ODD SPACE
ODD SPACE
ODD SPACE
ODD SPACE
EXPOSED TO WIND
EXPOSED TO WIND
U:1072
B4
A1
A2
A3
A4
CJ1
2CJ12
EJ8
EJ8
EJ8
EJ8 J2J4
J6A
J2
J4
J6A
EJ8
EJ8
EJ8
EJ8J2 J4
J6A
J2
J4
J6A
EJ8
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A6
A6
B5
B1
CJ12C
J12
EJ8
J2J4J6A
J2
J4
J6A
EJ8
J2 J4 J6A
J2
J4
J6A
EJ8
B2A
B3
B3
B2
B2
B2
CJ9
J2J4J6
J2
J4
J6
EJ7
EJ7
VG1
V5
V3
V1
7-0
3-0
0
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
1-11-08
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
7-0
3-0
0
1-02-08
1-02-08
1-05-00
1-03-00
14-06-0015-06-00
30-00-00
76-0
0-0
0
7-0
0-0
044
-09
-00
8-1
0-0
01
5-0
5-0
0
10-08
60-0
7-0
0
11-04-00
4-02-00
6-06-00
4-0
0-0
0
4-1
0-0
0
4-0
4-0
0
18-08-00
(1) PLY FLR. TRUSSCORNER HIP
HGUS28-3
960
0
0
G
0
9100
HTU28
765
0
0
N/A
2385O
R
Q
HGUS210-4
D
F
B
SIMPSON ROOF AND FLOOR TRUSS HANGER SCHEDULE
0
THJA26
SUR210
H
2435
0
0
HGUS26-2
LUS24
0
2680
I
C
R
HGUS26-3, HGUS28-3HGUS28-4 SIMILAR
0
7460
3235
CORNER HIP
HTU26, HTU28
M
HHUS46
(3) PLY
N
P
2155
3410
0
1250
2980
HTU26-2
865
0
C
0
3235
0
0
N
765
0
G
HJC26
865
0
0
4310 / 4680
0
1760 L
M
HGUS26-3
1440L
K
Q
3600
ID
1550
9100
2790
1250
490
1840
0
1855
I
0
0
2940
2940
N/A
(1) PLY
1055
0
HTU26 A
E
0
1250 / 1555
1530 / 3485
QTY/RF
A*
0
1855
SYMBOL
1440
SUL26
P
THA422, THA426THAC422 SIMILARHJC26
3820
2155
HHUS46
0
A
0
0
THA422
5320
NOTE: UPLIFT VALUE FOR THA422, THAC422, THA426 HANGERS APPLY ONLY TO FACE MOUNT ISTALATION
895
B
UPLIFT
A*
QTY/FL
5230
S
1760
3265
(1) PLY
1515 / 2175
D
J
(1) PLY FLR. TRUSS(2) PLY
0
2435
0
MODEL
HTU28-2
1235 / 2140
2245
LUS24
SUR26
FLOOR
3820
SUL210
4355
S
0
2245
7460
O
4355
7460
4095
2245
2245
3895 / 4680
725
0
HTU26-2, HTU28-2HGUS26-2, HGUS28-2
J
THA426
E
THJA26
0
N/A
THAC422
1055
H
0 F
0
ROOF
0
1855
3200 / 3600
HGUS28-2
K
7460
N/A
2x4 T.C. MIN.
5
6-3
/16"
14 1/2"CANT.
12
TYP. ROOF TRUSS END DETAIL
8" BRG.
N.T.S.
SHINGLE/TILE ROOF
BEARING HEIGHT SCHEDULE
9'-4' BEARING HEIGHT
ALL 9'-4" FLAT CEILINGS
REVISIONS
No. DATE NOTES BY
CAUTION!!!
DO NOT ATTEMPT TO ERECT TRUSSESWITHOUT REFERRING TO THE ENGINEERINGDRAWINGS AND BSCI-B1 SUMMARY SHEETS.
ALL PERMANENT BRACING MUST BE INPLACE PRIOR TO LOADING TRUSSES. (ie.SHEATHING, SHINGLES, ETC.)
ALL INTERIOR BEARING WALLS MUST BE INPLACE PRIOR TO INSTALLING TRUSSES.
REFER TO FINAL ENGINEERING SHEETS FORTHE FOLLOWING.
1) NUMBER OF GIRDER PLIES AND NAILINGSCHEDULE.
2) BEARING BLOCK REQUIREMENTS.
3) SCAB DETAILS (IF REQUIRED)
4) UPLIFT AND GRAVITY REACTIONS.
WARNINGBACK CHARGES WILL NOT BEACCEPTED REGARDLESS OF FAULTWITHOUT PRIOR NOTIFICATION BYCUSTOMER WITHIN 48 HOURS ANDINVESTIGATION BY Builders FirstSource.NO EXECPTIONS.
THE GENERAL CONTRACTOR ISRESPONSIBLE FOR ALL CONNECTIONSOTHER THAN TRUSS TO TRUSS, GABLESHEAR WALL, AND CONNECTIONS.TEMPORAY AND PERMANENT BRACING,AND CEILING AND ROOF DIAPHRAMCONNECTIONS.
6850 Taylor Road Punta Gorda, Fl. 33950Phone: 941-575-2250 / Fax:941-575-0319
IMPORTANT
This Drawing Must Be Approved And ReturnedBefore Fabrication Will Begin. For Your Protection
Check All Dimensions And Conditions Prior ToApproval Of Plan.
SIGNATURE BELOW INDICATES ALL NOTESAND DIMENSIONS HAVE BEEN ACCEPTED.
By _________________________Date___________
NOTES:1) ALL DIMENSIONS ARE FEET-INCHES-SIXTEENTHS.2) DO NOT CUT OR ALTER TRUSSES IN ANY WAY.3) ALL REACTIONS ARE UNDER 5000 LBS. UNLESS NOTE OTHERWISE.4) ALL UPLIFTS ARE UNDER 1000 LBS. UNLESS NOTED OTHERWISE.5) FRAMING REQUIRED BELOW TRUSSES TO GET DESIRED CEILING CONDITIONS.6) ONLY TRUSS TO TRUSS CONNECTIONS SUPPLIED W/ TRUSS PACKAGE.
DATE DRAWN 7/14/2020
DATE PRINTED 7/14/2020
MASTERJOB No.
WIND LOAD 160 MPH
EXPOSURE CATEGORY C
OCCUPANCY CATEGORY II
IMPORTANCE FACTOR 1.0
WIND DURATION FACTOR 1.60
OPENING CONDITIONS ENCLOSED
GENERAL TRUSS ENGINEERING CRITERIA & DESIGN LOADS
TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF BOTTOM CHORDLIVE LOAD NONCONCURRENT WITH ANY OTHER LIVE LOADS
DESIGN CODE FBC2017/TPI2014
WIND CODE MWFRS (Directional)/C-C HYBRID WIND ASCE 7-10
TRUSS LOADING ROOF
TCLL 20 PSF
TCDL 20 PSF
BCLL 0 PSF
BCDL 10 PSF
TOTAL 50 PSF
DURATION 1.25
TCDL / TO RESIST UPLIFT 5 PSF
BCDL / TO RESIST UPLIFT 5 PSF
TRUSS LOADING
ROOF PITCH 5/12
CEILING PITCH FLAT
TOP CHORD SIZE 2 x 4 MIN.
BOTTOM CHORD SIZE 2 x 4 MIN.
OVERHANG LENGTH N/A
CANTILEVER 14 1/2"
END CUT PLUMB
FLOOR TRUSS SPACING N/A
ROOF TRUSS SPACING 24"
ROOF PITCH
BUILDER DR Horton
PROJECT 1543 B 160 C LH
MODEL 1543
ADDRESS --
CITY, STATE --, FL.
LOT --
COUNTY --
DRAWN BY D.W.
ENG. BY D.W.
5"
12"
5"
12"5"
12"
5"
12"
5"
12"
5"
12"
5"
12"
5"
12"
FINISH FLOORELEV. @ 0"
FINISH FLOORELEV. @ 0"
TOP OF BEAMELEV. @ 9'-4"
TOP OF BEAMELEV. @ 9'-4"
6" RAISED BANDING
TILE ROOF
16080 OHGD 25 SH 3080 ENTRY
8'-0
"
DECO
FOAM
1'-4" 1'-4"1'-4"
FINISH FLOORELEV. @ 0"
FINISH FLOORELEV. @ 0"
TOP OF BEAMELEV. @ 9'-4"
TOP OF BEAMELEV. @ 9'-4"
TILE ROOF
8'-0
"
2-25 SH2-4080 SL GL DR
DECO FINISH OVER
CONC. BLOCK
1'-4" 1'-4"
FINISH FLOORELEV. @ 0"
FINISH FLOORELEV. @ 0"
TOP OF BEAMELEV. @ 9'-4"
TOP OF BEAMELEV. @ 9'-4"
DECO FINISH OVER
CONC. BLOCK
TILE ROOF
8'-0
"
2-25 SH
4'-4"
1'-4"1'-4"
6" RAISED BANDING
FINISH FLOORELEV. @ 0"
FINISH FLOORELEV. @ 0"
TOP OF BEAMELEV. @ 9'-4"
TOP OF BEAMELEV. @ 9'-4"
DECO FINISH OVER
CONC. BLOCK
TILE ROOF
8'-0
"
23 SH25 SH
1'-4"1'-4"
48" x 12"
SCALE:
DATE:
DRAWN BY:
CHECKED BY:
PLAN:
REVISED:
DESIGN IN ACCORDANCE WITH THE RESIDENTIAL
FLORIDA BUILDING CODE 2017 - 6TH EDITION
1/4" = 1'-0"
L:\0
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0'S
\11675 L
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543 B
L\REVIT
\11675 1
543 B
L.rv
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A-1 BL
ELEVATION
1543
MO
DEL
JWC
JSL
08/07/20
LOT:
44
3
SUBD
IVIS
ION:
TO
SC
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0s
AD
DRS:
177
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#:
57
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11
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1/4" = 1'-0"
FRONT ELEVATION "BL"
1/4" = 1'-0"
REAR ELEVATION "BL"
1/4" = 1'-0"
LEFT ELEVATION "BL"
1/4" = 1'-0"
RIGHT ELEVATION "BL"
WH
HB
HB
OR DOORS
21" MIN. TO
FIXTURES, WALLS 1'-9"
8'-0
"36" MAX.
OR DOORS
21" MIN. TO
FIXTURES, WALLS
MIN.
1'-0"
19
" M
IN.
19
" M
IN.
15" MIN.
TO FINISH
FRONT ELEVATION SIDE ELEVATION
WATER CLOSET CLEARANCE DETAIL
8'-0
"
FRONT ELEVATION SIDE ELEVATION
VANITY SINK CLEARANCE DETAIL
4"
2'-5
1/2
"
8'-0
"
VARIES
4"
2'-5
1/2
"VARIE
S
VARIES
8'-0
"
MIRROR
FAUCET
KICK PLATE
FAUCET
MIRROR
PROVIDE 1/4" WATER
LINE @ REF SPACE
FOR ICE MAKER
STANDARD SGD RECESS 1-1/2".
IMPACT GLASS SGD RECESS 2-1/2". ELEV. @ -0'-4"
ELEV. @ -0'-4"
ELEV. @ -0'-4"
SLO
PE
4'-6
"1
'-6
"5
'-9
1/2
"
24'-4"3'-6"2'-2"
1'-1 1/2"3'-5"3 1/2"17'-6"1'-10"3'-4"2'-6"
AHU
1'-4
"5
'-8
"4
4'-9
"7
'-6
"1
'-4
"1
5'-5
"
76
'-0
"
1'-4"13'-2"15'-6"
30'-0"
76
'-0
"
1'-4"9'-4"8"1'-4"16'-0"1'-4"
30'-0"
REF.
SPAC
E
WASHER DRYER
DBL. SINK
30'-0"
5'-4"9'-9"4'-0"8'-8 1/2"2'-2 1/2"
3'-8"8'-2"2'-8"
11'-4"18'-8"
14
'-2
"2
'-6
"4
'-3
1/2
"
LOWEST POINT OF GARAGE SHALL BE SET ABOVE
BASE FLOOD ELEVATION PER FEMA FLOOD MAP
SET A/C PAD ABOVE
FLOOD W/ 1'-0"
FREEBOARD PER
FBCR R322.2.1
6" X 12" RECESS
16'-0" X 8'-0" O.H.G.D.
5'-0" TUB/SHWR
PAVERS BY OTHERS
PAVERS BY OTHERS
20
'-8
"6
'-1
0 1
/2"
1'-3
"7
'-5
"1
8'-7
1/2
"3
'-1
"1
'-0
1/2
"1
7'-0
1/2
"
TILE SHOWER
RECESS 3 1/2"
SET W/H ABOVE FLOOD W/ 1'-0"
FREEBOARD PER FBCR R322.2.1
DW
PROVIDE TERMITE TREATMENT
WITH "BORA CARE"
RANG
E
4" SLAB W/ 2,500 PSI CONC. W/ 6X6 #
10/10 W.W.M. REINFORCING OVER 6
MILL VISQUEEN BARRIER ON
MECHANICALLY COMPACTED FILL @ 95%.
THE FINISH FLOOR SLAB SHALL BE SET
ABOVE BASE FLOOD ELEVATION PER FEMA
FLOOD MAP PLUS 1'-0" FREEBOARD PER
FBCR R322.2.1. SEE SITE PLAN BY OTHERS
ELEV. @ 0'-0"
SCALE:
DATE:
DRAWN BY:
CHECKED BY:
PLAN:
REVISED:
DESIGN IN ACCORDANCE WITH THE RESIDENTIAL
FLORIDA BUILDING CODE 2017 - 6TH EDITION
As indicated
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ISLE
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0'S
\11675 L
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L\REVIT
\11675 1
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L.rv
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A-2 BL
SLAB & PLUMBING PLAN
1543
MO
DEL
JWC
JSL
08/07/20
LOT:
44
3
SUBD
IVIS
ION:
TO
SC
ANA III 4
0s
AD
DRS:
177
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11
675
1/4" = 1'-0"
SLAB & PLUMBING PLAN "BL"
WH
HB
HB
DOOR HEADERS6'-8" BI-FOLD
6'-8" SWING
8'-0" SWING
HEADER HEIGHT 82" A.F.F.
82 1/2" A.F.F.
98 1/2" A.F.F.
HEADER HEIGHT
HEADER HEIGHT
PLAN NOTES
1) VERIFY ALL ROUGH OPENING DIMENSIONS FOR
ALL WINDOWS AND DOORS
2) PROVIDE SAFETY GLAZING WITHIN 24" FROM EXIT
PER FLORIDA BUILDING CODE R 308.4.2.
3) PROVIDE SAFETY GLAZING AT BATH/ SHOWER
PER FLORIDA BUILDING CODE R 308.4.5.
4) NON BEARING INTERIOR FRAME WALLS SHALL BE
FRAMED W/ WOOD OR METAL STUDS. SPACING SHALL
NOT EXCEED 24" O.C. (NON BEARING WALLS ONLY)
5) PROVIDE DEAD WOOD IN ATTIC FOR OVERHEAD
GARAGE DOOR HARDWARE
6) KITCHEN KNEE WALL TO BE FRAMED W/ TOP @
34 1/2" A.F.F.
7) INSTALL SMOOTH WALLS IN KITCHEN AND ALL
BATHROOM AREAS
8) WHERE DRYWALL CEILING IS APPLIED TO TRUSSES
@ 24" O.C. USE 5/8" DRYWALL OR 1/2" SAG
RESISTANT PER SEC. 702.3.5
9) THE GARAGE SHALL BE SEPARATED FROM THE
RESIDENCE & ATTIC BY NOT LESS THEN 1/2" GYPSUM
BOARD APPLIED TO THE GARAGE SIDE. GARAGES
BENEATH HABITABLE ROOMS SHALL BE SEPARATED
WITH NOT LESS THAN 5/8" TYPE "X" GYPSUM BOARD
OR EQUIVALENT. WHERE THE SEPARATIION IS A
FLOOR - CEILING ASSEMBLY, THE STRUCTURE
SUPPORTING THE SEPARTION SHALL ALSO BE
PROTECTED BY NOT LESS THAN 1/2" GYPSOM BOARD
OR EQUIVALENT
10) INSTALL 1 3/8" THICK SOLID WOOD DOOR BETWEEN
LIVING AND GARAGE PER FLORIDA BUILDING CODE
R302.1.5.
