19Z-5-4�0-2-01.
F15 0-3-4.0�2�01.
FI&D-4-0.0-2-121
LOADING (psf)
SPACING. 2-0-0
CS1.
DEFL.
in (too) Vdefi
Ud
PLATES
GRIP
TOLL 20.0
Plate Grip DOL 1.25
TO 0.79
Vert(LL)
0.65 16 >670
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.88
Vert(TL)
-1.2916-17 >339
180
M18SHS
244/190
BOLL 10.0
Rep Stress Incr YES
WE 0.80
HoaCTIL)
0.36 11 this
his
BCDL 10.0
Code FBC2014rrPI2007
Matrix-M)
Weight; 219 to
FT = 0%
LUMBER.
TOPCHORD
2x4 SP N0.2 *Excepi
1-4: 2x8 SP No.2
BOTCHORD
2x4 SP No.1 'Except*
2-16: 2x4 SP 285OF 1.8E
WEBB
2x4 SP No.3 -Except*
6-16: 2x4 SP No.2
OTHERS
2x8 SP No.2
LBR SCAB
1-4 2x8 SP No.2 one side
REACTIONS.
(lb/size) 1=1638/0-8-0,111=165110�8-0
Max Horz 1=138(LC 7)
Max Uplift 1=-735(LC 8), 1 1=-752(LC 8)
Max Grav 1=1791(LC 13). 11=1839(LC 14)
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-3-1 Do purlins.
BOTCHORD
Rigid ceiling directly applied or 4-3-13 oc bracing.
JOINTS
I Brace at Jfis): 18
MTTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide,
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when she=.
TOPCHORD 11-2imm6541271, 2-3=.513012145, 3-25=A33211824,4-25=-428311843. 4-5=-4157/1804,
5-26=.5309/2347, 6-26=-530912347. 6-7�460412082, 7-27=-4604/2082, 8-27�46()4/2082,
8-9=-4358/1980,9-110�3694/1604, 10-11=A04711782
BOTCHORD 2-18=-196315011,17-18�196315011,16-17-206615119,14-15=-1760/4349,
13-14=-132513408.12-13�1325/340B, 11-12=.lSB1/3721.15-16=.2132/5352
WEBS 4.17-A64/1270, 9-12=-511362, 10-12�353/277,5-17=-1196/560, 5-16=-901441,
6-16=-107812881, 6-15=-2983/1206, 8-115=-123/367,8-114=�5871325, 9-14=-52511231,
3-17�1032/476
NOTES-
1) Attached 9-8-12 scab 1 to 4, front fal 2x8 SP No.2 with 2 row(s) of 10d (0.131W") nails spaced 9" o.c.except: starting at 1-3-13
from end at joint 1, nail 2 Tow(s) at 3" D.C. for 2.9-15.
2) Unbalanced roof live loads have been considered for this design.
3) Wind: ASCE 7-10; VuK=l 60mph (3-second gust) Vasd=1 24mph; TCDL=9,Dpst, BCDL=3.Opsf, h=15ft; B=45ft; L=37ft; eave-5ft: Cat. 11;
Exte D; Encl., GCpi=D.l 8; MWFRS (directions[); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=11.60
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise Indicated.
6) Plates checked for a plus or minus 0 degree rotation about its Center.
7) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrevidwith any other live loads.
8) * This truss has been designed for a live load of 10.0fisf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 widewill
fit between the bottom chord and any other members. with SCDL = I O.Opsf,
9) Bearing at joinfis) 1 considers parallel to g rain value using ANSlrPI 1 angle to grain formula, Building designer should verify Capacity
of bearing surface.
10) Provide mechanical connection (by others) of VUSS to bearing plate Capable of withstanding 100 to uplift at joinfis) except at=lb) 1 =735.
. q461t.#e
%0
,M 3938Q,__-�
0,4;Al E
" A'
.40 \V
FL Cert. 6634
August 26,2015
AWARKING. lexilydego, pemmer,is ardiREAD NOTES ON TKS AND INCLUDED "TEK REFERANC5PAGE MCPM3 nre. 02462015SEFOAMUSE.
Designvclld for use o*Wlh KiTel,comectors. Tinsdeoigh is based onlyuxin paromatemshown, andisforcrilrdivIduallovilding component.
ISO'
AppicalbilOycdelon p..m.t.n.hd proje-litical-ration ofcomponent N responsibility oflourcho designer- not tross designer. Brocirg shei�
is for cronalovPP.0 of inclMdual �la members only. Additional termoseary brocIng to hoursiblerty, during construction 6 the responslaitnty, of the
WOW
erector. Additional permanent ChacIng of the overaill structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control. storage. caliver� emotion and bracing. consult ANSVTPII Qually Clete, DSE-89 and 1101 Building Component
69% Paste, East BNd.
Safety information malobte from Twes Plate Institute, 781 N. Lee Street. suite 31Z Alb,ionalrb. VA 22314.
Tamp, FL 33610
'Job
2
Truss
TrussType — — —
PIAMIX REA-W HOMES, INC.
Tr3till
1
29314
1
AOB
1
Hip
rt—y
1 7PIy
J21b Ref neno (optional) P
Seat Coast Tress. Ft. Plenve, Rum
7.WuGJW"ZUl5MnaKlnauamRs*mG4 Wcumug-09;40:192015 age
ID:OgmAjBR759JKFb?dPTEghQylggT-zN4w3hZtevikaUHZ[qtKUOXII�UMzYosdmOMpTMyklGw
NOTES.
11) "Semi -rigid Pitchbreatsis including heels" Member end fixity model was used in the analysis and design of this truss.
WAMING�Verelydesignpaeomelens eadMIDNOMS ON MISANDINCLUDEOMnKREFE�NCEPAGEM�7"3na, 02116,2016BEFOPW USE
Design valid for use only Wth Mffek connectors. this design Is based oni/ upon parcmetem shc�, and Is loran inalwdual building component.
APPIlC.IartV of d.ilgn poomet.ra and orctnerlincaporaffcm or component 4 responsbDity of build reg designe, not twas designer, Bracing shom
Sal'
Is for lateral support of mclivou.1 web irrombers only. Additional reno� lb,ocirgi to Irmae stability during mrstructlon Is the responsilaflity of the
eneaW Additional permanent bructng of the overall s1ructum Is the r.IponubTQty of the building daaigna� for general guldonceresionfirg
Met(
Icbricollon, quality controi, storage, delivery, emotion and bracing, conselt ANSVTPII Quol3y ciliate, DSB-89 and Bal Building Component
solely lefanneff.is cl.ilcslbl� from Trun Plot. nstittil., 781 N. Lee Sre.t. SIte 312. Ale..rdr., VA 22314.
69" Pares East few,
Tampa. FL 33610
ob
Trulas
Truss Type
Qty
Ply
PHOENV �TY HOMES, INC.
177368502
�
9314
1 HIP
1 1
2
JothRefercrim(optol
East Cannot Trual, Ft. Pierce, FL UU6
7,630 3 JW 28 2015 Mmek Industrial. Inc. Wed Aug 26 09:40:20 2015 Page 1
ID:CgmAjBR759JKFb?dPTEghQylggT.RZe[G1 ZVVPD9bCesfJXBZ1 b3wugqHHdn?g6M?pykl Gv
17-7u)
1V 111. 1.1r, 1
2!�IUI 1 2�1 1 3`P0 W .9
0-0.0 Scale = 170.3
did =
4.60 F12 sets 3A US 3x4 Side
2x4 26 5 27 0 7
2 �3
ld�
10 ;U4 11
1
17 to l'
5xS SAD 54 wit = 54 � 15 1 13 2
5,clOM18SIHS US 34 = �41 axis
8.00112
17-7-0
2-1- 7P 15.10.0
111-100
2�71
172.-
FT2 8.10.0
4�-
Ill
IN
Plate Offsets (X.Y)-
f2,0-G-15.0-0-01.[4:0-3-0.0-2-61.fWO-S-S.G-2-81
LOADING ftiso
SPACING- 2-0-0
CSI.
DEFL. In
(loc) Well Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
1.00
Vert(LL) 0,53
16 >822 240
MT20
244/190
TCOL 15.0
Lumber DOL 1.25
BC
0.97
VerftTQ -1.1516-18
�380 180
M18SHS
2441190
BCLL 10.0
Rep Stress Ina YES
WB
0.70
Horz(TL) 0.26
10 n1a TIM
BCDL 10.0
Code FBC2014/TP12007
Matral-M)
Weight: 351 IS
FT - 0%
LUMBER.
BRACING.
TOPCHORD 2x4 SP NO.2 *Except*
TOPCHORD
Structural wood sheathing directly applied.
1-4: 2:06 SP No.2
BOTCHORD
Rigid calling directly applied or 2-2-0 oc bracing.
BOTCHORD 2x4 SO No.2
WEBS 2x4 SP NOS
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=164910-8.0, 10=1780ID-8-0
Max Hom 1=-132(LC 6)
Max Upliftl�737([_C 8), 10=-913(LC 8)
Max Grav 1=1804(LC 13), 10=1947(LC 14)
FORCES. (lb) -Max. Comp./Max. Ten. -All forms 250 (11b) or less except when shown.
TOPCHORD 1-2�649/343, 2-3�7633/3063, 3-4=-4706/1918, 4-26=-4454/1842, 5-26=-4454/1842,
5-27--701912989. 6.27=-7019/2989, 6-7=5795/2553. 7-8-5795/2553, 8-9�5355/2346'
9-10=-388011608
BOTCHORD 2.18=-269316990.17-18=-251 B16301, 16-17�251816301,14-15=-2100/5352,
13-14=-1306/3544, 12-13=-130613544,10-12=-1 308/3533,15-16=2629/6760
WEBS 4-18�52911495, 5-18=-2029/994,5-16=-2621957,6-16=-1359/3793, 6-15�3835111509,
8-1 5=.2251531. 8-14=-6711393, 9A 4=.86812061, 3.18=-861/422
NOTES.
1) 2�ply truss to be connected together with 10d (0.131"0") nails as follows:
"\GEll
Top chords connected as follows: 2x6 - 2 raws staggered at O�9-0 oc. 2x4 - 1 raw at 0-9-0 Co.
Bottom chords connected as follows: 2x4 - I raw at 0.9.0 oc.
3938
Webs connected as follows: 2x4 - I row at 0-9-0 Co.
ly I
2) All loads are considered equally applied to all plies, except 9 noted as front F) or back (B) face In the LOAD CASE(S) section. P topy
Connections have been provided to distribute only loads noted as (F) or (B), unless othervilse Indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7.10; Vuft=I 60mph (3-second gust) Vascol 24mph; TCDL=l BCDL=3.Dpst, hell 5ft; B=4511; L-3711; eave=5ft; Cat. 11;
DOL=1.60
ATE
0, 0
Exp D; Encl., GCpIl MWIFFS (directional); clantilever left and fight exposed ; end vertical left and right exposed; Lumber
plate grip DQL=1.60
0 R
5) Provide adequate drainage to prevent water longing.
'0l IS'
&/Ol
6) All plates am MT20 plates unless otherwise Indicated.
e; "i
-.1111111111110,
7) Plates checked for a plus or minus 0 degree rotation about its Center.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
9) * This truss has been desig tied for a live load of I 0.0pad an the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCOL = 1 O,Opsf.
10) Bearing at joint(s) 1 Considers parallel to grain value using ANSIUP 11 angle to grain formula. Building designer should verity Capacity
FL Cert. 6634
of bearing surface.
August 26,2015
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 111 uplift at joint(s) except 0=11t) 1 =737,
VIAMING.-Vvirydeapaparmeatera andisi NOTES ON THISAND INCLUDEDAVITSK REFERANCEPAGEA111-703m. ONIM015BEFOrIM USE
Declgn�lrd for use onlywith Work correctors. The, design k tased a* upon Parameters sho� and Mason Indirkluol bul com,poreent.
Applicub'tUtyofdesignpcmmetemcndMperhcmomlionofco=cn�t4mspom'�bTifyofbv�dingde�gnw-nottmzdeegnw,Bmcing�Owns
a for lateral support of Individual web members only. Additional temporary Imacing to insure slal during construction Is the responsibility of the
MOW
lreector. Additional permanent braCing Of the Overall structure Is the respaerstaility of the buill designer, For Cereal guidance inagarl
folarcallan, al control, storage, all erectlan and bracing. consult All Quall Criteria, DSIP89 and DOI Sending Component
69N parke am DW.
Solely Infarmation arvall frarri Plate Irmitute. 781 N. Lee Steel. Suite 31Z Allexcal VA 2l
Tampa. Fl. 33610
'ob
—T
Truss Type
PHOENIX RE&TY HOMES. INC.
U365302
I
�2 4
931
..
HIP
2
Jcb Blifflafoge foctiOnall)
East Coast Truss, Ft.
7.00"282DISMU'relkindu es.1ra. WedAvgZG09A02V2wI* Fa,92
ID:OgmAJBR759JKFb?dPTEghQylggT.RZoIGIZWPDSbCeSIJXBZlb3wugqHHdn?g6M?pyklGv
NOTES.
12) "Seml-rigid pitchloreaks including heels" Member end fixity model was used in the analysis and deslgn of this truss.
WARnING - VenrydW, parsorsissm andREAD NOTES ON THIS AND INCLUDED MITIEK REFERIANCE PAGEM111,7473 "". OVIV2015BEFOAE USE.
Design void for use a* With Mirek correctors. III design Is based only upon parameters shoy� and is tor an Indi build! no component..
Applicability of design parameters and WOPerMCarpOreffon of component h noponsIfly cfbufldng designer. not truss designer Bracing shown
Is for oteral wooed of Ind v1dual welb members only. Additional temporary pracmg to insure stability dunng construction Is the responsibility of the
erector. Additional permanent bracing of the overall slwctum 4 ItheresponsItIplity of the building designer. For general guidance regarding WOW
f.�OtIONq�.r,ty..nl.t,t.�,O,d.Wely,-'��t�)ncnducc�g.consdI ANSUMPil Quallit, Cdhi Dli and 001 Building Component 6901 penes E,ist Blvd.
Stsfelyinfonnallon available from Truss Plate Insfibute, 781 N. Lee Steel, Suite 312. Alexandre, VA 22314. Tamp.. Fl. 3WI0
Thus'
Type
City
PHOENIX FEALTY HOMES. INC.
�ply
UWW03
I
Iob
19314
A1100
.. SPECI&GIRDER
Pas
1 1
4
�
Jgit Reference (motional)
seat Conan Trust, Ft. Messrs. FL Mius
1
I-wv 5 JW d* gone MITeK Intemane3, Inc. Wen �g �o vv.4u�6 20 16 F49u I
ID:OgmAjBR759JKFb?dPTEghQylggT�WSBJkdeEloulP�65mkkrnZqvPDySPWByp7gOyk1 Gq
Z(FO H2 �H '�N �ff Wl' ,�'JV M�
W
Scale 1:731
4.50 F12 8X8 Special
S� 3x4 U4 sce 54 34 3X4 ec 3x4 SXa
3 4 u 5 33 6 34 7
8 935 36 37 10 38 3940 11 tbol
I . T 12
13 tixvI 11
14 1!
24 22 21
RL��
23 41 20 19
4x4 44 =
42 18 43 44 45 16 46 16
4x1O 4xS
3.4 34 3A 3"B
4,1
.!SHS
faffiW
U4 cc
k Lid. T-
2� a c_,_ t.sFal
4� 1
Plate Offsets (X.Y)-
12,0-7-13.0-0-81, [4,(�5-4�0-2-81,17*D-2-0.0-2-01.
it 10-5-8,0-2-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. In (too) War Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.59
Vert(U.) 0.82 20 -532 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.89
Vert(TL) -1.46 20 >299 180
M18SHS 244/190
BCLL 10.0
Rep Stress Incr YES
INS 0.99
Hom(TL) 0.25 13 nura n/a
BCOL 10.0
Code FBC201417PI2007
(Matrix-M)
Weight: 774 Its FT = 0%
LUMBER.
BRACING-
TOPCHORD 2x4 SP NO.2 'Except'
TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purfins.
1-3: 2x8 SP No.2
BOTCHORD Rigid wiling directly applied or 10-0-0 the bracing,
BOTCHORD 2x4 SP No.2 *ExcepV
2.23,20-23: 2x6 SP No.2,19-20: 2x4 SP No.1
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (III/sIze) 1=2404/0-M.13=310810-8-0
Max Hom 1=-123(LC 6)
Max Uplffti=-1123(LC 8), 13=-1654(LC 8)
Max Grav 1=2514(LC 29),13=3166(LC 30)
FORCES. (11g) -Max. CampJMax. Ten. -All forms 250 (Ild) or less except when she=.
TOP CHORD 1-2�9061477, 2-3=-969414349, 3-4-1244215669, 4-32=-1482416788, 5-32=.1482416788.
6-33=-1726617939.6-33-1726617939.6-34�17320[7998.7-34-17320t7998.
78�1308016i 13,8-35-1308016113,9-35-1308016113.9-36=1255915897,
36-37=-1255916897,10-37=-I255915897.10.38=-1077215153,38-39=.1077215153,
39-40�1077215153.11-40-1077215153,11-12=-706713500,12-13=-674413191
BOTCHORD 2-24-415619527, 23-24=4879111195, 22-23=-4879/11195, 21-22=-6591114824.
21-41=-7743/17270,20AI-7743/17269.1942=-5700/12559,42-43=-S700/12559,
18-43=-5700/12559, 18-44=4956110772, 4445=-4956110772, 17-45=A956110772,
16-17-3155/6689,1646�3155/6689,15-46=.3155/6689,13-15�2935/6890.
