HomeMy WebLinkAboutTRUSS 4-3-18I
/ 4k
mm
W1 S
MiTek 9
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss-,desigrfs rely on lumber values established by others.
RE: M1 1420 - MANOR
Site Information:
Customer Info: WYNNE DEVELOPMENT Projec
Lot/Block: Subdiv
Address: UNKNOWN
City: ST LUCIE COUNTY State: F
Name Address and License # of Structural Eng
Name:
Address:
City:
MITek USA, Inc.
6904 Parke East Blvd.
Tampa, FL 33610-4115
t Name: M1 1420 Model:
sion:
ineer of Record, If there is one, for the building.
License #:
State:
General Truss Engineering Criteria & Design ads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.1
Wind Code: ASCE 7-10 Wind Speed: 165 mph
Roof Load: 37.0 psf Floor Load: N/A psf
This package includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal aff ixed to this sheet, I hereby certify I that I am the Truss Design Engineer and this index sheet
conforms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules.
ame I
Date
15/3/18
12
IT13944719JAl
13
1 T1 3944720
1 A2
15/3/18
14 1
T1 39447211
A3
15/3/18
5
1 T1 3944722
1 A4
15/3/18
6
1 T1 3944723
1 A5
5/3/18
7
IT13944724IA6
5/3/18
18
1 T1 3944725
1 A7
5/3/18
19
1 T1 3944726
1 BHA
1-5/3/18
110
1 TI 3944727
1 GR B
15/3/18 _J
Ill
IT13944728IJ1
15/3/18 _J
112
IT13944729IJ3
5/3/18 J
113
IT13944730IJ5
I
11
JR
15/3/18 J
115
1 T1 3944732
1 KJ7
15/3/18 1
FILE COPY
The truss drawing(s) referenced above have been prepared by MiTek
USA, Inc. under my direct supervision based on the parameters
provided by Chambers Truss.
Truss Design Engineer's Name: Alban!, Thomas,
My license renewal date for the state of Florida is February 28, 2019.
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSI/TPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTek. Any project specific information included is for MiTek's customers
file reference purpose only, and was not taken into account in the preparation of
these designs. MlTek has not independently verified the applicability of the design
parameters or the designs for any particular building. Before use, the building designer
should verify applicability of design parameters and properly incorporate these designs
into the overall building design per ANSI/TPI 1, Chapter 2.
IVI I M 'I I I.,
A�.
0 39380
6
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-TE 0 F Z
STA
.-40'
4 0 Ft % N
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0 N A k-
Thomas A. Albani PE No.39380
Mrrek USA, Inc. FIL Gert 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
May 3,2018
Albani, Thomas I of 1
Job
Truss
Truss Type
Qty
Ply
MANOR
M 11420
A
Common
1
1
I
Job Reference (optional)
unamueit5 i ru5s, inc., r-OH rielGe, r-L mijus iviar ii i!Uld lV11 leK mausiries, inc. inu may 3 u9:4ts:db euiu t-age i
I D:-kfiGCA6bx7j2Syl HDXFw7ye3KX-Sxl BYjq3v8l 6g PdfQnLiQsyTf6dyFfaE309OY2ZzKFI F
d
6
6-4-8
4.00 1 —1Z 4x4 =
M95 mi M. K
Scale = 1:59.3
6
17 . - is I -- -- . .
3x4 2X3 if 3X6 = 3x4 3X6 3x4 3x4
6X8 =
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In (loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.0712-23 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.1712-23 >999 240
BCLIL 0.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.02 10 n/a n/a
BCDL 10.0 Code FBC2017/TP[2014 Matrix -MS Wind(LL) 0.10 12-23 >999 240 Weight: 167 Ito FT = 20%
LIUMBER- BRACING -
TOP CHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 5-8-12 oc purlins.
BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 WEBS I Row at midpt 6-15
REACTIONS. All bearings 0-8-0.
(lb) - Max Horz 2=-1 79(LC 10)
MaxUplift All upflft 100 lb or less atjoint(s) 17 except 2=-186(Ld. 12),15=-908(LC 12), 10=-469(I-C 12)
Max Grav All reactions 250 lb or less at Joint(s) except 2=265(LO 21), 17=351 (LC 21), 15=1 555(LC 1),
10=733(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 3-5=-370[72415-6=-2641718, 6-7=-4381407, 7-9=-1286/872, 9-16=-1478/967
BOTCHORD 12-14=-377/728, 10-12=-817/1378 I
WEBS 5-15=-2711329, 6-15=-1213/791, 6-14=-4171720, 7-14=-612t535, 7-12�3513/626,
9-12=-340/347, 3-15=-530/448
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps.f; BCDL=3.Opsf; h=15ft; B=45ft; L=3511; eave=5tt; Cat.
11; Exp 0; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 t6 2-6-0, Interior(l) 2-6-0 to 17-6-0, Exterlor(2) 17-6-0 to
21-0-0 zone;C-C for members and forces & MW`FRS for reactions shown; Lum I ber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide
will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf
5) Provide mechanical connection (by others) of truss to bearing plate capable of!withstanding 100 lb uplift at joint(s) 17 except Gt=lb)
2=186,15=908,10--469.
Thomas A. Alban! PE No.39380
MITak USA, Inc. f L Cart 6634
6904 Parke East Blvd. Tampa I'L 33610
Date:
May 3,2018
I
WARNING - Verify design parameters and RE40 MOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEM11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only vAth MlIeW connectors. This design Is based only upon parameters shovin, and Is for an Individual building component, not
a truss systern. Before use, the building cleslonw must veilty tire applicability of design p6raineiers and property Incorporale this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addillonal temporary and permanent bracing
WiTek'
Is always required for stability and to prevent collapse k-Alh possible personal Injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, ereclion and bracing of trusses and truss systerym seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plale Institute, 218 fq. Lee Street, Suite 312, Alexandria. VA 22,314.
Tampa, Fl- 33610
Job
Truss
Truss Type
Oty,
Ply
T1 39447119
M11420
At
Common
12
1
�MANOR
Chambers Truss, Inc., Fort Pierce, FL t5A JU 5 Mal I I eU 10 IN i er, 111UUbUlUb, MU. imi may o vw'ao,aw cv i 0 Fage
ID:-kfiGCA6bx7j2Syl HDXFw7ye3KX-w7sZl3rhgS9zlZCr_UPfPgOknI B40zuDFpm5bOzKFIE
1-0- B-4- 11;1 1�4 1 �11-0 17-670 1 L2 .0 ? 0-1 L6 8 0 1 35-0-0 6-0
4 0 0� 1� 3 01
B-4-2 0�1 12 4-7-0 8-4-0 ?
1-0- i _ _
6
4. 0 0 F1_2
4x5 =
Scale = 1:59.5
o
17 . - 14
3X6 2x3 11 4x6 4xG 20 11 3X6
3x8 3x8 =
11-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC; 0.72 Vert(LL) -0.31 14-15 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.65 14-15 >645 240
BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(CT) 0.13 10 n/a n1a
BCDL 10.0 Code FBC2017frPI2014 Matrix -MS WInd(LL) 0.35 14-15 >999 240 Weight: 166 lb FT = 20%
LUIMBER- I BRACING-
TOPCHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-5 oc puffins.
BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 4-9-5 oc bracing.
WEBS 2x4 SIP No.3
REACTIONS. (lb/sIze) 2=1424/0-8-0, 10=1424/0-8-0
Max Horz 2=1 79 (LC 11)
Max Uplift 2=-868(LC 12), 1 0=-868(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when s6wn.