11) ALL WINDOWS INSTALLED 72" ABOVE GRADE MUST
COMPLY WITH R612.2 MIN 24" SILL HEIGHT OR
PROVIDED WITH AN APPROVED WINDOW FALL
PRVENTION DEVICE
12) ALL CLOSET SHELVES TO BE 12". ALL PANTRY &
LINEN TO BE (4)-16" SHELVES 18" 0.F.F. W/ 15"
INCREMENT.
13) ALL MECHANICAL AND ELECTRICAL EQUIPMENT TO BE
INSTALLED AT OR ABOVE FLOOD PLUS 1'-0" FREEBOARD.
INTERIOR DOOR SCHEDULE
MARK
1
2
3
DOOR WIDTH NOTES
P.K. = POCKET DOOR
B.F. = BI-FOLD DOOR
B.P. = BI-PASS DOOR
L.V. = LOUVERED DOOR
4
5
6
7
8
3'-0"
2'-8"
2'-6"
2'-4"
2'-0"
1'-8"
1'-6"
2'-10"
CABINET BACKING
KITCHEN
MASTER BATH
GUEST BATH
LAUNDRY ROOM
UPPER TOP @ 84" BASE TOP @ 35"
UPPER
UPPER
UPPER TOP @ 84"
BASE TOP @ 35"
BASE TOP @ 31"
BASE
FACE OF OUTSIDE WALL TO FACE OF STUD WALL FACE OF STUD TO FACE OF STUD
1/2"
3 1/2"
1/2"
FACE OF EXTERIOR WALL
1/2"
3 1/2"
1/2"TYPICAL DIMENSION STRING
14'-6"15'-6"
7'-0
"4
4'-9
"8
'-1
0"
15
'-5
"
13
'-1
0"
2'-1
0 1
/2"
2'-6
"3
'-2
"4
'-5
1/2
"1
0'-8
"2
'-4
"8
'-8
"6
'-6
"2
1'-0
"
5'-4"2'-2"7'-7 1/2"
2'-10 1/2"
4'-0"8'-0"
76
'-0
"
11'-4"18'-8"
15'-1 1/2"4'-0"10'-10 1/2"
LANAI
BEDROOM #1
KITCHEN
NOOKW.I.C.
BATH #1
BEDROOM #2
GREAT ROOM
STUDY/ DEN
BATH #2
LAUNDRY
GARAGE
FOYER
ENTRY
30'-0"
9'-4" FLAT CEILING
AHU
4'-2
"5
'-4
"2
'-2
"4
'-2
"4
'-0
"1
6'-8
"2
'-2
"1
0'-1
"
1'-10"6'-2"
12" SHELF
12" S
HELF
12'-7 1/2"2'-4"4'-2"2'-4 1/2"8'-6"
1'-4
"3
'-6
"4
'-0
"
1'-4"9'-4"8"
33
'-4
"1
4'-6
"1
3'-5
"1
4'-9
"
1'-4"13'-2"4'-8"10'-10"
1'-4
"5
'-8
"2
5'-3
"1
9'-6
"
1'-4"3'-0"6"2'-3"4'-3"
1'-4"16'-0"1'-4"
12" S
HELF 4
2
2
2
2
4
6
12" SHELF
2
2
2
2
8
3
C
BA
C
1
76
'-0
"
30'-0"
MIN. R-13 OR
BETTER INSULATION
22" X36"
ATTIC ACCESS
SEE NOTE 10
SEE NOTE 9
4
6
3'-8"8'-2"2'-8"
REF.
SPAC
E
DBL. SINK
RANG
E
DRYERWASHER
6'-1
0"
2'-1
0"
6'-4
"1
2'-6
"
5'-0" TUB/SHWR
MIR.
MIR
.
6" WALL
6" WALL
SAFETY G
LAZED
6" KNEE WALL
34 1/2" TALL
LINEN
6
12" S
HELF
12" S
HELF
PANTRY
2
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
TIL
E S
HO
WER
RECES
S 3
1/2
"
OVRH
EAD
CABS
SAFETY G
LAZED
D
FULL GLASS
DW
OVRHEAD
CABS
3'-4
"
9'-11"
3'-0
"
TOILET PAPER ROLL
2'-6"
1'-8"
TOWEL BAR
4'-0"
3'-2"
MIN.
4"
MIN.
4"
BATHROOM NOTES
ALL TUB DECKS @ 21" A.F.F
ALL BLOCKING TO BE PT IN SHOWERS
TOWEL BAR
TP TOILET PAPER
TB
SCALE:
DATE:
DRAWN BY:
CHECKED BY:
PLAN:
REVISED:
DESIGN IN ACCORDANCE WITH THE RESIDENTIAL
FLORIDA BUILDING CODE 2017 - 6TH EDITION
As indicated
L:\0
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ata
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019\2
019-B
UIL
DERS\D
R H
ORTO
N 2
019\S
UBD
IVIS
IONS\T
OSCANA
ISLE
S 6
0'S
\11675 L
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543 B
L\REVIT
\11675 1
543 B
L.rv
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A-3 BL
FLOOR
1543
MO
DEL
JWC
JSL
08/07/20
LOT:
44
3
SUBD
IVIS
ION:
TO
SC
ANA III 4
0s
AD
DRS:
177
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#:
57
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675
DOOR SCHEDULEMARK DESCRIPTION MANUFACTURER HEIGHT WIDTH COMMENTS QTY
1 16080 OHGD GARAGE DOOR 8'-0" 16'-0" 1
2 3080 ENTRY 8'-0" 3'-0" 1
3 2-4080 SL. GL. DR. 8'-0" 8'-0" 1
WINDOW SCHEDULE
MARK
DESCRIPTIO
N MANUFACTURER HEIGHT WIDTH COMMENTS QTY
A 25 SH 5'-1" 2'-11" 2
B 23 SH 3'-0" 2'-11" 1
C 2-25 SH 5'-1" 6'-2" 2
D 48" X 12" FIXED GLASS 1'-0" 4'-0" 1
SQUARE FOOTAGE
LANAI AREA 102 SF
LIVING AREA 1544 SF
GARAGE AREA 383 SF
ENTRY AREA 74 SF
TOTAL AREA 2102 SF
OPT IMPACT GLASS MAY BE INSTALLED IN
LIEU OF SHUTTERS VERIFY W/ CONTRACT
1/4" = 1'-0"
FLOOR PLAN "BL"
WH
HB
HB
STUDY/ DEN
GARAGE
HIPV
ALLEY
HIP
RID
GE
HIP
LANAI
KITCHEN
NOOKW.I.C.
BEDROOM #2
GREAT ROOM
BATH #2
LAUNDRY
GARAGE
FOYER
ENTRY
22" X36"
ATTIC ACCESS
HIPH
IP
RID
GE
6" WALL
6" WALL
9'-4" FLAT CEILING 9'-4" FLAT CEILING
9'-4" FLAT
CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
BATH #1
BEDROOM #1
MODEL 1543 B: ATTIC VENTILATION FBCR R806
SOFFIT ONLY (1/150) WITH ROOF VENTS (1/300)
AREAS (SQ. FT.) ATTIC VENTILATION REQUIRED ATTIC VENTILATION REQUIRED
MARK SOFFIT
2384.4 SQ. FT.
ATTIC AREA/150
5.70% -.-- SQ. FT. -.-%
COORDINATE VENTING REQUIREMENTS WITH ENERGY CALCULATIONS
(R.V.)
ROOF VENTS ARE NOT REQUIRED
32" BASE
22
-3/8
" BASE
LOMANCO 770-D
0.97 SQ. FT. FREE AIR
(NO ROOF VENTS)
15.9 SQ.FT.
"SOFFIT ONLY" QUALIFIES
SOFFIT MODEL
ACM QUAD 4, FULL VENT,
NARROW PATTERN,
8.15% FREE AIR FLOW
ATTIC
279.1 SQ. FT.
MIN AIR FLOW OF SOFFIT
ROOF VENT MODEL
1st STORY
REQ'D AIR FLOW
OF SOFFIT
QUAD 4 SOFFIT
HAS
8.15%
ATTIC AREA/300QUANTITY OF
ROOF VENTS
-
SCALE:
DATE:
DRAWN BY:
CHECKED BY:
PLAN:
REVISED:
DESIGN IN ACCORDANCE WITH THE RESIDENTIAL
FLORIDA BUILDING CODE 2017 - 6TH EDITION
As indicated
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ROOF
1543
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LOT:
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009
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D J
OB #
11
675
1/4" = 1'-0"
ROOF PLAN "BL"
BEARING HEIGHT
=BEARING @ 9'-4"
WH
HB
HB
GFI
GFI
GFI
GFI
GFI
GFI
GFI
3
33
3
33
3
GFI
TV
TV
T
WP
GFI
WP
GFI
WP
GFI
T
TV
TV
WP
GFI
3
P P
200 AMP ELECTRICAL RISER DIAGRAM
200 AMP
PANELM
(2) 4/0 AL & (1) 1/0 AL
OR CU EQUIVALENT
#6 CU MIN. TO (2) GROUND RODS,
AT LEAST 6FT APART.
POWER CO.
J
ELECTRICAL NOTES:
ALL OUTLETS IN WET AREAS AND ALL
ALL ELECTRIC, ELECTRICAL EQUIPMENT AND APPLIANCES TO BE SET AT
OR ABOVE BASE FLOOD ELEVATIONS PLUS 1'-0" FREEBOARD.
ARC-FAULT CIRCUIT-INTERRUPTERS AND TAMPER
RESISTANT RECEPTACLES SHALL BE INSTALLED
INSTALL PHONE AND T.V PER CONTRACT.
IN DWELLING UNITS PER N.E.C 210.12 AND 406.11
EXTERIOR OUTLETS TO BE GFI'S.
NOTE: NOT ALL SYMBOLS ARE USED FOR THIS
PROJECT.
SURFACE MOUNTED CEILING LIGHT
TELEVISION RECEPTION OUTLET
AC/DC SMOKE DETECTOR
TO BE INTERCONNECTED
WALL MTD. BRACKET LIGHT
DIMMER SWITCH
3 WAY SWITCH
SINGLE POLE SWITCH
TELEPHONE OUTLET
MOTION SENSOR SWITCH
A/C DISCONNECT
DUPLEX FLOOD LIGHT
TRACK MTD. LIGHTS
EXHAUST FAN
PUSH BUTTON (PB) / DOOR BELL (DB)
FLUSH MOUNTED LIGHT
1/2 SWITCHED DUPLEX OUTLET
DUPLEX RECEPTACLE OUTLET
4-PLEX RECEPTACLE OUTLET
220 V RECEPTACLE OUTLET
SINGLE RECEPTACLE OUTLET
DUPLEX RECEPTACLE AT ELEV. A.F.F.
ELECTRICAL PANEL
ELECTRICAL METER
120 V JUNCTION BOX
DUPLEX RECEPTACLE - ABOVE COUNTER
3
D
SD
TV
ELECTRICAL LEGEND
2' UNDER COUNTER LIGHT
4' FLUORESCENT LIGHT
INTERCOMIC
KP
KEYPAD
ANY RESIDENT HAVING A FOSSIL-BURNING
HEATER OR APPLIANCE, A FIREPLACE, OR
AN ATTACHED GARAGE SHALL HAVE AN
OPERATIONAL CARBON MONOXIDE ALARM
INSTALLED WITHIN 10 FEET OF EACH
ROOM USED FOR SLEEPING PERPOSES.
PER RULE 9B-3.04.72
SD (SMOKE DETECTOR)
SCD (CARBON MONOXIDE/ SMOKE
DETECTOR)
AFF
MS
INSTALL ALL ELECTRICAL PER NEC 2014
SCD
T
ELECTRICAL PLAN 1543
200 AMP SERVICE
TAG
A
B
C
D
E
F
G
H
I
J
K
L
M
N
O
P
Q
QUANTITY PRODUCT
(11)
(1)
(3)
(8)
(2)
(1)
(X)
(2)
(X)
(1)
(1)
(X)
(X)
(X)
(X)
(X)
(X)
(FLUSH MOUNTED LT)
(VAPORS)
(PENDANT LIGHT
(10" MUSHROOMS)
(24" 3 LT)
(36" 4 LT)
(NOT USED)
(COACH LIGHTS)
(COACH LIGHTS)
(J BOX)
(4' FLUORESCENT)
(2' FLUORESCENT)
(5LT CHANDELIER)
(3 LT)
(PENDANT/ NOOK)
(X)
(X)
EXH. FAN
VP
DB
STUB OUT FOR
GARAGE DOOR OPENER
A/C DISCONNECT
A/C DISCONNECT
ELECTRIC METER200 AMP PANEL
EXH. FAN
W/ LIGHT
ATTIC
LIGHTGFI
D
D
PRE-WIRE FOR
FAN (TYP.)
PRE-WIRE FOR
FAN (TYP.)
KEYLESS
D
PRE-WIRE FOR
FAN (TYP.)
A
OPT.A
OPT.
A
OPT.A
OPT.
HH
A
A
AA
A
SD
SCD
SD
SCD
SD
D
PRE-WIRE FOR
FAN (TYP.)
D
A
PRE-WIRE FOR
FAN (TYP.)
A
A
A
AA
A
OPT.
OPT.
OPT.
OPT.
VP
SCALE:
DATE:
DRAWN BY:
CHECKED BY:
PLAN:
REVISED:
DESIGN IN ACCORDANCE WITH THE RESIDENTIAL
FLORIDA BUILDING CODE 2017 - 6TH EDITION
As indicated
L:\0
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ISLE
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0'S
\11675 L
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L\REVIT
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L.rv
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A-5 BL
ELECTRICAL
1543
MO
DEL
JWC
JSL
08/07/20
LOT:
44
3
SUBD
IVIS
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TO
SC
ANA III 4
0s
AD
DRS:
177
VIL
LORESI BLV
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#:
57
95
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009
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D J
OB #
11
675
1/4" = 1'-0"
ELECTRICAL PLAN "BL"
RESIDENTIAL SPECIFICATIONS
1. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT
THE JOB SITE PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL
REPORT ALL DISCREPENCIES BETWEEN THE DRAWINGS AND EXISTING
CONDITIONS TO THE DESIGNER PRIOR TO COMMENCING WORK.
2. THE CONTRACTOR SHALL SUPPLY, LOCATE AND BUILD INTO THE WORK
ALL INSERTS, ANCHORS, ANGLES, PLATES, OPENINGS, SLEEVES,
HANGERS, SLAB DEPRESSIONS AND PITCHES AS MAY BE REQUIRED TO
ATTACH AND ACCOMMODATE OTHER WORK.
3. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED
TO BE TYPICAL AND SHALL BE CONSTRUCTED TO APPLY TO ANY SIMILAR
SITUATION ELSEWHERE IN THE WORK EXCEPT WHERE A DIFFERENT
DETAIL IS SHOWN.
4. SUBSURFACE SOIL CONDITION INFORMATION IS NOT AVAILABLE
FOUNDATIONS ARE DESIGNED FOR A SOIL BEARING CAPACITY OF 2,000
PSF. THE CONTRACTOR SHALL REPORT ANY DIFFERING CONDITIONS TO
THE DESIGNER PRIOR TO COMMENCING WORK.
5. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUCTION WITH JOB
SPECIFICATION AND HOUSE PLANS, MECHANICAL, ELECTRICAL,
PLUMBING, AND SITE DRAWINGS, CONSULT THESE DRAWINGS FOR
SLEEVES, DEPRESSIONS AND OTHER DETAILS NOT SHOWN ON
STRUCTURAL DRAWINGS.
6. ALL SPECIFIED FASTENERS MAY ONLY BE SUBSTITUTED IF APPROVED BY THE
ENGINEER IN WRITING, THE INSTALLATION OF THE FASTENERS
SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS.
SIMPSON FASTENERS SPECIFIED MAY BE SUBSTITUTED WITH THE SAME QUANTITY
AND EQUIVALENT STRENGTH PRODUCT.
ALL BOLTS, NUTS, WASHERS, STRAPS AND FASTENERS INCLUDING
NAILS, SHALL BE HOT MOPED DIPPED GALVANIZED OR STAINLESS STEEL
CONTINUOUS ANCHORAGE SHALL BE PROVIDED BETWEEN ALL TRUSSES,
WALL SECTIONS, BEAMS, POSTS AND FOOTINGS WITH USE OF STRAPS
AND CONNECTORS AS SPECIFIED HEREIN.