19-20=-6640114680
WEBS 3-24=.3498/7732, 4-24=-5510/2585, 9.18=-6441403, 10.18o-B 14/1953, 10-17-11961679,
11 -1 7=-1 913/4340. 11-1 5�2861523. 12-15=-4491917. 6-21 =-690/403, 7-20=-3982/8908,
7-19=.781413628, 9.19=-2401568. 4-22-1844/3964, 5-22=-1 644/823. 5-21 �1 279/2745
NOTES-
1) 4-ply truss to be connected together with 1 Old (0.131"Ifit") nails as follows:
Top chords cannected asfollows: 2x8 -2 hows staggered at 0-9-0oc, 2x4- 1 rawato-S-0 on.
Bottom chords connected as follows: 2x6 - 2 hows staggered at 0-9�0 oc, 2x4 - 1 row at 0-9-0 cc.
Webs connected as follows! 2x4 - 1 row at 0-9-0 oc. Except member 15-11 2x4 - 1 raw at 0-4-0 oc.
Attach TC w/ 112" client. bolts (ASTM A-307) in the Center of the member wAvashers at 4-" oc.
Attach BC w/ VV iffam. bolts (ASTM A-307) In the Center of the member w/washers at 4-0.0 oc.
2) All loads are wrisidered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated.
3) Unbalanced met live loads have been considered for this design.
4) Wind: ASCE 7- 10: Vuft=l 60mph (3-second g ust) Vasd=1 24mph: TCOL-9.Opsf,' BCDL=3.Opsf; hall 5tt: B=45ft; L=37ft; eave-5ft; Cat. 11;
Exp D; Encl,, GCpioD. 18; MINFIRS (directions[); Cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
will
A pleare.fthe andAsEAD NOTES ON THIS AND INCLUDED MINK REFEMNCEPAGEMV&7�3 re, 0WIVIVISOEFORE USE.
Dedgn wild for use oriltrwIth Wait connectors. Thic decdn a based only upon pammmte,s sho�. and 4 fares Individual building corr,,orent.
Applicalst5ty of design parameters end properincomonstan of conscormintlim,earnblity of building designer- not mas designe% Bracing the"
Is forloteral sup,orl of IncMdual wel, members only. AwItIonal lempontrylvacing to Insure stability dueng commuction t; the hasponaraNty of the
avatar. Addiflonal phna�.mant bracing of the evened structure a the herconablOts, of the building designer. For general guldiance regarding
fabrication. quality control. storage, cleWery. election and bracing. consult ANSIANI QuaftyCrilearics, DSB49 and Bal BundIng Component
Scif.lyinfiammlon a.B.bi.FmT�,,Pl.t.tmfiWte.781N.LeeS"el,Su*[tc3l2,Alemndda,VA2MI4�
E NW
3938
. :r'X
ALT E 4/J
0
%
A'
FL Cert. 663
August 26,2015
MOW
M04 pence East Svtl�
Tampa. FL 3Ml 0
Job
Tin."s
Qty
Ply
PHO��IXR�W HOMES, INC.
Ti`3681103
29314
AIDG
1
4
4 ]JP
..
a lootionsaft
2lij a
East Coast Trust. Ft. Pierce. FIL U946
7.630 SJW 21) 2015MITek industries. Inc. WedAU92609:40252015 Pa902
ID:OgmAJBR759JKFb?dPTEghQylggT�WSBJkdeEloulPq65mkkfnZqVPDySPW8yp7gGyk1 GO
NOTES-
6) All plates am MT20 plates unless otherwise Indicated.
7) Plates checked for a plus or minus 0 degree rotation about its Center.
8) This truss has been designed for a 10,0 psf baffam Chord live load nonconcurrent with any other live loads.
9) - This truss h as been designed for a live load of 1 O.Opsf on the bottom chord In all areas where a rectang Is S-6�O tall by 2-0.0 wide will fit between the bottom chord and any
other members, with BCDL = 10.Opsf.
10) Bearing at john(s) I considers parallel to grain value using ANSIr-Pl 1 angle to grain formula. Building designer should verify Capacity of bearing surface.
11) provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Us uplift at joinfis) except at=lb) 1=1 123,13ol 654.
12) 'Seml-rigId pitchbreaks, including heels" Member end fixity mode[ was used In the analysis and design of this truss.
13) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 580 IS down and 332 Is up at 12-8-12, 121 Its down and 113 to up at 13-7-4
, 121 Its dam and 113 lb u is at 16-7-4, 126 Us down and 126 111 up at 17-7-4. 126 Its down and 126 Us up at 19-7-4, 126 IS dam and 126 Its up at 21-7-4. 126 Its down and 126
Its up at 23-7-4. 126 Its dam and 126 Us up at 25-7-4,126 Its down and 126 It, up at 27-7-4, and 126 111 dam and 126 Us up at 29-7-4, and 126 111 dam and 126 lb up at 31-8-0
on top chord, and 41 Is dam and 26 fts up at 13-7-4, 41111 dam and 26 Its up at 15-7-4. 37 lb down and 7 lb up at 17-7-0. 37 Its dam and 7 Itt up at 19-7-4, 37 Its down and 7
to up at 21-7-4. 37 Itt down and 7 IS up at 23-74. 37 Ib dowrt and 7 It, up at 25-7-4, 37 Its down and 7 IS up at 27-7.4, and 37 Its down and 7 Ib up at 29-7-4, and 784 lb down
and 492 Us up at 31-7-4 on bottom chord. The design/selection of such Connection device(s) Is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=l.25, Plate Increase=1.25
Unffom Loads (filf)
Van: 1.27=-91, 3-27-70, 3-4=-70, 4-1 1�70,11-14zsm`ir(),2&26�20,19-29-20, 19�20=-20
Concentrated Loads (Its)
Vert: 8=-55IB) 11�55(B) 19�25(13) 16�25(B) 15=-784(B) 21=-34(B) 6=-44(B) 7=-55(B) 33�523(13) 34=44(B) 35-55(B) 36�55(13) 37=-55(B) 38�55(13) 39=-55(B)
41-34(B) 42=-25(B) 43=-25(B) 44=w25B) 45-25(8) 46=-25(B)
WAFII Varay, ofsign panarstelons and 04EAD NOTES ON THIS AND INCLUDED MmUN REFEFANCE PAGEMIA7473 rov, OVIMOIS BEFORE USE.
Design valid for use only Win Mnek connectors. this design Is based only upon Paramelers sh�. and is far an incMdual burning component.
APPI poetry of design Parameters and proper ricosponstion of component is reneonabilly of bulding designer - not Inues designer. 3mcing showin
ist�ialeralsuppo0ofindMduci�bme"enonty. Additional temporecrybracling to Insum stabintycluring constructfors is the raspronsiblRy of the
MiTele
erecfo� Additional) permanent brccIng of the overal struclus, Is the responscrty of the building designer. For general guidance ragordl,
quality cannot storage. delve, section and brocing. consult ANSVT?I1 Quality Cristo, 0511-89 and BUI Building Component
6904 Parke East and.
safety Information anrcrobse from Trud Plate Irclitute. 781 N. Lee street. Sulte 311 Alftanoldo. VA Z2314.
Tion-ps. R 33610
Job
Type
oty
Ply
PHORENIX PIENIL[Y HOMES, INC.
I
T73653"
29314
EDI
P-3-S on
I
I
East Coast Tmss. Ft. Pence. FL M946 7.630 . JW 28 2015 Nick Moustdos. Inc. Wed Me 26 09;40:25 2015 Page1ID:OgmAjBR759JKFb?dPTEghQylggT�WSBJkdeE[oulPlj65mkkfnTovN?ybSWByp70DYkiGq
-_2
,�11 1"`1 .0 23�3 �2
.0 3-,, �7-13 1 7-7-3 1,0
4X4 =
4.5 D F1 _2
Scale = 1:56.9
34 = led 11 04 cc 3XB = 4X4 = 1.4 11 SOES =
Plate Offsets (X.Y)-
[10-3-0.13-3-41. 15,13-3-0.0-3-01
LOADING (pso
SPACING- 2-0-0
CSI.
DEFIL.
In (foe)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.97
Vert(LL)
0.26 9-11
�999
240
MT20
2441190
TCOL 15.0
Lumber DOL 1.25
BC 0.97
VerqTQ
-0.58 7-9
-642
180
BCLL 10.0
Rep Stress Ina YES
WEI 0.41
Hom(TL)
0.17 6
n/a
111/3
BCDL IU
Code FBC201417PI2007
(Matrix-M)
Weight: 144 Is
FT - 0%
LUMBER -
TOP CHORD 2x4 SP N0.2 *Except*
3-4: 2x4 SP No.11
BUT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
REACTIONS. (lb/size) 2=156110-8-0. 6=1384/Mechanlcal
Max Ham 2=245(LC 7)
Max Uplrl!12�814(LC 8), 6�630(!_C 8)
Max Grav 2=1 675(LC 13). 6=1504(LC 14)
BRACING.
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid calling directly applied or 2-2-0 oc, bracing.
WEBS
I Row at midlil 5-9.3-9
recommends that Stabilizers and required cross bracIng
[MiTek
o installed during truss erection, In accordance, with Stabilizer
t 0 1
allation guide,
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when she".
TOPCHORD 2-3�317711359.3-4=-2182/1020.4-5=-2177/1021,5-6=-3D71/1332
BOTCHORD 2-11-115913028.10-11�IISB/3034.9-lO=.1158l3O34,8.9=.1127/2792,7-8-1127/2792,
6-7112512803
WEBS 4-9-375/1035, 5-9�110571522.57=0/271, 3.9=.l 1641551, 3-11 =01294
NOTES-
1) unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vull 60mph (3-second gust) VascI=1 24mph: TCDL=9.Opsf; BCDL=3.Opsf; h=1 51f B-451t; L=31ft; eave-4ft; Cat. 11;
Exp 0; Encl., GCpI=O.I8; MWFRS (directional); Cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its Carter.
4) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads.
5) - This truss has been designed for a live load of I O.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = I 0.0fpsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 111 uplift at joint(s) except Gt=lb) 2=8 14.
6=630.
8) 'Semi -rigid pitchlorealks including heels" Member end fixity model was used In the analysis and design of this truss.
..t% I I I I I 11,
P's
V A.
% 0 ........
0 ..\rEN
3 V,
FL Cert
August 26,2015
PKAFNAING - Verity design pansindom and READ NOTES ON THIS 4ND INCLUDED MITEK WfgLALINCE PAGE MY-7473 . TVIS2015 SUCRE USE.
DeIlgr, Rd far a. only Win Milak connectors. Nda design Is based any uWn parameters sho�. and c for an Indithalual bulcling com,nment.
my
AppIlcolchity, Of design parameters and proper Inconaciation of component b rasponothility, of building closignm - not twas designer Bmclng clhc�
is for lateral support of IndWidual �b members Only. AddHa.1 tair,pararybractrIg to inswe dually dudng corafmclion is the rescanditifflity of the
MOW
erector. Addifflonal permanent bracing of the overall dwcture Is the responarbliffy of the buildIrIg angner. For general macirce regarding
falarication, quaty confiroL storage. dellveq. erection and brcchg, consult ANSI/1TI1 QW.[PV Crerl., D511.89 and SCSI BundIng Component
69M Pa" East BKO.
Safety information a�Ual,Te from hvId Plate Institute. 781 N. Lee Street. Su tc3lZ Alexachric. VA M14.
Tampa. FL 33610 -7
Job
Truss
Truss Type
ItYP
ly
PHOENgX REALTY HOMES, INC.
W36860$
29314
802
Hip
I
I JQb Reference (national)
EastCoastTrues, Ft. Fience, FL U946 as. "ag" ".16 Mm`k ladisiart.l. In.. Vwd Aug as 0:4025 2015 Page I
ID:OgmAJBR759JKFb?dPTEghQyla T.GJ?ZX4eG 3wkwZKvgolzHsJf7JmrhxBfNcZhCSyklGp
Wo I U_ tls�. g 27-74 OV 0
2v-, IM191 a V �o . _ �14 IV12 M I.
I � 1 4-
IX4
4.50 F12
SX5 = 04
5 627
6A = 3X4 SX8 ee axle M18SHS �
3x6 IX4 11 6C0 LL?_ U4
apple - 1:60.7
LOADING (psQ
SPA
'CNG' 2;020
CS1.
DeErL.
in (loc) Vdefi Ud
PLATES GRIP
TCLL 20.0
5
Plal, Grip DOL 5
TC 0.94
V t(LL)
0.30 14-15 eB99 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.80
Vert(TQ
-0.72 14-15 1521 i8o
MISSIHS 2441190
SCLL 10.0
Rep Stress Ina YES
WEI
Hou(TL)
0.20 11 n/a nla
BCOL 10.0
Code FBC20141TPI2007
(Mat
Weight: 172 lb FT = 0%
LUMBER.
BRACING.
TOPCHORD Zx4 SP NO.2 *Except*
TOP CHORD
Structural wood sheathing directly applied.
4-5: 2x4 SP No.1
BOTCHORD
Rigid ceillng directly applied or 4-10-8 oc bracing.
BOTCHORD 2X4 SP No.1 *Except*
WEBS
1 Row at mldpt 7-15
11-12:2x6 SP No.2,16-18,12-13:2x4 SP No.2
MfTek recommends that Stabilizers and reculred cross bracing
WEBS 2x4 SP No.3
be installed during truss erection, in accordance with Statalluer
[Installation
OTHERS 2x4 SP No.3
oulde.
REACTIONS. (lb/size) 2=1576/0-8-10,11=1399iMechanical
Max Hom 2=237(LC 7)
Max Uplift2�B09(l-C 8), 11--626(LC 8)
Max Grav 2=1704(LC 13), 11 =1 534(LC 14)
FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�318611380, 3-4=-290911272, 4-5=-2824113K 5-27�2235/1087, 6.27=-2235/1087.
6-7�248211103, 7-8=-3600546, 8-go-367411527, 9-ii)�515512099, 10-1 1=-253111054
BOTCHORD 2-19-1183/3044,14-16=-1316/3427,13-14�166814120, 11A2�940/2287,
12-13�115412821
WEBS 7-15�1388/622,7-14�571486,3-19=-555/425, 615�203/686.15-19=-66911982,
6-19�3171785,5-15�93/408. 914aw752/366,9-I3=-3001878, 10-112=14971628,
10-13=-89712375
NOTES-
1) unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf: BCDL=3.Opsf; h=1 5ft; B=45ft; L=31ft: eavez4ft; Cat. 11;
Fxp D; Encl., GCpI0.1 8; MWFRS (directional); Cantilever left and right "posed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water porting,
4) All plates are MT20 plates unless otherwise Indicated.
5) Plates checked for a plus or minus 0 degree rotation about its center.
6) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrent with any other live loads.
7) - This truss has been designed for a live load of I O.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
8) Refer to girderts) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ile uplift at joint(s) except atzllb) 2=809,
11=626.
10) "Serinkrigid p1tchlbreaks including heels" Member end fixfty model was used in the analysis and design of this truss.
00 � S A
..........
"INIO 393
YX
ATE
0 of,
10 AIN 1.
4 OR\ %
%
FL Cert. 6634
August 26,2015
WARNING - Vol designparamelers andREAD NOTES ON THIS AND IAVLUVEV�KAJFFERANCEPAGEMH-7�3 re, OWWO15BEFORE USE.
Design valid for use omit with MiTek correctors. ThIs desTgn 4 bases! any upon parometers shown and Is for an indiAdval cuMhg component.
Sal
Applicability of denign ponametem and proper Incopohatlon of component 4 respornflity at butding designer -not truss designer. Bracing slh�
I, far I.a.I pp.d of Tmdldd�.f b members orl, Factional lemporar, bracing to re,sre stablIty, durrig construction a the res,scmilallity of the
MITOW
erector, Additional permanent bracing of the overall structure Is therespersaTity of the building designer. For general guidance recording
foall cis.1ity central, storage, defivert. erection and anchig. consult ANSI/TPII Qualfly Wads, DSB-89 and ISO] Building Component
69N Perini East BM.
Safety Information available banTruss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA M14�
Tampa. Fl. 33610
Job
as
Qty
PHOENIX REALTY HOMES, INC.
T736MM
29314
B03
1
jP1Y
1
at. . Jootion.1)
East Coast Truss. Ft. Fianna. FIL 31946
W
1
Scale - 1:57.3
4. So F1 _2
4xS = 2X4 11 54 =
W 1.4 11 4�4 6.8 ma 2x4 14 5XI6
ass 7.00 Le
2,0_0 20-10
V
J�q
Plate Offsets (X.Y)-
13D-2-4.D-3-41. WO-5-4.0-2-01, It 0 0-2-8.0-3-0L
112,0-2-0.0-2-121
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
In (]cc)
11deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.80
Vert(LL)
U4 13
>999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
sc 0.88
Vert(TL)
-0.53 11-12
>678
180
BCLIL 10.0
Rep Stress Ina YES
WS 0.93
HorzCrL)
0.22 9
n/a
n/a
BCDL 10.0
Code FBC201141TPI2007
(Matr[x-M)
Weight: 169 lb
FTwO%
LUMBER-
TOPCHORD 2x4 SP No.2 *Except*
6-8: Zx4 SP No.1
BOTCHORD W BIG NO.2 *Excepr
5-14:2x4 SP No.3
WEBS 2x4 ED No.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=152210-8-0, 9=135111venchanical
Max Horz 2=201 (LC 7)
Max UpItft2=-788(LC 8). 9�605(1.0 8)
Max Grav 2=1 651(LC 13), 9=1478(LC 14)
BRACING -
TOP CHORD Structural wood sheathIng directly applied or 1-7-8 DO puffins.