TOPCHORD 2-3=-3481/2332, 3-5=-2887/2019, 5-6-2886/2123, 6-7=-2886121,23, 7-9=-2887/2019,
9-1 0=-3481/2332
BOTCHORD 2-17=-2074/3261, 15-17=-2074/3261, 14-15=4 280/2118, 12-14=-2089/326 1,
10-12=-2089/3261
WEBS 7-14=-253/310, 5-15-2531310, 6-15=-644/985, 6-14=-644/985, 3-15=-6771504,
9-14=-6771504
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10, Vult=l 65mph (3-second gust) Vasc1=1 28mph; TGDL--4.2psf; BCDL=3.Opsf; h=1 5ft; B--45ft; L=35ft; eave=5ft; Cat.
11; Exp C; Encl., GCpI=0. 16; MW FRS (directional) and C-C Exterior(2) -1 -0-0 to 2-6-0, Interlor(l) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to
21-0-0 zone;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurre , nt with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 fall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf�
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except gt=lb)
2=868,10=868.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated ioad(s) 75 lb down and 70 lb up at
15-0-0, and 75 lb down and 70 lb up at 20-0-0 on top chord. The design/selection of such connection device(s) is the responsibility
of others. 1
7) 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 lncrease=1.25
Uniform Loads (pit)
Vert: 1-6=-54, 6-11 =-54, 1 B-21 �20
Concentrated Loads (lb)
Vert: 26=-75(F) 27=-75(F)
Thomas A. Alban! PE No.39380
MiTek USA, Inc. FL Cort 6634
8904 Parke East Blvd. Tampa FL 33610
Date:
May 3,2018
WARNING - Varifydesignparam.frs andRE40NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE M117473 rev. 10/03)2015 BEFORE USE.
Design valid for use only with 1,AllekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, no,
a truss system. Before use, the building designer must verity the applicability of design paramelers and property Incorporate this design Into The overall
building design. Bracing indicated Is to prevent buckling of Individual Irussweb and/or chord members only. Additional temporary and permanent bracing
-MiTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage. delivery, erection and bracing Of trusses and truss systerns. seeANSI/TPI I Quality Criteria, DSB89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information avollable froin Truss Plate Institute. 218 N. Lee Street. Suite 312, Mexandria, VA 22314.
Tampa, FL 3361 1 0
Truss Type
Qty,
Ply
ANOR
Job
Truss
T13944720
M11420
A2
Roof Special
8
1
Job Reterence,(optional)
qn � K A �
I I Onl A hAiTak I nril mtrio� Inc, Thu Mav 3 09:38:40 2018 Paqe
Chambers Truss, Inc., Fort Pierce,
6-5-14
3x12 =: 2. 0 0 Fl-2
ID:-kfiGCA6bx7j2Sy1
�-'&s
3- 01
4.00 F1 —2 4x5 =
SX8 2X3 !I
Scale = 1:60.4
LOADING (psi) SPACING- 2-0-0 GSI. DEFL. in (loc) I/defi Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.57 15 >743 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.05 15-16 >401 240 MT18HS 244/190
BCLI- 0.0 Rep Stress Incr YES W13 0.87 Horz(CT) 0.41 10 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.78 15 >536 240 Weight: 166 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-8-10 oc purlins.
BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at micipt 5-14
REACTIONS. (lb/size) 2=1349/0-8-0, 10=134910-8-0
Max Horz 2=1 79(LC 11)
Max Uplift 2=-625(LC 12), 1 0=-825(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when I s own.
TOPCHORD 2-3=-5765/3660, 3-5=-5280/3401, 5-6=-237511651, 6-7�2355/1'670. 7-9=-2572/1756,
9-10=-3356/2175
BOTCHORD 2-16=-3383/5481,15-16=-3391/5492,14-15=-2990/4930,13-14 I =-1 454/2426,
12-13=-1 952/3150, 10-12=-1 952/3150 =-3701282,
WEBS 3-15=-517/342, 5-15=-1 066/1889, 5-14=-2958/1935, 6-14=-749/11199, 7-14
9-13=-825/574, 9-12=0/299
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=l 65mph (3-second gust) Vasd=1 28mph; TCDL--4.2psf; BCDL=3.opsf; h=1 5ft; B=45ft; L--35ft; eave=511; Cat.
H; Exp C; Encl., GCpI=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interlor(l) 2-6-0 to 17-6-0, Extbdor(2) 17-6-0 to
21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated. 1
4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurfent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members.
6) Bearing at Joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle t.o grain formula Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except at=lb)
2=825,10=825.
I?
0
Thomas A. Albani PE No.39380
MiTok USA, Inc. FL Cert 6634
8904 Parke East Blvd. Tampa FL 33610
Date:
May 3,2018
wARNING- VrJfyd..1qnp..fr...d READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473reV. 10103)2015 BEFORE USE.
Design valid for use- only vAth Mllekrn) connectors. This design Is based only upon rymarneteis shovm. und Is for an Individual building component not
a truss system. Before use. the building designer Must Verify the applicabUlty of design parameters and properly Incorporate This design Into lhe overall
bullding design. Bracing Indicated Is to prevent L,*ickllng of Individual truss web and/oi chord members only. Additional Temporary and permanent bracing -M!Tek
Is always required for stability and to prevent c(Alapse vAth possible personal Injury and properly damage. For general guidance regarding the
fabrication, slorage. delivery, erection and bracing of trusk's and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avallabie from Truss Plate Institute. 218 N. Lee street. Suite 312, Mexandria, VA 22314. Tampa, FL 33610
1 —
Job
Tru s
Truss Type
Oty
"'
1 ply
MANOR
T13944721
M 11420
A3
Hip
1
1
KA-
Job R ference Lo
A �i KM7�U I�A-4,i- i- Thu M 3 09:38:41 2018 Parie 1
Chambers Truss, Inc., Fort Pierce, FL o. I ov S 1-1 -Y
ID:-kfiGCA6bx7j2Syl HDXFw7ye3KX-sW-JAltxB3PhXsLE6vS7Ua57]qqOsrJVi6FCii)zKFIC
14 �4 M115 17-0-0 "0 2��l A g7ig-�6 35-0-0 6-0
0 6_ _1 7-2-10 n.
"o L4'-� LO -�7 5-4-1
0- 6-3- i 4. 4
4.00 [ —1Y 4X-5 = 4x4
6 7
3x4 zz 5X8 2x3 11 3x6
3x12 :z 2.00 F12
Scale = 1:62.6
7
2 cb
C?
0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLIL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.56 17 >745 360 MT20 2441190
TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -1.06 16-17 >396 240 MT18HS 244/190
IBCILL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.41 11 rVa nta
BCDL 10.0 Code FBC2017/TP12014 Matnx-MS Wind(LI-) 0.78 17 >538 240 Weight: 173 Ib FT = 20%
LIJIMBER- BRACING-
TOPCHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-8-11 oc purfins.
BOTCHORD 2X4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SID No.3 WEBS 1 Row at micipt 5-16
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0
Max Horz 2=-1 75(LC 10)
Max Uplift 2=-825(LC 12), 11 =-625(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-576713803, 3-5=-528913602, 5-6=-2421/1761, 6-7=-226211731,7-8=-2401/1785,
8-1 0=-2569/1849, 10-11 =-3358/2259
BOTCHORD 2-1 8=-3538/5482, 17-18---3549/5498, 16-17=-3194/4939, 15-16--L-1 32412238,
14-15=-1 546/2427, 13-14=-2045/3152, 11-13=-2045/3152 i
WEBS 3-17=-508/336, 5-17=-1 141/1908, 5-16=-2938/2044, 6-16=-365/618, 7-1 5=-499/604,
&1 5=-3351287, 10-14=-827/576,10-13=0/300
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=1 65mph (3-second gust) Vasd=l 28mph; TCDL=4.2psf,; BCDL=3.Opsf; h=1 5ft; B--45ft; L=35ft; eave=5ft; Cat.
