HomeMy WebLinkAboutTRUSS PAPERWORK - 1Job
Truss
Truss Type
Qty
Ply
Klein Guest House
T14907932
J36506
A01G
HIP GIRDER
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:37 2018 Page 1
I D:wrAkBNLd W3dys_SJEG11HzO3nP-iOCKG WjnVjxbLybVlifgkmpb2l W W07?jgO2heSyl?uS
4-9-14 9-0-0 12-5-0 15-10-0 20-0-2 24-10-0
2�-0 25-14 4-2-2 3-5-0 3-5-0 4-2-2 4-9-14
Scale = 1:41.7
WIND DESIGN USING MWFRS ONLY,
PER FOR REQUEST. TYPICAL. 4x4 — FT1
F
�� ®�
3x4 = 4x4 =
3 19 20 4 21 22 5
3x4 = 3x6 I 4x8 = ax4 4x8 = I 3x4 =
S141ACANN
LOADING (psf)
SPACING- 2-0-0
CSI.
TCLL 20.0
Plate Grip DOL 1.25
TC 0.53
TCDL 10.0
Lumber DOL 1.25
BC 0.47
BCLL 0.0
Rep Stress Incr NO
WB 0.36
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
2-12,6-8: 2x6 SP No.2
REACTIONS. (lb/size) 12=1555/0-8-0, 8=1556/0-8-0
Max Horz 12=169(LC 7)
Max Uplift 12=-1663(LC 8). 8=-1501(LC 8)
Max Grav 12=1616(LC 32), 8=1618(LC 31)
BY
at Lucie County
DEFL. in (loc) I/deg Ud PLATES GRIP
Vert(LL) 0.13 9-11 >999 240 MT20 244/190
Vert(CT) -0.12 9-11 >999 180
Horz(CT) -0.01 8 n/a n/a
Weight: 248 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
8-9-11 oc bracing: 9-11.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=2405/2198, 34=-2186/2138, 4-5=-2189/2155, 5-6=2407/2216
BOT CHORD 11-12=-197/386, 9-11=-2086/2402
WEBS 2-11=-1829/2071, 3-11=-333/574, 4-9=-362/490, 5-9=-333/574, 6-9=-178412078,
2-12=-1526/1696, 6-8=-1527/1603, 4-11=-364/494
NOTES-
1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
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) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=6.Opsf; BCDL=4.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
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 nonconcurrent with any other live loads.
8) • 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.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1663 lb uplift at joint 12 and 1501 lb
uplift at joint B.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 191 lb down and 275 lb up at
9-0-0. 191 lb down and 269 lb up at 11-0-12, 191 lb down and 269 lb up at 12-5-0, and 191 lb down and 269 lb up at 13-9-4, and
191 lb down and 275 lb up at 15-10-0 on top chord, and 384 lb down and 244 lb up at 9-0-0, 75 lb down and 36 lb up at 11-0-12,
75 lb down and 36 lb up at 12-5-0, and 75 lb down and 36 lb up at 13-9-4, and 384 lb down and 244 lb up at 15-9-4 on bottom
chord. The design/selection of such connection device(s) is the responsibility of others.
11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
0
`01111111®1���,,
i
No 58126
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 23.2018
Coptmued_01 Daaes
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. t �
Design valid for use only with MiTek® 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 parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent 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 systems, see ANSII PI1 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 36610
Jdb ,
Truss
Truss Type
Qty
Ply
Klein Guest House
T14907932
J36506
A01G
HIP GIRDER
1
Job Reference (optional)
east t,oas[ i russ, t-i. rlerCe, FL ,M4b 8.220 s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:37 2018 Page 2
I D:wrAkBNLd W3dys_SJEGl lHzO3nP-iOCKGWjnVjxbLybVlifgkmpb21 W W07?jg02heSyl?uS
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 3-5=-60, 5-7=-60, 13-16=-20
Concentrated Loads (lb)
Vert: 3=-109(B) 5=-109(B) 10=42(B) 11=-226(B) 9=-226(B) 4=-109(B) 20=-109(B) 21=-109(B) 23=-42(B) 24=-42(B)
..
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® 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 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 temporary and permanent bracing A;4� 1IC.°
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the !Ni i
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 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 36610
J1ob
Truss
Truss Type
Qty
Ply
Klein Guest House
J36506
A02
HIP
1
T14907933
Job Reference o tional
uesi i Puss, rr. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:38 2018 Page 1
ID:wrAkBNLdW3dys_SJEG1 IHzO3n P-ADmiUskQG04Sy6AhrPA3H_MokRo27Zht22nEBuyI7uR
5-9-14 11-0-0 13-10-0 19-0-2 24-10-0
5-9-14 5-2-2 2-10-0 5-2-2 5-9-14
4x8 =
4x4 =
Scale=1:41.7
0 3x4 = 9
3x4 = 5x5 = 3x4 = 3x8 = 5x6 = 3x4 =
2,4-0 11-0-0 13-10-0 -6 0 2 10-0 a Inn ,
2-0-0 D-4-0 8-8-0 2-10-0 8-8-0 0-4-0 2-0-0
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CSI.
TC 0.40
BC 0.65
WB 0.39
Matrix -AS
DEFL. in (loc) I/defl Ud
Vert(LL) -0.13 12-13 >999 240
Vert(CT) -0.26 12-13 >935 180
Horz(CT) 0.03 9 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 130 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied.
WEBS 2x4 SP No.3 *Except*
2-13,7-9: 2x6 SP No.2
REACTIONS. (lb/size) 13=994/0-8-0, 9=994/0-8-0
Max Horz 13=207(LC 7)
Max Uplift 13=-982(LC 8), 9=-819(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-334/67, 3-4=-980/855, 4-5=-849/875, 5-6=-980/861, 7-8=-276/67
BOT CHORD 1-1 3=-40/329,12-13=-633/942, 11-12=-471/849, 9-11=-679/868, 8-9=-40/263
WEBS 3-13=-1112/1180, 2-13=-145/290, 6-9=-111211060, 7-9=-146/260
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=6.Opsf; BCDL=4.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
`Or,1111111/��
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.
J. O,R
6) * This truss has been
`o• ���\,,
�9
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
,�� `Z` .•'.\ G E N S • •
Q % 1'
chord and any other members.
.• 1�1
:
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 982 lb uplift at joint 13 and 819 lb uplift N O 5 812 6
at joint 9. ..
r
•:
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
*
sheetrock be applied directly to the bottom chord.