BOTCHORD Rigid wiling directly applied or 5-2-14 cc bracing. Except
10-0.0 cc bracing: 12-14
MiTelk recommends that Stabilizers and required cross bracing
be installed during truss erection, In accordance with Stabilizer
Installation oulde,
FORCES. (lb) -Max. CompJMax. Ten. -Aft forces 250 (11b) or less except when shown.
TOPCHORD 2-3=-318111312, 3-4m-2376/1065, 4-22-238211112.5-22=-238211112, 5.6=.2400/1115.
67�3127/1375, 7-8=-266111054
BOT CHORE) 2-17--115313023.16-17=-1 15213025.15-16-115213025,11-12=-82312295,
10-11=-1274/3070
WEBS 3-15=-906/430,4-15=-58/259,12-1 6=-64712018, 4-12�1091460,612�751398,
6.11-3181824, 8.9-14451591, 8.1 0=-94012493, 7.1 1=-3891330.7-1 0=-7081392
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph;TCDL=9.Opsf: BCDL-3.0psf, h=15ft: B=45ft; L=30ft; eave=411; Cat. 11;
Exp D; Encl., GCpl=0.18; MWFRS (directional); Cantilever left and right exposed: end vertical left and right exposed: Lumber DOL-1.60
plate grip DCL=1.60
3) Provide adequate drainage to prevent water patting.
4) Plates checked for a plus or minus 0 degree mlation about Its writer.
5) This truss has been designed for a 10.0 psf bottom chord live load noricancurrent with any other live loads.
6) * This truss has been designed for a live load of 1 O.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-()0 wide will
fit between the bottom chord and any other members, with BCDL = I 0.0psf.
7) Refer to g1rder(s) for truss to truss Connections.
8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ita uplift at joint(s) except Gt=ib) 2=788,
9=605.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
FL Cert. 6634
August 26,2615
&WARNING- andREADNOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 re, OVISGOIS BEFORE USE
Denigrivolid foruse onlyWth MrOkcanneclorelmsdesIgnitboned any uponparonnetensh�. andisforanInaliAduct building component.
Appicablity of design ponameters and woperinwrpiorolicnofmmponmt�msponsbMtyofbulding designer -not I= dergneG Bracing shown
41.ri.t�.l�p.dofhdiAdval�bme�emon�(. Additional temponcrybracing to nowe stabinty du4n, constwclion Is the responalollity of the
WOW
erector. Additional pearnanont larachg of the ovemil stmclum Is the responsibility of the burding designer. Fo, general guidance regcarg
fabrication. cudity control. storage, dolver, erection and bracing, consult ANSI/TPII Quality World, DSB.89 and 1101 Bonding Component
69U Parpe East 3W.
SafetyWanadlon cYallable from Truss Plate Insfilute. 781 N. Lee Street. Svite3lZ Alevandria. VA 22314.
Tampa. Fl. 33810
Job
I russ
as Type
Qty
Ply
PHOEW REPILTY HOMES, INC.
U36WOT
29314
BU
1
1
�Job
Refere as (ratioin n
East Cossit Truss. R. Pierce. FIL U946
as 1.4
9 1
7.6SO a Jul 28 2016 Mirek, Indusities. lnc�
ID:OgmAjBR769JKFb?dPTEghQY199T-057KYMgXWgASgtI
17-0.0 20�0 2�9�13 1 29
111_�, 12 3�0 4-�D
4x8 3X4 ass 4X4
4 22 23 5 6
sea 5x8 � -
34 1X4 11 4al = 64 3X4 11 4.4 11
', = 7.00 L12
0
Gn
Scale = 1;58.9
LOADING Jeff)
TCLL 20.0
TCDL 15.0
BCLL 10.0
BCDL 10.0
SPACING. 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC20141TPI2007
CS1.
TC 0.62
BC 0.90
WE 0.96
(Matrlx4l)
DEFIL - In (too) Vdofl Lid
Ven(ILL) 0.28 13 -999 240
VertTL) -0.60 10-11 >601 180
Horz(TQ 0.23 9 Fire n/a
PLATES GRIP
MT20 2441190
Weight: 169 Ib FT = 0%
LUMBER- BRACING.
TOPCHORD 2x4 Ste No.2 TOPCHORD Structural wood sheathing directly applied or 2-9-13 oc purlins.
BOTCHORD 2x4 SP No.2 *Excl BOTCHORD Rigid wiling directly applied or 5-4-6 oc bracing. Except:
5-14: 2x4 SP No.3, 10-12: 2x4 SP Nil 1 D-0-0 oc bracing: 12-14
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilil
I
Installation auide.
REACTIONS. (Italsize) 2=152010-8-0,9=1352/Mechanical
Max Hors 2=173(LC 7)
Max UpIift2=-787(LC 8), 9=-606(LG 8)
Max Grav 2=1654(LC 13), 9=1486(LC 14)
FORCES. (lb) -Max. Comp,fMax. Ten. -All forrow 250 (11b) or less except when shown.
TOPCHORD 2-3�329411344, 3-4=-2632/1153, 4-22=-2971/1347. 22-23=-2971/1347, 5-23�297111347,
5-6=-2608/1162, 6-7�2809/1197, 7-8=-27461985
BOTCHORD 2-17=-1201/3120,16-17=-1201/3i2O,l5-i6-120ii3l2D.l4-15=-1 16/472,
11-12=-111912987, 10-11=-123412932
WEBS 3-15�702/339,12-15�779/2016,4-12=-2661752,5-11�640/282,6-11�2721775,
7-11�460/353,7-10�5721431, 8-9�1517/578,8-10=-86212563
OfIXIIIIIIIIII,
NOTES-
0 A. 110
% ........
1) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE 7-10; Vult=l 60mph (3 -second gust) Vasd=l 24mph; TCDL=9.Opsf; BCDL=3.Gpsf; hml 5ft; 13=4511; L=3011; eave=4ft; Cat. 11;
E N
Exp D; Encl., GCpi=O.l 8; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL::1.60
plate grip DOL=1.60
39 8
3) Provide adequate drainage to prevent water pending.
4) Plates checked for a plus or minus 0 degree rotation about its writer.
5) This truss has been designed for a 10.0 psf bottom chord live load norwricurral with any other live loads.
Mr Z
6) * This truss has been designed for a live load of 10.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wrlde will
ATE
fit between the bottom chord and any other members, with BCDL m 10.0psf.
7) Refer to gil for truss to truss wrinections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 111 uplift at joint(s) except Ut=lb) 2=787,
A,
%40
9=606.
9) "Semi -rigid pitchlarealks including heels" Member end fixity model was used in the analysis and design of this twss.
111111111111100
FL Cert. 6634--1
August 26,2015
agi Z=... * =ryd9�g_np�01eaand_FEADNOTES OMMISANDINCLUDEDW�K�FE�NCEPAGENI-7�3nin, OVIG1015SEFORE USE
ea
Design valid fix use only Win Wel, correctors. We design *a based a* upon parannoten, shi and is for on refividual building component.
Applicability of des On paramereer and Proper incor,ponstion of component Is ranporstallity of building designer - not twis designer. Bracing diom
Is forlateral supportofindividualwalemwilbers only. Additional temporaybrocling to Insure stability during wratrueflion *a the reponsafflity of the
MOW
erector. Additional permanent anal of the evened druclun, is the responsibility of the building desIgnan For general guidance regarding
r.ledconk,nu quality wrtra. storage. wtver,, erection and bracing. consult ANSVTPII Quartly Criteria, DSO-89 and Bar Building Component
69N Parke Einst Blvd.
Safety Information available from Truss Plate Instituila, 781 N. Lee Street. Suite 312, Alexandria, VA 2MI4.
Tampa. FL 33610
'�
El
-:"
Emt Cmart Truss, Ft, `10has. FL M946
2-�D 4�0
3_8_0 1�0 1-2.0 5�0
4.50 F12 SX5 114 3x4 = 3X4 4X4
�. ��Av 'uns
19 1. 3x8 sXS
34 44 6X8 Zz 3X4 11
3.00 F-2 S" 7.00 L1,4.4
1 _gg' U_
1'1-1 d 1'�T. q:'l.QD 1N%OP1-T_o Y"EPI 11 "11 Irl
Gm
auto . 1:60.0
a --
Plate Offsets (X.Y)-
[4:0-2-O.Edoel.15:D-2-8.0-2-41.rlOSO-12.0-2-01,115,0-5-8.0-3-41,rl8,D-3-8.0-1-81,1200-3-10�0-2-81
LOADING (psQ
SPACING- 2-0-0
CSI.
DEFL.
in
(toe)
Well
LId
PLATES
GRIl
TCLL 20.0
Plate Grip DOL 1.25
TC
0.98
Vert(LL)
0.38
16
-959
240
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.89
Vert(TQ
-0�73
16
-493
180
BCLL 10.0
Rep Stress [nor YES
WB
0.98
Hou(TL)
0.32
12
We
We
BCDL 10.0
Code FBC2014rrPI2007
(Mabix-M)
Weight: 171 lb
FT - 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 *Except'
2-22,13-15: 2x4 SP No.l. 7-17: 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD Structural wood sheathing directly applied.
BOTCHORD Rigid ceiling directly applied or 5-1-13 cc bracing. Except:
10-0-0 cc bracing: 15-17
MiTek recommends that Stabilizers and required Gross bmctng
be installed during truss erection, in accordance with Stabilizer
Installation aulde.
REACTIONS. (lb/size) 2=1559/0-8-0, 12-1363IMechanlcal
Max Hom 2=146(LC 7)
Max Uplift2=-777(LC 8), 12=-601(LC 8)
Max Grav 2=1721(LC 13),12-1508(LC 14)
FORCES. Qb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3�352011328, 3-4=-482911821, 4.5=-477811845, M=-3067113D3, 6-27=-3633/1537,
27-28=-363311537,7-28=.3633/1537,7-8=-2887/1233, 8-9�288711233,9.10-3087111263.
10.11=-2803/1057
BOTCHORD 2-21=-120913321.20-21-126613481,18-20�133813772.17-18=-248/691,
14-15�1382/3710,13-14=-125913058
WEBS 3-20�37811236. 5-20-748/2266, 7-14=-1018L383, 9-14-216f772. 3-21-8841430,
6-18=-631rJ12.16-18=-886/2460, 6-15=-2631692. 5-18�794/265,11-12-1491/577'
10-1 3=-593/372. 11-13=.96212634
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
2) Wnd: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL:A3.0psf, h=15ft; B=45ft; L-3Dft; eave=4ft; Cat. 11;
Exp D; Encl., GCpl=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=11.60
3) Provide adequate drainage to prevent water ponding.
4) Plates chocked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 1 O.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 24�0 wide will
fit between the bottom chord and any other members, with SCOL = 1 O.Opsf.
7) Refer to girder(s) for truss to truss connectlons.
8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Gtmib) 2=777,
12=601.
9) "Seml-rigid pitchibmaks including heels" Member end fixity model was used in the analysis and design of this truss.
I't,111111111111
EN
3938
ATE Z
A'
%
%
FL Cert. 66
August 26,2015
I& WARNING. trantir averge pahms.m. sind READ NOTES ON THIS AND INCLUDED NTEK REFERANCE PAGE 161-7473 rest, OVIW015 BEFOFUF ME.
Design valid for use only Wth turret, Connectors. Jim, design 6 based .* %mon po,anralerssh.. and 1, to, an firdlerIcu.1 building cama.r.int.
APPIsCablity ordesign parameters and propernacehiporcition of component Is responarDity of bufldIng designer -not truss designer. Illocingshovas
Is for lateral wooed of Indimdual �b members only. Adletional temporm bracing to Insurer stalarity during construction 4 the responsialfity of the
WGIC
erector. Additional permanent bracing of the overall simclum Is the responsollry of the avilding dmlgne� For general guidance regarding
f.bricallan. quality control, storage. deriveq. erection and bracing. census ANSIITPI I Quallty Criteria, 3311.11? and BCSI Building Component
69N Pare, Saint BIA.
S.f.tyinforavollms evalable firsonsTrus, Plot. Insfilut., 781 N. Lee Sheol. Suits 311 Ale..ndd., VA 22314.
Tampa. FL 33610
I
Job
Truss
53 Type
ty
P"
OENIXREAl HOMES. INC.
111,368609
29314
am
P',
�Q
I
I
lJob
Refer nce fortional'I
u., �.0 I loss. 11. 1... 11 �d..
1-2-0 1-M
4EDF12
1.4 11
3
1.4 11 2
14 25
34 6411
56 =
3.0 F12
�0 1.2.0 2�10
3l all ass
21
Sale dz,
20 19 18
5x5 � 3X4 11
5xIOM18SHS
I-duv 3 4u' 40 ZU15 MffeK 1nouddriell ll V
?dPTEghQylggT-BUF4NRhn2lQAPAd
211'10
3x4 = 3A 4x4
9 10
its
3X4
us
US
Sul. = 1:582
14
5x16 =13
7.00 L12!X4 11
i 1�2 !��l �� I 4�10 P��I 1 �L-.M "� ��! 1 ;F!�O laM,
9
Plate Offsets (X.Y)-
114�0-2-8.0-3-01, 117:0-8-4.0-3-01,
121'0-3-14.0-2-11
LOADING (ps!)
SPACING- 2-0�O
Cat.
DEFL.
in
(too)
Udefl
Ud
PLATES
GRIP
TCUL 20.0
Plate Grip DOL 1.25
TC 0.83
Vert(LL)
0.48
18
-747
240
MT20
244/190
TCOL 15.0
Lumber DOL 1.25
BIC 0.91
Vert(TL)
-0.95
18
�379
180
M18SHS
2441190
BCLL 10.0
Rep Stress Ina YES
WE 0.94
Hom(TL)
0.37
13
me
life
BCDL 10.0
Code FBC201417PI2007
(Matrix-M)
Weight: 172 Ild
FT = 0%
LUMBER-
TOPCHORD 20 SP No.2
BOTCHORD 20 SP No.1 *Except*
18-22,13-14: 2x4 SP No.2, 7-19: 2x6 SP No.2
WEBS 2x4 SP No.3 *Except*
17-20: 2x4 SP No.2
OTHERS Zx4 SP NOS
REACTIONS. (lb/size) 2=1569/0-8-0,13=1361/Mechanlcal
Max Horz 2=1 1 S(LC 7)
Max UpIA2�779(1_0 8),13�599([_C 8)
Max Grav 2=1717(LC 13). 13=1505(LC 14)
BRACING-
TOPCHORD Structural wood sheathing directly applied or 2-0.8 oc puffins.
BOTCHORD Rigid calling directly applied or 2-2.0 oc bracing. Except:
10-0-0 ad bracing: 17-10
MITek recommends that Stabilizers and required cross bracing
be Installed during truss enection. In accordance with Stabilizer
Installation aulde.
FORCES. (Ilb) - Max. Carnp./Max. Ten. -All forces 250 (lb) or less except when she=.
TOPCHORD 2-3�3388/1277,34=.332811321, 4.5=.533412070,5-30-3907/1607. 6-30=-390711607,
6-31=-4653/1894, 7-31=-4653/1894, 7-8=425611766, 8-9l 9-10-306111282,
10-1 1=322111325. 11-12�2711/1040
BOTCHORD 2-24=-1 15413163, 23-24=.1619/4457, 21-23�153514123, 20.21=-1513/4025,
19-20=-47811198, 7-17=-151257,16-17=-185814919.15-16=.162gf4253,
14-15=-122113036 ' "j%lifill, fill
WEBS 4-23=-81212344, 5-23=-SOV1549, 10�l5�3271927,11-14=-638/351.12-13=-1460/580. %%% NS A
12.14�94012540, 4-24=-1575f59l, 5.21-865/403,7-16=-8031267, 9-16�1041515, %%,o .......
0 E N
9-15=-1458/568, 6-20=-693/283,17.20=-106412905, 6-17=-3481938
NOTES-
1) Unbalanced roof live loads have been considered for this design. _MY 392
2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd-124mph; TCDL=9.Opsf; BCDL=3.Opst. h=15ft; B=45ft; L=3Dft; eave=4ft; Cat. 11;
Exte D: Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed: Lumber DOL=1.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
1141 Z
4) All plates are MT20 plates unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree rotation about its center.
441%
..'N' '.. A-
00 4
6) This truss has been designed for a 10.0 bottom chord live load nonconcument with any other live loads.
OR k %
flat
*
7) This truss In as been designed for a live load of 1 O.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2�0-0 wide will
4'/1jj0NAk-S%%%%'
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
111111100
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ite uplift at joint(s) except jt=Ib) 2=779.
13=599.
10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss.
F FL Cert. 6634
August 26,2015
AwAsil - Vionflydesign paral itrallstEAD NOTES ON THIS ANDINCLUDED AVIEK REFEIVINCEPAGEM-703mv. 02/16,2015 Bl USE
DesIgn Vold far we only Win Mffek conneelon. This design Is based only upon paranclers shoorn. and is foren lill bulding cowal
Appfl..bTlity.1d.T�p..�.t�.ndW.p�rmwpomtionofcomponent�res�nsblityofbufldngdeggner-noI trwsdesaer.Bmdngdhovvn
Is falateral support ofil vvel, members only. Addtional temoovarteracing to Insure stability during continuation Is the responerteirry of the
WGIC
erector. Additional permanent bracing of the overall dwelum Is the reepordbility of the bulldhg designer. for general w1dance meaning
f.losication, quality control storage, delivery, erection and bracing. consul ANSI/11111 Quality Criterfa, D511.89 and BCSi Building Component
69N Parke East Blvd.