11; Exp C; Encl., GCpI=0. 18; MW FRS (directional) and C-C ExLedor(2) -1 -0-0 to 2-6-0, Interior(l) 2-6-0 to 17-0-0, EXteTior(2) 17-0-0 to
18-0-0, Interior(l) 22-11-6 to 36-0-0 zone;C-0 for members and forces & IVIWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water poncling.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to. grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=825,11=825.
Thomas A. Alban! PE No.39380
MiTek USA, Inc. FL Cart 6634
6904 Parke East Bid. Tampa I'L 33610
Date:
May 3,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INcLuDED mrrEKREFERAmcE PAGEMII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mliekl) connectors. This design Is, based only upon parameters shown, and is for an Individual building component, not
a Iruss system. Before rise. ihe building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
Additional leff1porary and permanent bracing
bulldlng design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.
Is always requilred for stability and to prevent collapse Win possible personal Injury and property damage. For general guldance regarding the
fabrication. storage, deliv e, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSEI-89 and BCSI Building Component
6904 Parke East Blvd.
Tampa, FL 33610
safety Informatto n available from Tniss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314.
Job
Truss
Trus Type
aty
Ply
MANOR
I
T13944722
M 11420
A4
Hip
I
Job Reference (qp�onal)
Chambers Truss, Inc., Fort Pierce, FL 13.130 s Mar 11 20i 8 MiTek industries, Inc. Thu May 3 09:38:42 2018 Page 1
ID:-kfiGCA6bx7j2Syl HDXFw7ye3KX-K!YiN5tZyNXYgOwQfdzMOoeGIEBebJifxm-mBKzKFIB
7-11-14 1 11 0-4 1 IL1.44-"11 gZ 9��6 35-0-0 V6-0-?
0-0-0 1
L
7-11-14 3.�' — - 1 1 6.�. -2-10
171.0 T- t 10 T2 5--0.0 7 a
4.00 [12 45 48 = 24 11
6 7 8
6
Scale = 1:62.6
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) Well Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.671 Vert(LL) -0.51 16 >818 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 ac 0.89, Vert(CT) -0.95 16 >442 240 MT18HS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.741 Horz(CT) 0.37 10 n1a n/a
BCDL 10.0 Code FBC2017/TP12014 Matr1x-MS Wind(LL) 0.70 16 >597 240 Weight: 166 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 20 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-5-7 cc PLIMins.
BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 3-8-4 cc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-15
REACTIONS. (lb/size) 2=134910-8-0, 10=1349/0-8-0
Max Horz 2=-1 55(LC 10)
Max Uplift 2=-825(LC 12), 10=-825(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-4�5727/4026,4-5=-5210/3802, 5-,6=-2939/2239, 6-7=-2792/2190,7-8=-2470/1993,
8-9�2542/1930, 9-10=-3354/2403
BOTCHORD 2-17=-3740/5444,16-17=-3747/5447,15-16=-3340/4846,14-1 5=-1599/2391,
13-14---162412401, 12-13=-2182/3130, 10-12�2182/3147 '
WEBS 4-16=-539/357, 6-15=-424/680. 7-15=-422/697, 9-13---861/647,, 9-12=0/306,
5-16=-1279/1924,5-15�2430/1787
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=l 65mph (3-second gust) Vasc1=1 28mph; TCDL--4.2psf; BCDL=3.Opsf; h=1 5ft; B--45ft; L--35ft; eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 15-0-0, Exterlor(2) 15-0-0 to
20-0-0, Interlor(l) 24-11-6 to 36-0-0 zone;C-C ior members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp
DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Ali plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Vill fit between the bottom chord and any other members.
7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface. 1
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except at=lb)
2=825,10=825.
Thomas A. Alban! PE No.39380
Wok USA, Inc. I'L Cort 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 3,2018
WARNING - Verity design parameters and RE4D NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 101012015 BEFORE USF_
Design valid for use only with Milek*) conneclors. This design Is based only upon rxiforne,leis shown, and Is for an Individual building component, nor
a truss system. Before rise. the building designer must verify the applicablilly of design Txnarnelers and property Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MT-ek'
Is always requited far stability and lo prevent collapse with possible personal Injury and property domage. For general guidance regarding the
fabrication. storage. delivery, erection and bracing at tnisses and truss systems. seeANSVTPI I Quality Criteria, DSB89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information avaflable from Truss Plate Institute, 218 N. Lee Street. Suite 3*12. Alexandra, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
aty
Ply
MANOR
T13944723
�:[A'1-5'
Hip
I
I
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek I ndUstries, Inc. Thu May 3 09:38:43 2018 Page I
ID:-kfiGCA6bx7j2Syl HDXFw7ye3KX-ouB4bRuBjgfPnAVdDKUbZ?ASJeWbKlleoAokJknzKFIA
1 ' �4 U-0,0 17-6-0 0-0 27-9-6 35-0-0 $6-O-Q
N 1 .1 W I I
, "00- 4--�— 1-12 4-6-0 4--1-1— 5-9-6 7-2-10 4-0-6
Scale = 1:61.5
4xS
4xG 3x4 46
4.00 FIT 4 5 24 625 26 27 7
5x12
302 2.00 Fiff
2x3 11
3x6 =
�2
0 T
16
6
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.52 14-16 >813 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.96 14-15 >438 240 MT18HS 2441190
BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.37 9 n/a n/a
BODL 10.0 Code FBC2017/TP120114 Matrix -MS Wind(LL) 0.71 14-15 >588 240 Weight: 163 lb FT = 20%
LUIMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-8-5 oc puffins.
BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0
Max Harz 2=-1 36(LC 10)
Max Uplift 2=-826(LC 12), 9=-825(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown.
TOPCHORD 2-3=-5766/4136, 3-4=-5219/3848, 4-5=-3738/2794, 5-6=-358012701, 6-7=-2472/1983,
7-8=-258011976, B-9=-3350/2455 1
BOTCHORD 2-15=-3854/5481, 14-15=-386415491, 13-14=-3392/4858, 12-13=-2113/3091,
11 -1 2=-223313144, 9-11 =-2233/3144 1
WEBS 5-13=-727/1023, 6-13=-373/694,'6-12=-889/704, 7 - I 2=-345556, 8- 1 e=-810/649,
8- 11 =0/284, 4-14=-1 284/1813, 4-13=-1 981/1559, 3-114=-538/37�
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASC E 7-10; Vult=l 65m ph (3-second gust) Vasd=1 28mph; I L;UI-=4.2pST; tjL;tjL--3.Opsf, h=1 5ft; B--45ft; L=35ft; eave=5ft; Cat.
11; Exp Q Encl., GCpi=O. 18; MIN FRS (directional) and C-C Exterior(2) -1 -0-0 to 2-6-0, Interior(l) 2-6-0 to 13-0-0, Exterfor(2) 13-0-0 to
26-11-6, Interlor(l) 26-11-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=11.60
3) Provide adequate drainage to prevent water poncling.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) at truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=825,9=825.
Thomas A. Albani PE No.39380
MiTok USA, Inc. FL Cort 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 3,2018
,& WARMING- Verity design parmneters and READ MOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Af/1-7473 rev. 10103MOISSEFOREUSE.
