HomeMy WebLinkAboutTrussaoh Taarx On. Type asen P1-BI Lefe OR
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Engineering
2090 36 SC MN PLATE 6-1 2013 0223601(40) 1 M66 350900 40 a
90 1-3-8
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EXCEPT AS 8HO%11 ALL PLATRS ARE =020, # - PLATS ffff fSD 1R PLATE NO91TOR Scam: 0.187 =1'
NLTeI& Online Plus"
APPRUX. TRUSS MIGHT:
350.8 LBS
Online Plus -- Version 30.0.069
A# MNiS
11.2x17.5
Ctr Ctr
RUN DATE: 13-JAN-20
LC# 3 MonStandard Loading
B# MR20
2.Sx 5.0
Ctr Ctr
Dur Fetrs -
Lbr 1.60 Plt 1.60
C# MN20
31.2xll.2
Ctr Ctr
Southern Pine lumber design
plf - Dead
Live* From To
D# MN20
11.2xi1.2
Ctr Ctr
values are those effective
TO V . 18
0 0.01 35.81
E# MN20
11.2xll.2
Ctr Ctr
06-01-13 by SPIB//ALSC UOM
BC V 0
0 B.G. 35.81
F# MU20
2.5x 5.0
Ctr Ctr
CSI -Size- ----Lumber----
TC N 0
286 0.01 17.91
G# MINIS
11.2x17.5
Ctr Ctr
TC 0.76 2x 8 SP-240Of-2.OE
TC N 0
132 17.91 35.81
N# MM20
5.0x 6.2
Ctr Ctr
-- 0.56 2x 8 SP-91
M# MN20
6.2x 8.8
Ctr Ctr
C -D D -8
BC 0.90 2x 6 SP-240Bf-2.OE
NB 0.57 2x 4 SP-#1
NG --- 2x10 SP-#1
Brace truce as follows:
O.C. From To
TC 24.0e 0- 0- 0 35- 9- 0
BC 45.0- 0- 0- 0 35- 9. 0
One 2x4 T-Brace
D Attach to 1--1/2" edge w/lOd
nails at 6- o.c. T-Brace
meet cover 90% of web length
and have a MOB >- 1.40EIS.
psf-Ld Dead Live
TC 4.0 30.0
BC 2.0 0.0
TC+BC 6.0 30.0
Total 36.0 Spacing 90.0-
Lumber Duration Factor 1.15
Plate Duration Factor 1.15
Fb Fc Ft Em1D
TC 1.00 1.00 1.00 1.00
BC 1.00 1.00 1.00 1.00
Total Load Reactions (Lbs)
at Down Uplift Noriz-
A 4826 2730 0 322 R
G 4826 2730 G
G = Gravity Uplift
it Brg Size
A 5.5s
G. S.S.
LC# 2 Dead Load Check
Dur Fctrs - Lbr 0.90 Pit 0.90
plf - Dead Live- From To
TC V 30 0 0.01 35.81
BC V 15 0 0.01 35.81
LC# 4 NonStandard Loading
Dur Fetra - Lbr 1.60 Pit 2.60
plf - Dead Live• From To
TC V 18 0 0.01 35.81
BC V 0 0 0.0l. 35.81
TC M 0 132 0.01 17.91
TC N 0 186 17.91 35.81
Membr CSI P Lbs Axl=CSI-Had
----------Top Chords ----------
* -e 0.76 8880 C 0.12 0.64
B -C 0.59 8469 C 0.18 0.41
C -D 0.56 B119 C 0.19 0.37
D -E 0.56 8119 C 0.37 0.19
E -F 0.59 8469 C 0.18 0.41
F -G 0.76 8880 C 0.12 0.64
---Bottom Chords ---------
A -N 0.90 8193 T 0.44 0.46
N -M 0.75 8171 T 0.44 0.31
M -R 0.38 6532 T 0.35 0.03
R -0 0.38 6532 T 0.35 0.03
J -I 0.75 8171 T 0.44 0.31
I -G 0.90 8293 T 0.44 0.46
------------- Webs -------------
B -N 0.05 442 T L:
N -C 0.21 307 C
C -M 0.57 1647 C
M -D 0.35 2127 T IT -Br
R -D 0.02 112 T
D -J 0.35 2127 T 1T-Br
J -B 0.57 1648 C
E -I 0.21 310 C
I -F 0.05 444 T
TL Defl -0.66- in J -I L/635
LL Defl -0.Sl- in N -M L/825
Shear // Grain in O -B 0.79
Plates for each ply each face.