7. TREATED WOOD REQUIREMENTS:-
ALL TREATED WOOD EXPOSED TO WEATHER SHALL BE PROTECTED, PRESSURE TREATED,
OR NATURALLY RESISTANT TO DECAY.
ALL WOOD TOUCHING MASONRY OR CONCRETE SHALL BE ISOLATED, OR
PRESSURE TREATED.
8. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER
THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S SOLE RESPONSIBILTY
TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO ENSURE SAFETY OF
THE BUILDING AND ITS COMPONENTS DURING ERECTION. THIS INCLUDES THE
NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS, OR TIE DOWNS.
9. CEILING DRYWALL INSTALLED WITHIN THE HOUSE TO TRUSSES SPACED 24" O.C.
SHALL BE 5/8" DRYWALL OR 1/2" SAG RESISTANT PER SEC. 702.3.5
10. LANAI CEILINGS & COVERED ENTRY CEILINGS
1X4 STRIPPING @ 16" O.C. FASTENED WITH 2-8d NAILS TO EACH TRUSS. 5/8"
EXTERIOR GYP. BOARD CEILING FASTENED WITH 8d NAILS OR 1-5/8" DRYWALL
SCREWS @ 6" O.C. EDGE AND FIELD.
GENERAL NOTES
1
ROOF SHEATHING
SHALL BE APA RATED SHEATHING, EXPOSURE 1, SPAN RATING 24/16 OR BETTER.
INSTALL PANELS WITH LONG DIMENSION PLACED PERPENDICULAR TO TRUSSES.
A 1/8" SPACE BETWEEN ADJACENT SHEETS SHALL BE MAINTAINED . INSTALL "H"
CLIPS AT UNSUPPORTED PANEL EDGES. THE ROOF SHEATHING SHALL BE NAILED WITH
8d RING SHANK NAILS @ 4" O.C. EDGE AND 6" O.C. FIELD. ENSURE THAT ALL NAILS
PENETRATE THE TOP CHORD OF THE TRUSSES WITHOUT SPLITTING. RING SHANK NAILS
PER R803.2.3.1 - 0.113" NOMINAL SHANK DIAMETER, RING DIAMETER OF 0.012"
OVER SHANK DIAMETER, 16 TO 20 RINGS PER INCH, 0.280" DIAMETER FULL
ROUND HEAD, 2" NAIL LENGTH.
FLASHING
FLASHING SHALL BE ALUMINUM, ALUMINUM ZINC COATED STEEL 0.0179" THICK,
26 GAUGE AZ50 ALUM ZINC, OR GALVANIZED STEEL 0.0179" THICK, 26 GAUGE
ZINC COATED G90. FLASHING SHALL BE INSTALLED IN ACCORDANCE WITH THE ZIP
SYSTEM ROOF SHEATHING MANUFACTURES PUBLISHED REQUIREMENTS. ALL
FLASHING AND INSTALLATION SHALL CONFORM TO SECTION R905.2.8 (1 TO 5).
DRIP EDGE
DRIP EDGE SHALL BE PROVIDED AT ALL EAVES AND GABLES OF SHINGLES ROOFS,
LAPPED A MINIMUM OF 3" @ JOINTS. THE OUTSIDE EDGE SHALL EXTEND A MINIMUM
OF 1/2" BELOW SHEATHING AND THE INSIDE EDGE SHALL EXTEND BACK A MINMUM
OF 2". DRIP EDGE SHALL BE FASTENED AT NO MORE THAN 4" CENTERS. THERE SHALL
BE A MINIMUM OF 4" WIDTH OF ROOF CEMENT INSTALLED OVER THE DRIP EDGE FLANGE.
GENERAL ROOF ASSEMBLY
2
INSTALL PEEL AND STICK UNDERLAYMENT APPROVED FOR SINGLE
LAYER APPLICATION UNDER TILE ROOF.
THE INSTALLATION OF CLAY AND CONCRETE TILE SHALL COMPLY
WITH THE PROVISIONS OF R905.3 F.B.C.
MARKING: EACH ROOF TILE SHALL HAVE A PERMANENT
MANUFACTURER'S IDENTIFICATION MARK.
APPLICATION SPECIFICATIONS: THE TILE MANUFACTURER'S WRITTEN
APPLICATION SPECIFICATIONS SHALL BE AVAILABLE AND SHALL
INCLUDED BUT NOT BE LIMITED TO THE FOLLLOWING:
1. TILE PLACEMENT AND SPACING,
2. ATTACHMENT SYSTEM NECESSARY TO COMPLY
WITH CURRENT WIND CODE,
A. AMOUNT AND PLACEMENT OF MORTART
B. AMOUNT AND PLACEMENT OF ADHESIVE
C. TYPE, NUMBER, SIZE AND LENGTH OF FASTENERS AND CLIPS.
3. UNDERLAYMENT
4. SLOPE REQUIREMENT.
CLAY AND CONCRETE ROOF TILE SPECS
4
SHINGLES
15# FELT SHALL BE INSTALLED UNDER ASPHALT SHINGLES. ALL
ASPHALT SHINGLES SHALL HAVE SELD-SEALING STRIPS OR BE
INTERLOCKING AND COMPLY WITH ASTM D 225 OR D 3462, AND
SHALL BE SECURED TO THE ROOF WITH NO LESS THAN 6
FASTENERS PER SHINGLE STRIP, OR A MINIMUM OF 2 FASTENERS
PER SHNGLE TAB, AND SHALL IN NO CASSE BE FASTENED WITH
LESS FASTENERS THAN THAT REQUIRED BY THE MANUFACTURE.
INSTALLATION SHALL COMPLY WITH MANUFACTURES REQUIREMENTS
FOR INSTALLATION IN THE GIVEN FLORIDA WIND ZONE, AS
DETERMINED BY ASTM D 3161.
FASTENERS
FASTENERS FOR ASPHALT SHINGLES SHALL COMPLY WITH ASTM F
1667, AND SHALL BE MADE WITH GALVANIZED STEEL, STAINLESS
STEEL OR ALUMINUM WITH A MINIMUM SHANK SIZE OF 12 GAUGE
(0.105") WITH A MINIMUM 3/8" DIAMETER HEAD SHANK AND SHALL
BE A LENGTH TO PENTRATE THE SHEATHING
THE NAIL COMPONENT OF PLASTIC CAP NAILS SHALL MEET OR EXCEED
THE REQUIREMENTS OF ASTM A 641, CLASS 1, OR EQUAL, AND
SHALL BE CORROSION RESTITANT BY ELECTRO GALVANIZATION,
MECHANICAL GALVANIZATION, HOT DIPPED GALVANIZATION OR
SHALL BE MADE OF STAINLESS STEEL, NON-FERROUS METAL
ASPHALT SHINGLE ROOF SPEC'S
3
A.P.A. RATED STURDI-FLOOR, EXPOSURE 1, TONGUE & GROOVE EDGES
SPAN RATING 48/24 OR BETTER, GLUED AND NAILED
FLOOR SHEATHNG AT 2ND FLOOR
5
R310.2.1 MINMUM OPENING AREA- ALL EMERGENCY ESCAPE AND RESCUE
OPENINGS SHALL HAVE A MINIMUM NET CLEAR OPENING OF
5.7 SQUARE FEET (0.530 m2).
EXCEPTION- GRADE FLOOR OPENINGS SHALL HAVE A MINIMUM NET
CLEAR OPENING OF 5 SQUARE FEET (0.465 m2).
R310.2.1 MINMUM OPENING HEIGHT- THE MINIMUM NET CLEAR OPENING
HEIGHT SHALL BE 24 INCHES (610mm).
R310.2.1 MINMUM OPENING WIDTH- THE MINIMUM NET CLEAR OPENING
WIDTH SHALL BE 20 INCHES (508mm).
R310.1.1 OPERATIONAL CONSTRAINTS- EMERGENCY ESCAPE AND RESCUE
OPENINGS SHALL BE OPERATIONAL FROM THE INSIDE OF THE ROOM
WITHOUT THE USE OF KEYS OR TOOLS.
R310.2.3 WINDOW WELLS- THE MINIMUM HORIZONTAL AREA OF THE WINDOW
WELL SHALL BE 9 SQUARE FEET (0.84 m2), WITH A MINIMUM HORIZONTAL
PROJECTION AND WIDTH OF 36 INCHES (914mm). THE AREA OF THE WINDOW
WELL SHALL ALLOW THE EMERGENCY ESCAPE AND RESCUE OPENING TO BE
FULLY OPENED.
MINIMUM EGRESS WINDOW DETAIL
1'-8" MIN.
2'-0
" M
IN.
3'-8
" M
AX.
FINISH FLOOR
5.7 SQ. FT.
CLEAR OPENING
R703.4 - WHERE FLASHING INSTRUCTIONS OR DETAILS ARE NOT PROVIDED BY THE WINDOW
OR DOOR MANUFACTURER OR BY THE FLASHING MANUFACTURER, "PAN FLASHING" SHALL BE
INSTALLED AT THE SILL OF EXTERIOR WINDOW AND DOOR OPENINGS. PAN FLASHING SHALL
BE SEALED OR SLOPED IN SUCH A MANNER AS TO DIRECT WATER TO THE SURFACE OF THE
EXTERIOR WALL FINISH OR TO THE WATER-RESISTIVE BARRIER FOR SUBSEQUENT DRAINAGE.
OPENINGS USING PAN FLASHING SHALL INCORPORATE FLASHING OF PROTECTION AT THE
HEAD AND SIDES.
"PAN FLASHING" IS A GENERIC TERM THAT USED TO REFER TO "METAL PAN FLASHING".
HOWEVER MANY MODERN MATERIALS HAVE BEEN DEVELOPED FOR THE SAME FUNCTION
SUCH AS:
- FLEXIBLE PEEL AND STICK FLASHING MEMBRANE
-FLUID APPLIED FLASHING
FOR SUCH PRODUCTS FOLLOW THE MANUFACTURER'S INSTALLATION REQUIREMENTS
FOR IN-DEPTH FLASHING INSTRUCTIONS, REFER TO THE FOLLOWING PUBLICATIONS:
FMA/AAMA 100
FMA/AAMA 200
FMA/WDMA 250
FMA/AAMA/WDMA 300
INSTALL "PAN" FLASHING AT THE WINDOW SILL
OPENING FOR WINDOW OR DOOR
WHERE "PAN" FLASHING IS
USED AT THE SILL, ALSO
INCORPORATE FLASHING
OR PROTECTION AT THE
HEAD AND SIDES
THE FLASHING INSTRUCTIONS FROM THE WINDOW/ DOOR MFR., OR THE FLASHING MFR.,
SHALL SUPERCEDE THIS DETAIL
PAN FLASHING PER R703.4
SCALE: N.T.S.
WALL SHEATHING
WITH HOUSE WRAP
OR ZIP SYSTEM
WALL SHEATHING
PAPER BACK
METAL LATH
MID WALL
WEEP SCREED
OVER FELT STRIP
MASONRY NAIL
6" WIDE FELT
MASONRY WALL
WOOD FRAMING EITHER
FLOOR TRUSS OR GABLE
END TRUSS
FELT AND
WEEP SCREED
WO
OD F
RAM
EM
ASO
NRY W
ALL
CORNER OF
BUILDING
CORNER BEAD
MITER OUT CORNER
BEAD AT MID WALL
WEEP SCREED
CAULK CENTER JOINT
IN MID WALL WEEP
SCREED 2" IN EA.
DIRECTION AT CORNER
CORNER OF
BUILDING
FULLY EMBED BACK FACE
OF WEEP SCREED IN
CAULK. LET OOZE OUT AT
CORNER AND SCREED 2"
MIN. WIDTH
WIRE LATH
WITH FELT
OVER FRAME
WALL
EXPANSION JOINT
EXPANSION JOINT OVER
WIRE LATH
DECO. TEXTURE FINISH
OVER WIRE LATH
WO
OD F
RAM
EM
ASO
NRY W
ALL
MASONRY WALLMASONRY WALL
DECO. TEXTURE FINISH
OVER WIRE LATH
EXPANSION JOINT
MASONRY WALL
EXPANSION JOINT
AMICO M-TYPE
CONTROL JOINT
AMCJM-780 OR
APPROVED EQUAL
OVER LATH (CUT
LATH BEHIND
CONTROL JOINT 1/4"
MIN. GAP) LOCATE
OVER STUD ONLY
AND PER NOTE 1
*
*NOTE 1:(AT WOOD
FRAME ONLY)
MAX OF 144 SQ. FT.
BETWEEN CONTROL
JOINTS. NOT GREATER
THAN 18'-0" O.C. MAX
AREA RATIO OF
CONTROL JOINTS-2-2/1 TO 1
WIRE THE CONTROL
JOINT TO LATH WITH
18 GA. GALVANIZED
WIRE AT 7' O.C. MAX.
WIRE LATH
OVER FELT
FELT PAPER
FRAME WALL
FELT STRIP
WIRE LATH OVER
MID WALL
WEEP SCREED
OVER FELT STRIPMID WALL
WEEP SCREED
OVER FELT STRIP
MITER OVER SCREED
FELT STRIP
OVER BLOCK WALL
BUILDING
MASONRY WALL
MID WALL WEEP SCREED DETAIL
WEEP SCREED DETAILINSTALL AT ALL EXTERIOR WALL LOCATIONS WHERE
WOOD STUD FRAMING IS ABOVE MASONRY WALLS.
GABLE WALL ROOF
EXTERIOR
ATTICATTICEXTERIOR
HOUSE WRAP
EXTERIOR PLYWOOD W/
RADIANT BARRIER ON
ATTIC SIDE
EXTERIOR STUD
WALL OR TRUSS
RADIANT BARRIER
GLUED TO PLYWOOD
TOP CHORD
RADIANT BARRIER: SCALE: N.T.S.
NOTE: EXTERIOR WALLS ADJACENT TO ATTIC SPACE, INCLUDING KNEEWALLS AND GABLE END WALLS, MUST HAVE
RADIANT BARRIER AND HOUSE WRAP.
8"X8"X16" CONC. BLOCK
CONCRETE FOOTING SEE
FOUNDATION PLAN FOR
SIZE AND REINFORCING.
PRECAST CONCRETE SILL 1/2" DRYWALL W/ TEXTURED WALLS
WOOD BASE
1X2 P.T. FURRING STRIPS @ 24" O.C.
W/ INSULATION (MIN. R4.1)
4" CONC. SLAB ON 6 MIL.
VISQUEEN VAPOR BARRIER ON
MECHANICALLY COMPACTED FILL
@ 95%.
DECO. CEMENT FINISH
PER ASTM C-926
SILL SET IN MORTAR
SEE ENERGY CODE FORMS FOR
INSULATION R-VALUES
1X4 P.T. STRIP
VENTED SOFFIT
SHALL MEET R703.1.2.1
SEE TABLE 3 ON S-3
DRYWALL CEILING
PER NOTE 9 IN
TABLE 1 ON A-6
GRADE
PROVIDE TERMITE TREATMENT
WITH "BORA CARE".
SLOPE TO EXTERIOR
ROOF SHEATHING PER SCHEDULE 2/S-3.
AND PER NOTES IN TABLE 2 ON A-6
TILE ROOF PER NOTE 4 ON A-6.
EMBEDDED STRAP AT EACH
TRUSS PER ROOF FRAMING PLAN.
FLASHING AND
DRIP EDGE PER NOTES
IN TABLE 2 ON A-6
WINDOW, SEE SCHEDULE AND PLAN.
PRECAST LINTEL
SEE FRAMING PLAN
WINDOW BUCKS SEE TABLE 2 ON A-6
1X4 P.T. BUCK W. BED OF
CONTINUOUS CAULK UNDER
PROVIDE VENTILATION
PER R806.1
8"X8" CONTINUOUS
BOND BEAM W/
1 #5, GROUT SOLID
WOOD TRUSSES @ 24" O.C. (TYPICAL)
DESIGNED BY DELEGATED TRUSS ENGINEER.
2X6 MIN. SUB FASCIA
4"
MIN
.
12"
MIN
.D
W
SCALE:
DATE:
DRAWN BY:
CHECKED BY:
PLAN:
REVISED:
DESIGN IN ACCORDANCE WITH THE RESIDENTIAL
FLORIDA BUILDING CODE 2017 - 6TH EDITION
As indicated
L:\0
-New D
ata
\1-M
ASTER 2
019\2
019-B
UIL
DERS\D
R H
ORTO
N 2
019\S
UBD
IVIS
IONS\T
OSCANA
ISLE
S 6
0'S
\11675 L
OT 4
43 1
543 B
L\REVIT
\11675 1
543 B
L.rv
t
A-6
SECTIONS
1543
MO
DEL
JWC
JSL
08/07/20
LOT:
44
3
SUBD
IVIS
ION:
TO
SC
ANA III 4
0s
AD
DRS:
177
VIL
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D
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.H.
