Beach Ave 1849 Job Truss Truss Type Qty Ply 11310/DURHAM/GAYNAN/GH 7-14
55016561 F13 FLOOR N 1 1
Job Reference(optional)
Universal Forest Products,lnc.,Burlington,NC 27215,Glenn Henry 6.200 s Feb 112005 MiTek Industries,Inc. Thu Jul 1410:13:28 2005 Page 1
1-3-0 J 4�
Scale o 1:22.
3x5 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20= 3x5 TL20=
A B O C D P E O F
N M L K J I H G
3x3 TL20 I I 3x4 TL20= 3x3 TL20= 1.5x3 TL20 11 1.5x3 TL20 11 3x3 TL20= 3x4 TL.20= 3x3 TL20 11
12-1.4
12-1-4
Plate Offsets X Y: A:0-2-0 Ede F:0-2-0 Ed e
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.05 K-L >999 360 TL20 245/193
TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.08 K-L >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 G n/a n/a
BCDL 5.0 Code FBC2001/fP12002 (Matrix) Weight:651b
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 4 X 2 SYP No.2 except end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) N=652/Mechanical,G=652/Mechanical
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD A-N=647/0,F-G=-647/0,A-B=-618/0,B-O=-1383/0,C-O=-1383/0,C-D=-1595/0,D-P=-1383/0,E-P=-1383/0,E-Q=-618/0,F-Q=-618/0
BOT CHORD M-N=-O/O,L-M=0/1158,K-L=0/1595,J-K=0/1595,1-J=0/1595,H-1=0/1158,G-H=0/0
WEBS F-H=0/823,A-M=0/823,E-H=-751/0,B-M=-751/0,E-1=0/333,B-L=0/333,D-I=-381/0,C-L=-381/0,C-K=-99/121,D J=-99/121
NOTES (5-6)
1)Unbalanced floor live loads have been considered for this design.
2)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
3)This truss design conforms with Florida Building Code 2001,based on parameters indicated.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
5)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing
where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent
bracing.Engineer's certification vaild only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the
correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes
only and are not part of the review or certification of the truss designer.
6)Right end may be attached to 2x6 So.Pine or larger BC of two or more ply girder truss with Simpson LUS48 or eq.Follow Simpson instructions for installation.
LOAD CASE(S) Standard
Job Truss Truss Type Oty Ply 11310/DURHAM/GAYNAN/GH 7-14
55016561 F12 FLOOR 5 1
Job Reference(optional)
Universal Forest Products,lnc.,Burlington,NC 27215,Glenn Henry 6.200 s Feb 112005 MiTek Industries,Inc. Thu Jul 14 10:13:27 2005 Page 1
r_ 1-3-0 r 1-4.12
Scale o 1:22.1
3x5 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20= 3x5 TL20=
A B C D E F
I V
BI
N M L K J I H G
3x3 TL2011 3x4 TL20= 3x3 TL20= 1.5x3 TL2011 1.5x3 TL2011 3x3 TL20= 3x4 TL20= 3x3 TL2011
12-1-12
12-1-12
Plate Offsets X Y: A:0-2-0 Ede F:0-2-0 Ed e
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.06 K-L >999 360 TL20 245/193
TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.08 K-L >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 G n/a n/a
BCDL 5.0 Code FBC2001ITP12002 (Matrix) Weight:65 Ib
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 4 X 2 SYP No.2 except end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) N=654/Mechanical,G=654/Mechanical
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD A-N=-649/0,F-G=-649/0,A-B=-621/0,B-C=-1390/0,C-D=-1605/0,D-E=-1390/0,E-F=-621/0
BOT CHORD M-N=-O/0,L-M=0/1163,K-L=0/1605,J-K=0/1605,1-J=0/1605,H-1=0/1163,G-H=0/0
WEBS F-H=0/826,A-M=0/826,E-H=-754/0,B-M=-754/0,E-1=0/336,B-L=0/336,D-I=-386/0,C-L=-386/0,C-K=-99/121,D-J=-99/121
NOTES (5-6)
1)Unbalanced floor live loads have been considered for this design.