Plate - Mule Ga, Grose Area
Plate - MN20 Ga. Gross Area
at Type Pit Size I Y
Onae%ualaOOapyiigB LLTek818962017 Versbn30.a068 ERgIreeNB-Patrs!11130MYSIM MPe I
X# MN18 6.2xl7.5 Ctr Ctr
J# MN20 6.2x 8.8 Ctr Ctr
I# MN20 5.Ox 6.2 Ctr Ctr
# e Plate Monitor used
Placement Tolerance Used 0.12 in.
REFER TO ONLINR PLUS GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
Morton Buildings, Inc.
Analysis Conforms To:
ITT 2007
Run vertical thru bottom chord
Joist R
NOTE: USER MODIFIED PLATES
Thin design may be" plates
Selected through a plate
monitor.
Max comp. force 8880 Lbs
Max teas. force 8193 Lbs
Connector Plate Fabrication
Tolerance = 10%
This trues is designed for a
creep factor of 1.5 which
in used to calculate total
load deflection.
AWED DEIGNARCH[PECTURALAND ENGINEERING
GROUP. P.C. IAWED] CERTIFIES TRUSS DESIGN, ONLY. AND
DOE NOT CERTIFY DESIGN OR OTHER ENGINEERING OF
THE BUILDING IN WHICH THETRUSS WILL BE INCORPORATED.
AWED EXPRESSLY RELIPS THAT THE BUILDING DESIGN
AND/OR OTHER ENGINEERING WILL BE PROVIDED BY
OTHERS AND AWED ASSUMES NO LIABILITY FOR PLANS OR
DEIGNS OF OTHERS WHICH NCORPORATE MIS TRUSS
DESIGN. IT ISTHE RESPONSIBIUTY OFME BUILDING
DESIGNERTO REWEW THISTRUSS DESIGNAND VERIFYTHAT
DIMUNSIONS AND LOADS CONFORMTO APPUCABLE
STANDARDS FOR DEIGN AND ENGINEERING FORTHE USE
INA BUILDING.
GROUND SNOW LOAD: 0 PSF
WIND SPEED (VOLT) (EXP. 8): 160 MPH
GENERAL SAFETY. DEIGN. AND FABRICATION NOTES:
1. PROVIDE COPIES OFTHLSTRUSS DEIGNTOTHE BUILDING
DESIGNEL ERECTION SUPERVISOR, PROPERTY OWNER AND
ALL OTHER INTERESTED PARTIES.
2. CUTMEMBEM TO BEAR TIGHRY AGAINST EACH OMER
& PLACE PLATES ON EACH FACE OF TRUSS AT EACH JOINT
AND EMBED FULLY. AVOID KNOTS AND WANE AT JOINT
LOCATIONS.
4. MOISTURE CONTENT OF LUMBER SHALL NOT EXCEED I9'A
ATTHE TIME OF FABRICATION.
S. THIS DEIGN IS NOT APPLICABLE FOR USE WITH FIRE
RETARDING OR PREFRVATWE TREATED LUMBER.
6. CAMBER IS A NONSTRUCTURAL CONSIDERATION AND IS
MERESPONSIBBTTYOFMETRUSSFABRICATOR. GENERAL
PRACTICE IS TO CAMBER FOR DEAD LOAD DEFLECTION.
7. PLATETYPEANDMESHOWNAREMINIMUM
REQUIREMENTS.