Design valid for use only with MITeIM conneclors. This design Is based only upon Parameters showi, and Is for an Individual building component. r1o,
0 [fLrs system. Before use, the building designer must veflfy ihe applicability of design p6rameters and properly Incorporate this design Into the. overall
bulding design. Bracing Indicated Is to prevent buckling of Individual truss vveb and/or chord members only. Additional temporary and permanent bracing
M!Tek'
is always required for stability and to prevent collapse vvilh possible personal Injury and pvoperfy damage. FotgeneraIguldanceregarcling the
fabrication, slorage. delivery. ereclIon and bracing ofliusses and truss systems, seeANSVTPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
MANOR T13944724
M 11420
A6
Hip
Job Reference (optional)
A 0 ft 1 Al st tes inc rt-1 hAn%t '4 nQ-'AA-AA 9niR PAnp I
Chambers Truss, Inc., Fort Pierce, FL 8. 130 slular I I � � Li I I . .' - . . _ - _ .
ID:-kfiGCA6bx7j2Syl HDXFw7ye3KX-G4fSonvqU-nGOK4pn2?q6Djd72rp3DWyP4TsGDzKF[9
11-0-0 162-4 21-4-8 410 29-1 2 3 -
I g_§ 0-
5
-0- -14 1 i 5-2-4 1 2 5-1--2 .1 � 104 1-0-0
q-40 9-1111-14 5-0-2
Scale = 1:61.5
6
A nn 171-9
5xB MT18HS
2x3 11 3x5 6x6
A I — —S I
2X3 I I 4xu ]J 14
1
4x110 ::: 2.00F1_2
11-14
5x8 MT1 8HS = 3x4 = 2x3 11
3x6 =
t2
7
0 c6
LOADING (pst) SPACING- 2-0-0 CS1. DEFL. In (loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1 . 25 TC 0 ' 61 Vert(LL) -0.62 15 >682 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -1.14 14-15 >368 240 MT18HS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.40 9 n/a n1a
BCDL 10.0 Code FBC2017fTPI2014 Matrix -MS Wind(LL) 0.86 15 >491 240 Weight: 162 lb FT = 20%
LUMBER- i BRACING-
TOPCHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-7-2 OG pudins.
BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1349/0-8-0,9=134910-8-0
Max Horz 2=1 1 7(LC 11)
Max Uplift 2=-825(LO 12), 9=-825(LC 12)
FORCES. (lb) - Max- Comp_/Max. Ten. -All forces 250 (lb) or less except when �hovvn.
TOPCHORD 2-3=-5783/4248, 3-4=-5245/3841, 4-5=-4059/3076, 5-6=4059/dO75, 6-7=-2792/221 5,
7-8=-2957/2251, 8-9=-3381/2531 i
BOTCHORD 2-16�3967/5498,15-16=-3982/5514,14-15=-3489/5042,13-14.=-1 954/2821,
12-13=-1 940/2792, 11-12=-2319/3179, 9-11 �231913179
WEBS 3-15=-5351494, 4-14=-10381741, 5-14�411/420,6-14�1056/15110, 6-13=-637/537,
7-12=-318/512, B-12=-484/418, 4-15=-1 254/1884
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=1 28mph; TCDL--4.2psf, BGDL=3.Opsf; h=1 5ft; B--45ft; L=35ft; eave--5ft; Cat.
11; Exp C; Encl., GCpi=o.l 8; MW FRS (directional) and C-C Exleflor(2) -1 -0-0 to 2-6-0, Interior(l) 2-6-0 to I 1 -0-0, Extedor(2) 11-0-0 to
29-1-2, Intedor(l) 29-1-2 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 2 considers parallel to grain value using ANSIJTPI 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 100 lb uplift at Joint(s) except at=lb)
2=825,9=825.
Thomas A. Albani PE No.39380
MlTek USA, Ine. FL Cert 6634
6804 Parke East Blvd. Tampa FL 33610
Date:
May 3,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND INCL.UDED MITEKREFERANCE PAGE MY-7472 rev. 1010312015 BEFORE USE
Design valid for use only with MITek0 connectors. lhls design Is based only upon parameters shown. and Is for an Individual building component. not
a truss syslem. Before use. the building designer Must verify the opplicat)RIty of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional lemporary and permanent bracing NOW
Is always required for stablilly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd.
fabrication, slorage. delivery� erection and biacing oflru%.es and tRisssyslems, seeANSVTPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Iruss Plate InstilLfle, 2 18 N. Lee Sirpel, Suite 312, Alexandria. VA 22314. Taffpa, FL 33610
Job
Truss
Truss Type
oty
Ply
ANOR T13944725
A7
Hip
I
Job Reference (optional)
- - � Is-, I- ... I-- - .. 11- � -D D 4
unamDers truss, inc., t-UIL r-MLX, rL
,o
6
4.00 [1-2
ID._kfiGCA6bx7j2Syl HDXFw7ye3KX-IHDqO6wSFlv7OUf?LIW3eC)G
4-2-0
5x12 IVITI 8HS = 6x8 =
2x3 11 56 VVB= 4xS
4 5 27 6 7 828
48
9
Scale = 1:611.4
�2
2X3 11 7XIO MT18HS 4X4 14 10
5XS 3x4 45
3X12 2.00 F12
LOADING (PSI) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP
TCUL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.77 15-16 >542 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.99 Verl(CT) -1.44 15-16 >291 240 MT18HS 244/190
BCLL 0.0 Rep Stress Incr YES W13 0.93 Horz(CT) 0.48 11 nta rVa
BCDL 10.0' Code FBC2017/TP12014 Matrix -MS Wind(LL) 1.0715-16 >392 240 Weight: 158 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-2-0 cc puffins.
BOT CHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 2-2-0 cc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=1349/0-8-0,11=1349/0-8-0
Max Horz 2�97(]_C 10)
Max Uplift 2=-825(LO 12), 11 =-825(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when�.hown.
TOPCHORD 2-3�5659/4099, 3-4=-5612/4174, 4-5=-7315/5343, 5-6=-7315/5343, 6-8=-525213884,
8-9=-3582/2744, 9-1 0=-3067/2304, 10-11 �3401/2620 1
BOTCHORD 2-18=-3820/5373, 17-1 8=-3849/5401, 16-17=-3833/5392, 15-16.=-370215327,
14-15=-2509/3593, 13-14=-2003/2890, 11-13=-2402/3206 i
WEBS 6-16=-1 506/2128, 6_115=-853f705, 8-15=-1 276/1854, 8-14=-975/807, 9-14=-6871920,
9-13=-1 50/380, 10-13=-3701449, 4-16=-1 721/2449
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B--45ft; L=35ft; eave=511; Cat.
11; Exp, C; Encl., GCpi=0.18-, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interlor(l) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to
30-11-6, Interior(l) 30-11-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at Joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=825,11=825.
Thomas A. Albani PE No.39380
MITek USA, Inc. FL Carl 6634
6304 Parke East Blvd. Tampa Fl. 33610
Date:
May 3,2018
wARNIArG - verify design parameters and READ NOTES ON THIS AND INCLUDED UffEK REFERANCE PAGEMH-7473,.v. 10/0Z2015 BEFORE USE.