2)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
3)This truss design conforms with Florida Building Code 2001,based on parameters indicated.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
5)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing
where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent
bracing.Engineer's certification valid only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the
correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes
only and are not part of the review or certification of the truss designer.
6) End(s)may be attached to 2x6 So.Pine or larger BC of two or more ply girder truss with Simpson LUS48 or eq.Follow Simpson instructions for installation.
LOAD CASE(S) Standard
Job Truss Truss Type (Xy Ply 11310/DURHAM/G YNAN/GH 7-14
55016561 F11 FLOOR 4 1
Job Reference(optional)
Universal Forest Prpducts,Inc.,Burlington,NC 27215,Glenn Henry 6.200 s Feb 112005 MiTek Industries,Inc. Thu Jul 1410:13:2,6�,2g005 Page 1
1-3-0 1-11-8 I--I
Scale=1:14.
3x3 TL20=
3x5 TL20= 3x3 TL20= 3x3 TL20= 1.5x3 TL20=
A B C D
K
2 2
L
I H G F
3x3 TL20= 1.5x3 TL20 I I 1.5x3 TL20 I I 3x3 TL20=
3x3 TL20=
3x3 TL20 I
7-8-8
7.8-8
Plate Offsets X Y: A:0-2-0 Ed e
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.03 H >999 360 TL20 245/193
TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.04 H >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 E n/a n/a
BCDL 5.0 Code FBC2001/TP12002 (Matrix) Weight:421b
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 4 X 2 SYP No.2 except end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) J=410/Mechanical,E=404/0-3-8
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD A-J=-404/0,E-K=-398/0,D-K=-397/0,A-B=-332/0,B-C=-632/0,C-D=-333/0
BOT CHORD IJ=0/0,H-1=0/632,G-H=0/632,F-G=0/632,E-F=0/21
WEBS D-F=0/425,A-1=0/442,C-F=-406/0,B-1=-408/0,B-H=-62/94,C-G=-59/96
NOTES (6-7)
1)Unbalanced floor live loads have been considered for this design.
2)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
3)This truss design conforms with Florida Building Code 2001,based on parameters indicated.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
5)CAUTION,Do not erect truss backwards.
6)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing
where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent
bracing.Engineer's certification vaild only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the
correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes
only and are not part of the review or certification of the truss designer.
7)Left end may be attached to 2x6 So.Pine or larger BC of two or more ply girder truss with Simpson LUS48 or eq.Follow Simpson instructions for installation.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 11310/DURHAM/GAYNAN/GH 7-14
55016561 F07 FLOOROVIVOM 1
Job Reference o tional
Universal Forest Prg ,NC 27215,Glenn Henry 6.200 s Feb 11 2005 MiTek ndust
Iries,Inc. Thu Jul 14 10:13:26 2005 Page 1
ducts,lnc.,Burlington
0-1-8 0-u1-8
H 1�=3 0 1 �i 1-9 ' 'Scale=1:37.