_
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
OF : �4U Z.
s,
/11111111
Philip J. O'Regan PE No.58126
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date -
August 23,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® 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 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 temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
WOW -
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
6904 Parke East Blvd.
Tampa, FL 36610
Jdb
Truss
Truss Type
Qty
Ply
Klein Guest House
J36506
A03
Common
g
1
T14907934
Job Reference (optional)
c�
6
�.006r i ruoo, K. ritul , rL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:39 2018 Page 1
ID:wrAkBNLdW3dys_S_jEG1lHz03nP-ePK4hBk2l KCJaFItP7ilgBvzprCgs_MOHiXnjKyl7uQ
6-6-6 12-5-0 18-3-10 24-10-0
6-6-6 5-10-10 5-10-10 6-"
Scale = 1:41.3
46 =
11 5x6 = 3x4 = 5x5 = 8 3x4 =
3x4 = 5x6 =
0-
2-0-0 013- 6-8-6
6-9-5
6-8-6 0 4
0 2-O
Plate Offsets (X Y)— 19:0-2-8 0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.45
Vert(LL) 0.08
9-10. >999 240
MT20
244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.42
Vert(CT) -0.10
9-10 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.56
Horz(CT) 0.03
8 n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -AS
Weight: 123 lb
FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied.
WEBS 2x4 SP No.3'Except*
2-11,6-8: 2x6 SP No.2
REACTIONS. (lb/size) 11=994/0-8-0, 8=994/0-8-0
Max Horz 11=233(LC 7)
Max Uplift 11=-827(LC 8), 8=-827(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-1019/950, 4-5=-1019/949
BOT CHORD 10-11=710/951, 9-10=435/757, 8-9=-710/927
WEBS 4-9=-162/275, 5-9=-136/269, 4-10=-162/275, 3-10=-135/269, 3-11=-1190/1012,
2-11=-200/298, 5-8=-1189/1012, 6-8=-200/298
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=6.Opsf; BCDL=4.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat.
II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 0���111111d/d)
3) Plates checked for a plus or minus 0 degree rotation about its center. e p 3. O'/�
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 e��Q� .• Ci ENS+ • • '9A_ 00
will fit between the bottom chord and any other members. : 4 F�'. l[��
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 827 lb uplift at joint 11 and 827 lb uplift No 58126
at joint 8. d
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum a * :•
sheetrock be applied directly to the bottom chord. _ ..
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.CC
�:• OF :�441
ddddltll
Philip J. O'Regan PE No.58126
MTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
August 23,2018
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® 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 parameters and properly incorporate this design into the overall A
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r VI �Tek•
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 systems, see ANSUTPI1 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 36610
Job
Truss
Truss Type
Qty
Ply
Klein Guest House
J36506
A04
COMMON
2
1
T14907935
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:40 2018 Page 1
ID:wrAkBNLd W3dys_SJEG11Hz03nP-7buTuXigoeK9CPK4zgDXMPR7QEXcbQMAWMGLFnyl?uP
6-8-0 12-5-0 17-5-12 22-10-0
6-6_6 5-10-10 5-0-12 5-4-4
Scale = 1:37.7
4x6 =
'" 5x5 = 3x4 = 7
3x4 = 5x5 =
5x5 =
-0- -0
2-0-0 0-4- 6-8.6 6-9-5 7-0-5
LOADING (psf)
SPACING-
2-0-0
TCLL
I
Plate Grip DOL
1.25
TCDL
10.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2017/TP12014
CSI.
DEFL:
in
(loc)
I/deft
Ud
TC 0.45
Vert(LL)
0.09
8-9
>999
240
BC 0.45
Vert(CT)
-0.10
8-9
>999
180
WB 0.64
Horz(CT)
-0.03
7
n/a
n/a
Matrix -AS
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.3 *Except*
2-10,6-7: 2x6 SP No.2
REACTIONS. (lb/size) 10=1009/0-8-0, 7=800/0-8-0
Max Horz 10=219(LC 7)
Max Uplift 10=992(LC 8), 7=-659(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-282/113, 3-4=-1048/935, 4-5=-1088/1017, 5-6=-260/261, 6-7=-227/275
BOT CHORD 1-10=-74/279, 9-10=-759/983, 8-9=-513/782, 7-8=-812/1019
WEBS 4-9=-139/293, 4-8=-256/364, 5-8=-195/316, 3-1 0=-1 220/1149, 2-1 0=-1 97/321,
5-7=-973/783
PLATES GRIP
MT20 244/190
Weight: 118 lb FT = 0%
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=6.Opsf; BCDL=4.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat.
II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left 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 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 992 lb uplift at joint 10 and 659 lb uplift
at joint 7.
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
e,��Ttllllll//1jS/
3. O',��
G E N
i
No 58126
p'. O F
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 23,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® 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 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 temporary and permanent bracing 11 A�S�,A.tC°
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the t V9 i
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 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 36610
Job
Truss
Truss Type
Qty
Ply
Klein Guest House
J36506
A05
ROOF SPECIAL
1
1
T14907936
Job Reference (optional)
r=ast Coast i russ, Ft. Pierce, FL 34946 8,220 s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:40 2018 Page 1
ID:wrAkBNLdW3dys_S.jEG1lHz03nP-7buTuX[goeK9CPK4zgDXMPR81 EXIbTvAWMGLFny17uP
7-1-0 8-10-4 125-0 17-5-12 22-10-0
7-1-0 1-9-4 3-6-12 5-0-12 5-4-0
4x6 =
11 3x4
3x4 = 3x6 II 5x8 = =
2.50 12
Scale = 1:38.8
8-
2-0-0 0 4- 4-9-0 1-9-4 6-10-2 7 1 10
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
10.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FBC2017ITP12014
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3 *Except*
2-11: 2x6 SP No.2
SLIDER
Right 2x4 SP No.3 2-6-0
REACTIONS. (lb/size) 7=809/Mechanical, 11=1018/0-8-0
Max Horz 11=220(LC 7)
Max Uplift 7=-667(LC 8). 11=-1000(LC 8)
CSI.
DEFL.
in
(loc)
I/deft
Ud
TC 0.42
Vert(LL)
0.11
8-9
>999
240
BC 0.50
Vert(CT)
-0.16
8-9
>999
180
WB 0.41
Horz(CT)
0.03
7
n/a
n/a
Matrix -AS
PLATES GRIP
MT20 244/190
Weight: 113 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1130/927, 3-4=-1182/1067, 4-5=1206/1096, 5-7=1326/1152
BOT CHORD 10-11=-190/288, 9-10=-755/1025, 8-9=-559/857, 7-8=-935/1186
WEBS 3-10=-400/390, 4-9=-230/375, 4-8=-288/420, 5-8=-260/376, 2-1 0=-938/108 1,
2-11=-902/948
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=6.Opsf; BCDL=4.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left 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 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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 667 lb uplift at joint 7 and 1000 lb uplift
at joint 11.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® 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 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 temporary and permanent bracing
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 systems, see ANSV,PI1 Quality Criteria, DSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
.`%\.�p J. 0'�F�o����
e
10
No 58126
cc z
lo
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 23,2018
MiTek*
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Klein Guest House
J36506
A06
ROOF SPECIAL
1
1
T14907937
Job Reference (optional)
—, rL oYoyo B.22U s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:41 2018 Page 1
I D:wrAkBNLdW3dys_S_jEG 1 IHzO3nP-boSr6tmlZxSOpZvGXXkmvc_IFeusKv5Jk00unDyl?u O
7-1-0 10-10-4 12-5-0 17-4-5 22-10-0
7-1-0 3-9 4 1 6-12 4-115 5-5-11
Scale = 1:38.8
46 =
0
Io
I0
3x4 = 3x6 II 5x8 =
• 2.50 12
0 6 -
2-0-0 0-4- 4-9-0 3-9-4 5-8-11 6.3-1
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC20171rP12014
CSI.