Safelymformallon ovalable from Truss Plate Imfifute, 781 N. Lee Street. 501 a 31Z Allemnalr1a VA 22314.
Tam". FIL 33610
4
Job
Trus.
TrussType
Qty
Ply
PHOENIX R�W HOMES, INC.
MEMO
29314
B07G
Roof Special Crier
2
fterepm (opt crier,
I. S4C 7.6zujWZ62Oi6miiekin6U5iFiU3.iFI6. ;vcdAuy26C5.40.5Z20Z Fee,!
11-24 ID:OgmAJBR759JKFb?dPTEghQylggT-Z3xD?TjfLDolGaMFamwc3L6ut76Fq7ltLC[YyYyk1 Of
4V 1V 1 �!4. pv�i 0.1" 2� W-11.1 F M I iy sff�g I
Scale = 161.0
4xS
see
3X4 =
4.5OF1_2 4
4x4 =
3x4 =
5x5 3X4
4X4 =
4xil
5
3X4
6
7
835
9 36 10 3,7
if 12 38
13
3
3X8
T'i _`_�_-Ti
T
14
X 11 2
4 11 2
27 26 25
28 as =
23
22
0 " 19
20 39 40
is
411 42
17
15
29 3x4 5.5
24
8 ob 5_2 3x4
4X4
1X4 11
5.6-- is
3x4 44 � 3.00 F1_2
7x8
3X4
SX10MIOSHS �
41.0y L12_
U8 M18SHS %ts
18-0.0
17� 1
L_ L
r� 1.. 244 1-11., aVic
Plate Offsets (X.Y)-
12�0-1-13.Edgel.14'0-S4.G-2-01,15-(�5-4.0-241,111,0-2-O.Edgel.Fl3,0-54.0-1-121.r23,G.3-14.0-2-9l.r25-0-2-8,0-2-121,126�0-2-8.0-MI
LOADING (psQ
SPACING. 2-0-0
CSI.
D FL.
In
(too)
Won
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.71
Vert(ILL)
0.74
20
-491
240
MT20
244/190
TCDI_ 15.0
Lumber DOL 1.25
BC 0.95
Vert(TQ
-1.28
20
�281
180
M18SHS
244/190
BCLL 10.0
Rep Stress Ina NO
WI3 0.77
HorzCrQ
0.34
15
n1a
Inda
SCDL 10.0
Code FBC2014rrP]2007
Matrix-M)
Weight: 332 Ito
FT - 0%
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 20 SP No.1 'Except*
2-29,15-16: 2x4 SP No.2,16-20,20-21: 2x4 SP 285OF 1SE
WEBS 20 SP No.3 *Except-
9-20: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (lb/sIze) 2=2013810-8-0,115=2309/Mechanical
Max Hom 2=1 17(LC 8)
Max Uplifi2�11075(1_10 8), 115�11 149(LC 8)
Max Gmv 2=2169(LC 2). 15=2383(LC 2)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins.
BOTCHORD Rigid Calling directly applied or 6.0-0 oc bracIng.
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (11b) or less except when shown.
TOPCHORD 2-3-4454/1939, 3.4=.648612929, 4-5=-8158I3718,5-6=-7955/3639, 6-7=-8056/3756,
7-34�8926/4241. 8.34=892614241, 8-35=-9445/4551. 9-35=-9445/4551,
-36=-1197515735, 1G-36=-1197515735.10-37-1106415322,11-37=-11064/5322,
11-12=-1106415322,12-38=-8264/4011,13-38�8264t4011.i3-14=-4311/2052
BOTCHORD 2-28=-1 76414265. 27.28cr-1 85914317, 26-27�268716174, 25-26=-347917838.
23-25=-420619273, 22-23=-370418118, 21-22=-415318926. 20-39=-5234111064,
19-39=-5234111064.19-40�3923/8264, 413-41�3923/8264. iS-41m-392318264,
18-42=-2505/5232,17-42--250515232,16-17=-249215200, 20-21-5024110642
WEBS 3-27=.912/2059, 4.27=-5671281, 4-26=.152413361, 5-26=w334/902, 5-25-90311961,
13-17=-139/343, 3-28=-13181676, 6.25=-16211825, 6-23�1975/8711. 7-23�92111504,
14.15=.2266/1102,13-16=l4O2d734,14-16-189214059. 7-22-.636/1085, B-22=-764/466,
10-20=-48711077, 10-119�902/494. 12-19�1419/3D32,12-18=-i4521756.
13-18=-1612/3448, 0�20�2701115756, 9.21=-509712441, 8.21=-648/801
NOTES-
1) 2-ply truss lobe connected together with 1 Od (0.131"A31 nails as follows:
Top chords connected as follows: 2x4 - I row at 0-7.0 Co.
Bottom chords connected as follows: 2x4 - I raw at 0-9-0 oc,
Webs connected as follows: 2x4 - I row at 0-9-0 oc, Except member 9.21 2x4 - I raw at D-7-0 Co.
2) All loads are Considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been Considered for this design.
4) Wnd: ASCE 7-10; Vuft=l 60mph (3-second gust) Vasd=124mph; TCOL-9,Opsf, BCDL=3.Opsf; It B=45ft; L-30ft; eavez:411; Cat. 11;
Exp D; Encl., GCPI=0.18; MWFRS (direactional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber OUL=1.6U
plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) All plates am MT20 plates unless otherwise Indicated.
.V"i dealgeparamatem andREAD NOTES ON THIS AND INCLUDEDAVIEK RMFERANCEPAGEM71-7473 re� OVIMO15 BEFORE USE
or use orNe with Mhek Connectors. nas desion Is Issuaci onti par, parcmtem,h. and a foran indivalual burding comegIonent
j%J11111111111111
S A
'ON ....... . q4 ae,
NO .. '6i ",
%%,,x E N,9'-. �d '0
kl. I - I 1�, 1:1
a.- �,
39380_�_?4
ATE L41 Z
A'
OR
%%
"J'1110NAIL
FL Cert.
August 26,2015
M!Tek7
69N Pence East BW.
Tampa. Fl. 33610
ovemll �cfvre Is the lospombility of the building cleciqne� For general WIslace ri
Moran and brcobg, consvil Ali OuglIty, CrIteda, DSB.89 and 5C$1 BuItfing
Mitutc, 781 N. L.. Street. Suite 31 Z Alexcmcdca VA M14,
Fruss
Type
ply
PHOENPX REALTY HOMES, INC.
16'7
W368610
�
B07G
p:Pecl.1 Girder
1912 Reference (opfion.))
East Coast Truss. Ft. PlOnce. FL 34946 7.63D 5 Jul 2B 2015 MUCK Industries. Inc. Wed Aug 26 09:40:33 2015 Fagnt 2
[D:OgmAjBR759JKFb?dPTEghQyiggT.Z3xD?TjfLDolGeMFamc3L6ut76Fq7lh-CryyYyk1 Gi
NOTES.
8) This truss has been designed for a 10.0 psi bottom chord live load nonctincument with any other live loads.
9) ' This truss has been designed for a live load of I O.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any
other members, with BCDL zz 1 O.Qpsf,
10) Refer to girder(s) for truss to truss Connections.
11) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb upl - ift at jOint(s) except Ot=lb) 2= 1075, 15=1 149.
12) "Seml-rigid pitchbreaks including heels- Member end fixity model was used In the analysis and design of this truss.
13) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 126 lb down and 112 lb up at 18-6-12,125 lb down and 112 Ild up at
20-6-12, 126 Ita down and 112 Ild up at 22-6-12, and 125 Its down and 112 Ild up at 24.6-12, and 125 lb do" and 112 lb up at 26-6-0 on top chord, and 858 Ild down, and 473 111
UP at 16-9-0. 59 It, domi and 40 lb up at 18-6-12, 59 Its down and 40 Ila up at 20-6-12. 59 Ito dowr% and 40 111 up at 22.6-12, and 59 Ito clown, and 40 lb up at 24-6-12, and 184 Ill
dam and 145 to up at 26-5-4 on bottom chord. The designiseleclion of such connection device(s) Is the responsibility of others.
LOAD CASEJS) Standard
1) Dead + Roof Live (balanced): Lumber Inerease=1.25, Plate Increasez:1.25
Uniform Loads (plo
Vert: 14=70, 4-5=-70, 5-6=-70. 6.13=-70,13-14=-70, 28-31=-20, 28-29�20, 26-28�20, 23-26=-20, 23-24=-20, 21-23=-20.16-20=20.15-16�20' 20-21=20
Concentrated Loads (lb)
Vert: 11-48(F) 13=-48(F) 21=-858(F) 17=184(F) 36=48(F) 37=-48(F) 38-18fl 39�54fl 40�54fl 41=54(F) 42�54fl
A WAFAING . Verity design parameters and READ NOTES ON WS AND INCLUDED MITEK REFECANCE PAGE Al roK. OVIM015 BEFOIRE USE
Design wild for we any Wth avick connectors. rats design 4 Coved only upon parameters shormn, and Is for an IndflMdual buMing component.
Applic.bilty or desigh pconInn.fins and proper Incaroonation of component b responsildflity of building designe, - not truss designer. hooding shcoWn
Is for lateral support of individual Welo meander; Only. Additional temporary bracing to Indere, stability during construction Is the responsibility of the
WOW
enedtor. Additional permanent banding of the ovenal structure 4 the respongoility of the building designer. For general guidance recording
1.1odc.flom quality controL storage, derwery, crectlan and trading, consult ANSUTPII Quality Dfloda, DSB49 and SCSI Building Component
Most Plate East Blvd.
Safety Intormadlon cenaflable, from Truss Plate InUlute, 781 F, Lee Steel. Suit. 31 Z Aleeourcid., VA 22314.
Tamps. R. 33610
Scele - 1:38.0
7W
4.50 F12 4x4
3xs
4
a
1.4
<
3
HUS28
7
_I�M6
1:4 U11 nn "n
a 0 Hn I
11 17 10 18
9 a 19 2D 21
FIF 4 8 M18SHS HUS26
6x8M18SHS HUS26 space] 5x12
8.8 1NIO =
HUS26 3a 11
HHUS26-2 HUS26
Plate Offsets (X.Y)-
[7�0-2-1l.Edqel.[8:0-6-4,0.1-81.rlO,0-5-0.0-6-41,111:0-3-8.0-6-01
LOADING (psQ
SPACING- 2-0-0
CS1.
DEFL. in
(too) Ydefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.96
Vert(LL) 0.28
8-10 �774 240
MT20 2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.97
Vert(TQ -0.51
8-10 >427 180
M18SHS 244/190
SCLL 10.0
Rep Stress Ina NO
WB 0.99
Horz(TL) 0.12
7 n/a n/a
BQDL 10.0
Code FBC2014rrPI2007
Matrix-M)
Weight: 253 lb FT = 0%
LUMBER. BRACING-
TOPCHORD 2X4 SP No.1 *Except* TOPCHORD
Structural wood sheathing directly appIled or 1-9-11 cc purlins.
5-7: 2x6 SP No.2 BOTCHORD
Rigid wiling directly applied or 7-5-13 Do bracing.
BOTCHORD 2x8 SP SS
WEDS 2x4 SP No.3 'Except*
5-10:2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. fib/111e) 7=8578/0-8-0,2=6001/0-8-0
Max Horz 2=147(LC 24)
Max Uplift7�3983fi-C 8). 2=2958(LC 8)
Max Grav 7=9036(LC 2). 2=6277(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ilb) or less except when sham.
TOPCHORD 2-3=-1563016981.3-4=-1582217069.4-5-1276315753,5-6�12476/5607.
6-7�1778117815
BOTCHORD 2-11�6422114517,11-17�6517/14818,10-17=-6517/14818.10.18=-7226/16476,
9-18=7226116476,8�9=7226/16476.8-19=7226/16476,19-20=-7226/16476,
7-20-7226/16476,7-21-7211116446
WEBS 4-11�122912800.3-11�310/396.4-10�3466/1595,5-10�387318738.6-10-549li2459,
t%J111111111111j.0
S A
6�8�iS5613749
NOTES-
0 "GEN".
1) 2-ply truss to be connected together with 10d (0.131'sS) nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. ZX6 - 2 rows staggered at 0-9-0 oc.
39380
Bottom chords Connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc.
Webs connected as follows: 2x4-1 rmat0-6-000 Except member 11-32x4 -1 rolvatG-9�10oc, member4-102x4-1 rowatO.9.0ac,
member 10-5 2x4 - I raw at 0-9-0 Do, member 10-6 20 - I raw at 0.9-0 cc, member 6.8 2x4 - 1 row at 0-9-0 oc.
a.WAT_E_1�F-.-!jj
2) All loads are Considered equally applied to all plies, except It noted as front (F) or back (8) few In the LOAD CASE(S) section. Ply to ply
Z
�.!_
Connections have been providecito distribute only loadsnoted as (F) or(B), unless otherwise Indicated.
3) Unbalanced roof live loads have been Considered farthis design.
4) Wnd:ASCE7-10; Vuft=160mph (3-second gust) Vasdzl24mph;TCDL=9.0psf:, BCQL=3.0psV, h=15fl L=24fl;eavo=4ft; Cat. 11:
'0 A,
0 4� -�, %%
00 0 R %
Exp D; Encl., GCpl=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL-1.60
%%
0 � t5l ... .... . %
4; &/
plate grip DOL=1.60
-.11110 N
5) All plates are MT20 plates unless othenvise Indicated.
6) Plates checked for a plus or minus 0 degree rotation about its Center.
7) This truss has been designed for a 10.0 psf bottom chord live load noncancument with any other live loads.
8) * This truss has been designed for a live load of 1 O.Opsf on the bottom chord In all areas where a rectangle '�I6-0 tall by 2-0.0 wide will
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
I FL
9) Bearing at joint(s) 7 considers parallel to grain value using ANSU7P 11 angle to grain formula. Building designer should verify Capacity
August 26,2015
of bearing surface.
2 =7 ' VWJy dousign paraussarinni and READ NOUS ON MIS AND INCLUDED WTEK REFERANCE PAGE MI-7473 so, OW64?015 BEFORE USE.
Design �.fld far u. only With MT.k ..nnectm. hris design Is based only upon parameters sh� and Is far an indl�dual building component.
Appicalbuty, of design parameters and proper Ineoporation of comporarA Is nap.rubilily of bO&g wslg�er - at orses wulaer. Drsx,hg hown
Is for lateral p`ppod of individual web members only, AdIrtional teraporarybrocing to Instul, stwNty du6ng carstruction N the nesponstaRty of the
erector. Additional permanent brachg of the overull structure Is the rasponslaflity of the cullding deslgna� For general gulconce ragardIng MOW
f.bxwfon. quality control, storage, del�cry, arecton and brocing. camull ANSVTFII Quality CrUaria, D511-89 and Dal Building Component 6904 P." East BIW,
S.I.tylplona.U.. Tons, FL 33610
Truss
TrucsType
Qty
PHOENIX REAJ.W HOMES, RC.
F-:',
1
1ply
'nF368511
�
,—,
Calls
Common G rder
1
2
Job Rare, rce (oohoman
East Coast Truss. K Firmse. FL U946 7.630 a Jul 28 2015 MiTed, Industries, Inc. Wed �g 26 09:40:34 2015 Page 2
ID:OgmAjBR759JKFb?dPTEghQyiggT.1 FUbCpkl6VMcuoxS8URrbYe?tXRAZXTDrV6V?YkI Gh
NOTES-
10) Provide meGlurnical Connection (by others) of truss to bearing plate capable of withstanding 100 la uplift at joint(s) except ot=lb) 749133, 2=2958.
11) "Semi -rigid pitchlarealks Including heeW' Member end fixily, model was used In the analysis and design of this truss.
12) Use Simpson Strong-Tle HIH US28-2 (22-1 Od Girder, B-1 Od Truss, Single Ply Girder) or equivalent at &l -11 from the left end to Connect truss(es) to back face of bottom chord.
13) Use Simpson Stroll HUS26 (14-1 Od Girder, 4-1 Od Truss) at equivalent spaced at 4-0�8 do max. starting at B-0-1 2 from the left end to 18.1 -4 to Connect truss(es) to back
face of bottom chord.
14) Fill all nail holes where hanger is in Contact with lumber.
15) Hanger(s) or other Connection devicue(s) shall be provided sufficient to support concentrated load(s) 1710 lb down and 764 Its up at 16-1-4 on bottom chord, The
design/selection of such Connection device(s) is th a responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increasec:1.25, Plate lnuease=1.25
Uniform Loads pf)
Vert: 1-5�70, 5-7=-70. 2-7=-20
Concentrated Loads (lb)
Vert: 9=-1 626(B) 11 �3035(B) 17�1 605(B) 18=-1626(B) 19=-1628(B) 20�1 627(B) 21=-1626(B)
A"MING - Varafy design Parameters; amdREAD MOMS ON INS AND INCLUDED WTSK REFERANCEPAGE M11.7V3 mv, OVIM015 BEFORE USE.
Design valid for use ollywith M7.k admission. This design Is based only upon parameters sho� and Is For on IndiAduol bullkill component.
PAR'
AppIcalorty of design parameters and proper Incorporation of component Is resporabilty of building designer - not truss designer. Smart, sli
is for lateral support of Individual ,olo members only. Additional call bnaci to mours, stal during construction Is the responsibility of the
eneclor. Additional permanent bral of the ovenO structure Is the responsibility of the building designer. For general guidance remarail
Wele
I.b1c.gan, cl ty Contra]. storage. delivery. erection and mal consult ANSVTFII Quality Weird, DSB-89 and 801 Building Component
Safety Information cvalbrole from Truss Plate Institute, 781 In. Lee Street, Suite 312. Alauuml VA 22314.