1.5x3 TL20(I
5x4 TL20=
1.5x3 TL20 I I 3x3 TL20= 5x4 TL20=
1.5x3 TL20= 30 TL20- 3x3 TL20- 3x3 TL20= 3x5 TL20 FP= 3x3 TL20= 30 TL20= 1.5x3 TL20=
A B C D E F GH I J K
X
W
V U T S R O P O N M L 1
3x3 TL20= 3x10 MII18H FP= 3x3 TL20= 3x3 TL20= 3x3 TL20= 3x5 TL20= 3x3 TL20=
5x5 TL20= 30 TL20= 3x3 TL20= 5x5 TL20=
9-1-8 10-10-8 20-0-0
9-1-8 1-9-0 9-1-8
Plate Offsets X A:Ed a 0-1-8 K:0-1-8 Ed e
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.60 Vert(LL) -0.33 P-Q >718 360 M1118H 195/188
TCDL 10.0 Lumber Increase 1.00 BC 1.00 Vert(TL) -0.52 P-Q >460 240 TL20 245/193
BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.09 L n/a n/a
BCDL 5.0 Code FBC2001/TPI2002 (Matrix) Weight:103 Ib
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 4 X 2 SYP No.2 except end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
REACTIONS (Ib/size) V=1080/0-3-8,L=1080/0-3-8
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD V-W=-1075/0,A-W=-1074/0,L-X=1075/0,K-X=-1074/0,A-B=-1109/0,B-C=-2778/0,C-D=-3844/0,D-E=-4402/0,E-F=-4402/0,F-G=-4402/0,
G-H=-4402/0,H-1=-3844/0,I-J=-2778/0,J-K=-1109/0
BOT CHORD U-V=0/56,T-U=0/2091,S-T=0/3439,R-S=0/3439,Q-R=0/4221,P-Q-0/4402,O-P=0/4221,N-0=0/3439,M-N=0/2091,L-M=0/56
WEBS K-M=0/1432,A-U=0/1432,J-M=-1366/0,B-U=-1366/0,J-N=0/956,B-T=0/956,I-N=-920/0,C-T=-920/0,1-0=0/562,C-R=0/562,H-O=-525/0,D-R=-525/0,
H-P=-156/608,D-0---156/608,E-Q=-295/31,F-P=-295/31
NOTES (6)
1)Unbalanced floor live loads have been considered for this design.
2)All plates are MT20 plates unless otherwise indicated.
3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
4)This truss design conforms with Florida Building Code 2001,based on parameters indicated.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
6)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing
where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent
bracing.Engineer's certification vaild only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the
correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes
only and are not part of the review or certification of the truss designer.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply11310/DURHAM/GAYNAN/GH 7-14
55016561 F06 FLOOR Ie�, 1
Job Reference(optional)
Universal Forest Products,Inc.,Burlington,NC 27215,Glenn Henry 6.200 s Feb 112005 Mil ek Industries,Inc. Thu Jul 14 14:33:56 2005 Page 1
1-3-0 1-9.4
Scale=1:28.
1.5x3 TL20 I I 1.5x3 TL20 I I 5x5 TL20=
5x5 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20 I I 1.5x3 TL20=
A B C D E F G H I
R
1
p O N M L K
3x3 TL20 I I 5x4 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20= 5x10 TL20= 3x4 TL20=
13-7-12 15-5-8
13.7-12 1-9-12
Plate Offsets X A:0-2-0 Ede 1:0-1-8 Ed e
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.18 L-M >999 360 TL20 245/193
TCDL 10.0 Lumber Increase 1.00 BC 1.00 Vert(TL) -0.27 L-M >667 240
BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.05 J n/a n/a
BCDL 5.0 Code FBC2001frPI2002 (Matrix) Weight:86 Ib
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 4 X 2 SYP No.2 except end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) Q=901/0-3-8,J=1345/0-3-8
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD A-Q=-896/0,J-R=-1336/0,I-R=-1334/0,A-B=-902/0,B-C=-2170/0,C-D=-2991/0,D-E=-2991/0,E-F=-2991/0,F-G=-2693/0,G-H=-1765/0,H-I=-1765/0
BOT CHORD P-Q=0/0,O-P=0/1695,N-0=0/2640,M-N=0/2991,L-M=0/2973,K-L=0/2362,J-K=0/69
WEBS H-K=-726/0,A-P=0/1201,G-K=794/0,B-P=-1102/0,G-L=0/460,B-0=0/661,F-L=-390/0,C-0=-653/0,F-M=-249/414,C-N=0/702,D-N=-337/0,
E-M=-210/72,I-K=0/2114
NOTES (7)
1)Unbalanced floor live loads have been considered for this design.