#:
57
95
70
009
GC
D J
OB #
11
675
WH
HB
HB
1'-8
"
FIN. GRADE
#5 DOWEL WITH
7" HOOK, EMBED
5" MIN.
2 #5 CONT. W/
3" CLEAR COVER.
1'-0"
1'-0"
MIN
.
2'-1
"
1'-8
"
FIN. GRADE
#5 DOWEL WITH
7" HOOK, EMBED
5" MIN. BELOW
GARAGE FLOOR
2 #5 CONT. W/
3" CLEAR COVER.1'-0"
1'-0"
MIN
.
7 5/8"
.
VARIES WITH
SLOPE OF FLOOR
CURB IS OPTIONAL & NOT INCLUDED
IN FOOTING DIMENSIONS
2'-1
"
3" CLEAR COVER(1)- #5
8"
8"
8"X8" CONC. RIBBON
W/ 1 #5 ROD CONT.
1" 3"
8"
8"
PAVERSMORTAR
TYPE LENGTH WIDTH DEPTH
CONT. 1'-4"
1'-8"
1'-0"
1'-4"
1'-4"
F1
F2
F3
F4
F5
1'-8"
1'-0"
1'-0"
2-#5
SHAPE
WALL FOOTING SCHEDULE
US
ED
BOTTOM
REINFORCING
F6
F6A
TE
CONT.
CONT.
CONT.
CONT.
CONT.
CONT.
CONT.
1'-4"
0'-8"
0'-8" 0'-8"
0'-8"
1'-8"
0'-10"
0'-8"
2-#5
2-#5
2-#5
2-#5
2-#5
1-#5
1-#5
ADD CURB TO
GARAGE, SEE
DETAIL
TYPE LENGTH WIDTH DEPTH
2'-6" 2'-6"
3'-0"3'-0"
3'-6"3'-6"
4'-0"4'-0"
5'-0"5'-0"
A
B
C
D
E
1'-0"
1'-0"
1'-0"
1'-2"
1'-2"
3-#5 3-#5
4-#5 4-#5
4-#5 4-#5
5-#5 5-#5
6-#5 6-#5
-
-
-
-
-
REMARKSLONG WAY SHORT WAY
BOTTOM REINF.
PAD FOOTING SCHEDULE
US
ED
PROVIDE 1/4" WATER
LINE @ REF SPACE
FOR ICE MAKER
ELEV. @ -0'-4"
ELEV. @ -0'-4"
ELEV. @ -0'-4"
SLO
PE
14'-11"4'-2"10'-11"
4'-3
1/2
"2
'-6
"1
4'-2
"
24'-4"3'-6"2'-2"
1'-1 1/2"3'-5"3 1/2"22'-8"2'-6"
AHU
1'-4
"5
'-8
"
15
'-5
"8
'-1
0"
44
'-9
"7
'-0
"
1'-4"13'-2"15'-6"
30'-0"
76
'-0
"
1'-4"9'-4"8"18'-8"
30'-0"
6" X 12" RECESS
F6AF3
F3
F3
F3
P
PAVERS BY OTHERS
P
P
P
F3 W
/ CU
RB
F3 W
/ C
URB
16'-0" X 8'-0" O.H.G.D.
INSTALL 1-3/8" THICK SOLID WOOD
DOOR BETWEEN LIVING AND
GARAGE PER FBC R302.5.1
INDICATES (1) #5 VERTICAL BAR
IN GROUTED CELL. LAP 25" W/ #
5 DOWEL OUT OF SLAB W/ 7"
HOOK INTO TOP OF BOND BEAM
@ 48" O.C. MAX.
8F8-1B SET AT GARAGE DOOR HEAD HEIGHT ADD
COURSING AS REQUIRED TO 8"X8" BOND BEAM W/
(1) #5 BAR. TOP @ 9'-4" ADD #5 VERT @ 48" O.C.
GROUT ALL SOLID.
1'-4"16'-0"1'-4"
PAVERS BY OTHERS
F3
F3
SET A/C PAD ABOVE FLOOD
ELEVATION W/ 1'-0" FREEBOARD
PER FBC 322.2.1
REF.
SPAC
E
RANG
E
DBL. SINK
30'-0"
5'-4"9'-9"4'-0"8'-8 1/2"2'-2 1/2"
4'-0
"3
'-6
"1
'-4
"
76
'-0
"
20
'-8
"6
'-1
0 1
/2"
1'-3
"7
'-5
"3
9'-9
1/2
"
5'-0" TUB/SHWR
13
'-0
"4
'-0
1/2
"1
'-0
1/2
"3
'-1
"
TILE SHOWER
RECESS 3 1/2"
WASHER DRYER
A
A
AA
LOWEST POINT OF GARAGE SHALL BE SET ABOVE
BASE FLOOD ELEVATION PER FEMA FLOOD MAP
16" SQUARE MASONRY COLUMN
W/ 4#5 VERT. & #3 TIES @ 8"
O.C.
16" SQUARE MASONRY COLUMN
W/ 4#5 VERT. & #3 TIES @ 8"
O.C.
PROVIDE SAWCUT
SLAB PER 5/S-4
F3
A
F3
#5 VERTICAL @ DOT LOCATION (48"
O.C. MAX) IN GROUTED CELL W/ 7"
HOOK INTO BOND BEAM
F3
A
SET W/H ABOVE FLOOD W/ 1'-0"
FREEBOARD PER FBCR R322.2.1
4'-6
"1
'-6
"5
'-9
1/2
"
STANDARD SGD RECESS 1-1/2".
IMPACT GLASS SGD RECESS 2-1/2".
PROVIDE TERMITE TREATMENT
WITH "BORA CARE"
DW
11
S-3
4" SLAB W/ 2,500 PSI CONC. W/ 6X6 #
10/10 W.W.M. REINFORCING OVER 6
MILL VISQUEEN BARRIER ON
MECHANICALLY COMPACTED FILL @ 95%.
THE FINISH FLOOR SLAB SHALL BE SET
ABOVE BASE FLOOD ELEVATION PER FEMA
FLOOD MAP PLUS 1'-0" FREEBOARD PER
FBCR R322.2.1. SEE SITE PLAN BY OTHERS
ELEV. @ 0'-0"
FOUNDATION PLAN
PLAN NOTES:
1. TOP OF GROUND FLOOR SLAB DATUM ELEVATION 0'-0"
2. "F#" DENOTES CONTINUOUS WALL FOOTING TYPE PER SCHEDULE THIS SHEET.
3. PROVIDE #5 VERTICAL REINFORCING AT DOT LOCATIONS SHOWN ON PLAN FROM FOOTING
TO BOND BEAM.
4. ALL DIMENSIONS ARE TO OUTSIDE FACE OF MASONRY WALLS. SOME SLAB EDGES MAY
EXTEND BEYOND FACE OF WALL.
5. FOR DIMENSIONS OF ROUGH OPENINGS IN MASONRY WALLS, COORDINATE WITH WINDOW/
DOOR SUPPLIER.
6. PROVIDE PRESSURE TREATED BUCKS AT WINDOWS/ DOORS PER DETAIL 7/S-3.
SCALE: 1/4" = 1'-0"
SCALE:
DATE:
DRAWN BY:
CHECKED BY:
PLAN:
REVISED:
DESIGN IN ACCORDANCE WITH THE RESIDENTIAL
FLORIDA BUILDING CODE 2017 - 6TH EDITION
As indicated
L:\0
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ata
\1-M
ASTER 2
019\2
019-B
UIL
DERS\D
R H
ORTO
N 2
019\S
UBD
IVIS
IONS\T
OSCANA
ISLE
S 6
0'S
\11675 L
OT 4
43 1
543 B
L\REVIT
\11675 1
543 B
L.rv
t
S-1 BL
FOUNDATION PLAN
1543
MO
DEL
JWC
JSL
08/07/20
LOT:
44
3
SUBD
IVIS
ION:
TO
SC
ANA III 4
0s
AD
DRS:
177
VIL
LORESI BLV
D
D.R
.H.
#:
57
95
70
009
GC
D J
OB #
11
675
1/2" = 1'-0"
"F3" FOOTING
1/2" = 1'-0"
"F3" WITH CURB AT GARAGE
1/2" = 1'-0"
"F6A" STEP DOWN
1/2" = 1'-0"
"P" PAVERS DETAIL ENTRY/ LANAI
1/4" = 1'-0"
FOUNDATION PLAN "BL"
WH
HB
HB
B4
A1
A2
A3
A4
CJ12
CJ12
EJ8
EJ8
EJ8
EJ8
J2
J4
J6A
J2
J4
J6A
EJ8
EJ8
EJ8
EJ8
J2
J4
J6A
J2
J4
J6A
EJ8
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A6
A6
B5
B1
CJ12
CJ12
EJ8
J2
J4
J6A
J2
J4
J6A
EJ8
J2
J4
J6A
J2
J4
J6A
EJ8
B2A
B3
B3
B2
B2
B2
CJ9
J2
J4
J6
J2
J4
J6
EJ7
EJ7
VG1
V5
V3
V1
STUDY/ DEN
GARAGE
HIP
VALLEY
HIP
RID
GE
RID
GE
HIP
LANAI
KITCHEN
NOOKW.I.C.
BEDROOM #2
GREAT ROOM
BATH #2
LAUNDRY
FOYER
ENTRY22" X36"
ATTIC ACCESS
SET BOTTOM OF 8F8-1B LINTEL
AT GARAGE DOOR HEAD
HEIGHT,ADD COURSING TO TOP
OF WALL @ 9'-4" W/ 8X8 BOND
BEAM W/ (1) #5 GROUT SOLID.
8F16-1B/1T
8F8-1B
EXTERIOR CEILING PER
SCHEDULE 2/S-3
EXTERIOR CEILING PER
SCHEDULE 2/S-3
8F1
6-1
B/1
T
8F8
-0B
8F8
-0B
8F8-0B
8F8-0B
8F8-1B
8F16-1B/1T
8F1
6-1
B/1
T
8F8-1B
HIPH
IP
8F8
-0B
8F8
-1B
6" WALL
6" WALL
GARAGE SHALL BE SEPARATED FROM THE
RESIDENCE & ATTIC BY NOT LESS THAN 1/2"
GYPSUM BOARD APPLIED TO THE GARAGE SIDE.
GARAGES BENEATH HABITABLE ROOMS SHALL BE
SEPARATED WITH NOT LESS THAN 5/8" TYPE "X"
GYPSUM BOARD OR EQUIVALENT. WHERE THE
SEPARATION IS A FLOOR-CEILING ASSEMBLY THE
STRUCTURE SUPPORTING THE SEPARATION SHALL
ALSO BE PROTECTED BY NOT LESS THAN 1/2"
GYPSUM BOARD OR EQUIVALENT.
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
#5 CORNER BAR IN BOND
BEAM PER 8/S-3
(+33.5 -44.8)
(+29.4 -33.3)
(+3
3.5
-3
6.3
)(+
33.5
-3
6.3
)(+
33.5
-3
6.3
)
(+3
3.5
-3
6.3
)
(+33.5 -36.3)
(+33.5 -36.3)
(+28.2 -31.5)
WHERE ROOF SHEATHING CONTACTS ONLY
THE EDGE OF ROOF TRUSSES, INSTALL
BEVELLED BLOCKING PER DETAIL THIS SHEET
(DR HORTON COMPANY REQUIRMENT)
SEE DETAIL 9/S-3 WHERE
LINTEL AT LANAI/ENTRY
INTERSECTS MAIN, WALL,
TYPICAL
EMBED META16 AT ALL
TRUSSES, EXCEPT AS
NOTED AT GIRDERS
1-META16 ALL
TRUSSES EXCEPT AS
NOTED AT GIRDERS(+33.5, -36.3) WINID PRESSURES PER
ASCE7-10, 160 MPH EXPOSURE C, AND
CONVERTED TO ALLOWABLE STRESS
DESIGN PRESSURES USING 06.W LOAD
FACTOR. (Vasd=124 MPH, RISK CAT II,
ENCLOSED, kd=0.85, H-15'0)
8X8 CONTINUOUS MASONRY
BOND BEAM AT TOP OF WALL
W/ 1 #5 BAR. PROVIDE CORNER
BARS PER 8/S-3
CORNER BARS IN BOND
BEAM PER DETAIL 8/S-3
OUTLOOKERS
PER 13/S-3
1-META16
@ A1
1-META16
@ A1
1-META16
@ A1
#5 VERTICAL @ DOT LOCATION (48"
O.C. MAX) IN GROUTED CELL W/ 7"
HOOK INTO BOND BEAM
1-META16
@ B1
1-META16
@ B1
BATH #1
BEDROOM #1
1-META16 @
32" O.C. @ A1
11
S-3
1-META16,
TYPICAL
12
S-3
WHERE DRYWALL CEILING IS
APPLIED TO TRUSSES AT 24"
O.C., USE 5/8" DRYWALL OR
1/2" SAG RESISTANT PER
FBCR 702.3.5
ROOF SHEATHING
8d RING SHANK @
6" O.C.
16d NAILS
@ 8" O.C.
2" X () BLOCKING W/
BEVEL CUT TOP
ROOF TRUSS
BEVELLED BLOCKING DETAIL
WALL ABOVE WITH BOND
BEAM AT TOP
#5 VERTICAL, ABOVE
LINTEL ONLY WHERE
NOTED ON PLAN
'1B' DENOTES 1#5 BOTTOM
WITH 7" HOOK EACH END OR
EXTEND 24" BEYOND OPENING.
'0B' DENOTES "NO REBAR"
8" PRECAST LINTEL
GR
OU
T S
OLID
1'-4"
GR
OU
TE
D
1#5 TOP
1#5 BOTTOM
8F8-1B
8F8-0B
8F16-1B/1T
PRECAST LINTEL SCHEDULE
AT SWING DOORS, USE 2" RECESS STYLE
LINTEL IF NEEDED FOR ROUGH OPENING.
LINTELS BEAR 4" MIN. EACH END
PLAN NOTES:
1. ROOF TRUSS BEARING ELEVATION VARIES, SEE
LEGEND.
2. ROOF FRAMING SHALL BE WOOD TRUSSES DESIGNED
BYA DELEGATED TRUSS ENGINEER PER DESIGN
CRITERIA ON SHEET S-3.
3. PROVIDE STRAPPING AT TRUSSES PER NOTES ON THIS
SHEET.
4. FOR NAILING OF ROOF DECK, SEE 1 AND 2 ON S-3.
5. 8F8-1B etc., DENOTES PRECAST LINTEL ABOVE
DOOR/WINDOW OPENING PER SCHEDULE THIS SHEET.
6. AT TRUSS BEARING, PROVIDE 8x8 MASONRY BOND
BEAM W/ 1 #5 CONTINUOUS, SEE DETAIL 11/S-3.
TRUSS STRAPPING TO MASONRY
MAX TRUSS UPLIFT
@ 24" OC (LBS)CONNECTOR FASTENER
1450
1810
2120
1875 (1 PLY)
1795 (2 PLY)
2365 (2 PLY)
2365 (2 PLY)
3965/SYP 3330/SPF
4235/SYP 3640/SPF
4670/SYP 4015/SPF
5445/SYP 5360/SPF
10690/SYP 10690/SPF
10790/SYP 10790/SPF
(1) META16 TO 40
(1) HETA16 TO 40
(1) HHETA16 TO 40
(2) META16 TO 40
(2) META16 TO 40
(2) HETA16 TO 40
(2) HHETA12 TO 40
MGT (2 PLY)
HTT4
HTT5
HTT5KT
(1)HGT - 2
(1)HGT - 3
(8) 0.148x11/2 ", EMBED 4"
(9) 0.148x11/2", EMBED 4"
(10) 0.148x11/2", EMBED 4"
(10) 0.148x11/2", EMBED 4"
(14) 0.162x31/2", EMBED 4"
(12) 0.162x31/2", EMBED 4"
(12) 0.162x,31/2" EMBED 4"
(22) 0148x3" ATR, EPOXY 12"
(18) 0.162x21/2", 5/8" ATR, EPOXY 12"
(26) 0.148x3", 5/8", ATR, EPOXY 12"
(26) SD#10x21/2, 5/8," ATR, EPOXY
(26) 0.148x3" TO GIRDER
(2) 3/4" Ø ATR, EPOXY 12"
(16) 0.148x3" TO GIRGER,
(2) 3/4" Ø ATR, EPOXY 12"
INSTALL
META16 AT
ALL
TRUSSES
TO 1450 lb
UPLIFT. FOR
HIGHER
UPLIFTS,
SEE NOTES
ON PLAN.