TC 0.45
BC 0.45
WB 0.42
Matrix -AS
DEFL. in
Vert(LL) 0.11
Vert(CT) -0.12
Horz(CT) 0,03
(loc) I/defl Ud
7-16 >999 240
7-8 >999 180
6 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 108 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied.
WEBS 2x4 SP No.3 *Except*
2-10: 2x6 SP No.2
REACTIONS. (lb/size) 6=809/Mechanical, 10=1018/0-8-0
Max Horz 10=220(LC 7)
Max Uplift 6=-667(LC 8), 10=-1000(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1134/929, 3-4=-1188/1036, 4-5=-1502/1367, 5-6=-1599/1320
BOT CHORD 9-10=1921286, 8-9=-758/1032, 7-8=-607/942, 6-7=-1109/1431
WEBS 3-9=-361/396, 4-8=-170/337, 4-7=-518/611, 5-7=-327/438, 2-9=-943/1090,
2-10=-905/948
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=6.Opsf; BCDL=4.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 111111 ! 11 //l,'l
3) Plates checkect for a plus or minus 0 degree rotation about its center. ,%%� p J. 0 , `R 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�� �V.......
�F�
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 ,� Q� .•• CEN S ' • 9i1 _ ��
will fit between the bottom chord and any other members. 41 •• �r CC••• V
6) Refer to girder(s) for truss to truss connections. % O 58126
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 667 lb uplift at joint 6 and 1000 lb uplift
at joint 10. .. * ;
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord. -0 : (�
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. - •• S T VJ
%%'�
Philip J. O'Regan PE No.58126
Mi fek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 23,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® 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 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 temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �ITeIi•
fabrication, storage, delivery, erection and bracing of trusses and truss systems, sea ANSUTPII 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 36610
Job ITruss Truss Type I Qty IPIY I Klein Guest House
J36506 A07 ROOF SPECIAL 1 1 T14907938
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:42 2018 Page 1
I D:wrAkB N Ld W3dys_SJE G 11 Hz03n P-3_ODJD nwJFatRjUS4 F F?RgXO62F m3LzSzflSKfyl?u N
7-1-0 12-5-0 16-6-4 22-10-0
7-1-0 5-4-0 4-1-4 6-3-12
11 ,�
3x4 = 3x6 II 5x8 =
2.50 12
4x4 =
Scale = 1:39.9
3-9-11 40f 7-1-0 16.6-4
39-11 -1 2-104 5-9-4 3-8-0 6-3-12I 22 10-0
r.- .- ..- .- .- -- -. .- _ . — — — -
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.83
Vert(LL)
0.23
9-10
>971
240
TCDL 10.0
Lumber DOL
1.25
BC 0.34
Vert(CT)
0.20
9-10
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.50
Horz(CT)
-0.04
7
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -AS
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3 *Except*
2-11: 2x6 SP No.2
REACTIONS. (lb/size) 7=705/Mechanical, 11=1111/0-8-0
Max Horz 11=376(LC 8)
Max Uplift 7=-1167(LC 8), 11=-1759(LC 8)
PLATES GRIP
MT20 244/190
Weight: 118 lb • FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD Rigid ceiling directly applied.
WEBS 1 Row at midpt 6-8
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-549/392, 2-3=-540/882, 3-4=-910/1475, 4-5=-937/1588, 5-6=-1250/2106,
6-7=-637/995
BOT CHORD 1-11=-316/570, 10-11=-316/193, 9-10=-942/470, 8-9=-2138/1273
WEBS 3-10=-489/670, 3-9=-438/346, 4-9=-808/401, 5-9=-545/885, 5-8=-360/499,
6-8=-2109/1247, 2-10=-1377/916, 2-11=-1000/1517
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=6.Opsf; BCDL=4.0psf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left 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 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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1167 lb uplift atjoint 7 and 1759 lb uplift
at joint 11.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
,��t,11111111�'�
J 0'/��
No 58126
cc
OF ,:��tl
♦ � e
!l1111/
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 23,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. f0/0312015 BEFORE USE.
Design valid for use only with MiTek® 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 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 temporary and permanent bracing p �'�
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the tYY A��
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII 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 36610
Job
Truss
Truss Type
Qty
Ply
Klein Guest House
J36506
A08
ROOF SPECIAL
1
1
T14907939
-
Job Reference (optional)
3st Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:43 2018 Page 1
ID:wrAkBNLd W3dys_S_jEG 1 I Hz03nP-XAabXZoY4Zik3t3eeymE_13cKSXrogxcCJV?s6yl?uM
6-3-6 - •0 -5-0 14-6- 8-6-6 2-10.0
6-3-6 0-9.1D 5.4-0 2-1-0 4-0-2 4-3-10
Scale = 1:40.3
4x4 =
10 5x5
3x4 = 3x6 II 2.50 12
5-11-0 7-1-0 14-10-4 22-10-0
5 11S 7_gy
7-11-12
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.60
Vert(LL)
0.34
7-8
>577
240
MT20 244/190
TCDL 10.0
Lumber DO 1.25
BC 0.61
Vert(CT)
0.30
8-9
>658
180
BCLL 0.0
Rep Stress [nor YES
WB 0.97
Horz(CT)
-0.04
7
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -AS
Weight: 117 lb FT = 0%
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3 *Except'
2-10: 2x6 SP No.2
REACTIONS.
(lb/size) 7=560/Mechanical, 10=1256/0-8-0
Max Horz 10=474(LC 8)
Max Uplift 7=-957(LC 8), 10=-1969(LC 8)
Max Grav .7=562(LC 18). 10=1256(LC 1)
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD Rigid ceiling directly applied.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-815/593, 2-3=-187/367, 3-4=-891/1618, 4-5=742/1376
BOT CHORD 1 -1 0=-468/846, 9-10=-354/174, 8-9=-794/401, 7-8=-10201612
WEBS 2-10=-1043/1584, 3-9=-881/1214, 3-8=-13381764, 4-8=-495/779, 5-8=-444/233,
5-7=-682/1110, 2-9=-789/521
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=6.Opsf; BCDL=4.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; porch left exposed; Lumber DOL=1.60 plate grip
DO L=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 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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 957 lb uplift at joint 7 and 1969 lb uplift
at joint 10.