S. LUMBER$HALL BE THE SOEANDSPECIE SHOWN. THE
GRADE SHOWN ARE MINMUM REQUIREMENTS.
9 TOP CHORDS MUST BE LATERALLY BRACED NOT TO
EXCEED 2P O.C.
10. BOTTOMCHORDSMUSTBELATERALLYBRACEDNOTTO
EXCEED F-7 O.C.
11. ANCHORAGEAND/ORLOADTRANSFERRING
CONNECTIONS TO TRUSSES ARE ME RESPONSIBILITY OF THE
BUILDINGDFSIGNER.
12. DO NOTOVERLOADTRUSSE WITH STACKS OF
CONSTRUCTION MATERIAL
13. DO NOT CUT OR ALTER TRUSS MEMBERS OR PLATE
WITHOUT WRITTEN APPROVAL OF ME TRUSS DESIGNER.
14. CARE SHOULD BE EXERCISED WHEN HANDLING.
ERECTING, AND INSTALLING THESE TRUSSES TO AVOID
DAMAGE
LIVE LOAD
20
PSF
DEAD LOAD
4
PSF
CEILING LOAD
2
- PSF
TOTAL LOAD
26
PSF
REQUIRED TRUSS LOAD = 26 PSF AT 77 G' O.C. = 195 PLF
TRUSS DESIGN LOAD (SEE DESIGN OUTPUT) = 270 PLF
I HEREBY CERTIFY THAT THE STRUCTURAL DESIGN FOR THIS
TRUSS WAS PREPARED BY ME OR UNDER MY DIRECT
SUPERVISION AND THAT I AM A DULY LICENSED(M4{b9TER6Ri,
PROFESSIONAL ENGINEER. ```0% `` AT L14
6.w-..- r2 :41 ,
BRIAN N. LONG
brion.Iong OU ddesigneeicom
DATE: 2J 7.O EEG.# 8464 �1
No. 84641 ? *
STATE OF ''r
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IDUMPT AS SHORN ALL PLATES ARE 1012020, # = PLATE SAS,. _ IN PLATE MONITOR
Stale: 0a69'= T
Online Plus -- Version 30.0.069
RUN DATE: 13-JAN-20
Southern. Pine lumber design
values are those effective
06-01-13 by SPIS//ALSC UON
CSI -Size-
TC 0.54 2x 8 SP-#1
-- 0.44 2x 8 SP-2400f-2.0E
A -C G -I
BC 0.92 2x 8 SP-2400f-2.OE
WB 0.85 2x 4 SP-#1
-- 0.59 2x 6 SP-411
O -E E -M
WG --- 2x10 SP-01
Brace truss as follows:
0. C. From To
TC 24.0" 0- 0- 0 39- 9-
13C 72.0" 0- 0- 0 39- 9-
psf-Ld Dead Live
TC 6.0 20.0
BC 4.0 0.0
TC+HC 10.0 20.0
Total 30.0 Spacing 90.0"
Lumber Duration Factor 1.15
Plate Duration Factor 1.15
Fb Fc Ft Etmin
TC 1.00 1.00 1.00 1.00
BC 1.00 1.00 1.00 1.00
Total Load Reactions (Lbs)
Jt Down Uplift Boriz-
A 4472 1928 G 257 R
I 4472 1589 G
G = Gravity Uplift
Jt Brg Size Required
A 5.5" 3.7"
I 5.5" 3.7"
LC# 2 Dead Load Check
Dur Fctrs - Lbr 0.90 Pit 0.90
plf - Dead Live- From To
TC V 45 0 0.0' 39.8'
SC V 30 0 0.0' 39.8'
MLTekO Online Plus APPROX. TRUSS WEIGHT: 455.3 LBS
Shear // Grain in A -B 0.54
LC# 3 Nonstandard Loading
Dur Fctrs - Lbr 1.60 Pit 1.60-
plf - Dead Live* From To
TC V 27 0 0.0' 39.8'
SC V 18 0 0.0' 39.8'
TC N 0 153` 0.0' 19.9'