NOTES:
1. PROVIDE A STRAP FROM THE ABOVE LIST AT EACH ROOF TRUSS BEARING POINT, BASED
ON THE TRUSS UPLIFT VALUES IN THE SIGNED AND SEALED TRUSS DESIGN PACKAGE AND
SUITABLE FOR THE GEOMETRY. EMBED STRAP ON -C OF WALL.
2. CONNECTORS ARE SIMPSON STRUCTURAL CONNECTORS. ALL CONNECTORS SHALL BE
INSTALLED IN STRICT ACCORDANCE WITH SIMPSON PRINTED INSTUCTIONS.
SUBSTITUTIONS MUST BE APPROVED IN WRITING BY THE ENGINEER OF RECORD.
3. WHERE EMBEDDED STRAPS ARE MISSING, OR MIS-LOCATED, INSTALL RETROFIT STRAP PER
10/S-3.
SIMPSON CATALOG C-C- 2019
TRUSS STRAPPING TO STUDWALL/ WOOD BEAM
MAX TRUSS UPLIFT
@ 24" OC (LBS)CONNECTOR FASTENER
850
1700
2550
1125
2250
3375
4500
(1)MTS16 TO 20
(2) MTS16 TO 20
(3) MTS16 T0 20
(1) HTS20 TO 30
(2) HTS20 TO 30
(3) HTS20 TO 30
(4) HTS20 TO 30
(14) 10dx1-1/2"
(14) 10dx1-1/2"
(14) 10dx1-1/2"
(24) 10dx1-1/2"
(24) 10dx1-1/2"
(24) 10dx1-1/2"
(24) 10dx1-1/2"
INSTALL AT ALL
TRUSSES TO
840 lb UPLIFT.
FOR HIGHER
UPLIFTS, SEE
NOTES ON
PLAN.
NOTES:
1. PROVIDE A STRAP FROM THE ABOVE LIST AT EACH ROOF TRUSS BEARING
POINT, BASED ON THE TRUSS UPLIFT VALUES IN THE SIGNED AND SEALED
TRUSS DESIGN PACKAGE.
2. CONNECTORS ARE SIMPSON SRTONG TIE. ALL CONNECTORS SHALL BE
INSTALLED IN STRICT ACCORDANCE WITH SIMPSON PRINTED INSTUCTIONS.
SIMPSON CATALOG C-C- 2019
SCALE:
DATE:
DRAWN BY:
CHECKED BY:
PLAN:
REVISED:
DESIGN IN ACCORDANCE WITH THE RESIDENTIAL
FLORIDA BUILDING CODE 2017 - 6TH EDITION
As indicated
L:\0
-New D
ata
\1-M
ASTER 2
019\2
019-B
UIL
DERS\D
R H
ORTO
N 2
019\S
UBD
IVIS
IONS\T
OSCANA
ISLE
S 6
0'S
\11675 L
OT 4
43 1
543 B
L\REVIT
\11675 1
543 B
L.rv
t
S-2 BL
ROOF FRAMING PLAN
1543
MO
DEL
JWC
JSL
08/07/20
LOT:
44
3
SUBD
IVIS
ION:
TO
SC
ANA III 4
0s
AD
DRS:
177
VIL
LORESI BLV
D
D.R
.H.
#:
57
95
70
009
GC
D J
OB #
11
675
1/4" = 1'-0"
ROOF FRAMING PLAN "BL"
BEARING HEIGHT
=BEARING @ 9'-4"
TRUSS BEARING CONDITIONS AND STRAPPING
IS BASED ON TRUSS LAYOUT PREPARED BY
BUILDERS FIRST SOURCE JOB# MASTER
DATED: 07/14/20 REVISED: NONE
” ” ”
” ”
”
6904 Parke East Blvd.Tampa, FL 33610-4115
MiTek USA, Inc. RE: 1543_B_160_C -
Design Code: FBC2017/TPI2014Wind Code: ASCE 7-10 Wind Speed: 160 mphRoof Load: 50.0 psf
Design Program: MiTek 20/20 8.2
1 of 1
This package includes 24 individual, Truss Design Drawings and 0 Additional Drawings.With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheetconforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show SpecialLoading Conditions):
Floor Load: N/A psf
Site Information:
Lot/Block: MASTERCustomer Info: DR Horton Project Name: 1543 B 160 C Model: 1543
Subdivision: MASTERAddress: MASTER, N/A
State: FloridaCity: MASTER
Name Address and License # of Structural Engineer of Record, If there is one, for the building.Name: License #: Address: City: State:
July 14,2020
Velez, Joaquin
The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Punta Gorda, FL).
Truss Design Engineer's Name: Velez, JoaquinMy license renewal date for the state of Florida is February 28, 2021.
Lumber design values are in accordance with ANSI/TPI 1 section 6.3These truss designs rely on lumber values established by others.
IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2.
No. Seal# Truss Name1 T20726766 A1
Date7/14/20
2 T20726767 A2 7/14/203 T20726768 A3 7/14/204 T20726769 A4 7/14/205 T20726770 A5 7/14/206 T20726771 A6 7/14/207 T20726772 B1 7/14/208 T20726773 B2 7/14/209 T20726774 B2A 7/14/2010 T20726775 B3 7/14/2011 T20726776 B4 7/14/2012 T20726777 B5 7/14/2013 T20726778 CJ9 7/14/2014 T20726779 CJ12 7/14/20
No. Seal# Truss Name15 T20726780 EJ7
Date7/14/20
16 T20726781 EJ8 7/14/2017 T20726782 J2 7/14/2018 T20726783 J4 7/14/2019 T20726784 J6 7/14/2020 T20726785 J6A 7/14/2021 T20726786 V1 7/14/2022 T20726787 V3 7/14/2023 T20726788 V5 7/14/2024 T20726789 VG1 7/14/20
This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature.Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
A1
Truss Type
Hip Girder
Qty
1
Ply
1
Job Reference (optional)
T20726766
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:53:10 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-DNFtlBQrs2xVgYG_9LmSxk77mVSvVdTdDy0OQVyy7jd
Scale = 1:54.9
1
2
3 4 5 6 7
8
9
10
19 18 17 1615
14 1312
11
20 21 22 23 24 25
26 273x4
5x8 5x8
4x6
3x4
2x4 5x6
2x4
3x8 3x6
6x8 2x4
6x8 6x8
3x4
2x4 3x4
6x8
5x6
3x4
1-2-81-2-8
4-4-13-1-9
8-5-84-1-7
12-4-23-10-10
16-2-123-10-10
16-4-80-1-12
20-1-23-8-10
23-11-83-10-6
28-0-154-1-7
31-2-83-1-9
32-5-01-2-8
4-4-14-4-1
8-5-84-1-7
12-4-23-10-10
16-2-123-10-10
20-1-23-10-6
23-11-83-10-6
28-0-154-1-7
32-5-04-4-1
0-6-
3
4-0-
8
0-6-
3
4-0-
8
5.00 12
Plate Offsets (X,Y)-- [1:0-0-0,0-0-15], [3:0-5-12,0-2-8], [7:0-5-12,0-2-8], [10:0-5-7,0-3-0], [13:0-3-8,0-3-0], [18:0-3-0,0-3-0]
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25NO
FBC2017/TPI2014
CSI.TCBCWBMatrix-S
0.480.810.93
DEFL.Vert(LL)Vert(CT)Horz(CT)
in0.08
-0.120.02
(loc)13-1413-14
10
l/defl>999>999
n/a
L/d240180n/a
PLATESMT20
Weight: 184 lb FT = 20%
GRIP244/190
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2 P *Except*
10-12: 2x6 SP No.2, 12-15: 2x4 SP No.2WEBS 2x4 SP No.3SLIDER Right 2x8 SP 2400F 2.0E 2-4-4
BRACING-TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc purlins.BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. All bearings 15-2-0 except (jt=length) 10=0-8-0.(lb) - Max Horz 19=130(LC 7)
Max Uplift All uplift 100 lb or less at joint(s) 18 except 19=-368(LC 25), 17=-419(LC 8), 16=-1072(LC 8), 10=-528(LC 8)
Max Grav All reactions 250 lb or less at joint(s) except 19=722(LC 13), 18=287(LC 17), 17=782(LC 18), 16=2399(LC 18), 16=2384(LC 1), 10=1216(LC 30)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-137/481, 2-3=-117/458, 3-4=-252/708, 4-5=-252/707, 5-6=-1038/590,
6-7=-1039/590, 7-8=-1980/999, 8-10=-2305/1035BOT CHORD 1-19=-375/163, 18-19=-359/159, 17-18=-403/259, 16-17=-757/427, 14-16=-757/427,
13-14=-785/1787, 11-13=-874/2030, 10-11=-874/2030WEBS 2-19=-607/403, 3-17=-476/263, 4-17=-446/276, 5-16=-2153/1044, 5-14=-1143/2439,
6-14=-427/268, 7-14=-1104/545, 7-13=-529/1133, 8-13=-543/368
NOTES-1) Unbalanced roof live loads have been considered for this design.2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=32ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.603) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.4) Provide adequate drainage to prevent water ponding.5) Gable studs spaced at 2-0-0 oc.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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.8) Lumber designated with a "P" is pressure-treated with preservatives. Plate lateral resistance values have been reduced 20% where
used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or othersuitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosionprotection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for thisdesign. Building designer to verify suitability of this product for its intended use.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18 except (jt=lb)19=368, 17=419, 16=1072, 10=528.
Continued on page 2
THIS TRUSS IS NOT SYMMETRIC.PROPER ORIENTATION IS ESSENTIAL.
This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
A1
Truss Type
Hip Girder
Qty
1
Ply
1
Job Reference (optional)
T20726766
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:53:10 2020 Page 2 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-DNFtlBQrs2xVgYG_9LmSxk77mVSvVdTdDy0OQVyy7jd
NOTES-10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 114 lb up at 8-5-8, 137 lb down and 107 lb up at
10-6-4, 137 lb down and 107 lb up at 12-6-4, 137 lb down and 107 lb up at 14-6-4, 137 lb down and 107 lb up at 16-2-8, 137 lb down and 107 lb up at 17-10-12, 137 lbdown and 107 lb up at 19-10-12, and 137 lb down and 107 lb up at 21-10-12, and 137 lb down and 114 lb up at 23-11-8 on top chord, and 245 lb down and 106 lb up at 17-10-12, 245 lb down and 106 lb up at 19-10-12, and 245 lb down and 106 lb up at 21-10-12, and 817 lb down and 491 lb up at 23-10-12 on bottom chord. Thedesign/selection of such connection device(s) is the responsibility of others.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)Vert: 1-3=-80, 3-7=-80, 7-10=-80, 1-10=-20
Concentrated Loads (lb)Vert: 3=-55(B) 7=-55(B) 4=-55(B) 5=-55(B) 6=-55(B) 14=-245(B) 13=-698(B) 20=-55(B) 21=-55(B) 24=-55(B) 25=-55(B) 26=-245(B) 27=-245(B)
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
A2
Truss Type
Hip
Qty
1
Ply
1
Job Reference (optional)
T20726767
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:53:16 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-2Wc9?FUcRuheOTk8WctsA?N6UwXOvVuVcuTie9yy7jX
Scale = 1:54.7
1
2
3
4 5 6
7
8
9
1615
14 13 1211
10
17
18 19
20
5x8 5x8
4x6 3x4
3x4
5x8
2x4
3x4
3x4
2x4 2x4
4x6
6x8
5x6
3x6
6x8
5x6
3x6
1-2-81-2-8
1-6-80-4-0
5-4-13-9-9
10-5-85-1-7
16-2-85-9-0
21-11-85-9-0
27-0-155-1-7
30-10-83-9-9
31-2-80-4-0
32-5-0
1-2-8
5-4-15-4-1
10-5-85-1-7
16-2-85-9-0
21-11-85-9-0
27-0-155-1-7
32-5-05-4-1
0-6-
3
4-10
-8
0-6-
3
4-10
-8
5.00 12
Plate Offsets (X,Y)-- [1:0-5-7,0-4-0], [4:0-4-0,0-2-2], [6:0-4-0,0-2-2], [9:0-5-7,0-4-0], [13:0-4-0,0-3-0]
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25YES
FBC2017/TPI2014
CSI.TCBCWBMatrix-S
0.660.680.29
DEFL.Vert(LL)Vert(CT)Horz(CT)
in0.18
-0.330.12
(loc)13
12-139
l/defl>999>999
n/a
L/d240180n/a
PLATESMT20
Weight: 190 lb FT = 20%
GRIP244/190
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2 *Except*
1-15,9-11: 2x6 SP No.2WEBS 2x4 SP No.3SLIDER Left 2x8 SP 2400F 2.0E 3-0-0, Right 2x8 SP 2400F 2.0E 3-0-0
BRACING-TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins.BOT CHORD Rigid ceiling directly applied or 5-4-4 oc bracing.
REACTIONS. (size) 1=0-8-0, 9=0-8-0Max Horz 1=-158(LC 10)Max Uplift 1=-534(LC 12), 9=-534(LC 12)Max Grav 1=1588(LC 1), 9=1588(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-3=-3153/1426, 3-4=-2705/1292, 4-5=-2813/1421, 5-6=-2813/1421, 6-7=-2705/1292,
7-9=-3153/1426BOT CHORD 1-16=-1232/2804, 14-16=-1232/2804, 13-14=-980/2427, 12-13=-971/2427,
10-12=-1223/2804, 9-10=-1223/2804WEBS 3-14=-471/279, 4-14=-68/353, 4-13=-255/608, 5-13=-512/345, 6-13=-255/608,
6-12=-68/353, 7-12=-472/279
NOTES-1) Unbalanced roof live loads have been considered for this design.2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=32ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-6-14, Interior(1) 3-6-14 to 10-5-14, Exterior(2)10-5-14 to 15-0-14, Interior(1) 15-0-14 to 21-11-2, Exterior(2) 21-11-2 to 26-6-3, Interior(1) 26-6-3 to 32-1-0 zone; cantilever left andright exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.4) 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 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 100 lb uplift at joint(s) except (jt=lb)
1=534, 9=534.
This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
A3
Truss Type
Hip
Qty
1
Ply
1
Job Reference (optional)
T20726768
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:53:17 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-WjAXDbVECCpV0dJK3JO5jCvFcJr?eusfqYCFAbyy7jW
Scale = 1:54.7
1
2
3
4 5
6
7
8
1413 12 11 10
9
15
16 17
18
5x8 4x6
4x6
3x4
2x4
5x6 3x8
3x4
2x4
4x6
6x8
5x6
5x6
3x6
6x8
5x6
5x6
3x6
1-2-81-2-8
1-6-80-4-0
6-4-14-9-9
12-5-86-1-7
19-11-87-6-0
26-0-156-1-7
30-10-84-9-9
31-2-80-4-0
32-5-0
1-2-8
6-4-16-4-1
12-5-86-1-7
19-11-87-6-0
26-0-156-1-7
32-5-06-4-1
0-6-
3
5-8-
8
0-6-
3
5-8-
8
5.00 12
Plate Offsets (X,Y)-- [1:0-5-7,0-4-0], [4:0-5-4,0-2-4], [5:0-3-4,0-2-4], [8:0-5-7,0-4-0], [12:0-3-0,0-3-0]
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25YES
FBC2017/TPI2014
CSI.TCBCWBMatrix-S
0.830.780.56
DEFL.Vert(LL)Vert(CT)Horz(CT)
in0.14
-0.300.11
(loc)12
11-128
l/defl>999>999
n/a
L/d240180n/a
PLATESMT20
Weight: 184 lb FT = 20%
GRIP244/190
LUMBER-TOP CHORD 2x4 SP No.2 *Except*
4-5: 2x4 SP M 31BOT CHORD 2x4 SP No.2 *Except*
1-14,8-9: 2x6 SP No.2WEBS 2x4 SP No.3SLIDER Left 2x8 SP 2400F 2.0E 3-0-4, Right 2x8 SP 2400F 2.0E 3-0-4
BRACING-TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.BOT CHORD Rigid ceiling directly applied or 5-4-15 oc bracing.WEBS 1 Row at midpt 4-11
REACTIONS. (size) 1=0-8-0, 8=0-8-0Max Horz 1=187(LC 11)Max Uplift 1=-534(LC 12), 8=-534(LC 12)Max Grav 1=1588(LC 1), 8=1588(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-3=-3115/1387, 3-4=-2523/1211, 4-5=-2255/1205, 5-6=-2524/1211, 6-8=-3115/1387BOT CHORD 1-13=-1187/2768, 12-13=-1186/2767, 11-12=-875/2254, 10-11=-1178/2766,
8-10=-1178/2767WEBS 3-12=-633/344, 4-12=-77/470, 5-11=-93/470, 6-11=-634/344
NOTES-1) Unbalanced roof live loads have been considered for this design.2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=32ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-6-14, Interior(1) 3-6-14 to 12-5-8, Exterior(2) 12-5-8to 17-0-8, Interior(1) 17-0-8 to 19-11-8, Exterior(2) 19-11-8 to 24-6-8, Interior(1) 24-6-8 to 32-1-0 zone; cantilever left and rightexposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.4) 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 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 100 lb uplift at joint(s) except (jt=lb)
1=534, 8=534.