Design valid for use only with MlJeK)� conneclors. This design Is based only upon parameters shown. and Is for an Individual building cornponen], not
a truss, system. Before use, the building designer must verify the applicability of design parameters and propefly incorporale this design Into the overall
building design. Bracing Indicaled Is to prevent buckling offndividual frussweb and/or chord members only. Addillonal lemporary and permanent bracing M!Tek*
is always required for stability and to prevent collapse YAM possitAe personal Injury andpioperly darnage. For general guidance regarcUng the
fabrication. storage, delivery. erection and bracing at frusses and huss systems, seeANif`j1PI I Quality CrIterla, DSB-89 and BCSI Bulkling Component 6904 Parke East Blvd,
Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22.314. Tampa, FL 33610
Job
russ
Truss Type
aty
Ply
R T1 39:�7216
M 11420
BHA
Common Girder
1
1
Job Reference ional
Chambers Truss, Inc.,
Fort Pierce. FL
8.i 30 a [Aar i i 20i 8 Mi Tek Indutimes, mu. , hu Ividy 3 09:3M, 20 IS Page ;
ID:-kfiGCA6bx7j2Syl HDXFw7ye3KX-hiLbRoxinvgqFnpOSAZXjrL5jFz7GbjO52iWtYzKF[6
13-0-03-6-0
23-6-0 25-10-2
-04
1'1�'13
r 0 0 3 5 0
1.44 1�t
7 6�O 0.? 0 0-0 03 3 01) —0
1
R N lk N 1
N
2-Nll 6 2-�
960
2 1 2' 2V Oi,1132 1-4� 2-�0-3
1-0-OD-2-1
Scale 1:62.6
6
TOP CHORD MUST BE BRACED BY END JACKS,
4x4 ROOF DIAPHRAGM, OR PROPERLY CONNECTED
4.00 F1 _2 PURLINS AS SPECIFIED.
3x4 =NAILED 3X6 = NAILED NAILED NAILED 44 = NAILED NAILED 3X8 = 3x6 =
3x4 = NAILED 6xg = NAILED 3X6 =
NAILED
Special
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC; 0.78 Vert(LL) -0.1328-30 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.2828-30 >951 240
BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(CT) 0.04 26 n/a n1a.
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.1928-30 >999 240 Weight: 216 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 3-11-6 oc purlins.
Except:
BOTCHORD 2X4 SP M 30 2 Rows at 1/3 pts 12-24
WEBS 2x4 SP No.3
BOTCHORD Rigid ceiling directly applied or 5-8-12 oc bracing.
WEBS 1 Row at micipt 14-32
JOINTS 1 Brace at Jt(s): 8,16,18, 20, 23,12
REACTIONS. All bearings 0-8-0.
(lb) - Max Harz 2=-179(LC 6)
MaxUplift All uplift 100 lb or less atloint(s) except 2=-254(LC 25), 32=-1008(LC 8), 26=-770(LC 8),
34�350(1_13 8)
MaxGrav All reactions 250 lb or less atjolnt(s) except 2=256(Lp 13), 32=1990(LC 1), 26=1259(LC 1),
34=569(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 3-4=-439/190,4-6=-4091211, 6-9=-405/246, 9-1 1=426/307,111-13=4031328,
24-25-3095/1766, 25-26=-3188/1833, 3-5�151/602, 5-7=-151�602,7-8=-15111602,
8-10=-738/1719,10-12=-738/1719,12-14=-738/1719,14-15=-1839/1122,
15-17=-1839/1122,17-19=-1839/1122,19-21=-2539/1572,21-22�2539/1572,
22-24=-2539/1572, 2-3=-204/444,13-16=-400/327,16-18=-423/306,18-20=-4001245,
20-23-405/209, 23-24�437/11 88
BOTCHORD 2-34=-355/254, 32-34=-1345f766, 31-32=-170/611, 30-31-170/611,28-30=-109412213,
26-28=-1650/3001 1
WEBS 8-34=-633/1205, 8-32=-741/526,14-32�2211/1058,14-31=-1 1/352,14-30=-1045/1811,
19-30=-560/476,19-28�486/8116, 24-28=-78/443, 3-34=-740/570
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=l 65mph (3-second gust) Vasd=1 28mph; TCDL--4.2psf; BCDL--3.Opsf; h=1 5ft; B=45ft; L=35ft; eave=5ft; Cat.
11; Exp C; Encl., GCpl=O: 1 B; MW FR S (di rectional); Lumber DOL= 1.60 plate grip DOL=1.60
3) 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 ANSI/TPI 1.
4) Provide adequate drainage to prevent water ponding.
5) All plates are 2x3 MT20 unless otherwise indicated.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
B) * This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 254 lb uplift at joint 2, 1008 (b uplift at
joint 32, 770 lb uplift at joint 26 and 350 lb uplift at joint 34.
10) Graphical Pullin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.
6
Thomas A. Alban! PE No.39380
MiTek USA, Inc. FL Cort 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
May 3,2018
tea 3-1 Od (0. 148"x3") or 3-12d (0.1 48"x3.25") toe -nails oer NDS auldflnes.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103,2016 BEFORE USE
Design valid for use onlyvAth MITeM connectors. This design Is based only upon parameters shomai, and Is for an Individual building component. not
a russ syslern. Before use. the buildIng designer inust verify Ina, applicability of design pararnelers and properly Incorporate this design Into Ihe overall
bililding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MITek'
Is always required for stability and to prevent collapse with possible personal iNury and Oroperty damage. For general guidance regarding the
fabrication, storage. delivery, erection and bracing of Irusses and truss systems, seeANSVTPII Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Tru S
Truss Type
City
ly
MANOR T13944726
MI 1420
BHA
Common Git der
1
1
Reierencp Jqptional]i_ --
-Job
Inn. ThijMqv 309!38:472018 Pacie2
Chambers Truss, Inc., I -on: merce, f-L
N;TES- ID:_kfiGCA6bx7j2Syl HDXFw7yeSKX-hfLbRoxinvgqFnpOSAZXjrL5jFz7GbjO52iWtYZKFI6
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 258 lb down and 331 16 up at 7-0-0, and 258 lb down and 331 lb up at
27-11-4 on top chord, and 386 lb down and 247 lb up at 27-11-4 on bottom ch6rd. The design/selection of such connection device(s) Is the responsibility of others.
13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted a s front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25
Uniform Loads (pif)
Vert: 3-13=-54, 24-27=-54, 35-38=-20,1-3=-54,13-24=-54
Concentrated Loads (lb)
Vert: 30=-63(F) 28=-386(F) 41=-161(F) 42=-63(F) 43=-63(F) 46=-63(F) 47=-63(F) 48=-63(F) 49=-63(F) 50=-1 61 (F)
AL WARNING-Vrity design parameters and READ NOTES ON THIS AND INCLUDED pirrEKREFERANCEPAGEMII-7473 rev. 1010312015 BEFORE USE
This design Is based only upon porameteis shown, and Is for an Individual bullding component not
wig
Design valid for use only with MITek9 conneclors.
a truss system. Before use. the buildIng designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
buckling Individual truss Web and/or chord members only. Additional temporary and permanent bracing
NOW
building design. Bracing Indlualed Is to prevent of
6 always required for stabUltyand to prevent collapse VAth possible personal Injury and property damage. For general guidance regarding the
bracing of trusses and truss systems, seeANSIITPI I Quality Criteria, DSM9 and BCSI Building Component
6904 Parke East Blvd.
fabrication, storage, delivery, erection and
Safety Information avallable from Truss Plate Inst'llule. 218 N. Lee Street. Suite 312, Alexandria, VA 22314.