TC N 0 114 19.9' 39.8'
Membr CSI P Lbs Axl-CSI-End
__________Top Chords__________
A -B 0.44 8517 C 0.11 0.33
H -C 0.43 8260 C 0.17 0.26
4 -D 0.54 8539 C 0.40 0.14
D -E 0.48 7244 C 0.29 0.19
E -F 0.48 7244 C 0.29 0.19
F -G 0.54 8539 C 0.40 0.14
G -H 0.43 8260 C 0.17 0.26
H.-1 0.44 8517 C 0.11 0.33
------ :-Bottum Chords_________
A -R 0.91 7906 T 0.82 0.09
R -Q 0.92 8325 T 0.80 0.12
Q -P 0.56 7365 T 0.54 0.02
P -0 0.56 7366 T 0.54 0.02
O -M 0.29 6058 T 0.29 6.00
M -L 0.45 7366 T 0.44 0.01
L -X 0.45 7365 T 0.44 0.01
X -J 0.67 8325 T 0.57 0.10
J -I 0.60 7906 T 0.51 0.09
------------- Webs ---_-________
E -R 0.03 293 T
R -C 0.27 598 C
C -Q 0.21 837 C
Q -D 0.47 1364 T
D -O 0.85 1735 C
O -E 0.59 2032 T
E -M 0.36 2032 T
M -F 0.85 1735 C
F -E 0.26 1364 T
R -G 0.21 837 C
G -J 0.27 598 C
J -e 0.01 138 T
TL Defl -0.62" in O -M L/748
LL Defl -0.35" in O -M L/999
Hz Disp LL EL TL
it I 0.11" 0.08" 0A9"
Online Piusw CCWyrigM69Tek8199=17Vers M.0.M9En9Neersg-Pn48iR IIIMM094924M1 Pe9e1
Plates for each ply each face.
Plate - MN20 20 Ga, Gross Area
Plate - MISR 20 Ga, Gross Area
Plate.- MIS 20 Ga, Grose Area
Jt Type Pit Size X Y JSI
B MN20 2.5z 5.0 Ctr Ctr 0.39
C MN20 31.2xll.2 Ctr Ctr 0.61
D# MN20 6.2x 8.8 Ctr Ctr 0.44
E# MN2O 11.2x12.5 Ctr Ctr 0.61
F# MN20 6.2x 8.8 Ctr Ctr 0.45
G MN20 11.2xll.2 Ctr Ctr 0.39
e# MN20 2.5x 5.0 Ctr Ctr 0.39
R# MN20 5.Ox 6.2 Ctr Ctr 0.34
Q# MN20 6.2x 8.8 Ctr Ctr 0.52
P MISS 7.0x16.0 Ctr Ctr 0.34
O MN20 8.8x 8.8 Ctr Ctr 0.46
M# MN20 8.8x 8.8 Ctr Ctr 0.48
L# MT88 7.Oxl6.0 Ctr Ctr 0.34
E# MN20 6.2x 8.8 Ctr Ctr 0.54
J# MN20 5.Ox 6.2 Ctr Ctr 0.34
#.= Plate Monitor used
Placement Tolerance Used 0.12 in.
REFER TO ONLINE PLUS GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
Morton Buildings, Inc.
Analysis Conforms To:
TPI 2007
NOTE: USER MODIFIED PLATES
This design may have plates
selected through a plate
monitor.
Max camp. force 8539 Lbs
Max tens. force 8325 Lbs
Connector Plate Fabrication
Tolerance = 108
This truss is designed for a
creep factor of 1.5 which
is used to calculate total
load deflection.
AWED DESIGN ARCHITECTURAL AND ENGINEERING
GROUP. P.C. [AWED] CERTIFIES TRUSS DESIGN. ONLY. AND
DOES NOT CERTIFY DESIGN OR OTHER ENGINEERING OF
THE BUILDING IN WHICH THE TRUSS WILL BE INCORPORATED.