2)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
3)This truss design conforms with Florida Building Code 2001,based on parameters indicated.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
5)CAUTION,Do not erect truss backwards.
6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)579 Ib down at 13-7-12 on top chord. The design/selection of
such connection device(s)is the responsibility of others.
7)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing
where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent
bracing.Engineer's certification vaild only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the
correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes
only and are not part of the review or certification of the truss designer.
LOAD CASE(S) Standard
1)Floor:Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:J-Q--10,A-1=-100
Concentrated Loads(lb)
Vert:H=-579
Job Truss Truss Type Qty Ply 11310/DURHAM/GAYNAN/GH 7-14
55016561 F05 FLOOR 2 1
Job Reference o tional
Universal Forest Prooucts,inc.,Burlington,NC 27215,Glenn Henry 6.200 s Feb 11 2005 MiI"ek Industries,Inc. Thu Jul 1410:13:24 2005 Page 1
0-1-8
H iF-� i
1-9-0 6 j__--j
I--I � Scale=1:43.
1.5x3 TL20 11
3x4 TL20= 1.5x3 TL20 I i 5x6 TL20= 1.5x3 TL20 I I 1.5x3 TL20 I I
1.5x3 TL20= 1.5x3 TL20 I I 5x4 TL20= 3x6 TL20 FP= 30 TL20= 3x5 TL20=
A B C D E F G H I J K M N O
AIi 1
AE AD AC AB AA Z Y X W V U T S R O P
3x5 TL20= 30 TL20 FP= 5x4 TL20= 5x4 TL20= 1.5x3 TL20 11
9-1-8 10.10-8 141-12 19-94 23-6-0
9-1-8 1-9-0 3.3-4 5-7-8 3-8-12
Plate Offsets X Y: 0:0-2-0 Ede :0-1-8 Ed e
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.88 Vert(LL) -0.22 Z-AB >761 360 TL20 245/193
TCDL 10.0 Lumber Increase 1.00 BC 0.88 Vert(TL) -0.35 Z-AB >487 240
BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.03 W n/a n/a
BCDL 5.0 Code FBC2001/TP12002 (Matrix) Weight:1281b
LUMBER BRACING
TOP CHORD 4 X 2 SYP No-1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
BOT CHORD 4 X 2 SYP No.1 except end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (Ib/size) AE=731/0-3-8,P=192/Mechanical,W=1196/0-3-8,S=433/0-3-8
Max GravAE=744(load case 4),P=216(load case 3),W=1197(load case 11),S=469(load case 9)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD AE-AF=-741/0,A-AF=-740/0,O-P=-210/0,A-B=-731/0,B-C=-1694/0,C-D=-2115/0,D-E=-1669/0,E-F=-1669/0,F-G=-1669/0,G-H=-101/176,H-I=-50/134
I-J=-50/134,J-K=-275/56,K-L=-275/56,L-M=-178/0,M-N=-178/0,N-0=-178/0
BOT CHORD AD-AE=0/38,AC-AD=0/1363,AB-AC=0/2022,AA-AB=0/2099,Z-AA=0/2099,Y-Z=0/1669,X-Y=0/8481 W-X=-398/0,V-W=-388/0,U-V=-56/275,
T-U=-56/275,S-T=-102/71,R-S=-102f11,Q-R=0/178,P-Q=0/0
WEBS H-W=-1059/0,L-S=-450/0,A-AD=0/942,B-AD=-878/0,B-AC=0/461,C-AC=-457/0,C-AB=0/129,D-AB=-30/72,D-Z=-660/0,E-Z=0/250,F-Y=-552/0,
G-Y=0/1168,G-X=-1044/0,H-X=0/642,H-V=0/360,J-V=-348/0,J-U-13/37,L-T=0/271,K-T=142/0,O-Q--0/233,N-Q=-134/0,L-R=0/252,M-R=-123/1
NOTES (7)
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 3x3 TL20 unless otherwise indicated.