1
Tampa, Fl- 33610
Job
Truss
T ss Type
Qty, i
1
Ply
MANOR
T13944727
GRB
HIP GIRDER
1
1
Job_Ft9fqLenE2 opit ai) 0— 1
L,namuers i i us5, mu., rul t riel UW, I D:-kfiGCA6bx7j2Sy'l-H DXFw'7ye3KX-d'2TLrUzyJW PYV5zmabb? oGQQd3a?kaOhYM BdxQzKF14
13-8-0 L2 9-01 L11-0-0 31-1-2 31-0_0 10,)
ly 1
_0 5_T -1-2 3-10-
6-8-0 -9 _0
�1' 040 5-1120-111 1 311 _-� 1 1 �-�0-1111 01- 3141-0 1 3
I ;_� 1 2
6
NAILED
Special NAILED NAILEb NAILED NAILED NAILED Special
4.00 Fiff 48 � NAILED NAILED 3x10 = 5xB WB= 36 11 NAILED NAILED SX8
4 26 27 26529 30 311 6 32 733 34 35 36 8
3x4
nfi flfl
ii��Iff
fln __ir,—_
L=__J
19
3x5 2x3 11
18 37 38 17 39 16 40. 41 42 43 15 44 14 45 46 is 12
3x4 NAILED 4x6 = 3x4 = I NAILED NAILED 6x10 = 3xG = NAILED 3x4 2x3 11
Special NAILED NAILED NAILED NAILED NAILED NAILED Special
Scale = 1:60.3
3x4 =
-0-0
14 13-8-0 21-4-0 4 31-1-2 35
-8-0 3-1-2 3-10-14
,.to 2_10_11i 4-9-5
I _1� 1 3-12-02 1 6-8-0 340
Plate Offsets (X,Y)-- [2:0-1-2,Edqel,14:0-5-4,0-2-41,[5:0-3-8,0-1-81,[6:0-4-0,Edgel,f8:0-
LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ven(LL) 0.37 16-18 >695 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.85 Ven(CT) -0.38 16-18 >669 240
BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.10 10 nta Fria
BCDL 10.0 Code FBC2017fFP12014 Matrix -MS Weight: 166 lb FT = 20%
LIUMBER- BRACING-
TOPCHORD 2x4 SP M 30 *Except* TOPCHORD Structural wood sheathing directly applied or 3-8-13 oc purlins.
6-8:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-6-0 oc bracing.
BOTCHORD 2x4 SP M 30 WEBS 1 Row at midpt 5-15,8-15
WEBS 2x4 SP No.3,*Except*
5-15:2x4 SP M 30
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=1337/0-8-0,15=372210-8-0, 10=522/0-8-0
Max Horz 2=-78(LC 6)
Max Uplift 2=-1 178(LC 8), 15=-2731 (LC 8), 1 0=-31 1 (LC 8)
Max Grav 2=1 343(LC 17), 15=3722(LC 1), 1 0=534(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 2-3-3456/2833, 3-4=-3294/2597, 4-5=-2702/2220, 5-7=-1 38711891, 7-8=-1 387/1891,
8-9=-8071281, 9-10=-10901466
BOTCHORD 2-19=-2609/3254,18-19=-2609/3254,16-18=-2365/3160,15-16�-205812702,
13-15=-1 80/772, 12-13=-36511014, 10-12=-365/1014 1
WEBS 3-1 8=-282/498, 4-18�432/694, 4-16=-505/327, 5-16=-32 11736, 5,- 1 o=-4 7 7 0/3775,
7-15=-946/855, 8-15=-2737/1803, 8-13=-237/686, 9-13=-386/330
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4-2psf;! BCDL=3.Opsf; h=15ft; 13=4511; L=35ft-, eave=5ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL--1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in . all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1178 lb uplift at joint 2, 2731 lb uplift at
joint 15 and 311 lb uplift at joint 10.
7) "NAILED" Indicates 3-1 Od (0. 1 48"x3") or 3-12d (0. 148"x3.25") toe -nails per NDS guldlines.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 208 lb down and 319 lb up at
7-0-0, and 208 lb down and 319 lb up at 28-0-0 on top chord, and 386 lb down and 166 lb Lip at 7-0-0, and 386 lb down and 247 lb
up at 27-11-4 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 a I s front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
171
0
Thomas A. Alban! PE No.39380
MiTok USA, Inc. FL Cort 0634
6904 Parke Ea9t Blvd. Tampa FL 33610
Date:
May 3,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AfITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid tot use only with MiTeke) connectors. This design Is based only upon parameters shown, and is for an Individual building component. not
a truss system. Before use. the buIlding designer must verify the applicability of design parbmelers and properly Incorporate this design into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss wet) andfor cfY.)rd members only. Additional temporary and Permanent bracing M!Tek*
Is always required (or slablilly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication. storage, delivery, ereclion and bracing of trusses and truss systems, seeANSIJTPI1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke Earl Blvd.
Safety Information avallable from Truss Plaie Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610
Job
Truss
I russ Type
aty
MANOR T13944727
M11420
GRB
HIP GIRDER
1
TT
Job Reference (optional)
I
a
—n � KA.,
i i onisz hAiTak Indimtripq mr, Thu Mav 3 09:38:49 2018 PaQe 2
unamners truss, mc., t-a[l r-leiUe, rL I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-d2TLrUzyJWPYV5zmabb?oGQQd3a?kQOhYMBdxQzKFI4
LOAD CASE(S) Standard
Uniform Loads (pit)
Vert: 1-4=-54, 4-8=-54, 8-11 =-54, 20-23=-20
Concentrated Loads (1b)
Vert: 4=-161 (B) 6=-1 1 6(B) 8=-161 (B) 1 8=-386(B) 13=-386(B) 26=-1 16(B) 27=-1 16(B) 28=-1 16(13) 30=-1 16(B) 31=-1 16(B) 32=-1 16(B) 34=-1 16(B) 35=-116(B)
36=-1 16(B) 37=-63(B) 38=-63(B) 39=-63(B) 40=-63(B) 41=-63(B) 42=-63(B) 43=-63(B) 44=-63(B) 45=-63(B) 46=-63(B)
WARMING. Verity design parameters and READ MOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1,111-7473 rev. 1010312015 BEFORE USE
Design valid for use only with MI[ekb) connectors. ThL%design Is based only upon pararrieleis shown, and Is for On Individual building COMP(Inent-nOl
a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicaled Is to prevent buckling of Individual truss web, and/or chord members only. Additional lemporaly and permanent bracing M!Tek'
is always required for stability and to prevent collarm,,vith possible pemonal injury and property domage. For general guidance regarding the 1, 6904 Parke East Blvd.
fabrication. storage, delivery. ereallon and bracing of trusses and truss systems. se(ANSIITPI I Quality Criteria, DS8-89 and BCS1 Building Componern Tarnpa. FL 33610
Safety information ovallable from Truss Plale Institute. 21814. Lee Streei. Sulfe 312, Alexandria, VA 22314.
Truss
Truss Type
Qty Ply
_F
7 Ply
FJ,o,b
11420
M Mi
J IF
�Jack-Open
I
8 1
T13944728
hambers Truss, Inc., Fort Pierce, t-L I u.i3u s mar ii Luits ivii ler, 111-m
ID:_kfiGCA6bx7i2SyIHDXFw7ye3KX-5Elj3q-�
1-0-0
1-0-0 1-0-0
C
3x4 =
LOADING (psi)
SPACING-
2-0-0
CSI.