AWED EXPRESSLY RELIES THAT ME BUILDING DESIGN
ANDIOR OTHER ENGINEERING WILL BE PROVIDED BY
OTHERS AND AWED ASSUMES NO UAWUW FOR PLANS OR
DESIGNS OF OTHERS WHICH INCORPORATEMISTRUZ
DESIGN. ITISTHERESPONSIBIUTYOFTHESUIU LNG
DESIGNER TO REVIEW MB TRUSS DESIGN AND VERIFYTHAT
DIMENSIONS AND LOADS CONFORM M APPLICABLE
STANDARDS FOR DESIGN AND ENGINEERNG FOR THE USE
INABUILDING.
WIND SPEED (VOLT) (EXP. B): 160 MPH
GENERALSAFETY. DESIGN. AND FABRICATION NOTES:
1. PROVIDE COPIES OFTHIS TRUSS DESIGN TO THE BUILDING
DESIGNER, ERECTION SUPERVISOR, PROPERTY OWNER AND
ALL OTHER INTERESTED PARTIES.
2. CUTMEMBERSTOBEARTIGHRYAGNNSTEACHOTHER.
3. PUCE PLATES ON EACH FACE OF TRUSS AT EACH JOINT
AND EMBED FULLY. AVOID KNOTS AND WANEAT JOINT
LOCATIONS.
4. MOISTURE COMENT OF WMBFRSHALL NOT EXCEE)19%
AT THE TIME OF FABRICAI ION.
5. TIiN DESIGN 6 NOT APPLICABLE FOR USE WITH FIRE
6. CAMBER ISANONSIRUCNRAL CONSIDERATION AND LS
THE RESPONSIBILITY OF THETRUSS FABRICATOR. GENERAL
PRACTICE IS TO CAMBER FOR DEAD LOAD DEf1EC110N.
7. PLATE TYPE AND SEE SHOWN ARE MINIMUM
REQUIREMENTS.
6 LUMBER SHALL BEMESMAND SPECIES SHOWN. THE
GRADES SHOWN ARE MINIMUM REQUIREMENTS.
9. TOP CHORDS MUST BE LATERALLY BRACED NOTTO
EXCEED24'0.C.
10. BOTTOM CHORDS MUST BE LATERALLY BRACED NOTTO
EXCEED 6' O.C.
11. ANCHORAGEAND/OR LOAD TRANSFERRING
CONNECTIONS TO TRUSSES ARE THE RESPO NSIBILI IY OF THE
BUILDING DESIGNER.
IZ DO NOT OVERLOAD TRUSSES WITH STACKS OF
CONSTRUCTION MATEBAL
13. DO NOT CUT OR ALTER TRUSS MEMBERS OR PLATES
WITHOUF WRITTEN APPROVAL OF THE TRUSS DESIGNER.
14. CARE SHOULD BE EXERCISED WHEN HANDUNG,
ERECTING, AND INSTAWNG THEE TRUSSES TO AVOID
DAMAGE
LIVE LOAD
20
PSF
DEAD LOAD.
6
PSF
CEILING LOAD
4
PSF
TOTAL LOAD
30
PSF
REQUIRED TRUSS LOAD = 30 PSF AT 7=6" O.C.: 225 PLF
TRUSS DESIGN LOAD (SEE DESIGN OUTPUT) = 225 PLF
I HEREBY CERTIFY THAT THE STRUCTURAL DESIGN FOR THIS
TRUSS WAS PREPARED BY ME OR UNDER MY DIRECT
SUPERVISION AND THAT 1 AM A DULY UCENSE Fr6tl159'4fi
PROFESSIONAL ENGINEER. .k\%� N )1T N
BRIAR N, LO- NIG -�
bdan.Iong c1fR designoes.com
DATE: Zb REG.#84641
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No. 84641
-fl : STATE OF
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OFFICE.'
PORT CHARLOTTE, FL
JOB NO.
161-094476
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SHEET NO.