9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
No 58126
�i���' .•• p R t, O• �\�o�
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 23,2018
WARNING - Verdy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ■•
Design valid for use only with MiTek® 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 parameters and property incorporate this design into the overall my
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
��1�Il•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 9Y1 1
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII 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 36610
Job
Truss
Truss Type
Qty
Ply
Klein Guest House
T14907940
J36506
A09G
HALF HIP GIRDER
1
Job Reference (optional)
c wa L r 1ubb, rt. rierce, rL o4a40 6.220 s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:44 2018 Page 1
ID:wrAkBNLdW3dys_SJEG1 IHz03nP-?N7zkvoBrsgbg 1 erCgHTXFcgesxEXF8[RzEYOYyl?uL
3-10-6 7-1-0 12-1-15 16-10-4 22-10-0
3-10-6 3-2-10 5-0-15 4-8-5 5-11-12
4x10 =
1x4 II
4 13
3x4 = 10 2.50 12
6x12 =
Scale = 1:39.0
-0
3-10-6 MID -8-0 5-0-15 4-8-5 5-11-12
LOADING (psf)
SPACING-
2-0-0
TCLL
I
Plate Grip DOL
1.25
TCDL
10.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
NO
BCDL
10.0
Code FBC2017/TPI2014
CSI.
DEFL.
in
(]cc)
I/deft
Ud
TC 0.44
Vert(LL)
0.12
7-8
>999
240
BC 0.34
Vert(CT)
0.10
7-8
>999
180
WB 0.46
Horz(CT)
-0.02
7
n/a
n/a
Matrix -MS
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 *Except* BOT CHORD
6-7,4-9: 2x6 SP No.2, 3-10: 2x8 SP No.2
REACTIONS. (lb/size) 7=1457/Mechanical, 10=1605/0-8-0
Max Horz 10=570(LC 8)
Max Uplift 7=-2092(LC 8), 10=-2687(LC 8)
Max Grav 7=1680(LC 31), 10=1996(LC 31)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-747/474, 2-3=-1009/708, 3-4=-1568/1644, 4-5=-2124/2609, 5-6=-2138/2635,
6-7=-1188/1540
BOT CHORD 1-10=-395/744, 9-10=-766/805, 8-9=-1659/1514
WEBS 3-1 0=-1 657/2045, 3-9=-2460/2131, 4-9=-835/823, 4-8=-1312/1229, 5-8=-342/573,
6-8=-2783/2262, 2-10=-235/395
3x6 =
PLATES GRIP
MT20 244/190
Weight: 289 lb FT = 0%
Structural wood sheathing directly applied or 6-0-0 cc purlins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 cc bracing, Except:
10-0-0 cc bracing: 7-8.
NOTES-
1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc.
Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 cc, 2x4 - 1 row at 0-9-0 cc, 2x6 - 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 (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) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=6.Opsf; BCDL=4.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; porch left exposed; Lumber DOL=1.60 plate grip
DO L=1.60
4) Provide adequate drainage to prevent water ponding.
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 nonconcurrent with any other live loads.
7) ° This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2092 lb uplift at joint 7 and 2687 lb uplift
at joint 10.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 833 lb down and 854 lb up at
12-5-4, 392 lb down and 425 lb up at 13-2-6, 393 lb down and 452 lb up at 15-2-6, 393 lb down and 452 lb up at 17-2-6, and 393
lb down and 452 lb up at 19-2-6, and 393 lb down and 452 lb up at 21-2-6 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
`,lllttllllr��'
No 58126
CC z
�' O F : cU
OR I
`%%
®1111111j110
Philip J. O'Regan PE No.58126
MTek USA, Inc. FL Cert 66M
6904 Parke East Blvd, Tampa FL 33610
Date:
August 23,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® 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 parameters and properly incorporate this design into the overall HT 1°
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing a ll�Tel�°
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7VI i IC
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 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 36610
Job
Truss
Truss Type
Qty
Ply
Klein Guest House
J36506
A09G
HALF HIP GIRDER
1
L A
T14907940
Job Reference (optional)
8.22U s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:44 2018 Page 2
I D:wrAkBNLd W3dys_SJEG 1 lHz03n P-?N7zkvoSrsgbg 1 erCgHTXFcgesxEXF81RzEYOYyl?uL
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 14=-60, 4-6=-60, 1-10=-20, 8-10=-20, 7-8=-20
Concentrated' Loads (lb)
Vert: 9=476(F) 15=341(F) 16=-347(F) 17=-347(F) 18=-347(F) 19=-347(F)
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE. MAI
Design valid for use only with MiTek® 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 parameters and properly incorporate this design into the overall ��tp p
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing oTe BCC
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IVE
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfiPlt 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 36610
Job
Truss
Truss Type
Qty
Ply
Klein Guest House
J36506
B01G
Hip Girder
1
T14907941
Job Reference o tional
ri. riei�, rL ovatiD 6.220 s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:45 2018 Page 1
ID:wrAkBNLdIN3dys_SJEG 1 IHzO3n P-TZhMyFppcAySIAD t _mNoi3S9ydFA9GgVvfd6wyl?uK
2-0-0 9-0-0 12-5-4 15-10-8 22-2-8 24-10-8
2-8-0 6-4-0 3.5-4 3-5-4 6-0-0 2-8-0
4x4 =
3x4 = 4x4 =
4 20 21 5
Scale = 1:42.4
5x5 = 3x4 =
3x4 = 2.50 12 5x5
9
-3
06-7
8-0 202-0-0
Plate Offsets (X.Y)— f8:0-1-8.0-2-81.f9:0-2-8 0-1-81 f10:0-2-8 0-1-81 f11'0-1-8 0-2-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.62
Vert(LL) 0.31
9-10 >767 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.74
Vert(CT) -0.26
9-10 >895 180
BCLL 0.0
Rep Stress Incr NO
WB 0.58
Horz(CT) -0.09
8 n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
Weight: 236 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 *Except*
2-11,6-8: 2x6 SP No.2
REACTIONS. (lb/size) 11=1513/0-8-0, 8=1533/0-8-0
Max Horz 11=173(LC 7)
Max Uplift 11=-1722(LC 8), 8=-1554(LC 8)
Max Grav 11=1558(LC 32), 8=1566(LC 31)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3280/3138, 3-4=-3067/3057, 4-5=-3056/3144, 5-6=-3277/3228
BOT CHORD 10-11=-354/432, 9-10=-3196/3370, 8-9=-247/374
WEBS 2-11=-1474/1691, 2-10=-3050/3138, 3-10=-668/879, 4-9=-434/581, 5-9=-680/922,
6-9=-2985/3160,6-8=-1466/1631,4-10=-493/653
NOTES-
1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
t)1 i 111/1111
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc.