69M Forks Eact Shall,
Tampa, FIL 33610
I -1
Tmss.T,,,e
OSIES. INC.
Fob,
:s:s
�:::�
sS
az
Carear ��
=
East Coast Tues. Ft. Pie". FL U946
7.630s
RykIGg
I;F!!I�i
Scal. = 1AD3
4x4 =
14 11 1 1
1a4 = 5.8 � 3X4 =
Plate Offsets (X.Y)-
F2�0-2-0,Edgel. 16,13-2-O.Editel. [8�0-4-0.0-3-01
LOADING (ps!)
SPACING' 2-0-0
CS1.
DEFL.
in
(too)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grp DOL 1.25
TC 0.31
Vert(ILL)
-0.10
8-13
-999
240
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC 0.77
Vert(TQ
-0.30
B-13
�760
180
BCLL 10.0
Rep Stress [nor YES
WB 0.23
Horz(TL)
0.05
6
n/a
n/a
BCDL 10.0
Code FBC2014fTP12007
(Matrix-M)
Weight: 90 b
FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP Nos
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=995/0-8-0. 6=995/0-8-0
Max Hom 2�1146(!-C 6)
Max Uplif:2�553(1-C 8). 6�553(1-C 8)
Max Grey 2=1034(LC 13), 6=1034(LC 14)
FORCES. (11b) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown.
TOPCHORD 2-3�116871803, 3-4�1308/587, 4-5�13081587. 5-6�1687/803
BOTCHORD 2-8�593111603, 6-8-593/1546
WEBS 4-8�1191/614, 5.8=-4581334, 3.8=.456/334
BRACING-
TOPCHORD Structural wood sheathing directly applied or 4.5-5 oc, purlins.
BOTCHORD Rigid calling directly applied or 7-7-7 Do bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Inshilat on oulde.
NOTES-
1) Unbalanced roof live loads have been Considered forthis design.
2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Cpsf, BCDL=3.Opsf: h=15ft; B=45ft; L=24ft; eave=4111; Cat. 11;
Exp D; Encl., GCK=0.18; MWFRS (directional); Cantilever left and fight exposed ; end verfical left and night exposed: Lumber DOL=1.60
plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its Center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) - This truss has been designed for a live load of I O.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will
fit between the bottom chord and any other members, with BCOL = 1 O.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 It, uplift at joint(s) except Gt=%) 2=553.
6=553.
7) "SenuHrigid pitchtmealks including heels" Member end fixity model was used in the analysis and design ofthis truss.
- 1%% 0 0 a E - N I
M M
L
FL Cert. 66
August 26,2015
Z17. I. - 7=161 7-met-re and READ NOTES ON MIS AND INCLUDED MTEX I?EFEIIANCE PAGEN11-7473 re, 001i BEFOVIE USE
DinIgn rd far uso K-ty Wth Wek conneCton. thin deign 4 based enty upon parameters sho�, and Is for an rdividual building component.
NEI"
Appicabifity, of desIgn parameters and Koper Incorporation of component Is responsior ty of buftling desIgner - not truss deigner. Bracing sh�
is for lateral support of indlMdual �eb merroine only. Acidtional tienroaryKitcang to aroure stabn1yourng constwcticn b the responst0fity ofthe
WOW
emclo� Additlonal penronerit bracing of the overall struchne 6 the responsibrIty of the building designer for general guidance regarding
foloncotion, quarry control. storage. dellvery, epi and brochg. consult ANSVTFI I Quarry CrIfeela, DS8-89 and BCSI Building Component
69N Perko E&A Bt�d.
Safety Information ovallable herinTinis Plate Institute, 781 N. Lee Street. Suite 312, Alexandre, VA 22314.
Tampa. FL 33610
Job
Truss
Truss Type
D ty
PHOENIX REALTY HOMES, INC.
TIF368613
29314
CO3
H]p
I
1
IF"
1
-
(Optional)
East Cisag Truss, Ft. Mersa. FL U946 T.Wu 9 Jul ZU 2015 Walk Ingustilin, IM. Wed Aug 26 Ji 2VID Frigid I
ID:OgmAjBR759JKFb?dPTEGhQYlggT-VS2zQ91wtq2TVXWehBy4BmBKRxqPIA�LSVEIlRyklGg
2� 41N1
Scale - 141.1
4.6 �
of 11
0.0.0 1
Plate Offsets (XY)-
12,0-2-O.Edgel, [6,0-2-O.Edgel, 18,0-4-0.0-3-01
LOADING (psl)
SPACING. 2-0-0
CS1.
DEFL. In
(too) Well Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.32
Vert(LL) -0.10
8-16 �999 240
MT20 2441190
TCOL 15.0
Lumber DOL 1.25
BC 0.77
VertCTQ -0.30
8-16 >763 100
BCLL 10.0
Rep Stress lnu YES
WS 0.23
Horz(TQ 0.05
6 n1a n/a
BODL 10.0
Code FBC2014frPI2007
(Matrix-M)
Weight; 90 111 FT - 0%
LUMBER-
BRACING.
TOPCHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 4.5-7 oc puriks.
BOTCHORD W SP No.2
BOTCHORD
Rigid wiling directly applied or 7-5-11 oc bracing.
WEBS 2x4 SP No.3
MITek recommends that Stabilizers and required cross tracing
OTHERS 2x4 SP No.3
be Installed during truss erection, in accordance with Stabilizer
[Installation
REACTIONS. (IbIsize) 6=99510-8-0,2=995/0-8-0
ouldo.
Mu Horz 2=142(LC 7)
Max Jpllft6=-553(LC 8),2�553LC 8)
Max Gmv 6=1034(LC 14),2=1034(LC 13)
FORCES. (It) -Max. CompJMn. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3�17131821.3-4�1340/597,4.5�1340/597,5�6=-1713/821
BOTCHORD 2-8=�615111633, "�615/11574
WEBS 3-8�4511330, 5-8=.4611330, 4.8=165/574
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASCE 7-10; VUIt=1 SOmph (3-second gust) Vasd=124mph; TCOL-9.0pst, BCDL=3.Cpsf, h=15ft; B=45ft: L=24ft; eave=4ft; Cat. 11;
Exig D; Encl., GCpI=O.18; MWFRS (directional): Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=11.60
plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree notation about its Center.
4) This truss has been designed for a 10.0 psF bottom chard live load nonconcument with any other live loads.
5) - This truss has been designed for a live load of 1 O.Opsf an the bottom chord in all areas where a rectang le 3-6-0 tali by 2-0.0 wide will
fft between the bottom chord and any other members, with BCDL - I O.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at JoInt(s) except T=lb) 6=563,
2=553,
7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss.
fit,11111 11111j, JI
E N
3938
:fir Z
ATE Z
00 ORk
�e 4, t9,9
/ON
F F-L Cert. 6634
August 26,2015
AWAMING - Vw* o4aIgnpanknotens ardI%SAD NOTES ON TWS AND INCLUDED N� F?EFEFZANCE PAGE M11-7473 ro, OV1=015BEFOIRE USE
Dedgrivold for use only Wth Walk connectors. This desnn k based only upon Fusametems sho,m. and Is foran Indifolual buHdmg conneorent.
Apple.boty Wdesign parameters and properincorFonation of component k mpombnity of building dosign�- not truss designer. Bracing sho,n
Is for lateral support of hdividvol wale members only. Additional temporary bracing to insure stability dudng construction IN the reepcnattly of the
WOW
ereclo� Additional permanent lonsaing .1 the ownea stratum 4 the responarleTty of the bultdIng designer. For general Guidance recral
Icbrication, quality controL storage. delIver,, ereelan and bradrig. =mult ANSVTPII Quality CrItedo, 0511-89 and BCSI furring Component
Solely Information a,nsilcleie frornTruss Plate InstItute, 781 N. Lee Skeet, Suite 312, Alexandra VA 22314.
69" Parker Ead SM
Tampa, R M10
Truss
Truss Type
City
Ply R�TY HOMES. INC.
T7368614
IJob
29314 C04G
HIP Ilroer
I
I
1 COENIX
I . ToRtIfts'Slooe toptfonah
E.St COB11 Truss. fn, le�-. 11 .945 f o`u 3 1. on 'e' o.JT1Kmnusm8S,xx. W00�gzuvu.4u.0-ulu FdVu I
ID:OgmAjBR759JKFb?dPTEghQylggT-meL�mYeBAK755qFuTJhzkLnL7VIdl7gg�DZtykIGf
.2-,M 7�O is"
,_ , 1_ 7-0-0 7-0-0
LOADING ftesf)
SPACING.
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
15.0
Lumber DOL
1.25
SCILL
10.0
Rep Stress Ina
NO
SCOT,
10.0
Code FBC2014fTP12007
LUMBER.
TOP CHORD 2X4 SP No.2 'Except*
3-4: 25:4 SP No.1
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/sIze) 2=154710-0-0, 5=156510-0-0
Max Hom 2=1 14(LC 7)
Max UpIIft2=-891(LC 8). 5=-889(LC 8)
Max Gran, 2=1614ft-C 29), 5=1641(LC 30)
48 �
4xS =
Scale , 1:41.1
CST.
DEFL. In
(Too) I/defil Ud
PLATES GRIP
TC 0.99
Vert(LL) 0.19
7-9 ,999 240
MT20 2441190
BC 0.98
Vert(TL) -0.36
7-9 �627 180
VVB 0.20
Horz(TL) 0.10
5 We We
(Matrix-M)
Weight: 85 Ib FT = 0%
BRACING.
TOPCHORD
Structural wood sheathing directly applied.
BOTCHORD
Rigid wiling directly applied or 5.2-5 oc bracing.
Mrrek recommends that Stabilizers and required acuss bracing
be installed during truss erection, In accordance with Stabilizer
ImOrtIntires ..Id.
FORCES. (11b) - Max. Comp./Max. Ten. - All forces 250 (11b) or less except when shown.
TOPCHORD 2-3�314411581, 3-18�297611532,18-19�2976/1532, 4-19-297611532, 4.5=3223/1574
BOTCHORD 2-9-1286/2927, 9-20=-1293/2955. 8-20-1293/2955, 7-8=129312955. 5-7=-127912953
WEBS 3-9-1221523, 4-7-131611
NOTIES-
1) unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-sewnd gust) Vasd=124mph; TCDL=9.Opst, BCDL-3.Opsf, hot 511; B=41511; L=24ft; eave=4ft; Cat. II:
Exp D: Encl., GCpl=O.l 8; MWFRS (directional); Cantilever left and fight exposed : end vertical left and right exposed; Lumber DOL-1.60
plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) Plates checked for a plus or minus 0 degree notation about its Center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
6) * This truss has been designed for a live load of I0.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-Owide will
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
7) Provide mechanical connection (by others) of truss to waring plate Capable of withstanding 100 to uplift at JoJnt(s) except Gt=(b) 2=891,
5=889.
8) 'Seml-figid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 To down and 171 Ito up at 7-0-0.
159 Ito down and 171 lb up at 9-0-12, and 159 Ito down and 171 It, up at 9.11.4, and 360 lb down and 272 Its up at 12-M on top chord,
and 268 lb down, and 2a4 lb up at 7-0�0, 66 lb down and 2 lb up at 9-0-12, and 66 lb down and 2 lb up at 9-114, and 268 Ito down and
204 lb up at 11-114 on bottom chord. The design/selection of such Connection device(s) Is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the few of the truss am noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate [nemase=1.25
Uniform Loads (plo
Vert: 1-3=-70, 3-4=-70, 4-6-70. 12-15=-20
% 111111111111j',
%% A. q ...
ENS
39380
E
Al
0 %
.. "4P ON
FL Cert. 6634
August 26,2015
WAMING. venryorosign parnmemn andiWADNOTES ON MISAND INCLUDED WTEKF?EFEIU%NCEPAGEW1-7,t73 rs� 0VfWo15 BEFOIZE Use
Design vard far use only with Wet, cornect0m. This deugh 6 based anyupon parameters shown. and Is for an Individual belong component.
my
Applicablity of simian parameters and prosperheoporation of can,orent Is re5passibirtY of bulding desTgner. not finuss desgne� Bracing shown
Is for lateral support of rulINIdual �b membom only. Addilicnal IonspOrcy bMchg to nouns stability duning construction 4 the responoblifity of the
MiTek'
orecton Additional pennoment brocog of The overall shucture is the responsibitty, of the building desTgner. far genem? guldonce rewang
f.lariccumn, early whirol, storage. def erection ad brocing, conatt ANSVTPIl Quality Criledo, DSB-89 and SCSI livadlng Component
stout Panes Elut SM.
SafeWnforpredlon available franTress Plate Institute. 781 N. Lee Sheaf, Suite 312. Aloxandria. VA 22314.
Tsunpa. R. 33610
Job
Tm a Type
Dry
Ply
PHOEN% REALITY HOMES, INC.
:kder
2931 4
Hip
1
Job 80foreness (optionall
Esst Cases Tw.1, Ft. Pleme. Ft- U946 7.630 a Jul 282015 Mriekindustres, Inc. Wisd�,;26ag:40:352015 P8902
ID:OgmAjBR759JKFb?dPTEghQylggT-zeeLdVmYe8AK755qFUTJhZkLnL7VldT79�.-DZtyklGf
LOAD CASE(S) Standard
Concentrated Loads (to)
Vert: 3--109(F) 4=-1 77(F) 8�42(F) 9=-268(F) 7�268(F) 18�109(1c) 1 9=-1 09(F) 20=-42(F)
A WARIONG - Vestry design parameters and IZEAD NOTES ON MS AND INCLUDED NTEK FIEFERANCE PAGE MY-7473 W. OVIW015 BEFOW USE
Design valid for use onl/ Wth Wek Connectors. This design Is based a* upon parameters sh�. and Is loran lhari�djucsl building component,
Applicability ofdesign parameters and properincaperation of component is rapomblity of oulding designer- not thin designer Bracling rss�
r forrActchal xpoort of Individual wato members only. Adallioncl temposery loading to Inssure sh.blity dieing construction If the responsbUty of the
MiTek*
erecoo� Additional permanent losscing of the overoll stwctm 6 the responsibility of the bvfldhg designer. For general Widancre reaches,
fabrication, quality =nlmL storage, deNery, emotion and bracing, consult ANSVTFII Quality Ctleada, DS3-89 and Bal Building Component
Safety Information arvaitable tam Two Plate InstlMe. 781 N. Lee Skeet, Surfs 312. AlexCdddc, VA 22314.
69M pAilts, Este She.
Tarepa. Ft. 33610
Job
Truss
Tnuss Type
I
PHOENIX REALTY 110M�S. INC.
'r7368815
29314
DOI
I RoofSpecial
_JQb.BeftrdnCe (ODt[Onall
East Coast Thill. Ft p.a. FL 34M
2�O
4X4 =
�o
Scall. = 1:2&9
;-�6 M
7�O
3�0
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(fee) Vdall Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.56
Vert(LL) 0.18
3-8 �814 240
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.75
Vert(TQ -0.48
3-8 >sit 180
SCUL 10.0
Rep Stress Incr YES
WB 0.57
Hom(TL) 0.11
7 Wit n/a
BCDIL 10.0
Code FBC2014rrPI2007
(Matdx-M)
Weight: 57 fis FT = 0%
LI)MBER.
BRACING.
TOPCHORD 2.x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 3-3-12 be purlins, except
BOTCHORD 2x4 SP NO.2 *Except*
end verficals.
3.10: 2x4 SP No.3
BOTCHORD
Rigid calling directly applied or 113-0-0 oc bracing, Except:
WEBS 2x4 SP No.3
6-0.0octmacing: 10-14.
OTHERS 2.x4 SP No.3
Mrrek recommends that StabiIii ris and required Gross bracing
be Installed during truss erection, In accordance with Stabilizer
Installation guide,
REACTIONS. (lb/size) 7=497/Mechaniml, 2=77610-8-0
Max Hon: 2=142(LC 7)
Max UpIiV�226(!.0 8), 2=-450(LC 8)
Max Grav 7=533(LC 15), 2=814(LC 13)
FORCES. (lb) -Max. Comp./Maxi. Ten. -All forms 250 (Its) or less except when shown.
TOPCHORD 2-3=-2233/548. 3-4-833/400, 4.5=.1667/696, 5-6=4567/622, 6-7=.5061227
BOTCHORD 2-10�71012679, 3-8=-305f786
WEBS 4-13�3201984. 5-8-702/358, 6-8=-561/1626
NOTES-
1) Unbalanced met live loads have been considered for this design.
2) Wind: ASCE 7-10; VU11=1160niph (3-second gust) Vasd=124mph; TCDL=9.Cpsf; BCDL=3.Opsf, h=15ft; 8=46ft: L=24ft; eave=4ft; Cat. 11;
Exp D: Encl., GCpi=0.18; MWFRS (directional); Cantilever left and eight exposed ; end vertical left and right exposed; Lumber DOL=1.60
t%J1111111111,
NS A. 4
..........
plate grip DOL -1.60
3) Provide adequate drainage to prevent water pending.
e
4) Plates checked for a plus or minus 0 degree rotation about its center. munt with any other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcu
3938
6) * This truss has been designed for a live load of 1 0.0psf an the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
7) Refer to girder(s) for truss to truss Connections.
8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Its uplift at joint(s) except at=lb) 7=226,
TE
2=450.
9) "Semi -rigid pitchbreaks including heels" Member end fixty model was used in the analysis and design of this truss.