3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
4)This truss design conforms with Florida Building Code 2001,based on parameters indicated.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
6)CAUTION,Do not erect truss backwards.
7)Truss shall be fabricated per ANSVTPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing
where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent
bracing.Engineer's certification vaild only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the
correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes
only and are not part of the review or certification of the truss designer.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 11310/DURHAM/GAYNAN/GH 7-14
55016561 F04 FLOOR 2 1
Job Reference o tional
Universal Forest Products,lrx:.,Burlington,NC 27215,Glenn Henry 6.200 s Feb 11 2005 MiTek Industries,Inc. Thu Jul 1410:13:23 2005 Page 1
0-1-8
1.4-12 0-7.4
H ��=moi ' Scale=1:17.
3x3 TL20= 1.5x3 TL20 I I
1,5x3 TL20= 3x3 TL20= 1.5x3 TL20 I I 3x5 TL20= 1.5x3 TL20 I I 3x5 TL20=
A B C D E F G
P W
Acr
N M L J 1 H
3x3 TL20= 1.5x3 TL20 I I 3x3 T1-20= 3x3 TL20= 3x3 TL20=
3x3 TL20= 3x3 TL20 I I 3x3 TL20 I I
5-94 9-6-0
5-94 3-8.12
Plate Offsets X G:0-2-0 Ed e
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.02 M >999 360 TL20 245/193
TCDL 10.0 Lumber Increase 1.00 BC 0.26 Vert(TL) -0.03 M >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 H n/a n/a
BCDL 5.0 Code FBC2001/TPI2002 (Matrix) Weight:56 lb
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 4 X 2 SYP No.2 except end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) 0=348/0-3-8,H=266/Mechanical,K=398/0-3-8
Max Gray 0=352(load case 7),H=282(load case 4),K=450(load case 5)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD O-P=-351/0,A-P=-351/0,G-H=-285/0,A-B=-276/0,B-C=-486/0,C-D=-486/0,D-E=-278/0,E-F=-278/0,F-G=-278/0
BOT CHORD N-0=0/18,M-N=0/486,L-M=0/486,K-L=0/258,J-K=0/258,1-J=0/278,H-1=0/0
WEBS D-K=-438/0,A-N=0/350,D-L=0/340,B-N=-285/0,B-M=-61/0,C-L=-156/0,DJ=-91/166,E-J=-96/32,G-1=0/364,F-1=-173/0
NOTES (6)
1)Unbalanced floor live loads have been considered for this design.
2)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
3)This truss design conforms with Florida Building Code 2001,based on parameters indicated.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
5)CAUTION,Do not erect truss backwards.
6)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing
where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent
bracing.Engineer's certification vaild only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the
correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes
only and are not part of the review or certification of the truss designer.