This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
A4
Truss Type
Hip
Qty
1
Ply
1
Job Reference (optional)
T20726769
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:53:20 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-xIsfrcX6V7B4t41vlSxoLrXjPXtSrJs5WVRvnwyy7jT
Scale = 1:55.3
1
2
3
4 5
6
7
8
1413 12 11 10
9
15
16 17
18
5x8 4x6
4x6
3x4
2x4 5x6 3x8
3x4
2x4 4x6
6x8
5x6
5x6
3x6
6x8
5x6
5x6
3x6
1-2-81-2-8
1-6-80-4-0
7-4-15-9-9
14-5-87-1-7
17-11-83-6-0
25-0-157-1-7
30-10-85-9-9
31-2-80-4-0
32-5-0
1-2-8
7-4-17-4-1
14-5-87-1-7
17-11-83-6-0
25-0-157-1-7
32-5-07-4-1
0-6-
3
6-6-
8
0-6-
3
6-6-
8
5.00 12
Plate Offsets (X,Y)-- [1:0-5-7,0-4-0], [4:0-5-12,0-2-8], [8:0-5-7,0-4-0], [12:0-3-0,0-3-0]
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25YES
FBC2017/TPI2014
CSI.TCBCWBMatrix-S
0.980.800.29
DEFL.Vert(LL)Vert(CT)Horz(CT)
in0.14
-0.330.11
(loc)12-1312-13
8
l/defl>999>999
n/a
L/d240180n/a
PLATESMT20
Weight: 192 lb FT = 20%
GRIP244/190
LUMBER-TOP CHORD 2x4 SP No.1 *Except*
4-5: 2x4 SP No.2BOT CHORD 2x4 SP No.2 *Except*
1-14,8-9: 2x6 SP No.2WEBS 2x4 SP No.3SLIDER Left 2x8 SP 2400F 2.0E 3-6-12, Right 2x8 SP 2400F 2.0E 3-6-12
BRACING-TOP CHORD Structural wood sheathing directly applied.BOT CHORD Rigid ceiling directly applied or 5-6-6 oc bracing.WEBS 1 Row at midpt 3-12, 6-11
REACTIONS. (size) 1=0-8-0, 8=0-8-0Max Horz 1=216(LC 11)Max Uplift 1=-534(LC 12), 8=-534(LC 12)Max Grav 1=1588(LC 1), 8=1588(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-3=-3101/1337, 3-4=-2304/1100, 4-5=-2029/1110, 5-6=-2305/1100, 6-8=-3100/1337BOT CHORD 1-13=-1127/2753, 12-13=-1127/2752, 11-12=-729/2028, 10-11=-1123/2752,
8-10=-1123/2753WEBS 3-13=0/267, 3-12=-865/441, 4-12=-134/467, 5-11=-179/468, 6-11=-867/440, 6-10=0/266
NOTES-1) Unbalanced roof live loads have been considered for this design.2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=32ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-6-14, Interior(1) 3-6-14 to 14-5-8, Exterior(2) 14-5-8to 22-6-8, Interior(1) 22-6-8 to 32-1-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
1=534, 8=534.
This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
A5
Truss Type
Common
Qty
18
Ply
1
Job Reference (optional)
T20726770
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:53:23 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-LtXoTea?o2afkYmUQaVVzT9I?ktk2fAXDTfaOFyy7jQ
Scale = 1:54.3
1
2
3
4
5
6
7
1211 10 9
8
13
14 15
16
4x6
4x6 5x8
5x8
2x4
5x8
2x4 4x6
6x8
5x6
5x6
3x6
6x8
5x6
5x6
3x6
1-2-81-2-8
1-6-80-4-0
8-10-87-4-0
16-2-87-4-0
23-6-87-4-0
30-10-87-4-0
31-2-80-4-0
32-5-0
1-2-8
1-6-81-6-8
8-10-87-4-0
16-2-87-4-0
23-6-87-4-0
30-10-87-4-0
32-5-01-6-8
0-6-
3
7-3-
4
0-6-
3
5.00 12
Plate Offsets (X,Y)-- [1:0-5-7,0-4-0], [3:0-4-0,0-3-0], [5:0-4-0,0-3-0], [7:0-5-7,0-4-0], [10:0-4-0,0-3-0]
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25YES
FBC2017/TPI2014
CSI.TCBCWBMatrix-S
0.710.890.38
DEFL.Vert(LL)Vert(CT)Horz(CT)
in0.12
-0.270.11
(loc)10-1110-11
7
l/defl>999>999
n/a
L/d240180n/a
PLATESMT20
Weight: 182 lb FT = 20%
GRIP244/190
LUMBER-TOP CHORD 2x4 SP No.1 *Except*
1-3,5-7: 2x4 SP M 31BOT CHORD 2x6 SP No.2 *Except*
8-10,10-12: 2x4 SP No.2WEBS 2x4 SP No.3SLIDER Left 2x8 SP 2400F 2.0E 4-4-12, Right 2x8 SP 2400F 2.0E 4-4-12
BRACING-TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.BOT CHORD Rigid ceiling directly applied or 6-0-4 oc bracing.WEBS 1 Row at midpt 5-10, 3-10
REACTIONS. (size) 1=0-8-0, 7=0-8-0Max Horz 1=241(LC 11)Max Uplift 1=-534(LC 12), 7=-534(LC 12)Max Grav 1=1588(LC 1), 7=1588(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-3=-3001/1195, 3-4=-2128/962, 4-5=-2128/962, 5-7=-3001/1195BOT CHORD 1-11=-946/2649, 10-11=-947/2648, 9-10=-951/2648, 7-9=-951/2649WEBS 4-10=-367/1006, 5-10=-975/467, 5-9=0/302, 3-10=-972/467, 3-11=0/302
NOTES-1) Unbalanced roof live loads have been considered for this design.2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=32ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-6-14, Interior(1) 3-6-14 to 16-2-8, Exterior(2) 16-2-8to 19-5-6, Interior(1) 19-5-6 to 32-1-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
1=534, 7=534.
This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
A6
Truss Type
Common
Qty
2
Ply
1
Job Reference (optional)
T20726771
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:53:28 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-iqLhWLe7caCxrJfRD74ggXt9qlZAjpEGMlNK3Syy7jL
Scale = 1:54.3
1
2
3
4
5
6
7
8
1312
1110
9
14
15 165x6
4x6
5x6
4x6 5x8 3x4
2x4
6x8
2x4
4x6
3x4
3x12 MT20HS6x8
5x6
5x6
3x4
1-2-81-2-8
1-6-80-4-0
6-4-84-10-0
16-2-89-10-0
26-0-89-10-0
30-10-84-10-0
31-2-80-4-0
32-5-0
1-2-8
1-6-81-6-8
6-4-84-10-0
11-3-84-11-0
16-2-84-11-0
21-1-84-11-0
26-0-84-11-0
30-10-84-10-0
32-5-01-6-8
0-6-
3
7-3-
4
0-6-
3
5.00 12
Plate Offsets (X,Y)-- [1:0-1-15,1-5-8], [1:0-1-11,0-0-1], [3:0-3-0,0-3-0], [5:0-3-0,0-3-0], [8:0-5-7,0-3-0], [11:0-4-0,0-3-0], [13:0-3-8,0-4-4]
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25YES
FBC2017/TPI2014
CSI.TCBCWBMatrix-S
0.700.940.71
DEFL.Vert(LL)Vert(CT)Horz(CT)
in-0.13-0.310.04
(loc)9-119-11
8
l/defl>999>987
n/a
L/d240180n/a
PLATESMT20MT20HS
Weight: 185 lb FT = 20%
GRIP244/190187/143
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2 *Except*
1-12,8-10: 2x6 SP No.2WEBS 2x4 SP No.3WEDGELeft: 2x8 SP 2400F 2.0ESLIDER Right 2x8 SP 2400F 2.0E 3-0-8
BRACING-TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins.BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.WEBS 1 Row at midpt 3-13
REACTIONS. (size) 13=0-8-0, 1=0-8-0, 8=0-8-0Max Horz 1=-241(LC 10)Max Uplift 13=-780(LC 12), 1=-113(LC 9), 8=-408(LC 12)Max Grav 13=1904(LC 1), 1=105(LC 21), 8=1225(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-255/550, 2-3=-89/496, 3-4=-1180/588, 4-5=-1183/601, 5-6=-2306/1024,
6-8=-2354/889BOT CHORD 1-13=-457/306, 11-13=-195/828, 9-11=-483/1540, 8-9=-690/2066WEBS 4-11=-182/502, 5-11=-776/428, 5-9=-309/785, 6-9=-372/302, 3-11=-23/371,
3-13=-1680/687, 2-13=-523/387
NOTES-1) Unbalanced roof live loads have been considered for this design.2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=32ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-6-14, Interior(1) 3-6-14 to 16-2-8, Exterior(2) 16-2-8to 19-5-6, Interior(1) 19-5-6 to 32-1-0 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated. 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 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 100 lb uplift at joint(s) except (jt=lb)
13=780, 1=113, 8=408.
This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
B1
Truss Type
Hip Girder
Qty
1
Ply
1
Job Reference (optional)
T20726772
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:53:33 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-2o8aa3hGR7qEx4XP?ggrMaa0gmI_OAo0W145kfyy7jG
Scale = 1:35.4
1
2
3
4 5
6
7
8
1413
12 1110
9
15
16
5x8 4x6
5x6 WB
3x4
2x4 6x8 6x8
3x4
2x4
5x6 WB
7x10
5x8
3x6
7x10
5x8
3x6
1-2-81-2-8
1-6-80-4-0
5-0-03-5-8
8-5-83-5-8
12-7-84-2-0
16-1-03-5-8
19-6-83-5-8
19-10-80-4-0
21-1-01-2-8
1-6-81-6-8
5-0-03-5-8
8-5-83-5-8
12-7-84-2-0
16-1-03-5-8
19-6-83-5-8
21-1-01-6-8
0-6-
3
4-0-
8
0-6-
3
4-0-
8
5.00 12
Plate Offsets (X,Y)-- [1:0-1-6,0-3-1], [1:0-4-7,0-5-0], [4:0-5-12,0-2-8], [8:1-8-4,0-3-1], [8:0-4-7,0-5-0], [12:0-3-8,0-3-0]
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25NO
FBC2017/TPI2014
CSI.TCBCWBMatrix-S
0.690.890.37
DEFL.Vert(LL)Vert(CT)Horz(CT)
in0.17
-0.260.08
(loc)11-1211-12
8
l/defl>999>957
n/a
L/d240180n/a
PLATESMT20
Weight: 130 lb FT = 20%
GRIP244/190
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x6 SP No.2 *Except*
10-13: 2x4 SP No.1WEBS 2x4 SP No.3OTHERS 2x4 SP No.3SLIDER Left 2x8 SP 2400F 2.0E 3-0-0, Right 2x8 SP 2400F 2.0E 3-0-0
BRACING-TOP CHORD Structural wood sheathing directly applied or 2-6-12 oc purlins.BOT CHORD Rigid ceiling directly applied or 4-9-12 oc bracing.
REACTIONS. (size) 1=0-8-0, 8=0-8-0Max Horz 1=116(LC 24)Max Uplift 1=-931(LC 8), 8=-931(LC 8)Max Grav 1=1968(LC 29), 8=1968(LC 30)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-3=-3960/1929, 3-4=-3765/1953, 4-5=-3495/1859, 5-6=-3768/1954, 6-8=-3961/1929BOT CHORD 1-14=-1674/3609, 12-14=-1674/3609, 11-12=-1662/3534, 9-11=-1673/3522,
8-9=-1673/3522WEBS 3-12=-486/421, 4-12=-507/1086, 5-11=-508/1062, 6-11=-487/426
NOTES-1) Unbalanced roof live loads have been considered for this design.2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.603) Provide adequate drainage to prevent water ponding.4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
1=931, 8=931.7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 112 lb up at
8-5-8, and 137 lb down and 107 lb up at 10-6-8, and 137 lb down and 112 lb up at 12-7-8 on top chord, and 817 lb down and 491 lbup at 8-5-8, and 245 lb down and 106 lb up at 10-6-8, and 817 lb down and 491 lb up at 12-6-12 on bottom chord. Thedesign/selection of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)Vert: 1-4=-80, 4-5=-80, 5-8=-80, 1-8=-20
Continued on page 2
This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
B1
Truss Type
Hip Girder
Qty
1
Ply
1
Job Reference (optional)
T20726772
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:53:33 2020 Page 2 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-2o8aa3hGR7qEx4XP?ggrMaa0gmI_OAo0W145kfyy7jG
LOAD CASE(S) StandardConcentrated Loads (lb)
Vert: 4=-55(F) 5=-55(F) 12=-698(F) 11=-698(F) 15=-55(F) 16=-245(F)
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
B2
Truss Type
Common
Qty
3
Ply
1
Job Reference (optional)
T20726773
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:53:35 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-_AGK_ljWzk4yAOhn75jJS?fPda_js5OIzLZCpYyy7jE
Scale = 1:34.6
1
2
3
4
5
109 8 7
6
11
12 13
14
4x6
4x6 3x8
3x4
2x4
3x4
2x4 4x6
3x6
3x12 MT20HS
3x6
3x12 MT20HS
1-2-81-2-8
1-6-80-4-0
6-0-84-6-0
10-6-84-6-0
15-0-84-6-0
19-6-84-6-0
19-10-80-4-0
21-1-01-2-8
1-6-81-6-8
6-0-84-6-0
10-6-84-6-0
15-0-84-6-0
19-6-84-6-0
21-1-01-6-8
0-6-
3
4-10
-15
0-6-
3
5.00 12
Plate Offsets (X,Y)-- [1:0-0-11,0-0-1], [1:0-1-11,1-5-8], [5:0-0-11,0-0-1], [5:0-1-11,1-5-8]
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25YES
FBC2017/TPI2014
CSI.TCBCWBMatrix-S
0.470.810.30
DEFL.Vert(LL)Vert(CT)Horz(CT)
in0.06
-0.120.04
(loc)8
8-95
l/defl>999>999
n/a
L/d240180n/a
PLATESMT20MT20HS
Weight: 111 lb FT = 20%
GRIP244/190187/143
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x6 SP No.2 *Except*
6-10: 2x4 SP No.2WEBS 2x4 SP No.3WEDGELeft: 2x8 SP 2400F 2.0E, Right: 2x8 SP 2400F 2.0E
BRACING-TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins.BOT CHORD Rigid ceiling directly applied or 7-6-12 oc bracing.
REACTIONS. (size) 1=0-8-0, 5=0-8-0Max Horz 1=143(LC 11)Max Uplift 1=-343(LC 12), 5=-343(LC 12)Max Grav 1=1021(LC 1), 5=1021(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-1873/781, 2-3=-1331/644, 3-4=-1331/644, 4-5=-1873/781BOT CHORD 1-9=-610/1620, 8-9=-610/1620, 7-8=-613/1620, 5-7=-613/1620WEBS 3-8=-279/669, 4-8=-575/309, 2-8=-572/310
NOTES-1) Unbalanced roof live loads have been considered for this design.2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 10-6-8, Exterior(2) 10-6-8 to13-6-8, Interior(1) 13-6-8 to 20-9-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated. 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 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 100 lb uplift at joint(s) except (jt=lb)
1=343, 5=343.