F FCCert. 663
August 26,2015
A WARNING. Varty design painmearms and READ NOTES ON THIS AND INCLUDED WITIC AEFERANCE PAGE W-7473 . OMMOIS 8EFORE USE
Design vold for use only Win Wel, connectors. %is deslgn a based any upon parameters shovari, and Is for an Individual building component.
Appictibmtry of design prommeters and proper Incorporation of componenth re,sombinly of buiscIng designer - not truss alcoligher. Bracing sho,Nn
Is far I.I.I.1 pp.d of Imlodi,a] verb members only. Additional temporary brocIng to hours sloleflity duAng construction Is the nesporulbUty of the
M!Tek'
erector. Additional parmament exacing of the Overall structure 1, lhe,op.milaffity .1 the IsUlcing designer. FG, general guldance regwdhg
sobiteation, quality control. storage, delivery, erection and brocirig, consult ANSIVIN I Quality Cill.d., DR-89 and BCSI Building Camp .... t
&9N Parke East Elyd.
SafetyInksomallOn available frornnua plate Institute, 781 N. Lee street suit. 312. Alix.ndim VA 22314.
Tampa. FIL 33510
Job
Tru-S
DIV
Ply PHOE111X REAL7Y HOMES, INC.
1
23314
[FUSsTyPe
'.�on
1
1
Job Refe,ex, (optional)
East Coast Twss. Ft. Pla., FIL U946
2�0
(I
40 =
2015
Ge
Soes = 1:25a
11
LOADING (psQ
SPACING'
2;13�0
CSI.
DEFL. in (loc) Well Ud
PLATES GRIP
TCLL 20.0
Plate GII. DOL
. 5
TIC 0.47
Vert(LL) -0.03
6-13 >999 240
MT20 2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.34
Vert(TL) -0.10
6-13 >999 180
BCLL 10.0
Rep Stress Incr
YES
INS 0.09
Horz(TQ 0.02
4 n/a We
BCDL 10.0
Code FBC2014,71
(Matrix-M)
Weight: 48 111 FT = 0%
LUMBER.
BRACING.
TOP CHORD 2.x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied Or 5-10-6 cc puflints.
BOTCHORD 2x4 SP No.2
BOTCHORD
Rigid calling directly applied or 10-0-0 cc bracing.
WEBS 2x4 SP No.3
I recommends that Stabilizers and required Class bracing
OTHERS 2x4 SP No.3
be installed during mIss erection. in amttrdance with Stabilizer
I
Installation guide.
REACTIONS. ftbISIze) 4=311-0-0.2=69810-8-0.5=58010-3-8
Max Hom 2=106ft-C 7)
Max Uplift4=-74(LC 7).2=-418(LC 8), a-333ft-C 8)
Max Gmv4=lO4(LC 6), 2=726(LC 13), 5=695(LC 14)
PORCES. (III - Max. CompJMax. Ten. - All forms 250 (lb) or less except when sham.
TOPCHORD 2.3-9341308. 3-4�8031310
BOTCHORD 2-6�287111099, 5-6�1811696, 4.5=-1811696
NOTES-
1) unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=l 60mph (3-secand gust) Vasd=1 24mph; TCDL=9.Opsf; BCDL=3.Opsf, h=l 5ft; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D; Encl.. GCpi=D.l 8; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its Center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 10.Opsl on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-13-0 widewill
fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
6) Provide mechanical connection (by others) of tFUSS to bearing plate Capable of withstanding 100 IS uplift at joint(s) 4 except (V-lb) 2=418
, 5=333.
7) "Semi-rlgid pftchbreaks including heels" Member end fully model was used in the analysis and design of this truss.
ON INS ANDINCLUDEDWITIC REFEAIANCE PAGEMI-7473 . OVINOtSBUORE USE
%%
3 8
XX
ATE "UZ
A,
4 0 'N
OR k
'9/0
FL Cert. 6634 1
August 26,2515
MiTeW
69IMP ft am Blvd.
an
T.�,. FL Z13610
vul
Job I
_77
Dry
PHOMIX FEALTY HOMES, [NC.
WUN17
29314
I
�Ply I
�
job BgkMagg (goligngg
.R C.illl T.H. Ft. Flitrosi. M U940 . — 1. — � .1. ii� � ... "I . .. ..... . — , — .— .... ..... �fv
ID:OgmA]BR759JKFb?dPTEghQylggT-wOk62BnDAIR2MPEDNJV=OppOB�VZjQB JomyklGd
I 12�
�o �o
4X4 =
S.I. - 1:25.3
it
LOADING (par)
TCQ_ 20.0
TCDL 15.0
BCLL 10.0
BCDL 10.0
SPACING- 2;020
Plot. Grip DOL 5
Lumber DOL 1.25
Rep Stress Ina YES
Code FBC2014ITF
CSI.
TC 0.47
13C 0.34
wa 0.09
(Matex-M)
DEFL. in
Verta-L) 0.09
VertCrL) -0.10
HoaCTL) 0.02
ftoc) Idea Ud
6.13 �999 240
6-13 1,999 180
4 rda n1a
PLATES GRIP
MT20 2441190
Weight: 48 lb FT=O%
LUMBER.
BRACING.
TOPCHORD 2x4 SP No.2
TOPCHORD
Structural wood sheathing directly applied or 5-11-1 cc purans.
BOTCHORD 2x4 SP No.2
BOTCHORD
Rigid ceiling directly applied or 7-84 cc bracing.
WEBS 2x4 SP No.3
MiTek recommends that Stabilizers and required cross bracing
OTHERS 2x4 SP No.3
be Installed during truss erection, In accordance with Stabilizer
I
REACTIONS. (IbIsize) 4=3/1-G�0,2=698/0-M,5=58010-3-8
Installaligo gulde.
Max Horz 2=106(LC 7)
Max UpIlft4-79a_C 7), 2-708(LC 8), 5=592(LC 8)
Max Grav 4=99(LC 6), 2m7O9(LC 2), 5=624(LC 20)
FORCES. (1b) -Max. Comp./Mabr. Ten. -All forces 250 (h) or less
except when shown.
TOPCHORD 2-3�8281777, 34�7901696
BOTCHORD 2-6=-8851934, 5-6�5431678, 4-5�5431678
NOTES-
1) Unbalanced mof live loads have been considered for this design.
2) Wed: ASCE 7-10: Vult=160mph (3-second gust) Vesd=124mph;TCDL=9.Opsf; BCDL=3.Cpst, h=15ft; 3=45ft: L=2411; eave=4ft; Cal. 11;
Exp D; Encl., GCPI=0.18; MWFR8 (directional); Cantilever left and eight exposed; end vertical left and right exposed; porch left exposed:
Lumber DOL=1.60 plate grIp DCL=1.60
3) Plates checked for a plus or minus 0 degree rotation about as center.
4) This truss has been designed for a 10.0 ps! bottom chord live load nonconcurrem with any other live loads.
5) * This truss has been designed for a live load of 10.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0-0 wide will
fit between the bottom chord and any other members, with BCDL - 1 O.Opsf.
6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 at uplift at joint(s) 4 except Gt-lb) 2=708
, 5=592.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss.
ON WS AM INCLUDED MITEK
lndWdu.1
- not tiv.
rittitute. 781
the
%
3 8
* :4u Z
%
%%%
FL Cert. 6634 1
August 26,2015
MiTeW
6904 Park. stir ltw�
T.opa. M 33610
Marais
1 �-M615
�Qty
�Ply
Cast Coast TMSS, Ft. FleM. I'L s,n],ta
2-M
2-80
48 �
54 �
lliall = lure =
2-0-0
Scae = i:29'e
4 It
LOADING (pso
TCLL 20.0
TCDI_ 15.0
SCULL 10.0
BCDL 10.0
SPACING. 2-0-0
Plate Grip DOL 1�25
Lumber DOL 1.25
Rep Stress Ina NO
Code FBC2014rFP12007
CSI.
TC 0.67
BC 0.84
WB 0.33
Matifix-M)
DEFL In
Vert( 1) 0.14
Vert(TL) -0.20
HorzCrQ 0.06
(loc) Vdefi LJd
8-9 -999 240
B-9 >709 180
5 n/a rula
PLATES GRIP
MT20 2441190
Weight: 60 fts FT=O%
LUMBER.
BRACING.
TOPCHORD 2x4 SP No.2
TOPCHORD
Structural mod sheathing directly applied or 2-9-2 cc purfins.
BOTCHORD 2X4 SO NO.1
BOTCHORD
Rigid ceiling directly applied or 4-7-12 cc bracing.
WEBS 2x4 SO No.3
MiTels recommends that Stabilizes; and required CIOSS bracmg
OTHERS 2x4 SP No.3
be Installed during truss erection, in accordance With Stabill'st,
Installation
REACTIONS. (lb/size) 2=156710-8-0.6=101311-0.0.7=59710-3-8
qu de.
Max Hom 2=89(LC 7)
Max Uplift2z-1 161 (LC 8), 5=-698(LC 8), 7=-482(LC 4)
Max Grev 2=1667(LC 1), 5=1013(LC 1). 7=621(LC 2)
FORCESF. (fb) --MaccComp-.1M�. Ten. - All forces 250 (lb) or less except whenahown.
TOPCHORD 2-3�3190/2019, 3-18�292111907,18-19=.292111907,19-20�2921/1907.
4-20=-2921/1907,4-5�313011967
BOTCHORD 2-9�1 72612924, 9.2 1 �1 76512989, 8.21 �1 765/2989. 7-8-167212859. 5-7=-1 672/2859
WEBS 3-9-532/858, 4-8�527/861
NOTES-
1) Unbalanced root live loads have been Considered for this design.
2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=I 24mph; TCDL=9.Opsf, BCDL=3.Opsf.h=l Sfr B=45ft: L-24ft: eave=4ft; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS (directions]); Cantilever left and right exposed : end vertical left and right exposed; porch left exposed;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
6) - This truss has been designed for a live load of 1 O.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 O,Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Its uplift at joint(s) except at=lb) 2-116 1,
5=698.7=482.
8) "Semi -rigid pitchlorealks including heels" Member end fulty model was used in the analysis and design of this truss.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 132 lb dam and 126 lb up at 5.0-0.
and 126 to down and 126 Ils up at 6-4-0, and 132 lb down and 126 lb up at 7-8-0 on top chord, and 784 Its down and 425 Its up at 5-0-0,
and 84 Its dam and 7 lb up at 6-4-0, and 784 to dam and 425 lb up at 7-7-4 on bottom chord. The design/selection of such
Connection device(s) Is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the few 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
t,lif,1111111111
% A..
\GEN
M
ATE
A,
0 R %D-" %%
�r�4P &16N A
111111 1111 111% %%
12
FL Cert. 6634
August 26,2015
A, PitapayarG. Varrhy da;sIgn pimserelers and Pill NOTES ON Tall AND INCLUDED NITEX FIEFERANCE PAGE MI-7473 re, OVIM015 BEFORE USE.
Deslan valid for use only Win Walk Connectors. This design Is based only upon parameters, shom. and Is for an indiAduol building component.
Appa,tiblity, of designs parameters no proper Incorporation .1 comporent Is resporylitallay of building designer � not truss designer Bracim; sh�
Is for fall supsood of irdiVducl web members only. Additional lompoor, bracing to Insure sability during consinuctron IS the rarconsitclsity, of the
M!Tek'
eucchir. Additional pensoment bracing of the ovem4 strncture Is the responsiblity' Of the butdrig designer For General Guidance recanding
fabrication, quafity ccnfm?, storage, Call ereoffors and thnscing. consult ANSUIP11 Guntur C41.d., DSB-89 and SCSI Building Corrifsammit
VN Park. East Blcl.
SolehrInformallon wailable from Truss Plate ImIllute, 781 N. Lee Steel. Suite 312, Alleachdria. VA 22314.
Tampa, P. 33610
5 Pa 2
nuSSTYp- ------
PHOENIX REALW HOMES. INC.
[Q—ty7P[y
"7368318
IJob
29314
LWSS
HIP GIRDER
jobfA!��
East C..o T.M.
LOAD CASE(S) Standard
Uniforin Loads (Isf)
Vert: 1-3�70, 3-4=.70, 4-6-70,12-15=.20
Concentrated Loads (lb)
Vert: 3=-55(8) 4�55(B) 9=-784(B) 8-784(B) 19=-55(B) 21�25(B)
Ol 201 1.
ID:OgmAjBR759JKFb?dPTEGhQylggT-ODIUFWoQx3ZLLZPPwlOOICMxlYBOEyBaM7CtACyklGc
WARl Vejr, d.1g, ps...l. end READ NOTES ON THIS AND INCLUDED Ml REFERMAICE PAGE MW-TIT3 . OVIN015 BEFORE USE.
Design valid for use on"th Wek commocton. This design 4 based only uan �ometem sho,,n. and Is far an Individual building component.
Applim.1all of de,i,n pa,.,mstsm, and propelln.,oal of compereat Is eoPomblil bullc[mg designer - not trues designer. Bracing sho,m
I rorlatemisuppodofhdMdual�bmembemony. Additional temparer, brocing to Insure stability duling comilnuollon s the responsibility of the
Wele
.recfm Additional pearroment brocirg of the overal! structure Is Ihe rempormal of the building all for general guidance rgardirg
fWark.tion. ql control. storage. del erection and bracing. consult ANSIAPII Quality Griller, DSB-89 and BCSI full Ccinisismerl
690,1 Issr1b, East Blvd.
WadYInfornation ovoiloble from Two Plots Irstfiluts, 781 N. Lee Street. Suite 312, Alexandria, VA 2MI4.
Tampa, Fl. 33810
Safe = 1:33.8
54
4.so 5-2
4 19
20 21 23
6
Us
U4
U4
7
3
12
11 2
26 k, 27
1X4
1-1 2�
1
b�
324 14
28 10 29 934
8
4.10 11
-
see F12
11 4.10 11
ix4 11
3X4
4.,
Plate Offsets (X.Yl-
WD-3-0.0-2-61, r&G-3-0.0-2-61.18 0-2-8.0-0-11L 19�13-3-8.0-1-81
LOADING (psQ
SPACING. 2-M
CSI.
DEFL. in
([cc) War Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.61
Vert(LL) 0.34
12 >571 240
MT20
2441190
TCDIL 15.0
Lumber DOL 1.25
BC 0.75
Vert(T-) -0.56
12 >350 180
BCLL 10.0
Rep Stress Ina NO
WE 0.72
Hom(TL) 0.19
8 rda n/a
BCDL 10.0
Code FBC2014rrPI2007
(Matrix-M)
Weight: 172 Its
FT - 0%
LUMBER.
BRACING.
TOPCHORD 2x4 SP No.2 *Except*
TOPCHORD
Structural wood sheathing directly applied or 4-9-10 cc purlins.
4-5: 2x4 SP 285OF 1.8E
BOTCHORD
Rigid ceiling directly applied or 8-6-8 cc bracing.
BOTCHORD 2x4 SP No.2
WEBS 2.x4 SP No.3 *Excepr
4-12,5-12: 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. (le/sIze) 2=1919/0,13-0,8=1678110echanical
Max Ham 2=1 57(LC 25)
Max UpIIft2=-1093(LC 8), 8-875(i-C 8)
FORCES. (lb) - Max. CompAMa. Ten � All fames 250 (lb) wr less -except when shown.
TOPCHORD 2-3-3787/1970, 3-4=-394412088, 4-119=9511714969,119-20�9517/4969.
20-21=.951714969, 21-22=-951714969, 22-23�9517/4969, 5-23=-951714969,
5-6=411412189. 6-7-.3503/1838
BOTCHORD 2-13�1182013428, 13-25=-209913942, 25-26�209913954,12-26=-2104/3982,
12-27=.2184/4128, 27-28=-2174/4101,10-28�203813849, 9-10�11W?3694
WEBS 4.12=.3009/5932,5-12�2933/5792,4-13=488/301,5-10=.341/202,3-13=-314/411,
7-13�116081859. 6-10-3211327. 6-9�117061937, 7.9=199713805 %
pS A
NOTES- ...........
1) 2-plytrussto be connected togetherwith 10d (0.131"xY) nails asfollows: E N,3,.. �i
Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 cc.
Z-11� 3938'01
Webs connected as folio": 2x4 - 1 raw at 0-9-0 cc, Except member 5-110 2X4 - 1 row at 0-3-0 cc.
2) All loads are considered equally applied to all plies, except If noted as from (F) or back IS) few 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-160mph (3-second gust) Vasd-1 24mph; TCDL=9.Opsf, BCDL=3.Opsf; Tart Sit B=45ft; L=24ft; eave=4ft; Cat. 11;
Exis D: Encl.. GCpl=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60 4 0 N
5) Provide adequate drainage to prevent water pending. a, 0 R
e *,-.
a ONM- %%
6) The solid section of the plate Is required to be placed over the splice line at joint(s) 12.
7)PIate(s)atjoInt(s) 1, 4. 5. 6, 2, 13, 10, 8, 3. 9 and 7 checked fora plus orminus Odegree rotation about its center.
8) Plate(s) at joint(s) 12 checked for a plus or minus 2 degree rotation about its Center.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
10) - This truss has been designed for a live load of I O.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
11) Refer to g[rder(s) for truss to truss Connections.
12) Provide mechanical connection (by others) of truss to bearring plate capable of withstanding 100 Its uplift at jort(s) except (it --lb)
FL Cert. 663
August 26,2015
2M!!t,.ki psusrmofensimd�DNOM ON MS Afai INCLUDED ANTEK REFEIRANCE PAGE KAW3 na,, OV162015 BEFOM USE
A
Design valial for we only Win Wek connectors. This denim a bosed cril, upon parameters shown and Is for an Individual building component.