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=1 2-20-9 1 2-10-8 1
2.5
48x30
113.2D5x15 Tl T2 411.E 28a15 5C
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ALL PLATES ARE M2020, 8 - PLATE SELECTED M PLATES NON3TOR
Scale: 0.73B' =1'
Online Plus -- Version 30.0.069
RUN DATE: 13-FEB-20
Southern Pine lumber design
values are those effective
06-01-13 by SPIES//ALSC UON
CSI -Size- ----Lumber----
TC 0.10 2x 6 SP-#1
BC 0.67 2x 6 SP-111
WG --- 2x10 SP-111
Brace truss as follows:
O.C. From To
TC 24.0" 0- 0- 0 5- 9- 0
BC 90.0" 0- 0- 0 5- 9- 0
MiTek Online P1usT APPROX. TRUSS REIGHT:
Der Fctrs - Lbr 1.60 Pit 1.60
plf - Dead Live* From To
TC V 22 0 0.0' 5.8'
BC V 14 0 0.0' 5.8'
TC N 0 390 0.0' 5.8'
Numbs CSI P Lbs Axl-CSI-Bad
__-____Top Chords------___-
* -B 0.10 1081 T 0.09 0.01
B -E 0.10 1081 T 0.09 0.01
--------Bottom Chords ---------
D -E 0.67 873 C 0.64 0.03
TL Defl 0.00" in ----- L/999
LL Defl 0.00" in ----- L/999
Shear // Grain in B -B 0.11
51.9 LESS
This design slay have plates
selected through a plate
monitor.
Max comp. force 873 Lbs
Max tens. force 1081 Lbs
Connector Plate Fabrication
Tolerance = 10%
This truss is designed for a
creep factor of 1.5 which
is used to calculate total
load deflection.
psf-Ld Dead Live
TC 6.0 30.0
Plates for each ply each face.
BC 4.0 0.0
PLATING CONFORMS TO TPI..
TC+BC 10.0 30.0
REPORTS: ICC-ES ESR-3080
Total 40.0 Spacing 72.0"
Plate - MN20 20 Ga, Gross Area
Lumber Duration Factor 1.15
Plate - MN18 18 Ga, Grose Area
Plate Duration Factor 1.15
Plate - MS18 18 Ga, Gross Area
Fb PC Ft Emin
Plate - MT16 16 Ga, Gross Area
TC 1.00 1.00 1.00 1.00
Jt Type Plt Size X Y JSI
BC 1.00 1.00 1.00 1.00
D# MN20 11.2x15.013.6 5.1 0.48
Total Load Reactions (Lbs)
S# MN20 5.0x10.0 Ctr-0.8 0.33
Jt Down Uplift Boriz-
E# MN20 11.2x15.0-7.7 5.1 0.48
A 690 1018 G
C 690 1018 G
G = Gravity Uplift
# = Plate Monitor used
Placement Tolerance Used 0.12 in.
Jt Brg Size Required
A 5.5" 1.5"
REFER TO ONLINE PLUS GENERAL
C 5.5" 1.5"
NOTES AND SYMBOLS SEEET FOR
ADDITIONAL SPECIFICATIONS.
LC# 2 Dead Load Check
Dur Fctrs - Lbr 0.90 Plt 0.90
NOTES:
plf - Dead Live- From To
Trusses Manufactured by:
TC V 36 0 0.0' 5.8'
Morton Buildings, Inc.
BC V 24 0 0.0' 5.8'
Analysis Conforms To:
TPI 2007
LC# 3 NonStandard Loading
NOTE: USER MODIFIED PLATES
Online PM'" C L,py nWeRe 199E-2017 v� 30A.OBe EWIl eeNp-PoNaiR V1320204:3I 92 PM Pagel
AWED DEIGN ARCHIIECTIIRAL AND ENGINEERING
GROUP, P.C. (AWED] CERTIFIES TRUSS DEIGN, ONLY, AND
DOE NOT CERBFY DESIGN OR OTHER ENGINEERING OF
THE BUILDING IN WHICH THE TRUSS WILL BE INCORPORATED.