This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
B2A
Truss Type
Hip
Qty
1
Ply
1
Job Reference (optional)
T20726774
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:53:44 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-EvIktqqArVDglmtW9UNRJvXywC3pT7Ld2EFBdXyy7j5
Scale = 1:35.9
1
2
3
4
5
109
87
6
11
12 13
14
4x6
4x6 3x8
3x4 3x4
2x4 2x4
4x6
3x6
3x12 MT20HS
3x6
3x12 MT20HS
1-2-81-2-8
1-6-80-4-0
5-4-13-9-9
10-5-85-1-7
10-6-80-1-0
10-7-8
0-1-0
15-8-155-1-7
19-6-83-9-9
19-10-80-4-0
21-1-01-2-8
5-4-15-4-1
10-5-85-1-7
10-6-80-1-0
10-7-8
0-1-0
15-8-155-1-7
21-1-05-4-1
0-6-
3
4-10
-8
0-6-
3
5.00 12
Plate Offsets (X,Y)-- [1:0-0-11,0-0-1], [1:0-1-11,1-5-8], [5:0-0-11,0-0-1], [5:0-1-11,1-5-8]
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25YES
FBC2017/TPI2014
CSI.TCBCWBMatrix-S
0.440.810.39
DEFL.Vert(LL)Vert(CT)Horz(CT)
in0.06
-0.120.04
(loc)8
8-105
l/defl>999>999
n/a
L/d240180n/a
PLATESMT20MT20HS
Weight: 113 lb FT = 20%
GRIP244/190187/143
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x6 SP No.2 *Except*
7-9: 2x4 SP No.2WEBS 2x4 SP No.3WEDGELeft: 2x8 SP 2400F 2.0E, Right: 2x8 SP 2400F 2.0E
BRACING-TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins.BOT CHORD Rigid ceiling directly applied or 7-1-12 oc bracing.
REACTIONS. (size) 1=0-8-0, 5=0-8-0Max Horz 1=143(LC 11)Max Uplift 1=-343(LC 12), 5=-343(LC 12)Max Grav 1=1021(LC 1), 5=1021(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-1939/826, 2-3=-1344/664, 3-4=-1344/664, 4-5=-1939/826BOT CHORD 1-10=-689/1688, 8-10=-689/1688, 6-8=-681/1688, 5-6=-681/1688WEBS 2-8=-613/347, 4-8=-614/347, 3-8=-229/589
NOTES-1) Unbalanced roof live loads have been considered for this design.2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 10-6-8, Exterior(2) 10-6-8 to14-9-7, Interior(1) 14-9-7 to 20-9-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated. 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 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 100 lb uplift at joint(s) except (jt=lb)
1=343, 5=343.
This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
B3
Truss Type
Common
Qty
2
Ply
1
Job Reference (optional)
T20726775
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:54:06 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-a8d2VL5zgG_YO9YlR6mbCYRjn4esd4Ys5gaLOFyy7il
Scale = 1:34.7
1
2
3
4
5
1110 9
87
12
13 14
15
6
4x6
3x6
3x6 4x6 3x8
3x4 3x4
4x6
2x4
3x6
4-9-64-9-6
9-3-44-5-14
14-5-35-1-15
18-3-43-10-1
18-7-40-4-0
19-9-121-2-8
4-9-64-9-6
9-3-44-5-14
14-5-35-1-15
19-9-125-4-9
1-0-
9
4-10
-15
0-6-
3
5.00 12
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25YES
FBC2017/TPI2014
CSI.TCBCWBMatrix-S
0.410.500.40
DEFL.Vert(LL)Vert(CT)Horz(CT)
in0.08
-0.150.02
(loc)7-97-9
6
l/defl>999>999
n/a
L/d240180n/a
PLATESMT20
Weight: 103 lb FT = 20%
GRIP244/190
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2 *Except*
5-8: 2x6 SP M 26WEBS 2x4 SP No.3
BRACING-TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc purlins,
except end verticals.BOT CHORD Rigid ceiling directly applied or 9-1-3 oc bracing.
REACTIONS. (size) 11=0-7-4, 6=0-8-0Max Horz 11=-134(LC 10)Max Uplift 11=-303(LC 12), 6=-358(LC 12)Max Grav 11=900(LC 1), 6=1067(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-1353/581, 2-3=-1065/528, 3-4=-1078/509, 4-5=-1308/490, 1-11=-845/425BOT CHORD 9-10=-419/1189, 7-9=-378/1120, 6-7=-378/1120, 5-6=-378/1120WEBS 2-9=-367/208, 3-9=-149/434, 4-9=-291/154, 1-10=-397/1052
NOTES-1) Unbalanced roof live loads have been considered for this design.2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-3-4, Exterior(2) 9-3-4to 12-3-4, Interior(1) 12-3-4 to 19-9-12 zone; cantilever right exposed ;C-C for members and forces & MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
11=303, 6=358. This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
B4
Truss Type
GABLE
Qty
1
Ply
1
Job Reference (optional)
T20726776
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:54:14 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-Lh64A4B_nj?PMOAHvovTXEn_8IJBVj42xvWmgnyy7id
Scale = 1:45.4
1
2
3
4
5
10 9 87
6
23
24
25
26
4x6
3x6 4x6
3x8
5x6
3x4
3x4
3x4
3x4 3x12 MT20HS
3-7-43-7-4
10-11-47-4-0
18-3-47-4-0
18-7-40-4-0
19-9-12
1-2-8
3-7-43-7-4
10-11-47-4-0
17-8-156-9-11
18-3-40-6-5
19-9-121-6-8
5-9-
4
7-3-
4
0-6-
3
5.00 12
Plate Offsets (X,Y)-- [3:0-3-0,0-3-4], [5:0-1-11,1-5-8], [5:0-3-3,0-0-4], [14:0-1-15,0-1-0], [17:0-1-15,0-1-0], [20:0-1-15,0-1-0]
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25YES
FBC2017/TPI2014
CSI.TCBCWBMatrix-S
0.770.730.37
DEFL.Vert(LL)Vert(CT)Horz(CT)
in-0.07-0.180.03
(loc)8-98-9
5
l/defl>999>999
n/a
L/d240180n/a
PLATESMT20MT20HS
Weight: 155 lb FT = 20%
GRIP244/190187/143
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2 *Except*
5-7: 2x6 SP No.2WEBS 2x4 SP No.3OTHERS 2x4 SP No.3WEDGERight: 2x8 SP 2400F 2.0E
BRACING-TOP CHORD Structural wood sheathing directly applied or 3-11-12 oc purlins,
except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
8-4-14 oc bracing: 6-8.WEBS 1 Row at midpt 3-9
REACTIONS. (size) 10=0-7-4, 5=0-8-0Max Horz 10=-292(LC 12)Max Uplift 10=-367(LC 12), 5=-283(LC 12)Max Grav 10=967(LC 1), 5=967(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-489/273, 2-3=-586/241, 3-4=-1438/516, 4-5=-1809/632, 1-10=-952/506BOT CHORD 9-10=-145/303, 8-9=-325/1282, 6-8=-489/1568, 5-6=-489/1567WEBS 3-9=-988/482, 3-8=-16/358, 1-9=-375/801, 4-8=-323/217
NOTES-1) Unbalanced roof live loads have been considered for this design.2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 3-7-4, Exterior(2) 3-7-4to 6-7-4, Interior(1) 6-7-4 to 19-5-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard IndustryGable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated.6) Gable studs spaced at 2-0-0 oc.7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
10=367, 5=283.
This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
B5
Truss Type
Common
Qty
1
Ply
1
Job Reference (optional)
T20726777
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:54:17 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-mFoCp6Et4eN_DrusawTA9sPZIVKkiwSUdtkQH6yy7ia
Scale = 1:45.4
1
2
3
4
5
9 87
6
10
11
12
13
14 15
2x4
5x6
4x6 5x8
5x6
3x4
6x8
2x4
3x4 3x12 MT20HS
8-11-38-11-3
14-3-35-3-15
18-3-44-0-1
18-7-40-4-0
19-9-12
1-2-8
3-7-43-7-4
8-11-35-3-15
14-3-35-3-15
19-9-125-6-9
5-9-
4
7-3-
4
0-6-
3
5.00 12
Plate Offsets (X,Y)-- [3:0-3-0,0-3-0], [5:0-3-3,0-0-4], [5:0-1-11,1-5-8]
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25YES
FBC2017/TPI2014
CSI.TCBCWBMatrix-S
0.520.800.97
DEFL.Vert(LL)Vert(CT)Horz(CT)
in-0.24-0.430.03
(loc)8-98-9
5
l/defl>986>540
n/a
L/d240180n/a
PLATESMT20MT20HS
Weight: 121 lb FT = 20%
GRIP244/190187/143
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2 *Except*
5-7: 2x6 SP No.2WEBS 2x4 SP No.3WEDGERight: 2x8 SP 2400F 2.0E
BRACING-TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins,
except end verticals.BOT CHORD Rigid ceiling directly applied or 8-6-8 oc bracing.
REACTIONS. (size) 9=0-7-4, 5=0-8-0Max Horz 9=-292(LC 12)Max Uplift 9=-367(LC 12), 5=-283(LC 12)Max Grav 9=998(LC 18), 5=967(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-3=-1253/572, 3-4=-1231/433, 4-5=-1780/615BOT CHORD 8-9=0/432, 6-8=-462/1540, 5-6=-462/1540WEBS 2-8=-461/1160, 3-8=-455/332, 4-8=-542/337, 2-9=-865/471
NOTES-1) Unbalanced roof live loads have been considered for this design.2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 3-7-4, Exterior(2) 3-7-4to 6-7-4, Interior(1) 6-7-4 to 19-5-12 zone; cantilever right exposed ;C-C for members and forces & MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated. 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 chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.0psf.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
9=367, 5=283.
This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
CJ9
Truss Type
Roof Special Girder
Qty
1
Ply
1
Job Reference (optional)
T20726778
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:54:19 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-iewzDnF7cFdiS92EiLVeEHUwXJ2WAz2n5BDXM?yy7iY
Scale = 1:22.3
1
2
3
5
4
6
7
8 9
2x4
4x6
3x4
2x4
3x4
3x8
3x12 MT20HS
1-8-21-8-2
2-1-130-5-11
4-8-02-6-4
5-7-50-11-5
9-4-53-9-0
9-4-60-0-1
4-8-04-8-0
9-4-64-8-5
0-6-
3
3-3-
5
3.54 12
Plate Offsets (X,Y)-- [1:0-3-0,0-0-0], [1:0-0-5,1-6-5], [1:0-1-9,2-4-3]
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25NO
FBC2017/TPI2014
CSI.TCBCWBMatrix-S
0.470.590.45
DEFL.Vert(LL)Vert(CT)Horz(CT)
in-0.03-0.040.01
(loc)1-51-5
4
l/defl>999>999
n/a
L/d240180n/a
PLATESMT20MT20HS
Weight: 55 lb FT = 20%
GRIP244/190187/143
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x6 SP No.2WEBS 2x4 SP No.3WEDGELeft: 2x8 SP 2400F 2.0E
BRACING-TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins,
except end verticals.BOT CHORD Rigid ceiling directly applied or 7-7-5 oc bracing.
REACTIONS. (size) 4=0-10-3, 1=0-11-5Max Horz 1=153(LC 24)Max Uplift 4=-406(LC 8), 1=-371(LC 8)Max Grav 4=561(LC 28), 1=545(LC 28)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-1118/791BOT CHORD 1-5=-854/1016, 4-5=-854/1016WEBS 2-5=-469/289, 2-4=-1034/873
NOTES-1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.602) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
4=406, 1=371.6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 126 lb down and 80 lb up at
3-5-4, 126 lb down and 80 lb up at 3-5-4, and 181 lb down and 143 lb up at 6-3-3, and 181 lb down and 143 lb up at 6-3-3 on topchord, and 107 lb down and 237 lb up at 3-5-4, 107 lb down and 237 lb up at 3-5-4, and 51 lb down and 105 lb up at 6-3-3, and 51lb down and 105 lb up at 6-3-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)Vert: 1-3=-80, 1-4=-20
Concentrated Loads (lb)Vert: 7=-118(F=-59, B=-59) 8=289(F=145, B=145) 9=114(F=57, B=57)
This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
CJ12
Truss Type
Diagonal Hip Girder
Qty
4
Ply
1
Job Reference (optional)
T20726779
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:54:18 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-ESMb0SEVrxVrq?T28d_Ph4xgsvjqRSydsXU_pZyy7iZ
Scale = 1:24.8
1
2
3
4 5
8 7
6
9
10
11 12 13
4x6
3x4
2x4 4x6
5x6
5x6
3x4
3x6
1-8-21-8-2
2-1-130-5-11
6-10-34-8-6
11-10-14-11-14
4-0-54-0-5
6-10-32-9-14
7-9-70-11-4
11-9-114-0-4
11-10-10-0-6
0-6-
3
4-0-
1
3.54 12
Plate Offsets (X,Y)-- [1:0-9-13,0-2-0], [1:1-3-10,0-2-8]
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25NO
FBC2017/TPI2014
CSI.TCBCWBMatrix-S
0.790.620.69
DEFL.Vert(LL)Vert(CT)Horz(CT)
in-0.08-0.080.01
(loc)1-81-8
7
l/defl>999>999
n/a
L/d240180n/a
PLATESMT20
Weight: 70 lb FT = 20%
GRIP244/190
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x6 SP No.2WEBS 2x4 SP No.3SLIDER Left 2x8 SP 2400F 2.0E 3-0-11
BRACING-TOP CHORD Structural wood sheathing directly applied or 4-7-13 oc purlins,
except end verticals.BOT CHORD Rigid ceiling directly applied or 6-10-1 oc bracing.
REACTIONS. (size) 7=Mechanical, 1=0-11-5, 4=MechanicalMax Horz 1=193(LC 8)Max Uplift 7=-363(LC 8), 1=-491(LC 8), 4=-183(LC 8)Max Grav 7=647(LC 28), 1=750(LC 28), 4=264(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-3=-1455/900BOT CHORD 1-8=-949/1311, 7-8=-949/1311WEBS 3-8=-328/339, 3-7=-1390/1012
NOTES-1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.602) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.4) Refer to girder(s) for truss to truss connections.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
7=363, 1=491, 4=183.6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 126 lb down and 80 lb up at
3-5-4, 126 lb down and 80 lb up at 3-5-4, 181 lb down and 143 lb up at 6-3-3, 181 lb down and 143 lb up at 6-3-3, and 228 lb downand 199 lb up at 9-1-3, and 228 lb down and 199 lb up at 9-1-3 on top chord, and 107 lb down and 237 lb up at 3-5-4, 107 lb downand 237 lb up at 3-5-4, 51 lb down and 105 lb up at 6-3-3, 51 lb down and 105 lb up at 6-3-3, and 63 lb down at 9-1-3, and 63 lbdown at 9-1-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)Vert: 1-4=-80, 4-5=-40, 1-6=-20
Concentrated Loads (lb)Vert: 9=-118(F=-59, B=-59) 10=-252(F=-126, B=-126) 11=289(F=145, B=145) 12=114(F=57, B=57) 13=-63(F=-31, B=-31)
This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
EJ7
Truss Type
Monopitch
Qty
2
Ply
1
Job Reference (optional)
T20726780
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:54:31 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-MyeVluOfnx8?u?zYPsjSjp_rd98Y_U_Yr27AnIyy7iM
Scale = 1:22.5
1
2
3
4
2x4
2x4
5x8
3x12 MT20HS
1-2-81-2-8
1-6-80-4-0
6-8-85-2-0
6-8-86-8-8
0-6-
3
3-3-
12
5.00 12
Plate Offsets (X,Y)-- [1:0-3-12,0-0-3], [1:0-2-7,Edge]
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25YES
FBC2017/TPI2014
CSI.TCBCWBMatrix-P
0.970.700.00
DEFL.Vert(LL)Vert(CT)Horz(CT)
in-0.02-0.050.00
(loc)1-31-3
l/defl>999>999
n/a
L/d240180n/a
PLATESMT20MT20HS
Weight: 35 lb FT = 20%
GRIP244/190187/143
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x6 SP No.2WEBS 2x4 SP No.3WEDGELeft: 2x8 SP 2400F 2.0E
BRACING-TOP CHORD Structural wood sheathing directly applied, except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 3=0-8-0, 1=0-8-0Max Horz 1=154(LC 12)Max Uplift 3=-140(LC 12), 1=-69(LC 12)Max Grav 3=317(LC 17), 1=311(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-3=-263/316
NOTES-1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 6-6-12 zone; cantilever leftexposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb)
3=140.This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
EJ8
Truss Type
Jack-Partial
Qty
12
Ply
1
Job Reference (optional)
T20726781
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:54:33 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-IKmG9aQvJYOj8I7xWHlwoE3IFytKSMVrJMcHrByy7iK
Scale = 1:25.6
1
2
3
5
4
6
3x4
2x4
3x6
5x8
3x12 MT20HS
1-2-81-2-8
1-6-80-4-0
8-5-86-11-0
4-2-54-2-5
8-5-84-3-3
0-6-
3
4-0-
8
3-8-
1
5.00 12
Plate Offsets (X,Y)-- [1:0-4-0,0-0-4], [1:0-2-7,Edge]
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25YES
FBC2017/TPI2014
CSI.TCBCWBMatrix-P
0.520.430.19
DEFL.Vert(LL)Vert(CT)Horz(CT)
in-0.06-0.120.00
(loc)1-51-5
5
l/defl>999>784
n/a
L/d240180n/a
PLATESMT20MT20HS
Weight: 49 lb FT = 20%
GRIP244/190187/143
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x6 SP No.2WEBS 2x4 SP No.3WEDGELeft: 2x8 SP 2400F 2.0E
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.