,+�0� p 1 0 r����'
2) All loads are considered equally applied to if front
`o ���� • .........
••�'9jl
E
all plies, except noted as (F) or back (B) face in the LOAD CASE(S) section. Ply to
have been
,��Q`C .• G
F l�
ply connections. provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
•• • 0
3) Unbalanced roof live loads have been considered for this design.
1.
No 58126
4) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=6.Opsf; BCDL=4.Opsf; h=20ft; B=45ft; L=25ft; eave=oft; Cat.
11; Exp D; Encl., GCpi=0.18;
e * •••
MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
��
5) Provide adequate drainage to prevent water ponding.
—
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 nonconcurrent with any other live loads.
8) ' This truss has been designed for a live load 20.0psf the bottom
O �• F C(/:
441
of on 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.
T Q 2
9) Provide mechanical connection truss to bearing
.• ��
�i�� ��'
R
(by others) of plate capable of withstanding 1722 lb uplift at joint 11 and 1554 lb
uplift at joint 8.
•. •`' �\ ���
S,O
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 266 lb up at
l tt``
9-0-0. 125 lb down and 270 lb up at 11-0-12, 125 lb down and 270 lb up at 12-5-4, and 125 lb down and 270 lb up at 13-9-12, and
130 lb down and 276 lb up at 15-10-8 on top chord, and 357 lb down and 174 lb up at 9-3-5, 81 lb down and 84 lb up at 11-0-12,
81 lb down and 84 lb up at 12-5-4, and 81 lb down and 84 lb up at 13-9-12, and 363 lb down and 230 lb up at 15-7-3 on bottom
Philip J. O'Regan PE No.58126
MiTek USA, Inc. IL Cert 66M
chord. The design/selection of such connection device(s) is the responsibility of others.
6904 Parke East Blvd. Tampa FL 33610
11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
Date:
August 2.1201 R
CoptiRuedaa[t pac — -- -
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M117473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® 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 parameters and properly incorporate this design into the overall HT '
building 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 injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI rPl1 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 36610
Job
Truss
Truss Type
Qty
Ply
Klein Guest House
T74907941
J36506
801G
Hip Girder
1
Job Reference (optional)
Last Loast I russ, rt. vierce, I-L 34a4b 8.220 s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:45 2018 Page 2
ID:wrAkBNLdVV3dys_SJEG1 lHz03nP-TZhMyFpprAySIAD1 mNoi3S9ydFA9GgVvfd_6w_ll?uK
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 3-5=-60, 5-7=-60, 11-12=-20, 10-11=-20, 9-10=-20, 8-9=-20, 8-15=-20
Concentrated Loads (lb)
Vert: 3=-101(F) 5=-111(F) 10=-112(F) 4=-111(F) 9=-165(F) 19=-111(F) 20=-111(F) 22=-77(F) 23=-77(F) 24=-77(F)
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312016 BEFORE USE.
Design valid for use only with MiTek® 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 parameters and properly incorporate this design into the overall g► ��
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IV iiTe k�
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 systems, see ANSI/TPII 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 36610
Job
Truss
Truss Type
Qty
Ply
Klein Guest House
T14907942
J36506
B02
HIP
1
1
Job Reference (optional)
Last L oast I russ, i-L Fierce, t-L 341J41i 8.220 s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:46 2018 Page 1
ID:wrAkBNLdW3dys_SJEG11Hz03nP-xlFkgbgRNU4JwKnDJ5KxcghBrfXP?5z2uHjf rQyl?uJ
6-100
11-0-0 13-10-8 18-0-8 22-2-8 24-10-8
2-8-0 4-254-2-0 2-10-8 4-2-0 4
0 .2-0 2-8-0
4x8 =
4x4 =
Scale = 1:42.4
12 9 3x4 =
3x4 = 5x6 = 2.50 12 5x6 =
2-0-0 -8-0 8-5-8 2-7-8 8-5-8 -8-0 2-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.33
Vert(LL)
-0.16 11-12
>999
240
TCDL 10.0
Lumber DOL
1.25
BC 0.68
Vert(CT)
-0.33 11-12
>706
180
BCLL 0.0
Rep Stress ]nor
YES
WB 0.76
Horz(CT)
0.09 9
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
2-12,7-9: 2x6 SP No.2
REACTIONS. (lb/size) 12=996/0-8-0, 9=99610-8-0
Max Horc 12=-211(LC 6)
Max Uplift 12=-1007(LC 8), 9=-817(LC 8)
PLATES GRIP
MT20 244/190
Weight: 123 Ito FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-299/99, 3-4=-1384/1058, 4-5=-1243/1057, 5-6=-1385/1071, 7-8=-254/99
BOT CHORD 1-12=-54/285, 11-12=-781/1270, 10-11=-647/1260, 9-10=-848/1151
WEBS 2-12=-229/380, 3-12=-1474/1370, 4-11=-139/358, 5-10=-1581326, 6-10=-69/290,
6-9=-1474/1241. 7-9=-230/347
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=6.Opsf; BCDL=4.Opsf; h=20ft; B=45ft; L=25ft; eave=4ft; Cat.
Il; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1007 lb uplift at joint 12 and 817 lb uplift
at joint 9.
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
,111111110/fI�,I
®e�\��p J. O
oeee�••4\G•E•�8
�•
i
No 58126
O'.• S O F •.'41U`
4
Philip J. O'Regan PE No.58126
M1 fek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 23,2018
WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only wshown,
with MiTek® connectors. This design is based only upon parameters and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MoTek•
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 systems, see ANSUTPI1 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 36610
Job
Truss
Truss Type
Qty
Ply
Klein Guest House
T14907943
J36506
B03
Scissor
1
1
Job Reference (optional)
cast toast I russ, M. VIerce, rL 34a4b 8.220 s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:47 2018 Page 1
I D:wrAkBN Ld W3dys_SJE G 11 Hz03n P-Pxp6Mwr38 n CAXUM QtorA8tELW3y8 kazB7xTD?tyl? u I
2 8-0 7-0-10 125 4 17-3-14 22-2-8 24-10-8
2-0-0 4-10-10 4-10-10 4-10-10 4-10-10 2.8-0
Scale = 1:42.1
4x4 =
12 2.50 12 8 3x4 =
3x4 = 5x5 = 5x5 =
-5
2-0-0 8-0 4-10-10 4-10-10 4-10-10:14 4-10-10 8-0 2-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deg
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.40
Vert(LL)
0.13 10-11
>999
240
TCDL 10.0
Lumber DOL
1.25
BC 0.33
Vert(CT)
-0.14 9-10
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.58
Horz(CT)
0.07 8
n/a
n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix -AS
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3 *Except*
6-8,2-12: 2x6 SP No.2
REACTIONS. (lb/size) 12=996/0-8-0, 8=996/0-8-0
Max Horz 12=-238(LC 6)
Max Uplift 12=-1007(LC 8), 8=-817(LC 8)
PLATES GRIP
MT20 244/190
Weight: 120 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1416/1053, 3-4=-1302/1016, 4-5=-1302/1016, 5-6=-1416/1111
BOT CHORD 11-12=-338/423, 10-11=-802/1391, 9-10=-858/1288, 8-9=-262/318
WEBS 4-10=-426/672, 5-10=-288/279, 6-9=-106211496, 6-8=-869/808, 2-11 =-1 187/1496,
2-12=-869/887, 3-11=-232/316, 5-9=-232/285
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=6.Opsf; BCDL=4.Opsf; h=20ft; B=45ft; L=25ft; eave=oft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 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 1007 lb uplift at joint 12 and 817 lb uplift
at joint 8.