LOAD CASE(S) Standard
Job Truss Truss Type Oty Ply �111310/DURHAM/GAYNAN/GH 7-14
55016561 F03 FLOOR 7 1
Job Reference(optional)
Universal Forest Products,lnc.,Burlington,NC 27215,Glenn 6.200 s Feb 112005 MiTek Industries,Inc. Thu Jul 1410:13:22 2005 Page 1
Scale:318"=1'
3x3 TL20=
5x6 TL20= 3x4 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20= 3x6 TL20 FP= 3x4 TL20= 5x6 TL20=
A B C D E F G HTI R9
I
T S R O P O N M L K J
3x3 TL20 I I 3x6 TL20 FP= 1.5x3 TL20 11 3x3 TL20= 3x4 TL20= 3x3 TL20 11
5x5 TL20= 3x4 TL20= 3x3 TL20= 1.5x3 TL20 I I 5x5 TL20=
7-10.8 9 6-8 17-5-0
7-10.8 1-8-0 7-10.8
Plate Offsets MY):: A:Ed a 0-1-8
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.19 N-0 >999 360 TL20 245/193
TCDL 10.0 Lumber Increase 1.00 BC 0.93 Vert(TL) -0.30 N-0 >681 240
BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.06 J n/a n/a
BCDL 5.0 Code FBC2001/TP12002 (Matrix) Weight:91 Ib
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 4 X 2 SYP No.2 except end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
REACTIONS (Ib/size) T=944/Mechanical,J=944/Mechanical
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD A-T=-938/0,IJ=-938/0,A-B=-946/0,B-C=-2326/0,C-D=-3094/0,D-E=-3339/0,E-F=-3094/0,F-G=-3094/0,G-H=-2326/0,H-1=-946/0
BOT CHORD S-T=0/0,R-S-0/1785,O-R=0/2839,P-0=0/2839,O-P=0/3339,N-0=0/3339,M-N=0/3339,L-M=0/2839,K-L=0/1785,J-K=0/0
WEBS I-K=0/1259,A-S=0/1259,H-K=-1167/0,B-S=-1167/0,1-11=0/752,B-R=0/752,G-L=-714/0,C-R=-714/0,G-M=0/442,C-P=0/442,E-M=-546/16,
D-P=-546/16,D-0=-154/181,E-N=-154/181
NOTES (5)
1)Unbalanced floor live loads have been considered for this design.
2)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
3)This truss design conforms with Florida Building Code 2001,based on parameters indicated.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
5)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing
where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent
bracing.Engineer's certification valid only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the
correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes
only and are not part of the review or certification of the truss designer.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 11310/DURHAM/GAYNAN/GH 7-14
55016561 F02 FLOOR 2 1
Job Reference o tional
.,Burlington,NC 2726.200 s Feb 11 2005 MiTek Industries,Inc. Thu Jul 14 10:13:22 2005 Page 1
Universal Forest Prgducts,lnc15,Glenn Henry
0-1-8
-
H
F 2-0.0 Scale=1:37.
5x4 TL20= 1.5x3 TL20 11 3x3 TL20= 3x3 TL20= 5x5 TL20=
1.5x3 TL20= 3x5 TL20= 3x3 TL20= 3x3 TL20= 3x8 TL20 FP= 3x4 TL20= 5x4 TL20=
A B C D E F G H I K
3
XB
r;!tS 1
W V U T S R O P O N M L
3x3 TL20= 3x5 TL20= 3x10 M1118H FP= 1.5x3 TL20 11 3x4 TL20= 5x4 TL20= 3x3 TL20 I I
5x5 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20= 5x4 TL20=
9-1-8 11-1-8 20-6-0
9.1-8 2.0-0 9-4-8
Plate Offsets()(,Y): A:Ed a 0-1-8 K:0-2-0 Ed e
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.35 Q >691 360 M1118H 195/188
TCDL 10.0 Lumber Increase 1.00 BC 0.98 Vert(TL) -0.55 Q >444 240 TL20 245/193
BCLL 0.0 Rep Stress Incr YES WS 0.59 Horz(TL) 0.09 L n/a n/a
BCDL 5.0 Code FBC2001/fP12002 (Matrix) Weight:106 lb
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-3 oc purlins,
BOT CHORD 4 X 2 SYP No.1 D except end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
2-2-0 oc bracing:Q-R,P-Q.