DEFL. .
in
(loc)
5
I/dell
Ud
360
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
BC 0.02
Vert(LI-)
Vert(CT)
-0-00
-0-00
5
>999
>999
240
TCDL 70
13CLL 0*0
Lumber DOL
Rep Stress Incr
1.25
YES
W6 0.00
Horz(CT)
0.00
4
rVa
n1a
BCDL 10.0
Code FBC2017frP12014
I
Matrix -MP
Wind(LL)
-0.00
5
>999
240
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 3=9/Mechanical,2=118/0-8-0,4=0/MechanicaI
Max Horz 2--48(LC 12)
Max Uplift 3=-4(LC 9). 2=-140(LC 12)
Max Grav 3=10(LC 17),2=118(LC 1), 4=17(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Thu May 3 09:38:50 2018
Scale = 1:6.1
PLATES GRIP
MT20 244/190
Weight: 5 Ito FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=1 65mph (3-second gust) Vasd=1 28mph; TCDL=4.2pst; BCDL=3.Opsf; h=1 5ft; 13=45ft; L=24ft; eave--4ft; Cat.
11; Exp C; Encl., GCpI_-0. 18; MW FRS (directional) and C-C Exterlorl(2) zone;C-C folr members and forces & MW FRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent. with any other live loads.
3) 1 This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 Ito uplift at joint 3 and 140 Ito uplift at
joint 2.
Thomas A. Alban! PE No.39380
MiTok USA, Inc. FL Cert 6634
8904 Parke East Blvd, Tampa FL 33610
Date:
May 3,20119
WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMI-7473 rev. 10140,11= 5 OEFORE USE
Design valid for use only with MllekS conneclors. Thisdesign Is based only upon palUffielers shown, and Is for an Individual building component. not
a truss system. Before use, the building designer inusl verify the appilcablillyof design parameters (and property Incolporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/0T chord members only. Additional temporary and permanent bracing NOW
Is always required for stability and to prevent collapse will) possible personal trifury and property damage. For general guidance regarding the
-11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
fabrication, storage, delivery, election and bracing of trusses and truss systems, seeANSI/TF Tampa, FL 33610
Safety Information available train Truss Plate Institute. 2 18 N. Lee Street, Suite 312. Alexand"d., VA 22314.
Job Truss Tru s Type ty Ply MANOR T13944729
J3 Jack -Open 8
M11420' Job. Referqn9eloptional)
Chambers Truss, Inc., Fort Pierce, FL 8' i3u s mar 11 ZU11:5 IM I eK Industries, inc. Thu May 3 09.00moueu I o rdy� I
ID:-kfiGGA6bx7j2Syl HDXFw7ye3KX-5Elj3q-a4qXP6FXz7l6ELUzIOS5dT5EqnOwBUtZKFI3
.1.0-0 -0-0
1-0-0 3-0-0
Scale = 1:9.4
3x4 =
3-0-0
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. In
(loc) 11def] Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.18
Vert(U-) -0.00
7 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.18
Vert(CT) -0.01
4-7 >999 240
BCLL 0.0
Rep Stress Incr YES
W13 0.00
Horz(CT) -0.00
3 n1a n1a
BCDL 10.0
Code FBC2017frPI2014
Matrix -MP
Wind(LL) 0.01
4-7 >999 240
Weight: 11 lb FT = 20%
LUIMBER-
BRACING-
TOPCHORD 2x4 SP No.3
TOPCHORD
Structural wood sheathing directly applied or 3-0-0 oc puffins.
BOTCHORD 2x4 SP No.3
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=63/Mechanical,2=172/0-8-0,4=36/MechanicaI
Max Harz 2=85(LC 12)
Max Uplift 3=-54(LC 12), 2�1146(!-C 12), 4�4(!-C 12)
Max Grav 3=63(LC 1), 2=172(LC 1), 4--50(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; VUit=165Mph (3-Second gust) Vasd=128mph; TCDL--4.2psf; BCDL--3.Opsf; h=15ft; 13--45ft; L--24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 2-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottOrn chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in 611 areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. i
4) Refer to girder(s) for truss to truss connections. i
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 3, 146 lb uplift at joint
2 and 4 lb uplift at joint 4.
Thomas A. Albani PE No.38380
MiTek USA, Inc. FL Cort 6634
8904 Parke East Blvd. Tampa FL 33610
Date:
May 3,2018
WARNING - Verify design parameter. and REAU NOTES ON THISANDINCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
DesIgn valid for use ordyxAil) MlTek9 connectors. ThIsdes(gri Is based onlyupon parameters shown, and Isfor an Individual buUdIng component, not
a Irtiss system. Before use, lhe bifilding designer inusl verify fhe applicability of design parainalers arid property Incorporate this design Into the overall
Wilding design. Brackia Inclicaled Is to prevent bucklIng of Individual truss web arid/or chord merribeis only, Additional lemporary and permanent bracfrig MOW
is always recluked for stablItty and to prevent collapse with possible personal injury and ptoperty damage. For general guidance regarding the
fabrication. storage, delivery, erection and bracing of trusses and Misssysterns, seeANSI/7PI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke 2ast Blvd.
Safety information available from Truss Plate Insfifule, 218 N. Lee Sireel, Suite 312, Alexandria, VA 22314. Tampa, Fl- 33610
Jack -Open
1Ml1420 1,15 1
T13944730
'hambers Truss, Inc., Fort Pierce, VL 8.130 s Mar 11 201 B Mil eK inausines, Inc. I nu may c
ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-ZRaSGkDrBfGkP69hOdTuhV
5-0-0
00
.0, 5-0-0
3A =
LOADING (psi)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/dell
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.71
Vert(LL)
-0.03
4-7
>999
360
TCDL 7.0
Lumber DOL
1.25
BG 0.67
Vert(CT)
-0.06
4-7
>977
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
rVa
n/a
BCDL 10.0
Code FBC2017/TP[2014
Matrix -MP
WInd(LQ
0.07
4-7
>904
240
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SP N0.3
REACTIONS. (lb/size) 3=114/Mechanical,2=24210-8-0,4=63/MechanicaI
Max Horz 2=1 23(LC 12)
Max Uplift 3=-1 04(LC 12), 2�1 77(LC 12), 4=-9(LC 12)
Max Grav 3=1 14(LC 1), 2=242(LC 1), 4=87(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
_0ggk0JzKF12
Scale= 1:12.7
PLATES GRIP
MT20 244/190
Weight: 17 Ib FT = 20%
BRACING -
TOP CHORD structural wood sheathing directly applied or 5-0-0 oc puffins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTIES-
1) Wind: ASCE 7-10; Vult=l 65mph (3-second gust) Vasd=1 28mph; TCDL--4.2psf;, BCDL=3.Opst; h=1 5ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpl=o.l 8; MIN FRS (directional) and C-C Exterior(2) -1 -0-0 to 2-0-0, Interfor(l) 2-0-0 to 4-11-4 zone;q-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opst on the bottom chord In itIl areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 177 lb uplift at
joint 2 and 9 lb uplift at joint 4.
Thomas A. Albani PE No.39380
Niffsk USA, Inc. FL Cott 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 3,2018
WARNING. Verify design parameters and READ NOTES ON THIS AND INMUDED MITEKRE4RANCE PAGE M11-7473 rev. 101031201S BEFORE USE.
DesIgnvaltdfol useonlywIlh MITek0connectais. IhIsdesign Is based only upon parametbis shown. and is for an Individual bul[dingcomponeni, not
a 1russsyslern. BE -fore use, the buliding designer must verity the applicability of design parbineteis and properly Incorporate this design Into the overall
buIldInI,desIgn, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional lemporaryand permanent bracing MOW
jbility and to rxevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd.
Is dwarys rectulled for ste uality Ctilerla, DSB-89 and BCSI Building Component
fabrication, storage. delivery, ejection and bracing of trusses and truss systems, seeANSI/11311 Q Tampa. FL 33610
safely information available from truss Plate Institute. 2 18 N. Lee Street, Suite 312. Alexandria. VA 22314.