ALLIED EXPRESSLY REUS THAT TINE BUILDING DEIGN
AND/OR OTHER ENGINEERING WILL BE PROVIDED BY
OTHERS AND AWED ASSUME NO LIABILITY MR PLANS OR
DEIGNS OF OTHERS WHICH INCORPORATE TINTS TRUSS
DESIGN. R IS THE RSPONSIBILITY OF ME BUILDING
DESIGNER TO REVIEW ME TRUSS DEIGN AND VERIFY THAT
DIMENSIONS AND LOADS CONFORM TO APPLICABLE
STANDARDS FOR DEIGN AND ENGINEERING TOR THE USE
IN A BUILDING.
WIND SPEED (VULT) )EXP. 8): 160 MPH
GENERAL5AFEIY. DEIGN. AND FABRICATION NOTES:
1. PROVIDE COPIS OFTHLS TRUSS"SIGN TO THEBUILDING
DESIGNER. ERECTION SUPERVISOR, PROPEFRIY OWNER AND
ALL OTHER INTERESTED PARRS.
2. CUT MEMBERS TO BEAR POKILY AGAINST EACH OTHER.
3. PLACE PLATE ON EACH FACE OF TRUSS AT EACH JOINT
AND EMBED FULLY. AVOID KNOTS AND WANEATJOINT
LOCATIONS.
4. MOISTURE CONTENT OF LUMBER SHALL NOT EXCEED 19%
ATME TIME OF FABRICATION.
5. ME DESIGN IS NOT APPLICABLE MR USE WITH ERE
RETARDING OR PRESERVATIVE TREATED LUMBER.
6. CAMBER IS A NONSTRUCTURAL CONSIDERATION AND IS
TINE RESPONSIBILITY OF THE TRUSS FABRICATOR. GENERAL
PRACTICE IS TO CAMBER FOR DEAD LOAD DEFLECTION.
7. PLATETYPE AND SIZESHOWN AREMINIMUM
REQUIREMENTS.
B. LUMBERSHALLBETHESUEANDSPEIESSHOWN. THE
GRADE SHOWN ARE MINIMUM REQUIREMENTS.
9. TOP CHORDS MUST BE LATERALLY BRACED NOT TO
EXCEED 2e O.C.
10. BOTTOM CHORDS MUST BE LATERALLY BRACED NOT TO
EXCEEDTS'O.C.
11. ANCHORAGE AND/OR LOAD TRANSFERRING
CONNECTIONS TO TRUSSES ARE THE RESPONSIBILITY OF THE
BUILDING DESIGNER.
12. DO NOT OVERLOAD TRUSSES WITH STACKS OF
CONSTRUCTION MATERIAL
13. DO NOT CUT OR ALTER TRUSS MEMBERS OR PLATS
WITHOUT WRBTEN APPROVAL OF THE TRUSS DESIGNER.
14. CARESHOUM BE EXERCME1 WHEN HANDLING,
ERECTING, AND INSTALLING MMETRUSSS TO AVOID
DAMAGE
LIVE LOAD
20
PSF
DEAD LOAD
6
PSF
CEILING LOAD
4
PSF
TOTAL LOAD
30
PSF
REQUIRED TRUSS LOAD = 30 PSF AT 3'-0" O.C. = 90 PLF
TRUSS DESIGN LOAD (SEE DESIGN OUTPUT) = 240 PLF
I HEREBY CERTIFY THAT THE STRUCTURAL DESIGN FOR THIS
TRUSS WAS PREPARED BY ME OR UNDER MY DIRECT
SUPERVISION AND THAT I AM A DULY LICENSED/RETIUMED
PROFESSIONAL ENGINEER. N11\" 111////'''''
BRIAN N. LONG N0.846d1
bean.long®al! ddesignoezcom * DATE: l 14 2 REG.# 84�t
ap?: STATE OF ?,
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OFFICE:
PORT CHARLOTTE, FL
JOB NO.
161-094476
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