REACTIONS (Ib/size) W=110810-3-8,L=1114/Mechanical
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD W-X=-1102/0,A-X=-1101/0,K-L=-1108/0,A-B=-1139/0,B-C=-2867/0,C-D=-3984/0,D-E=-4629/0,E-F=-4629/0,F-G=-4397/0,G-H=-4397/0,H-I=-3610/0
I-J=-2245/0,J-K=-762/0
BOT CHORD V-W=0/57,U-V=0/2150,T-U=0/3555,S-T=0/4397,R-S=0/4397,Q-R=0/4629,P-Q-0/4629,O-P=0/4139,N-0=0/3057,M-N=0/1407,L-M=0/0
WEBS A-V=0/1471,B-V=-1406/0,B-U=0/997,C-U=-957/0,C-T=0/597,D-T=-574/0,D-R=-119/680,E-R=-293/0,F-Q=187/182,F-P=-631/98,H-P=0/5071
H-0=-735/0,1-0=0/769,I-N=-1130/0,J-N=0/1165,J-M=-1223/0,K-M=0/1299
NOTES (7)
1)Unbalanced floor live loads have been considered for this design.
2)All plates are MT20 plates unless otherwise indicated.
3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
4)This truss design conforms with Florida Building Code 2001,based on parameters indicated.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
6)CAUTION,Do not erect truss backwards.
7)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing
where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent
bracing.Engineer's certification valid only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the
correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes
only and are not part of the review or certification of the truss designer.
LOAD CASE(S) Standard
Job Truss Truss Type
OtY Ply 11310/DURHAM/GAYNAN/GH 7-14
55016561 F01 FLOOR
7 1
Universal F9rest Products,inc.,Burlington,NC 27215,Glenn Henryob Reference(optional)
ry 6.200 s Feb 11 2005 MiTek Industries,Inc. Thu Jul 14 10:13:212005 Page 1
0-1-8
H 1-1-3-0
1 2-0-0 1u-�s
Scale=1:38.
5x4 TL20= 1.5x3 TL20 I I 3x6 TL20 FP= 5x4 TL20=
1.5x3 TL20= 3x6 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20= 3x4 TL20= 5x4 TL20= 1.5x3 TL20=
A B C D E F G H I J K
X
1 Y
W V U T S R O P O N M L
3x3 TL20= 3x6 TL20= 3x3 TL20= 3x3 TL20= 1.5x3 TL2011 3x4 TL20= 5x4 TL20= 3x3 TL20=
5x5 TL20= 3x10 MII18H FP= 3x3 TL20= 5x4 TL20=
9.1-8 11-1-8 20-9-8
9-1-8 2-0-0 9-8-0
Plate Offsets X A:Ed e0-1-8 K:0-1-8 Ed e
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.38 Q >652 360 M1118H 195/188
TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.59 Q >419 240 TL20 245/193
BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 L n/a n/a
BCDL 5.0 Code FBC2001ITP12002 (Matrix) Weight:107 lb
LUMBER BRACING
TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc purlins,
BOT CHORD 4 X 2 SYP SS except end verticals.
WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) W=1124/0-3-8,L=1124/0-3-8
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD W-X=-1118/0,A-X=-1116/0,L-Y=-1123/0,K-Y=-1122/0,A-B=-1157/0,B-C=-2919/0,C-D=-4066/0,D-E=4761/0,E-F=-4761/0,F-G=-4560/0,
G-H=-4560/0,H-I=-3806/0,I-J=-2476/0,J-K=-585/0
BOT CHORD V-W=0/58,U-V=0/2185,T-U=0/3622,S-T=0/4498,R-S=0/4498,Q-R=0/4761,P-Q=0/4761,O-P=0/4321,N-0=0/3269,M-N=0/1655,L-M=0/58
WEBS A-V=0/1495,B-V.1429/0,B-U=0/1021,C-U=-979/0,C-T=0/617,D-T=-601/0,D-R=-99/716,E-R=-306/0,F-Q=-202/173,F-P=-611/134,H-P=0/494,
H-0=-716/0,1-o-0/747,I-N=-1103/0,J-N=0/1141,J-M=-1489/0,K-M=0/1177
NOTES (6)
1)Unbalanced floor live loads have been considered for this design.
2)All plates are MT20 plates unless otherwise indicated.