7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
sheetrock be applied directly to the bottom chord.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is alwaysrequired.
e`
v, Q .' �� �•'• Z ,ji
No 58126 •„
F .: �441
%
see�no�f,t,e
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 23,2018
WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® 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 parameters and property incorporate this design into the overall A�•
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �iiiTL k�
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 systems, see ANSYTPI1 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 36610
Job r
Truss
Truss Type
Qty
Ply
Klein Guest House
J36506
B04G
SCISSOR GIRDER
1
T14907944
Job Reference (optional)
ts.zzu s may 24 zU18 MITek Industries, Inc. Thu Aug 23 09:25:48 2018 Pagel
I D:wrAkBNLd W3dys_SJEG 1 I HzO3nP-u8 NUaGrhv5K19excRVMPh5nOVTErT_mLLbCmXJyl?u H
2�-0 7 6-10 12-5A 17-6-2 22-10-8
2-8-0 4-10-10 4-10-10 5-0-14 5-4.6
2.50112
3x4 = 5x5 =
4xs 11
Scale = 1:38.1
2-0-0 8-0 4-10-10 4-10-10 5-0-14 5-4-6
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
10.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
NO
BCDL
10.0
Code FBC2017/TP12014
CSI.
DEFL.
in
(loc)
I/deft
Ud
TC 0.96
Vert(LL)
0.44
8-9
>539
240
BC 0.62
Vert(CT)
0.36
8-9
>655
180
WB 0.80
Horz(CT)
-0.21
7
n/a
n/a
Matrix -MS
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 *Except*
9-11: 2x6 SP No.2, 7-9: 2x6 SP SS BOT CHORD
WEBS 2x8 SP No.2 *Except*
2-10,6-8: 2x4 SP No.2, 3-10,5-8: 2x4 SP No.3, 3-9,5-9: 2x6 SP No.2
REACTIONS. (lb/size) 11=2748/0-8-0, 7=4017/0-8-0
Max Horz 11=219(LC 7)
Max Uplift 11=-3006(LC 8), 7=-3921(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-332/250, 2-3=-5780/6061, 3-4=-7365/7960, 4-5=-7354/7956, 5-6=-8949/8922,
6-7=3476/3512
BOT CHORD 1-11=-224/317, 10-11=-680/746, 9-10=-5570/5370, 8-9=-8417/8512, 7-8=-1187/1290
WEBS 2-11=-2482/2741, 2-10=-6175/5859, 3-10=-1209/1434, 3-9=-2133/1703, 4-9=-5741/5307,
5-9=-1586/1094, 5-8=-576/735, 6-8=-7104/7116
PLATES GRIP
MT20 244/190
Weight: 288 lb FT = 0%
Structural wood sheathing directly applied or 3-9-14 oc purlins,
except end verticals.
Rigid ceiling directly applied or 5-11-4 oc bracing.
NOTES-
1) 2-ply truss to be connected together with 1 Old (0.131"xY) nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-6-0 oc.
Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
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) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=6.Opsf; BCDL=4.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left 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 nonconcurrent with any other live loads.
7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3006 lb uplift at joint 11 and 3921 lb
uplift at joint 7.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2007 lb down and 2471 lb up at
12-5-4, 783 lb down and 765 lb up at 14-6-0, 783 Ib down and 707 lb up at 16-6-0, and 789 lb down and 687 lb up at 18-6-0, and
789 lb down and 687 lb up at 20-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of
others.
11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
`,011111111/0j/
o��p J. 0'/�F'//,��
s
No 58126
•, • cc z
e •• OF
v Al-E�a%%
/lOIIIII1l11��,
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cert 6634
6904 Padre East Blvd, Tampa FL 33610
Date:
Aiirmi0 91 9f11R
Ontlgued on-naae- -- —'-- '
CC7kf[i`CAat(a")'''a�taiidar WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 0I-7473 rev. 10/03/2015 BEFORE USE. --
Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not �°
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall HV building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i%1,°
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M1K`
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII quality Criteria, DSB-89 and SCSI Building Component Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 6904 Parke East 36610
East
Job
Truss
Truss Type
Qty
Ply
Klein Guest House
T14907944
J36506
B04G
SCISSOR GIRDER
1
Job Reference (optional)
tast L:oast I cuss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:48 2018 Page 2
ID:wrAkBNLdW3dys_SJEG1lHz03nP-u8NUaGrhv5K19excRVMPh5nOVrErT MLLbCmXJyl?uH
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-60, 4-6=-60, 11-12=-20, 9-11=-20, 7-9=-20
Concentrated Loads (lb)
Vert:9=-1814(B) 15=-783(B)16=-783(B) 17=-789(B) 18=-789(B)
& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/02/2015 BEFORE USE.
Design valid for use only with MiTek® 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 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 temporary and permanent bracing 11 A'T®1.'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 9 V A Y iC
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-69 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 36610
Job
Truss
Truss Type
Qty
Ply
Klein Guest House
J36506
MV2
Valley
1
1
T14907945
Job Reference (optional)
li0asr I Puss, Ft. Pierce, FL 34946
2x4
inn 119
8.220 s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:50 2018 Page 1
2-0-0 ID:wrAkBNLd W3dys_SJEG1 lHz03n P-q WVF?ytxRialOy5?YwOtm WsxAG3Xx4oepvhtcCyl?uF
2-0-0
Scale = 1:6.9
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.05
Vert(LL)
n/a n/a 999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.03
Vert(CT)
n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00 2 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
Weight: 5 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 2-0-0 cc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS. (lb/size) 1=38/2-0-0, 2=51/2-0-0, 3=13/2-0-0
Max Harz 1=-46(LC 8)
Max Uplift 1=-38(LC 8), 2=-52(LC 8)
Max Grav 1=38(LC 1), 2=53(LC 14), 3=25(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or
less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=6.Opsf; BCDL=4.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 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 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) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface. s``d1 111111/1,�
7) Provideomechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 1 and 52 Ib uplift at `A\�\p
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. tee`` Q�*.�,� G•E•N S'� ��Yi i
No 58126
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 23,2018
LMIM
j WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010,V2015 BEFORE USE.