Job
Truss
Truss Type
a J
Ply
MANOR
T13944731
M1 1420
J7
Jack -Open
�24
1
Job Refer2nceL(optiona)_
unarnoers i iuss, inc., rull rielue, r�
GX4 �
ID:-kfiGCA6bx7j2Syl HDXFw7ye3KX-ZRaSGA-DrSfGkP6ghOdTuhVrfsDECYT-OggkOJzKFI2
7-0-0
Scale: 3/4"=I'
LOADING (ps ACING- 2-0-0 CS1, DEF in (loc) Wet] Ud PLATES GRIP
I Sip
TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Ve L) -0.10 4-7 >857 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.99 Veft(CT) -0.21 4-7 >388 240
BCLL 0 Rep Stress Incr YES WB 0.01) Horz(CT) -0.00 3 n/a n/a
BCDL 10 Code FBC2017/TP12014 Matrix -MP ight: 23 lb FT = 20%
Wind(LL) 0.18 -4-7 >469 240 We
LUMBER -
TOP CHORD 2X4 SP M 30
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 3=170/Mechanical, 2=315/0-8-0, 4=83/Mechanical
Max Harz 2=1 61 (LC 12)
Max Uplift 3=-1 56(LC 12), 2=-210(LC 12), 4=-g(LC 12)
Max Grav 3=170(LC 1), 2=315(LC 1), 4=120(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when sh.own.
I
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 or purlins.
BOTCHORD Rigid ceiling directly applied.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 6--45ft; L=24ft; eave--4ft; Cat.
11; Exp, C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2,-0-0, Interior(l) 2-0-0 to 6-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 lb uplift at joint 3, 210 lb uplift at
joint 2 and 9 lb uplift at joint 4. 1
Thomas A. Albani PE No.39380
MITek USA, Inc. I'L Cart 6634
8004 Parke East Blvd. Tampa FL 33610
Dato:
May 3,2018
WARNING - Verity design parameters andREAD NOTES ON THISAND INCLUDED MITEK REFERANCE PAGE M11-7473 rcv- 1010312015 BEFORE USE.
Design valid for use only vAth MITek0conneclors. 1hisclesign IS based only upon pararnelersshovffi. and Is for an individual building component, not
a [us.% system. Before use. the building designer must verify the applicability of design pUrOnlelelS and properly Incorporale this design into the overall
bt!ildlng design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for sfabillty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication. storage, delivery, erection and bracing of trusses and truss systerns, seeANSf/TP1 I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available frorn Truss Plate Institute. 218 N. Lee Sitee-I. Suite 312. Alexandria. VA 22314.
Tampa, FIL 33610
Truss
' 1M11420 I KJ7 I Diagonal Hip Girder
T13944732
s, Inc., Fierce, _FL u.13u s mar i i VU I U IVII i eK IIIUU�Lb, ...U.-Y � .-
ID:-kf!GCA6bx7j2Syl HDXFw7ye3KX-1 dBUUW?rcRii7MYhLFj8iQV24WGkE
5-0 5-3-15 9-10-1
-1- ___ -3-15 4-6-1
-1 �5. , 5
3x4 = NAILED NAILED NAILED
Scale = 1:21.2
5-3-15
4-5-6
0-012
LOADING (psf)
SPACING-
2-0-0
CS1.
DEFL. in
(loc) . I/def] Ud
PLATES
MT20
GRIP
244/190
TCLL 20.0
Plate Grip DOL
1.25
TC 0.20
Vert(LL) 0.05
6-7 >999 240
TCDL 7.0
Lumber DOL
1.25
BC 0.30
Vert(CT) -0.07
6-7 >999 240
BCLL 0.0
Rep Stress Incr
NO
WB 0.44
Horz(CT) 0.01
5 n/a. rita
Weight: 40 lb
FT = 20%
BCDL 10.0
Code FBC2017fTP12014
Matrix -MS
LUIMBER-
BRACING-
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 Oc purlins.
TOPCHORD 2x4 SP M 30
BOTCHORD
Rigid ceiling directly applied or 9-0-2 oc bracing.
BOTCHORD 2X4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4�_! 21 /Mechanical, 2=501/0-10-15, 5=352/MeChanical
Max Horz 2=160(LC 8)
Max Uplift 4=-1 15(LC 8), 2=-365(LC 8), 5=-1 90(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sh I own.
TOPCHORD 2-3=-1067/585
BOTCHORD 2-7=-660/1026, 6-7=-660/1026
WEBS 3-7=-37/280, 3-6=-1073/690
NOTES-
1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; PCDL=3.Opsf; h�15% B--45ft; L--24ft; eave=4ft; Cat.
11; Exp C; Encl., GCpi=O.l 8; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreri.t with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 lb uplift at joint 4, 365 lb uplift at
joint 2 and 190 lb uplift at joint 5.
6) "NAILED' indicates 3-1 Od (0.1 48"x3") or 2-12d (0. 1 41TW.25") toe -nails per NDS guidlines.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Uve (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-54, 5-8=-20
Concentrated Loads (1b)
Vert: I 1=-3(F=-1, B=-J) 12=-76(F=-38, B=-38) 13=-7(F=-3, B=-3) 14=-20(F=- 10, B=-1 0) 15=-69(F=-34, B=-34)
t2
�2 t�
Ch
C�
Thomas A. Albani PE No.39380
MiTok USA, Inc. FL Cort 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 3,201 E
WARNING. verity design parameters and READ NOTES ON THISANDINCLUDED MITEKHEFERANCE PAGE 11111-7473 rev. 10/012016 BEFORE USE -
Design valid for use onlyvAfh MITek0connectors. IhIsdes(gn Is based only upon pararnelersshown. andIsfor an Individual building component. nor
a truss system. Before rise, the bulldlng designer must verity the applicability or design panimeleis and properly inwrporate this design Into the overall
bullding design. Bracing Indicated Is to prevent buckling of Individual truss web ar�a/or chord members only. Additional lempormy and permanent bracing M!Tek*
Is always required for stability and to prevent collapse vAth possible personal injury and property damage. For general guidance regarcEng the
I to. DSB-89 and SCSI Building Component 6904 Parke East Blvd.
fabrication, storage, delivery. erecilon and bracing of trusses and truss system% sceANSI/7PIl Quality Cd of Tampa, FL 33610
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandrib, VA 22314,
Symbols
PLATE LOCATION AND ORIENTATION
Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0-719,
--t-
For 4 x 2 orientation, locate
plates 0- Itid' from outside
edge of truss,
This symbol indicates the
required direction of slots in
connector -plates,
Plate location details available in MlTek 20/20
software or upon request.
- PLATE SIZE
The first dimension is the plate
x 4 width measured perpendicular
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:
ANSIITPII: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
Numbering System
6-4-8 1 dimensions shown In ff-in-sixteenthS
(Draw ngs not to scale)
2
TOP CHORDS
0
ci�
0
r
0
0-
R
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
NUMBERSAETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR- 1311, ESR- 1352, ESR 1988
_ER�3907, ESR:-2362, ESR- 1397, ESR-3282
0
0
I—
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
established by others.
@ 2012 MITek0 All Rights Reserved
MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015
A General Safety Notes
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 BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, Individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3, Never exceed the design loading shown and never
stock materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/TPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 190/. 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
responsibility of truss fabricator. General practice Is to
comber 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 purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without 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
ANSI/TPI 1 Quality Criteria.