3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
4)This truss design conforms with Florida Building Code 2001,based on parameters indicated.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or
restrained by other means.
6)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing
where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent
bracing.Engineer's certification vaild only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for
conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the
correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes
only and are not part of the review or certification of the truss designer.
LOAD CASE(S) Standard
Universal Forest Products
Re: SO#55016561
Durham Construction-Gaynon Residence Floor, Lot#164, Belvedere St.
The truss drawing(s)referenced below have been prepared by Universal Forest Products, Inc. under
my direct supervision. Pages or sheets covered by this seal include the following:
55016561 F01
55016561 F02
55016561 F03
55016561 F04
55016561 F05
55016561 F06
55016561 F07
55016561 F11 §+ '
55016561 F12 �" "
55016561 F13 1623 S^.II �
55016561 F14t?
55016561 F15
55016561 FG1er
i1
55016561 FG2 <a'k
55016561 FG3 077
c"1.; ,,' xi,
55016561 FG4
55016561 KW
BY
Engsrtaer ;accrd
Tamara G.B81,er,FE
FL Cert.NO."�u4C0
Loading(psf) TCLL 40 TCDL 10 BCLL 0 BCDL 5
My license renewal date for the state of Florida is February 28,2007
Jose p k^!.Chandlar Lire.se#6052.7 date
The seal oi)thaw dwawn?3s uidic:ate acceptance of professional engineering responsibility solely for the
truss compa;ents shown. Thi')suitability and use of this component for any particular building is the
responsibility of the ouilding designer, per ANSI/TPI-2002 Sec.2.
Eastern Division
5631 South NC 62 Burlington, NC 27215 TeL (336) 226-9356 Fax: (336) 476-9146
Baker Braker Engineering +Consultin. P.L.
F.NGINCE2ING
PI C.uWnug �r'
STRUCTURAL ENGINEERING SERVICES
12. Use(2) Simpson HTS20 straps at each end of Truss GO 1.
13. Use(2) Simpson HTS20 straps at each end of Truss G03.
14. Use(2) Simpson HTS20 straps at each end of Truss H03.
15. Use(2) Simpson HTS20 straps at the left end of Truss HPA.
Should you have any questions or need additional information, please call me directly at 904-
398-9837.
Sincerely,
Tamara G. Baker,PE
Structural Engineer
FL Cert.No. 60000
1628 San Marco Blvd. Suite 13 Jacksonville, Florida 32207
Phone: 904.398.9837 Fax: 904.398.9838
i��7 %ker
engineering & Consulting, P.L.
STRUCTURAL ENGINEERING SERVICES
September 29,2005
Mr.Robert Leinenweber
Jacksonville Beach,Florida
RE: The Gaynon Residence(Job#05-125)
Dear Building Inspector:
This letter shall serve as the Engineers' acceptance of the following roof truss up-lift
connection revisions:
1. Use (2) Simpson H8 or H2.5A connectors each end of each truss, typical
unless noted below.
2. Use(2) Simpson HTS20 strap at middle of support of Truss AO 1.
3. Use(1) Simpson HTS20 strap at middle of support of Truss A02.
4. Use(1) Simpson HTS20 strap at middle of support of Truss A03.
5. Use (2) Simpson HTS20 straps at left end of Truss BO1. Use Simpson
HGUS28 Hanger at right end of Truss BO I.
6. Use(1) Simpson HTS20 strap at the left end of Truss B02.
7. Use(2) Simpson HTS20 straps at each end of Truss CO 1.
8. Use(2) Simpson HTS20 straps at each end of Truss DOI.
9. Use(2) Simpson HTS20 straps at right end of Truss D04.
10. Use(2) Simpson HTS20 straps at each end of Truss E01.
11. Use(1) Simpson HTS20 strap at the left end of Truss EPA.
1628 San Marco Blvd. Suite 13 Jacksonville,Florida 32207
Phone: 904.398.9837 Fax: 904.398.9838