APP1c0bMtV of design lo.mmelec and Prope, hoornivation of component a responsibility of bviding camner - nal truss designer. Bracing sh�
11 far lateral support of hdNidual wob members only. Additional temponar, bracing to haxe staloNly cl,alng construction Is the responsibility of the
WOW
..for Additerril permanent bracing of the .�.Wrucrture is the nnaorsibity of the building designer for general Vidonce resocadflng
fabrication. q.oflt, c.n1rot storage. dell,,.zy, motion and anicing, consult ANSIAI'll Quality Criteria, DS11-89 and BCS1 Building Component
69M Parke sent Bbs.
Wel, lid . me . tion rove[loble from Tnns Plate Institute. 781 N. Lee Striset. Sulle 312. Alexadirs. VA 2ml 4.
Tam". R 33610
Job I
—TI-MIG
as
Truss Type
City
fll��
PHOENIX REALW HOMES, INC.
29314
I
Hip Ghs,
1
2
JQbLReAfCQnCe (optional)
East Coast Truss. Ft. Fltmoa� FL U946 7.WU5ju1D,ZoI5MrrekInduames,InC Weo�gXouv4u:414uia raga�
ID:OgmAjBR759JKFb?dPTEghQylggT-IC3PEgCqhSgpcDSZ02S3UNIRIMMuAlIVsqRhzE5yklGa
NOTES.
13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss.
14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 132 lb downt and 126 Ito up at 6-G-0, 111 lit down and 91 Its up at 7-0-12,
112 IS down and 92 to up at 8-3-0, and 117 lb down and 91 lb up at 9-5-4, and 132 fts down and 126 Its up at 11-6-0 on top chord, and 759 Ib down and 485 Ito Up at 4-9-0. 37
lb down and 7 lb up at 5-0-12, 80 lb down and 47 lb up at 7-0-12, 50 Ils down and 45 It, up at 8-3-0, and 80 lb down and 47 Its up at 9-54. and 784 His down and 492 Is up at
11-5-4 on bottom chord. The designiselection of such connection device(s) Is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Inuease=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 11-4�70, 4-5=-70, 5-6-70. 13-16=-20.13-14=-20,12-13=-20. 10-12=-20, 10-11�20, 8-10=-20. 6-7--70
Concentrated Loads (to)
Vert: 4�55(!F) 5�55fl 13=.759(F) 12=-50(F) 20m-25(F) 21 �25(1e) 23�25fl 24=.26(F) 26�73 27-73 28=m784(F)
WAFNING. V.11, dollars and InEAD MINES ON THIS AM INCLUDED AUTEK REFENANCE PAGE MI . OVIKOIS BEFORE USE.
Design Rd far use only with Mil ConneClon. This design 4 based any upon porcmelau shown, and Is for an Individual building component.
Iva I
Applicability of design porarnefers and phoper inconooroffon of Component Is tesponeblIty of bvIding desJgme - not finns designer. unacing shown
11 far lateral support of ldldu,l web ambers only. Additional tempomq bn�cfiig 10 Insuire shadily during construction Is the responsibility of the
WOW
ereaton Additional pentimment bracing of the overan muctun, Is the remonsiblity of the building designer. For General guidance regarding
fabrication. quality corhol, storage. delivery. erecton and lb,octma Consult . AN$ImPll Quality Were, DSB.BV and BCSI Building Component
69U Park. East Blvd.
Sofietyanforrallons ovaltable hom7huss Plate institute, 781 K Lee Sheet. Suite 312, Ale.andfl., VA 22314.
Tampa. FL 33610
Job Truss
Type
VWN20
I
29314 MG1
p":PMCKGROER
Eusic.ust'rou" Ft. Fla.. 11 s4U46
716 =
HUS26
ID:OgniAjBR759JKFb?dPTEghQylggT-nP EgCqhSgpeDszo2S3UN I RLAMwZ?NPSqRhZE5yk1 Ga
5.1-0
5-1�0
Plate Offsets (X.Y - rl,0-0-0.0-3-41
LOADING (psf)
SPACING- 2-0-0
CS1.
TCLL 20.0
Plate Grip DOL 1.25
TC 0.43
TCDL 15.0
Lumber DOL 1.25
BC 0.60
BCUL 10.0
Rep Stress Ina NO
WB 0.10D
BCDL 10.0
Code FSC2014/TPI2007
(Matribl-M)
MUS20
2YA 11
1W
DEFL. In (loc) Udell Ud
Verlfi-L) 0.09 3-6 �675 240
VertTQ -0.16 3-6 �371 180
Horzijr-) 0.03 1 rda n1a
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD
BQT CHORD 2X6 SP SS
WEBS 2x4 SP No.3 BOTCHORD
WEDGE
Left: 2x4 SP No.3
REACTIONS. (lb/sIze) 1=17761Mechani�1,3=1411/MechanlmI
Max Horz 1=169(LC 7)
Max UpIlfil=-812LC 8).3=-658(LO 8)
Max Grew 1=1867(LC 2), 3=1480(LC 2)
FORCM. (Ili) - Max Comp /Mix Ten-- All fo—rces250 ([b)-or less except when she=.
TOP CHORD 1-2-521/373
BOTCHORD 1-7-2711178
Scale - 1:16.8
PLATES GRIP
MT20 2441190
Weight: 48 If FT - 0%
Structural mod sheathing directly applied or 5-1-0 cc puffins, except
end verticals.
Rigid ceiling directly applied or 10.0-0 cc bracing.
NOTES-
1) Ply to ply nailing Inadequate
2) 2-ply truss to be connected together as follows:
Top chords connected with 10d (0.1 31"xil") nails as follows: ZX4 - 1 row at 0-9-0 cc.
Bottom chords Connected with 10d (0.1131'xY) nails as follows: 2x6 - 2 rows staggered at 0-7-0 cc.
3) All loads are Considered equally applied to all plies, except If noted as front (F) or back (S) face In the LOAD CASE(S) section. Ply to ply
Connections have been provided to distribute only loads noted as (F) or (B), unless othemise Indicated,
4) Wind: ASCE 7-10; VUH=160mph (3-second gust) Vasd=1 241 TCDL=9.Opst, SCIDL=10pst, h=1 sit; B=45ft; L-24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCp1=0.1 B; MWFRS (directional); cantilever left and right exposed ; end vertical left and Tight exposed; Lumber DOL=1.60
plate grip DOL=1.60
5) Plates checked for a plus or mInus 0 degree rotation about its Center.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
7) - This trui SS has been designed for a live load of I O.Opsf on the bottom chord in all areas where a rectang IS 3-6-0 tall by 2-0.0 wide will
fit between the bottom chord and any other members, with BCDL = I 0,0psf.
8) Refer to girder($) for trul ss to truss Connections.
9) Phavide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 It, uplift at joint(s) except jt=1b) 1 =812,
3=658.
10) "Serni-rIgid pitchbreaks Including heels" Member end lbefty model was used in the analysis and design of this truss.
11) Use Simpson Strong -Tie HUS26 (14-1 Od Girder, 4-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 cc max. starting at
1-1 -12 from the left end to 3-1-12 to connect truss(es) to back face of bottom chord.
12) Fill all nail holes where hanger Is In contact with lumber.
LOAD CASE(S) Standard
0111111111111,
pS A
%%0 .......
0,
M 3938
Sl
fir
.ORk %
7, ...... '
ON A%—
"JI11110"It'
A'
FL Cert. 6634
August 26,2015
AWAMING.-Ir"i doaksplinangums.rd READ NOTES ON THISAND INCLUDED ARTEX PIEFEALANCEPAGE 1&1-7473 ro� OVIW0159EFORE USE.
Design �.lidl f.I US. Only Wth Millek Correctors. The design S based only upon porometem sha� and Is for an indAdual building component.
ITS!
APPIC.VVY of design parameters and croper Incorporation of component a hapombility of bundling designer - not trus, dedgmer. Bracing sh�
Is for lateral support at Individual a,lo member, only. Additional tomfoolery bracing to Insum, staloffy during construction 6 the responsibililty of the
MiTek'
Cocto, Additional permanent bracng of the overall stwelm is the he,forlibility of the building designer. Par general guidance regarding
fabrication. quality Control, storage. daWety, erection and bracing, conwlt ANSI/11`11 Quality CrIterx. D53-89 and SCSI Building Component
6x4 Ponies seat Blvd.
Safety Information owt.ble thanaTrus, Plots Institute. 781 N. Lee Steel. Suite 31Z Alexandirla. VA M14.
Tampa, Fl. 33610
Job
Twill;
Qty
Ply
PHOENIX R�W HOMES, INC.
V368620
29314
1
2
�
J2b Btift Ifirtapa factional
East Coast Truss. 1-t. Via.. 14 U940
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase-1.25
Unrlorm Loads (pit)
Vert: 1-2=.70. 3-4--20
Concentrated Loads (1b)
Vert: 7=-1379(B) B-1364(8)
1.wo Ouna 1*1u1*M11eaIrOuamIs,1r1 ....
I D:OgmAjBR759JKFb?dPTEOhOYI99T-IQDPEgCqhSg�DU02S3UN1 RLAfywZjwpsqRhZE5yk1 Ga
WARNING - Vent, design panamrafers; and READ MOMS ON THIS AND INCLUDED MITEK REFERANCE PAGE 01-7473 . OV1042015 BEFORE USE
Design voild far us. .* Wth Wel, correct.. This design Is based only upon parameters sho,,n, and Is for an andivIdual buildIng component.
Applicability .1 demgn parameters and proper Incorponotion of cornporaml is responsibility of building designer - not Iwo designer. Bracing sh�
Additional temporary bracing to Insurer stability dudng construction 6 he responsibility of the
MiTek'
ereata. Additional permanent bracing of the oyamA druclum Is the responsibility of the bultding designer, For general guidance regarding
fabrication, quality comic, storage, delivery. creation Ord bracIng, consult Alli Quality Crieflo, DSB49 and BCSI Buthiling Component
Bass parive East BW.
Salmlyinformallon avvibblefronsTruss Picie Institute, 781 N. Lee street. Suile,312. Ale=nddm VA 22314.
Tamps. FL 33610
Job
Truss Type
PHOENIX R11PLTY HOMES. IN
U368021
2931 4
More,ft,h Gl,d.r
jQtY
1
�Ply I
� Jgb Bilffiftligs (optionall
EastCoastTrass, R. Pima*. FL N946
2
1
�o
Ie,. s"""xu"bM1Tak1nde9f1.-, -fx� -�--1 '-I- �
ID:OgmAjOR759JKFb?dPTEghQYlggT�zwYqJD�xT(OY�p9ajwE_X3lFkRN3035RXnXyk1 GZ
2x4 11
3A = W 11
64 = 3.4 =
LOADING (pso
SPACING-
2-0-0
CSI.
DEFIL
In
(too)
Ydeff
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.36
Vert( 1)
0.05
4-9
�999
240
TOOL 15.0
Lumber DOL
1.25
BC 0.67
Vertffi-)
-0.08
4-9
"08
100
SCILL 10.0
Rep Stress Ina
NO
WB 0.00
Horz(TL)
-0.00
4
WE
We
BCDL 10.0
Code FBC2014jTP12OO7
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP SS
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=-68311-",4=878/Mechanical,1=217810-3-8
Max Horz 2=147(LC 7)
Max Upl1ft2=-683(i_C 1). 4=-453(LC 8). 1�11071(]_C 8)
Max Grav 2=442(LC 8), 4=878(LC 1), 1=2178LC 1)
FORCES. (lb) - Max. CompJMax. Ten. - All forces 260 (lb) or less except when shown
TOPCHORD 1-3�527/815
BOTCHORD 1-9�7361496
BRACING-
TOPCHORD
BOTCHORD
6.1. = 1:17.0
PLATES GRIP
MT20 2441190
Weight: 23 lb FT = 0%
Structural wood sheathing directly applied or 5-4-0 cc purlins, except
end verticals.
Rigid ceiling directly applied or 7-7-14 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, In accordance With Stabilize,
Installation guide,
NOTES-
1) Wind: ASCE 7-10: Vuft=160mph (3-second gust) Vasd=124mph: TCDLc9.Opsf, BCDL=3.Cpsf-, h=1 Sit; B=45ft; L=24ft; cavezelft; Cat. 11;
Exp D; Encl., GCpi=O.iB; MWFRS (directional): cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads.
4) - This truss has been designed for a live load of 10,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = I O.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 2=683.
4=453.1-107i.
7) "Seml-rig[d pitchbreaks including heals" Member end fixty model was used In the analysis and desig n of this truss.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 131 Ita down and 76 111 up at 1-4-5,
and 1693 111 down and 908 111 up at 3.5-10 on bottom chord. The design/selection of such connection device(s) is the responsibil . Ity of
others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss am noted as front (F) or back (8).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber lncmase=1.25, Plate Increase=i.25
Uniform Loads (plo
Vert: 2-5=70, 1-3=-70, 1-4=-20
Concentrated Loads (11b)
Vert: 9=-131(B) 10=-1693(B)
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FL Cert. 6634
August 26,2015
RNING. veiryst.1go p......rdREAD NOTES ON THISAND INCLUDEDMITIEK REFE�NCEPAOEAE-7473 . OVIMOISBEFOrni ME
DesIgn vold for use OnTy with Mrok connectors. This denlip, Is leased only upon pearseters sho� ondisforanincividuallbuiRdfingcompoment.
AppleablUty of deafgh parameters end proper Incorporation of component ts resPohn britt, of bUdIng designer -not two designa% among sho�
Is for aleml support of Inetwidual �b members on�/. Additional tomponx, bracing to Insure stakelfity during constructon Is the msponsbUty of the
Welc
ere�al. Addiffond permanent lomcing of the overall structure is the resoonslol4ty of the bullorng designer For general guldance recording
fabrication, quality central, storage. derweq. erection and bracing. consult ANSVTNI Quality Criteria, DSB-89 and BCSI Building Component
69N Park. East BlNd.
Safety Information civail.lbi. from Tress Plot. Institute, 781 N. Lee Smeel, lure 312, Alexandria, VA 2M 14.
Tamp, R 33610
Job Truss
Truss Type
PMOIDAX R�� HOMES. INC.
T7W8622
29314 MG3
Moropitch cater
�Qty
1
jP1Y
JOILRefeltunce (opt onall
East Coast Tans. Ft. '10rea, �L 3'n146
�1
3X4 =
ID:OpmAJBR759JKFb?dPTEghQylggT...YqJo_xTrOY-c9ai.�-PblHoRN3035RXnXykl GZ
2-2-0 2.10-0
1�
Scale = 1:14D
LOADING (pst)
SPACING-
2-0-0
CS1.
13EFL In
(IoG) Vdefl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC; 0.84
Vert(CIL) 0.08
5 �766 240
MT20 2441190
TCDL 16.0
Lumber DOL
1.25
BC 0.53
Vert(TIL) -0.13
5 �451 180
SCUL 10.0
Rep Stress Incr
NO
W3 0.00
Horz(TL) 0.03
4 nla r1a
BODL 10.0
Code FSC20141TPI20O7
(Matrix-M)
Weight: 23 lb FT-O%
LUMBER.
BRACING -
TOP CHORD 2X4SPNG1
TOPCHORD
Structural wood sheathing directly applied or 5-0-0 Do puffins. except
BOT CHORD 2x6 SP No.2
end verticals.
WEBS 2x4 SP No.3
BOTCHORD
Rigid wiling directly applied or 10-0-0 Do trading.
MiTek recommends that Stabilizers and required class Crean
be Installed during truss erection, In accordance with Stabillz
installation guide.
REACTIONS. (lb/sIze) 1=417/0-8-0,4=59SIMechanicali
Max Hom 1=131(LC 5)
Max Uplfttl�2115(LC 8),4�295(!_C 8)
Max Grav, 1=453(LC 28),4=621(LC 28)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (11g) or less exceptwhimt _Showm
TOPCHORD 1-2�794/375, 2-3=-10521490
SOT CHORD 1-5-3481686, 2-10�47711030.4-10=-154/304
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph;TCDL=9.Opsf; BCDL=3.Opsf; 11=1511; B=45ft; L=24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFR8 (directional); cantileverleft and right exposed ; end vertical lefland rightexposed; LumberDOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) - This truss has been designed for a live load of I O.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-a-0 wide vrill
fit between the bottom chord and any other members, with BCDL = I O.Opsf.
5) Refer to girder(s) for truss to truss Connections.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Itt uplift at joint(s) except ot=lb) 1 =21 S.
4=295.
7) "Semi-rigld pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss.
8) Use Simpson Strong -Tie HUS26 (14.1 Old Girder, 4.1 Old Truss, Single Ply Girder) or equivalent at 3-6-12 from the left end to Connect
bruss(es) to front face of bottom chord.
9) Fill all nail holes where hanger Is in contact with lumber.
10) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 123 Ill down and 84 It, up at 1-3-5
on bottom chord. The desIgniselectlon of such connection devici Is the responsibility of others.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pIQ
Vert: 1-3=-70, 1-5=-20, 2-4�20
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FL Cert. 6634
August 26,2015
WAFINING - Verhy, danun uhmunfivar and FIEAD NOTES ON THIS AND INCLUDED MITEK REFEAANCE PAGE Al r., OVISM015 BEFOANE USE.
Design valid W use only Win Wels connectm Thmdeson 4 based a* upon parameters slho� and 4 for an ihdi�fdual building component.