REACTIONS. (size) 5=Mechanical, 3=Mechanical, 1=0-8-0Max Horz 1=191(LC 12)Max Uplift 5=-86(LC 12), 3=-89(LC 12), 1=-90(LC 12)Max Grav 5=270(LC 17), 3=137(LC 17), 1=396(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-514/266BOT CHORD 1-5=-472/443WEBS 2-5=-481/513
NOTES-1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 8-3-0 zone; cantilever leftexposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.5) Refer to girder(s) for truss to truss connections.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 1.
This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
J2
Truss Type
Jack-Open
Qty
10
Ply
1
Job Reference (optional)
T20726782
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:54:37 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-A6?m?xTPMnu9cwQil7qsy4E4GZJDOCTQE_aU_yyy7iG
Scale = 1:10.4
1
2
4
33x4
1-10-81-10-8
2-4-70-5-15
2-4-72-4-7
0-6-
3
1-6-
1
5.00 12
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25YES
FBC2017/TPI2014
CSI.TCBCWBMatrix-P
0.130.170.00
DEFL.Vert(LL)Vert(CT)Horz(CT)
in0.000.00
-0.01
(loc)442
l/defl>999>999
n/a
L/d240180n/a
PLATESMT20
Weight: 10 lb FT = 20%
GRIP244/190
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x6 SP No.2
BRACING-TOP CHORD Structural wood sheathing directly applied or 2-4-7 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 2=Mechanical, 3=Mechanical, 4=0-8-0Max Horz 4=59(LC 12)Max Uplift 2=-64(LC 12), 3=-209(LC 1), 4=-195(LC 12)Max Grav 2=94(LC 17), 3=122(LC 12), 4=348(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.4) Refer to girder(s) for truss to truss connections.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb)
3=209, 4=195.
This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
J4
Truss Type
Jack-Open
Qty
10
Ply
1
Job Reference (optional)
T20726783
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:54:39 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-7U7XQdVguO8ssDa4tYsK2VJLsNyCs5zjhI3b3ryy7iE
Scale = 1:14.5
1
5
2
4
33x4
1-2-81-2-8
1-6-80-4-0
4-4-72-9-15
4-4-74-4-7
0-6-
3
2-4-
1
5.00 12
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25YES
FBC2017/TPI2014
CSI.TCBCWBMatrix-P
0.510.270.00
DEFL.Vert(LL)Vert(CT)Horz(CT)
in-0.010.01
-0.02
(loc)3-43-4
2
l/defl>999>999
n/a
L/d240180n/a
PLATESMT20
Weight: 17 lb FT = 20%
GRIP244/190
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x6 SP No.2
BRACING-TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 2=Mechanical, 3=Mechanical, 4=0-8-0Max Horz 4=103(LC 12)Max Uplift 2=-117(LC 12), 3=-77(LC 1), 4=-153(LC 12)Max Grav 2=176(LC 17), 3=66(LC 12), 4=335(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-3-11 zone; cantilever leftexposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.4) Refer to girder(s) for truss to truss connections.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb)
2=117, 4=153.
This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
J6
Truss Type
Jack-Open
Qty
2
Ply
1
Job Reference (optional)
T20726784
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:54:41 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-3tFHrJWwQ0Pa5XkT_yuo7wObzBZAK_t09cYi7jyy7iC
Scale = 1:20.4
1
2 3
5
4
6
7
2x4
2x4
5x8
3x12 MT20HS
1-2-81-2-8
1-6-80-4-0
6-4-74-9-15
6-4-76-4-7
0-6-
3
3-2-
15.00 12
Plate Offsets (X,Y)-- [1:0-3-1,0-0-8], [1:0-2-7,Edge]
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25YES
FBC2017/TPI2014
CSI.TCBCWBMatrix-P
0.860.620.10
DEFL.Vert(LL)Vert(CT)Horz(CT)
in-0.02-0.030.00
(loc)1-51-5
l/defl>999>999
n/a
L/d240180n/a
PLATESMT20MT20HS
Weight: 33 lb FT = 20%
GRIP244/190187/143
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x6 SP No.2WEBS 2x4 SP No.3WEDGELeft: 2x8 SP 2400F 2.0E
BRACING-TOP CHORD Structural wood sheathing directly applied or 2-3-13 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 5=0-3-15, 1=0-8-0Max Horz 1=148(LC 12)Max Uplift 5=-139(LC 12), 1=-61(LC 12)Max Grav 5=311(LC 17), 1=288(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS 2-5=-265/345
NOTES-1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 6-4-7 zone; cantilever leftand right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb)
5=139.This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
J6A
Truss Type
Jack-Open
Qty
8
Ply
1
Job Reference (optional)
T20726785
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:54:44 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-TSwQTLYojxn9y?S2f5SVlZ05jOhcXMCSranMk2yy7i9
Scale = 1:19.6
1
4
5
2
3
5x8
3x12 MT20HS
1-2-81-2-8
1-6-80-4-0
6-4-74-9-15
6-4-76-4-7
0-6-
3
3-2-
1
2-9-
10 3-2-
1
5.00 12
Plate Offsets (X,Y)-- [1:0-4-5,0-0-4], [1:0-2-7,Edge]
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25YES
FBC2017/TPI2014
CSI.TCBCWBMatrix-P
0.950.190.00
DEFL.Vert(LL)Vert(CT)Horz(CT)
in-0.02-0.04-0.00
(loc)1-31-3
2
l/defl>999>999
n/a
L/d240180n/a
PLATESMT20MT20HS
Weight: 30 lb FT = 20%
GRIP244/190187/143
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x6 SP No.2WEDGELeft: 2x8 SP 2400F 2.0E
BRACING-TOP CHORD Structural wood sheathing directly applied.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 2=Mechanical, 3=Mechanical, 1=0-8-0Max Horz 1=148(LC 12)Max Uplift 2=-164(LC 12), 1=-66(LC 12)Max Grav 2=244(LC 17), 3=119(LC 3), 1=299(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 6-3-11 zone; cantilever leftexposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.5) Refer to girder(s) for truss to truss connections.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb)
2=164.
This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
V1
Truss Type
Valley
Qty
1
Ply
1
Job Reference (optional)
T20726786
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:54:45 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-xeUohgZRUEv0a81EDozkHmZUto3bGpSc3EWvGUyy7i8
Scale = 1:6.7
1
2
3
2x4
1-10-81-10-8
0-9-
6
5.00 12
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25YES
FBC2017/TPI2014
CSI.TCBCWBMatrix-P
0.030.010.00
DEFL.Vert(LL)Vert(CT)Horz(CT)
inn/an/a
-0.00
(loc) - - 2
l/defln/an/an/a
L/d999999n/a
PLATESMT20
Weight: 5 lb FT = 20%
GRIP244/190
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2
BRACING-TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=1-10-8, 2=1-10-8, 3=1-10-8Max Horz 1=26(LC 12)Max Uplift 1=-14(LC 12), 2=-30(LC 12)Max Grav 1=57(LC 1), 2=47(LC 17), 3=23(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2.
This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
V3
Truss Type
Valley
Qty
1
Ply
1
Job Reference (optional)
T20726787
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:54:45 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-xeUohgZRUEv0a81EDozkHmZRpo2CGpSc3EWvGUyy7i8
Scale = 1:10.8
1
2
3
2x4
2x4
2x4
3-10-83-10-8
1-7-
65.00 12
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25YES
FBC2017/TPI2014
CSI.TCBCWBMatrix-P
0.220.100.00
DEFL.Vert(LL)Vert(CT)Horz(CT)
inn/an/a
0.00
(loc) - -
l/defln/an/an/a
L/d999999n/a
PLATESMT20
Weight: 12 lb FT = 20%
GRIP244/190
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2WEBS 2x4 SP No.3
BRACING-TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins,
except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=3-10-8, 3=3-10-8Max Horz 1=67(LC 12)Max Uplift 1=-36(LC 12), 3=-64(LC 12)Max Grav 1=150(LC 1), 3=152(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
V5
Truss Type
Valley
Qty
1
Ply
1
Job Reference (optional)
T20726788
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:54:47 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-u1cY6Mbh0s9kpSBdLD?CMBenhbkEkiKvXY?0LNyy7i6
Scale = 1:15.8
1
2
3
5 4
6
7
2x4
2x4
2x4 2x4
2x4
5-11-85-11-8
2-5-
13
5.00 12
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25YES
FBC2017/TPI2014
CSI.TCBCWBMatrix-P
0.140.070.10
DEFL.Vert(LL)Vert(CT)Horz(CT)
inn/an/a
0.00
(loc) - -
l/defln/an/an/a
L/d999999n/a
PLATESMT20
Weight: 21 lb FT = 20%
GRIP244/190
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2WEBS 2x4 SP No.3OTHERS 2x4 SP No.3
BRACING-TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins,
except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=5-11-8, 4=5-11-8, 5=5-11-8Max Horz 1=114(LC 12)Max Uplift 4=-48(LC 12), 5=-137(LC 12)Max Grav 1=75(LC 1), 4=114(LC 17), 5=325(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS 2-5=-270/350
NOTES-1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-9-12 zone;C-C formembers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb)
5=137.
This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.
6904 Parke East Blvd.Tampa, FL 36610
Job
1543_B_160_C
Truss
VG1
Truss Type
Valley
Qty
1
Ply
1
Job Reference (optional)
T20726789
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 14 13:54:48 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:D_uNQUOYE8wVr_zQ5hBZ8cyy9TJ-MDAwJicJn9HbRcmpuxWRvPBxL?4vT9R2mClZtpyy7i5
Scale = 1:19.9
1
2
3
5 4
6
2x4
2x4
2x4 2x4
2x4
7-2-87-2-8
3-0-
1
5.00 12
LOADING (psf)TCLLTCDLBCLLBCDL
20.020.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.251.25YES
FBC2017/TPI2014
CSI.TCBCWBMatrix-P
0.210.100.11
DEFL.Vert(LL)Vert(CT)Horz(CT)
inn/an/a
0.00
(loc) - -
l/defln/an/an/a
L/d999999n/a
PLATESMT20
Weight: 26 lb FT = 20%
GRIP244/190
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2WEBS 2x4 SP No.3OTHERS 2x4 SP No.3
BRACING-TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=7-2-8, 4=7-2-8, 5=7-2-8Max Horz 1=142(LC 12)Max Uplift 4=-58(LC 12), 5=-171(LC 12)Max Grav 1=99(LC 1), 4=138(LC 17), 5=404(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS 2-5=-327/380
NOTES-1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 3-7-4, Interior(1) 3-7-4 to 7-0-12 zone;C-C formembers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb)
5=171.
This item has beenelectronically signed andsealed by Velez, Joaquin, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 14,2020
PR
OD
UC
T C
OD
E A
PP
RO
VA
LS
LA
TE
RA
L B
RA
CIN
G L
OC
AT
ION
Indicates location where bearings
(supports) occur. Icons vary butreaction section indicates jointnum
ber where bearings occur.
Min size show
n is for crushing only.
Indicated by symbol show
n and/orby text in the bracing section of theoutput. U
se T or I bracing
if indicated.
The first dim
ension is the plate w
idth measured perpendicular
to slots. Second dim
ension isthe length parallel to slots.
Center plate on joint unless x, y
offsets are indicated.D
imensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
1. Additional stability bracing for truss system
, e.g. diagonal or X
-bracing, is always required. S
ee BC
SI.
2. Truss bracing m
ust be designed by an engineer. For
wide truss spacing, individual lateral braces them
selves m
ay require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading show
n and never stack m
aterials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut m
embers to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. K
nots and wane at joint
locations are regulated by AN
SI/T
PI 1.
7. Design assum
es trusses will be suitably protected from
the environment in accord w
ith AN
SI/T
PI 1.
8. Unless otherw
ise noted, moisture content of lum
ber shall not exceed 19%
at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lum
ber.
10. Cam
ber is a non-structural consideration and is the responsibility of truss fabricator. G
eneral practice is to cam
ber for dead load deflection.
11. Plate type, size, orientation and location dim
ensions indicated are m
inimum
plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that specified.
13. Top chords m
ust be sheathed or purlins provided at spacing indicated on design.
14. Bottom
chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherw
ise noted.
15. Connections not show
n are the responsibility of others.
16. Do not cut or alter truss m
ember or plate w
ithout prior approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lum
ber may pose unacceptable
environmental, health or perform
ance risks. Consult w
ith project engineer before use.
19. Review
all portions of this design (front, back, words
and pictures) before use. Review
ing pictures alone is not sufficient.
20. Design assum
es manufacture in accordance w
ith A
NS
I/TP
I 1 Quality C
riteria.
21.The design does not take into account any dynam
ic or other loads other than those expressly stated.
Failure to F
ollow C
ould Cause P
ropertyD
amage or P
ersonal Injury
(Draw
ings not to scale)
© 2012 M
iTek®
All R
ights Reserved
MiT
ek Engineering R
eference Sheet: M
II-7473 rev. 5/19/2020
edge of truss. from outside
" 16/ 1
-0
ICC
-ES
Reports:
ES
R-1311, E
SR
-1352, ES
R1988
ER
-3907, ES
R-2362, E
SR
-1397, ES
R-3282
JOIN
TS
AR
E G
EN
ER
AL
LY
NU
MB
ER
ED
/LE
TT
ER
ED
CL
OC
KW
ISE
AR
OU
ND
TH
E T
RU
SS
ST
AR
TIN
G A
T T
HE
JOIN
T F
AR
TH
ES
T T
OT
HE
LE
FT
.
CH
OR
DS
AN
D W
EB
S A
RE
IDE
NT
IFIE
D B
Y E
ND
JOIN
TN
UM
BE
RS
/LE
TT
ER
S.
W4-6
W3-6
W3-7
W2-7
W1-7
C1-8
C5-6
C6-7
C7-8
C4-5
C3-4
C2-3
C1-2
TOP CHORD
TOP CHORD87
65 4
32
1
BO
TT
OM
CH
OR
DS
TO
P C
HO
RD
S
BE
AR
ING
4 x 4
PL
AT
E S
IZE
This sym
bol indicates the required direction of slots inconnector plates.
"16
/ 1
For 4 x 2 orientation, locate
plates 0-
1"4 / 3
PL
AT
E L
OC
AT
ION
AN
D O
RIE
NT
AT
ION
Sym
bo
lsN
um
berin
g S
ystemG
eneral S
afety No
tes
*P
late locatio
n d
etails available in
MiT
ek 20/20so
ftware o
r up
on
requ
est.
Ind
ustry S
tand
ards:
AN
SI/T
PI1: N
ational Design S
pecification for Metal
Plate C
onnected Wood T
russ Construction.
DS
B-89: D
esign Standard for B
racing.B
CS
I: Building C
omponent S
afety Information,
Guide to G
ood Practice for H
andling, Installing &
Bracing of M
etal Plate
Connected W
ood Trusses.
6-4-8
WE
BS
Trusses are designed for w
ind loads in the plane of the truss unless otherw
ise shown.
Lumber design values are in accordance w
ith AN
SI/T
PI 1
section 6.3 These truss designs rely on lum
ber values established by others. d
imen
sion
s sho
wn
in ft-in
-sixteenth
s
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