Design valid for use only with MiTek® 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 parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Y1 /!�'P�1.1C•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M V E B
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII 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 36610
Job
Truss
Truss Type
Qty
Ply
Klein Guest House
T14907946
J36506
MV4
Valley
1
1
Job Reference (optional)
East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:50 2018 Page 1
I D:wrAkBNLdW3dys_SJEG1 lHz03nP-q W VF?ytxRialOy5?YwOtmWssxGl _x4oepvhtcCyl?uF
4-0-0
1
2x4 II Scale = 1:11.1
2x4 II
2x4
LOADING (pst)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.32
Vert(LL) n/a
n/a 999
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.19
Vert(CT) n/a
- n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) 0.00
2 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
Weight: 13 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 oc purling,
BOT CHORD 2x4 SP No.3
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=125/4-0-0, 2=125/4-0-0
Max Horz 3=-113(LC 8)
Max Uplift 3=-128(LC 8), 2=-81(LC 8)
Max Grav 3=130(LC 14), 2=125(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=6.Opsf; BCDL=4.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 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 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 128 lb uplift at joint 3 and 81 lb uplift at
joint 2.
7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
`111111111111"0
E Ns
No 58126
D�/ar11111j1
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cert 6634
6904 Padre East Blvd. Tampa FL 33610
Date:
August 23,2018
777,
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® 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 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 temporary and permanent bracing 11 A�T�/.00°
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the E V 6 7
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITrPI1 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 36610
Job
Truss
Truss Type
Qty
Ply
Klein Guest House
T14907947
J36506
MV6
Valley
1
1
Job Reference (optional)
East coast I russ, m. Tierce, FL 34a46
6-0-0
2x4 I
1
8.220 s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:51 2018 Page 1
I D:wrAkBN Ld W3 dys_SJ EG 1 I Hz03n P-ij2dC lu aCOicO5g B6ev6JjO4lgN Og Wi n2ZRQB eyl?u E
5 4
2x4 II 1x4 II 2x4
Scale = 1:17.0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) n/a n/a 999
MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix-P
Weight: 21 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.3 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 5=90/6-0-0, 3=61/6-0-0, 4=259/6-0-0
Max Horz 5=-185(LC 8)
Max Uplift 5=-92(LC 8), 4=-264(LC 8)
Max Grav 5=94(LC 14), 3=61(LC 1), 4=268(LC 14)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-4=-203/290
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=6.Opsf; BCDL=4.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 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 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
,`t,1111111/0j
will fit between the bottom chord and any other members.
6) Provide mechanical connection
p , O ,R 'I ���
(by others) of truss to bearing plate capable of withstanding 92 lb uplift at joint 5 and 264 lb uplift at
joint 4.
♦,♦®♦
♦ F
`Z•\`' • • G•E N ' • �'9 �ii
7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
�%,
�� Q ••• V� SF••• 2 �i�
No 58126
O:• S T F :
�44I4%.
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cert 6634
69N Parke East Blvd. Tampa FL 33610
Date:
August 23,2018
[ WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not•
my
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design: Bracing indicated is to prevent buckling of individual truss web and/or
chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
A �T�/BL.•
IYI i
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPl1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 3, Alexandria, VA 22314.
12
6904 Parke East East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
City
Ply
Klein Guest House
T14907948
J36506
ZCJ1
JACK -OPEN
10
1
Job Reference (optional)
casr wdsr r mss, ri. Pierce, rL 34946
2x3 =
8.220 s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:51 2018 Page 1
I D:wrAkBNLd W3 dys_SJ EG 1 lHz03n P-Ij2 dC lu aCOicO5gB6ev6JjO5XgMsgX2n 2ZRQ8eyl?u E
1-0-0
PROVIDE ANCHORAGE, DESIGNED BY OTHERS,
AT BEARINGS TO RESIST MAX. UPLIFT
AND MAX HORZ REACTIONS
SPECIFIED BELOW.
Scale = 1:6.5
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
CSI.
TC 0.08
BC 0.15
WB 0.00
Matrix -MP
DEFL. in (loc) I/deft Ud
Vert(LL) -0.00 6 n/r 120
Vert(CT) -0.00 6 n/r 120
Horz(CT) 0.00 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 3 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size) 2=-O/Mechanical, 3=80/Mechanical
Max Horz 2=-124(LC 8), 3=160(LC 8)
Max Uplift 3=128(LC 8)
Max Grav 3=80(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=6.Opsf; BCDL=4.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
ll; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; porch left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection 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 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 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.
1111111 ,1�,0�
6) Refer to girder(s) for truss to truss Connections.
7) Provide mechanical
��
connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 3.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
��Q`Z`�,-`` G E N
NO 58126
p:. S OF :CCU
5,0 N A�
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 23,2018
WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-T4T3 rev. 1010312015 BEFORE USE.
ry
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
•ITS�
a truss system. Before use, the building designer must verify the applicability 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 temporary and permanent bracing
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 systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component
iFek'
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Klein Guest House
J36506
ZCJ3
JACK -OPEN
q
1
T14907949
Job Reference (optional)
cast Cuast I russ, Pt. Pierce, FL 34946
3-0-0
'I 0
8.220 s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:55 2018 Page 1
ID:wrAkBNLd W3dys_SJEGt lHz03nP-AU182gx4FFDl VjzyLU_2TZZJ8HjrcLUNyBPeHPyl?uA
Scale=1:10.8
/
PROVIDE
ANCHORAGE, DESIGNED OTHERS,
AT BEARINGS
TO RESIST MAX. UPLIFT
AND MAX
HORZ. REACTIONS
2x3 II 4
SPECIFIED BELOW.
i
2-0-0
2-8-0
2-0-0
0-8-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES GRIP
TCLL
20.0
Plate Grip DOL
1.25
TC
0.23
Vert(LL)
-0.00 7
n/r
120
MT20 244/190
TCDL
10.0
Lumber DOL
1.25
BC
0.21
Vert(CT)
-0.00 7
n/r
120
BCLL
0.0
Rep Stress Incr
YES
WB
0.04
Horz(CT)
0.00
n/a
n/a
BCDL
10.0
Code FBC2017/TP12014
Matrix -MP
Weight: 11 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x6 SP No.2
REACTIONS. (lb/size) 3=0/Mechanical, 4=226/0-8-0
Max Horz 3=-245(LC 8), 4=351(LC 8)
Max Uplift 4=-352(LC 8)
Max Grav 4=226(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-345/235
BOT CHORD 1-4=-184/351
WEBS 2-4=-198/285
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=6.Opsf; BCDL=4.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; porch left 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. 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 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 20.0psf on the bottom chard 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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 352 lb uplift at joint 4.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
,�,Illlllll/���
J. 0'RF����.
i
No 58126
•' 4el Z.