Applicablilly of design parameters and pro,perInconsomflon of component Is responslailty, of bullafrig designer - not thm, designer. Bracing slh�
Is for lateral support of individual wal, members only. Additional temporary bracing to Insure stobility during construction Is the responsilb1ity, of In.
MiTek'
..far Addiii ... I permanent procIng of the ...0 structure is Me responsilUtty of the buildflng designer. For general guidance regording
folb6cation. quality control. storage. daMeN, erection and placing, consult ANSI/TPII Q-.RY Wed., DSB49 ad Dal Building Conape.sral
69N Parise Esirt Live.
Safety Information ovolable fromhuss Plate Institute, 781 N. Lee Steel. Suit. 312. Alexandria VA MI 4.
Tamp, FL 33SIO
nus"
Type
PlY
PHO2hHX REALTY HOMES, INC.
736WV
wo
IMM-5:1tch GIrshe
jQty
I
Job—
E.1tC.aMT.ss, Ft.
LOAD CASE(S) Standard
Concantrated Loads (11a)
Vert: 7-78 10=-477(F)
ID:OgmAJBR759JKFb?dPTEghQylggT�ozcuYqJD_xTrOY�_cgajwE�_Pb?HcRN3035RXnXyklGZ
,&WARNING-V"i deds, parameters ardJAISAD MOMS ON MUSAND INCLUDED Affni REFEIVINCEPAGE Wi MK OV10,215 Bli USE.
Design valid for use only with Mfliek Connectors. �ls Design � based on, upon parameters mc�n. and Is for an Irdrrolual puldir component.
Appactalat, of design parameters and proper Imas%otation of component is reeponablity of busi designer - not trusia deargmer. Braornstho,m
11 for lateral support of individual wee members any. Addii lemparaq bracing to insure stability during construction is the issesomilbilly or the
.reciv. Additional Consonant bracing at the onnal structure Is the responabiffir of the building dossIgme, Far general guldconce regaiding M!Tek*
fabrication. quality central, storage. derwerr. creation and tapping, consult ANSM11 Goody Crilaria, DSB-89 and BCSI Building Component 69sl Paress East Bled.
S.f.Warforamders nibble from Tru. Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Tom". FL 33610
Job
Type
Qty
ply
T73118523
29314
P-SIS
1 2
1
East Coast Truss, -1. "... IL 34946
i
2.4 �
ID:OgmAJBR769JKFb?dPTEghQylggT-G_X.5ury.H3KTA7A9t5yTSV*k_gleAqJgHIA4JZYkIGY
4.60 r12
14 =
LOADING (psfI
'CNG'
SPA
2-!20
CS1.
DEFL.
In (loc)
Vdefl
Ud
TCLL 20.0
Plate Grip DOL
5
1 25
TC 0.03
Ve I(I-1.)
n1a
rda
999
TCDL 16.0
Lumber DOL
1.25
BC 0.02
Vert(TL)
rda
File
999
SCLL 10.0
Rep Stress Ina
YES
WBI
Hoa(TL)
-0.013 3
n/a
n/a
BCDL 10.0
Code FBC2014ffPI2007
(Me
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOPCHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS. (IbIsize) 1=46/1-11-5,3=4611-11-5
Max Hom 1=32(LC 5)
MaxUpIlft1=-20(LC8),3-22(LC8)
MaxGrav1=51(LC13),3=54(LC13)
___ FORCES.—(Ib)-Max.-CompJMaar_Ten. -All forces 250 (11b) orAess except,when show. _ _
Scale = 1:6.B
PLATES GRIP
MT20 2441190
Weight: 5 lb FT = 0%
Structural wood sheathing directly applied or 2-0.0 00 purlins, except
end verticals.
Rigid ailing directly applied or 10-0-0 oc bracing.
r-c k facemmendr, that Stabilizers end required cross bracing
MTO fit d th�6n
be lists Ile g truss erection, in accordance with Stabil
I GIG
nstallat on Guide.
NOTES.
1) Wind: ASCE 7-10; Vuft=l 60mph (3-second gust) Vasd=1 24mph: TCDL=9.Opst. ECDL=3.Opsf; h=1 5ft; B=45ft; L-24ft; eave=4ft; Cal, 11;
Exp D; Encl., GCpi=0.18; MWFRS (directional): cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. ItIsthe
responsibility of the fabricator to increase plate sizes to account for these factors.
3) Plates checked for a plus or minus 0 degree rotation about its Center.
4) Gable requires Continuous bottom chord bearing.
5) This truss has been designed for a 10.0 par bottom chord live load noncacuffent with any other live loads.
6) - This truss has been desig tied for a live load of I O.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 an d any other members, wth BCDL = 1 O�Opsf.
7) Bearing at joint(s) 3 considers parallel to grain value using ANSIrrP I I angle to grain formula. Building designer should verify Capacity
of beading surface,
8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at jolnt(s) 1, 3.
9) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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E FL Cert. 66347]
August 26,2015
WAMING. Vely d*sign parannulan, and READ MOMS ON MIS AND INCLUDED ARTEK REFERANCE PAGE 01-7473 . OVIWGIS BEFORE USE
Design valid for use only with Mi connOctps� This design 4 based GO/ upon ponamelers shown. and Is for an hdlvduol build ng component.
Appl..1bitty of d.1,n paran.lers end propor In.onecoation at Component a responsbtfity of building designer - not twsp deugnrn, Seeping sjn�
11 for lateral support of Individual wat, membars only. Additloncilempo�Waclngtolnsumstablntyd�ngcon5twcticnblhe responsiblifity of the MiTek'
.ractor. Additional pemurnent bracing of The owned structure r the assarvarlpity or ffie building dedgner, For general uldoncenetnaul
fabdouicn. quarity controL storage, dellv,,y. enection and brocIng. consult ANSUTP11 Quality criteria, DSO-89 and BCSI Building Compgrend Goes Pastor East Sons.
Safety Information ovaflable from Truss Plate Inslitutr, 781 N. Lee Slseet. Suite 312. Alexandra, VA 2214. T.Cap-, FIL 33610
a
JOD
INSS
Ss Type
PlY
PHOENIX REALITY HOMES. INC.
T7368624
29314
MR/4
�Qty
2
lab R.LuLocas hoptans])
..�, le.., I I.e.. 11. 1--, 11 .
�4 �
4.0-0
W 11
2
3
m"H3'KTA'7A'9t5'yTSWin9idAq-JgHLA4JW GN
Scale - 1:10.4
LOADING fipso
SPACING-
2-M
CS1.
DEFL. In
(too) Well Lld
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.30
Vert(LL) me
- Pita 999
MT20 2441190
TCDL 15.0
Lumber DOLL
1.25
ED 0.18
VertcTL) n1a
- n/a 999
BCLIL 10.0
Rep Stress Ina
YES
WE 0.00
Horz(TL) -0.00
3 n/a nla
BCOL 10.0
Code FBC2014rrPI2007
(matrix)
Weight: 12 It, FIF = 0%
LUMBER.
BRACING.
TOP CHORD 2x4 SO No.3
TOPCHORD
Structural wood sheathing directly applied or 4-0-0 oc, purfins, except
BOTCHORD 2x4 SO No.3
end verticals.
WEBS 2x4 SP No.3
BOTCHORD
Rigid wiling directly applied or 10-0-0 Go bracing.
Mi Tell recommends that Stabilizers and required cross Dracing
be installed during truss erection, In accordance with Stabilizer
Installation guide,
REACTIONS. (Iblfie) 1=13613-11-5, 3=13613-11-5
Max Horz 1=94(LC 5)
Max Upliftl=-59(LC 8), 3�65(1_C 8)
Max Griv 1=151(LC 13). 3ml6O(LC 13)
ORCES—UO) -Nax-Comp./Max. Tell. -All torces 250 fib) or less except when she=.
NOTES.
1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph;TCDL=9.Opsf; BCDL=3.Opsf; h=11511: B=45ft: L=24ft; eavecuifl; Cat. Il:
ExpD;EnC1., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed: Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) Gable requires Continuous bottom chord beating.
4) This truss has been designed for a 10.0 Pat bottom chord live load nonconcumentwfth any other live loads.
5) - This truss has been designed for a live load of 10.Opsf on the bottom chord In all areas where a rectangle 3-60 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 1 O,Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 1. 3.
7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss.
J.
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FL Cert. 6634
August 26,2016
AwAminG - Vadfrdasignpanini end READ NOTES ON Me AND INCLUDED MITTEX IZEFEAANCE PAGE 161-7473 M4 OV1642016 BEFORE USE.
Design valid for use a* Wth Minsk correctors. ThIs deOgn is based cry upon Parameters Sh�. and 4 for an Inolvidual building Component.
Applicoblity of design parameters and proper Incorporation of component is responsionity of building designer - not trus designer. facing slnc�
15 for lateral support of Individuot �b members Only. Addricral lemporarr bracing to insure stctsfily during coraftclan Is the responsibility of the
MiTek'
e.cf., Additional permanent bracing of the .,arullnructuse Is the responsibility of the building designer For general guidance regordIng
r.b1I..km, uol, ocrilral, delivery. antefion and Loarcirg, comult ANSVTPf Quality Ciflasho, DS3.89 and BCSI Building Component
69IM Padua ESIN give.
SoloWnforrallon available from True; Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314.
T.,,, M 33010
f"
Job is
Truss
ruse Type
City
Ply
EINIX RIVEFTHOMES. INC.
T7368825
29314�
mve
alley
1
]JP80Efran.9
Qb B Collard)
... ... Is I 'I's".
ID:OgmAjBR759JKFb?dPTEghQylggT.P_A_5ur�-HiKTA7AWyfSWYP9d5AqJ9HtA74JZykIGY
ZA 11
2
3
2X4 c' U4 11
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL.
in (too)
Wen
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.90
Vert(LL)
n/a -
111113
999
TCDL 15.0
Lumber DOL
1.25
BC 0.53
Verl(TL)
true -
Into
999
BCLL 104
Rep Stress ]nor
YES
WE 0.00
Horz(TQ
-0.00 3
n/a
n1a
BCDL 10.0
Code FEC2014/TP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.3
SOT CHORD 2x4 SP NO.3
WEBS 2x4 SO No.3
REACTIONS. (lb/sIze) 1=22615-11.5,3=22615-11-5
Max Horz 1=155(LC 5)
Max UplifiI 8),3�107(!_C 8)
Max Great 1 =252(LC 13), 3=267(LC 13)
FORCES. (Its) -Max. CompJMax. Ten. -All forces 250 (Its) or less except when show.
Sce. - 1:15.4
PLATES GRIP
MT20 244/190
Weight: 19 to FT=O%
BRACING-
TOPCHORD Structural wood sheathing directly applied, except end verticals.
BOTCHORD Rigid Calling directly appIled or IG-0-13 Do bracing.
MiTek recommends that Stabilizers and reculred cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation aulde.
1) Wind: ASCE 7-10; VUR=160mph (3-second gust) Vasd=124mph;TCDL=9.0pst BCDL=3.0psf, h=151t; B=45ft; L=241t; eave=4ft; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS (directional): Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its Center.
3) Gable requires centinuoms bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
5) - This truss h as been designed for a live load of I O.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0.0 wide VAII
fit between the bottom chord and any other members, with BC DL = I O.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at jolm(s) 1 except Ot=lb)
3=107.
7) "Seml-rigid pitchloreaks Including heels" Member end fixity model was used in the analysis and design of this truss.
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FL Cert. 6634
August 26,2015
WAMiNa. VuLydexOnpuSnimermandREADNOTIES ON MS AND INCLUDED ANTEK REFERstuNCEPAGEM1.7473 n� 0211WO15BEFORE USE
DesIgnvold foruse only viith MTek connected. This deegrik based r4yW.n pansmetexssh�, cnd is foranIndividuclibuldIngdomp.rient.
Applicability ofdmign parametemand on,peruscortexxotion olcomponertisre,vordbBity0flouildfing deagner-nottruss; destgner. Bracing sh�
IS for lateral support of individual �b members only. Additlord temparm, bracling to Insure stability during corem,ction is the res,onsiblEty of the
MiTeW
erector AcciTtional permanent bracing of the overafl structure is the responsinty, of the bufldng designer. For general guidance reoraing
fabrication. quality control, storage, delivery, ensclion and orccing, corodt ANSIl Quallf, Criteria, DSD-59 and Cat Building Component
CON Perko E,art BIW.
Safely Information aucilable from Truss flate Institute, 781 N. Lee Street, Sulte 312, Alexandra, VA 22314.
Tampa, R 33610
fe
Truss
Truss ypes
PHOENIX FEAJ.TY HOMES. INC.
Truffin
MY1
Valley
jQIy`
1
JFIY , I
Job E39f2i:990 (Opt Onall
Eall coca In".. '�. 1—, 11 �vafi
i
. .... .... xm..svea'ma. I—
ID:OgmAlBR759JKFb?dPTEghQylggT-kA�5NJEs7JbBB4KiNlacB?f3s7Z2TvGVJWPWOrOyklGX
Scade = 1:18.9
t!x4 11
3
4
2.4 1.4 11
LOADING Pat)
SPACING-
2-0-0
CS1.
DEFL.
in (too)
Well
Ud
TOLL 20.0
Plate Grip DOL
1.25
TO 0.32
VeI(LL)
n1a -
n1a
999
TOOL 15.0
Lumber DOL
1.25
BC 0.20
Vert(TL)
are -
We
999
BCUL 10.0
Rep Stress Ina
YES
WEI 0.07
Hoa(TL)
-0.00 4
n/a
We
BCDL 10.0
Code FBC2014rFP]2007
(matrix)
LUMBER-
BRACING -
TOP CHORD
2x4 SP No.3
TOPCHORD
GOT CHORD
2x4 SP No.3
WEBS
2x4 SP No.3
BOTCHORD
OTHERS
2x4 SP No.3
REACTIONS. fifictsize) 1=10617-11-5.4=14417-11-5,5=38lf7-11-5
Max Hom 1=217(LC 5)
Max Uplift 1=-22(LC 8), 4�66([_C 5). 5=213(LC 8)
M�Gravl=128(LC14),4=173(LC13),5=442(LO13)
FORCES. (11b) - Max. CompJM=. Ten. - All forces 250 (lb) or less except when show.
WEBS --2-5--2931230
PLATES GRIP
MT20 2441190
Weight: 28 Ib FT - 0%
Structural wood sheathing directly applied or 6.0-0 cc purfins, except
end verticals.
Rigid calling directly applied or 10-D-0 cc bracing.
MiTels 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=160mph (3-secand gust) Vasd=124mph; TCDL=9.Opsf, BCDL=3.Dpsf; h=1 5ft; B=45ft: L=24ft; eave=4ft; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60
plate grip DOL=11.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) Gable requires continuous bottom chard bearing.
4) This truss has been designed for a 10.0 psf bottom chard live load nDnconcunrent with any other live loads.
5) - This truss has been designed for a live load of IO.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will
fit between the bottom chord and any other members, with BCDL w 1 O.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ita uplift at joint(s) 1, 4 except at=lb)
5=213.
7) 'Semkigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss.
S A.
.........
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FL Cert. 6634 1
August 26,2015
WAMING - Vnrydesignparamearms andFrEas!) NOTES ON This ANDANCLUDED MITSKREFEADINCEPAGEA&I mv� OVIWO15BEFOAIE USE
Des4invold far.. mlywth Waticonnectors.thisoleagrih baned fariya,.n pararmalers nhc�. and Isforaninclividualb0dirg COmponem.
Applicablaty of carton p.rarmat.rs and praperin..npmat[.� of component a rrep.m,fbMty of b.Odlhg designer -not twes designer, 3menghor,m
Is for lateral support of indi'Molual vvela merracers only. Additional ternporcry brocing to Insure stability during construction Is the responsibIlty of the
M!Tek*
erector. Additional permanent bracing of the overal structm Is the responsibillty of the building catkins, For spereal �fdonce res;caling
fabrication. quality contat storage, delI erection and maac1n9F Consull ANSIfTPlI Quallty Cifforks, DSB.89 and 8QL Building Component
69N Fare, Eiist firvil.
lately Information ovailotal. irons T�xs Plate ImI11,40, 781 N. Lee Street. fuse 312. Alf,mmId., VA V314.
Tampa. FL 33610
Symbols
PLATE LOCATION AND ORIENTATION
3z4 " Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
rE]� Apply plates to both sides of truss
Q�N—� and fully embed teeth.
0 -Ivi 6"
For 4 x 2 orientation, locate
plates 0- 'Ag' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in Mffek 20120
software or upon request.
PLATE SIZE
The first dimension is the plate
width measured perpendicular
4x4 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
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/TPII: 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
64-8 dimensions shown in ft-In-sixi
(Drawings not to scale)
Q
0
v/T M
Q
a 0 -N�A[Z� Q-
-
0
BOTTOM CHORDS
JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWIS
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERSAIETTERS.
I
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-131 1, ESR-1352, ESR1908
ER-3907. ESR-2362, ESR-1397, ESR-3282
0 2012 Mflrek8 All Rights
MiTak a
MiTek Engineering Reference Sheet: Mll-7473 rev.
A General safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSIL
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 loacring shown and never
stack materials on inadequately braced trusser.
4. Provide coples at this truss design to the bulicring
designer. erection supervisor, property owner and
on 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 wane at joint
locations are regulated by ANSIfrPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord vvith ANSIAPI 1.
B. Unless otherwise noted. moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted. this design is not applicable for
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 deflection.
11. Plate type, size, orientation and location crimensions
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 ceffling is installed. unless offiermse noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
approval of an engneeL
17. Install and load vertically unless Indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult With
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance vvith
ANSUTPI I Quality Criteria.