E�%
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 23,2018
,- n ,
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® 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 parameters and properly incorporate this design into the overall l'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p AO��1fi�'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IVN
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job
Truss
Truss Type
Qty
Ply
Klein Guest House
T14907950
J36506
ZCJ3A
JACK -OPEN
4
1
Job Reference (optional)
cabi wesi i rubs, ri. rierce, rL a4W40
3-0-0
8.220 s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:56 2018 Page 1
ID:wrAkBNLdW3dys_SJEG1lHz03nP-fgsWF?yiOYLu7tY8vBVHOn6wjh4VLoj MrBBpryl?u9
2x3 11
Scale = 1:10.8
DE ANCHORAGE, DESIGNED BY OTHERS,
4RINGS TO RESIST MAX. UPLIFT
AND MAX HORZ. REACTIONS
SPECIFIED BELOW.
LOADING (psl)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.24
Vert(LL) -0.01
4 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.18
Vert(CT) -0.01
4 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.04
Horz(CT) 0.00
n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
Weight: 11 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 cc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-0-0 cc bracing.
WEBS 2x6 SP No.2
REACTIONS. (lb/size) 3=-0/Mechanical, 5=237/0-8-0
Max Horz 3=-217(LC 8), 5=323(LC 8)
Max Uplift 5=-341(LC 8)
Max Grav 5=237(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-321/211
BOT CHORD 1-5=-162/323
WEBS 2-5=-196/287
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=6.Opsf; BCDL=4.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; porch left 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. 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 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 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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 lb uplift at joint 5.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® 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 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 temporary and permanent bracing
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 systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
♦O,�IIIIIIII/1/
♦♦i♦\.�P J. O'iq��o�'�.
i
No 58126
;OF �
�AO 1J, 4%
R t 0 , ��,♦�
�G
Philip J. O'Regan PE No.58126
MTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 23,2018
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job
Truss
Truss Type
Qry
Ply
Klein Guest House
T14907951
J36506
ZCJ38
JACK -OPEN
2
1
Job Reference (optional)
Cast Coast Truss, Ft. vierce, rL "J4y4ti
2x3 =
8.220 s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:57 2018 Page 1
ID:wrAkBNLd W3dys_S_jEG1 I Hz03nP-7tQuTLyKnsllkO7LTuOWY_e495My4EDgQVukMlyl?u8
3-0-0
3-0-0
1x4 113
Scale = 1:10.8
PROVIDE ANCHORAGE, DESIGNED BY OTHERS,
AT BEARINGS TO RESIST MAX. UPLIFT
AND MAX HORZ REACTIONS
SPECIFIED BELOW.
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.26
Vert(LL) 0.00
4 n/r 120
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.36
Vert(CT) 0.00
3 n/r 120
BCLL 0.0
Rep Stress Incr YES
WB 0.08
Horz(CT) 0.00
n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
Weight: 11 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=241/Mechanical, 2=-0/Mechanical
Max Harz 4=459(LC 8), 2=-351(LC 8)
Max Uplift 4=-375(LC 8)
Max Gram 4=241(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-461/312
BOT CHORD 1-4=-266/479
WEBS 2-4=-193/284
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=6.Opsf; BCDL=4.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; porch left and right exposed; Lumber DOL=1.60
plate grip DOL=1.60
2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection 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 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 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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 375 lb uplift at joint 4.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
J. O'q�
i
No 58126
XZ
53 -i O °°. O F : ��CI`
1F'S/. •�� `,
0 N Al %
Philip J. O'Regan PE No.58126
Mi fek USA, Inc. I'L Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date-
August 23,2018
WARNING - verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® 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 parameters and property incorporate this design into the overall pp�� I��
building design. Bracing indicated is to prevent buckling trussing of individual truss web and/or chord members only. Additional temporary and permanent bracing IVY iTeIC•
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 systems, see ANSUTPII 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 36610
Job
Truss
Truss Type
Qty
Ply
Klein Guest House
T14907952
J36506
ZCJ5
JACK -OPEN
4
1
Job Reference (optional)
r=ast L uast truss, ri. rlerce, rL s4a4b 8.220 s May 24 2018 MiTek Industries, Inc. Thu Aug 23 09:25:57 2018 Page 1
ID:wrAkBNLdW3dys_SJEG 11Hz03nP-7tQuTLyKnsllkO7LTuOWY_e_Y5MO4ETgQVukMlyl?u8
2-8-0 1 2-4-0
0
N
N
M
6
5 5x6 =
Scale = 1:14.9
2-0-0 2-8-0 5-0-0
2-0-0 0-8-0 2-4-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip COL 1.25
TC 0.68
Vert(LL) -0.00 4-5 >999 240
MT20 244/190
TCDL 10.0
Lumber DOL 1.25
BC 0.33
Vert(CT) -0.00 4-5 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.07
Horz(CT) 0.16 3 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -AS
Weight: 18 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied.
WEBS 2x6 SP No.2
REACTIONS. (lb/size) 3=-58/Mechanical, 5=431/0-8-0, 4=23/Mechanical
Max Harz 5=178(LC 8)
Max Uplift 3=-72(LC 3), 5=-540(LC 8)
Max Grav 3=66(LC 6), 5=431(LC 1), 4=45(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-5=-440/546
NOTES-
1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=6.Opsf; BCDL=4.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever 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. 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 center.
4) This truss has been designed for a 10.0 psf bottom chard 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
JJ 111111/
will fit between -the bottom chord and any other members.
6) Refer to for truss to truss
�' OI ,
girder(s) connections.
`,`e\�\P • •'
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift atjoint 3 and 540 lb uplift at••
joints.
Ci•E•N • 9 �i
Q S'� •.2 �i
8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum
`� •.\
sheetrock be applied directly to the bottom chord.
R� 0 58126 •
•:
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
* :•
O'.® SOVO F : �41J
���� �
•. 0 R.
'11na>l
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 23,2018
WARNING - Ve ' n arameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. f0/O 1207/2015
�desl 9 P BEFORE USE.
-
Design valid for use only with MiTek® connectors. This design is based onlyupon parameters shown, and is for an individual building component, not,
a truss system. Before use, the building designer must verify the applicability of design parameters and incorporate this design into
properly the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
WOW
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
6904 Parke East Blvd.
Tampa, FL 36610