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This form shall be completed and submitted with Application Documents
Owners Name P.I.D.
Project Address
Design Professional Phone Fax
Contractor Phone Fax
Applicable Codes Manufacturer / FL Product Approval / NOA #
Building Code Florida Building Code Doors / SGD
Mechanical Code Florida Building Code Windows
Plumbing Code Florida Building Code Overhead Doors
Electrical Code NFPA 70 / NEC 2011 Mitered Glass
Accessibility Code Florida Building Code Shutters
Energy Code Florida Building Code
2017 Residential Volume
2017 Residential Volume
2017 Residential Volume
FACBC 2017 Residential Energy
Efficiency 2017Roof Coverings
Soffit
Method of Design per R301 / Residential Volume
ASCE 7 ‐ 10 AISI (COFS/PM) ICC 600
MAF Guide Other
FBC 2010 / Residential Volume
IV V ( circle one ) Other
m.p.h. R301.2 (4)
Yes No Exposure B or C (circle one) feet
psf
Section R301.4 / R301.5 / R301.6 psf
p.s.f psfp.s.f
p.s.fp.s.f
SEE PLAN FOR ACTUAL Please Show Design Pressure for Worst Case ONLY
Components and Cladding Design Pressures:
Z1 p.s.f. Z3 p.s.f. Z5 p.s.f.
Z2 p.s.f. Z4 p.s.f. a= edge distance
Misc. Notes Area TabulationLiving sf / Conditioned SpaceGarage sfLanai sfEntry sfStorage sfOther sf
Signature Date Architect / Engineer
Seal Residential Data Summary Worksheet / Revised / mar 13
RESIDENTIAL DATA SUMMARY WORKSHEET
PRESSURE DESIGN LOADING
Total square footage
Doors
Mean Roof Height
Windows
Dead Load Roof Design
Live Load
City of ±ŜƴƛŎŜ
4лм ²Φ ±ŜƴƛŎŜ !ǾŜƴdzŜ ±ŜƴƛŎŜ, Fl. 3428р
Phone (941) 4ус‐нснс Fax (941) пусπнппу Email: tŜNJƳƛǘǎhƴƭƛƴŜ@ciΦǾŜƴƛŎŜΦŦƭΦdzǎ Inspections (941) 4уо‐рфлт
.dzƛƭŘƛƴƎ 5ŜLJŀNJǘƳŜƴǘ
Importance Factor
Wind Debris Area
Structural Forces
Dead Load Floor Design
Sentricon Bait
AF&PA (WFCM)
WINDOW & DOOR WIND
Construction Type
Design Wind Speed
Garage Doors
I certify to the best of my knowledge and belief, these plans and specifications have been designed to comply with the structural portion of the Building Code for wind and gravity loads as amended and enforced by the permitting jurisdiction.
Live Load
ODD SPACE
EXPO
SEDTO
WIN
D
EXPOSED TO WIND
U:2381
U:1853
U:1694
A
AA
AA
*
A1
A2
A3
A4
CJ12 C
J12
EJ9
EJ9
EJ9
EJ9J3 J5 J7
J3
J5
J7
EJ9
EJ9
EJ9
EJ9 J3J5J7
J3
J5
J7
EJ9
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A6
A5
A5
A5
CJ1
2A
EJ9
EJ9
J3 J5 J7
J3
J5
J7
MG
1
B1
CJ1
2 CJ12
EJ9
J3 J5 J7
J3
J5
J7A
EJ9
J3J5J7
J3
J5
J7
EJ9
B3
B2
V1
V2
VG1
7-0
0-0
05
8-0
0-0
01
0-0
0-0
0
75
-00
-00
13-08-00 16-00-00
29-08-00
79
-00
-00
18-08-006-00-005-00-00
29-08-00
7-0
6-0
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
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
1-02-08
1-10-08
7-0
6-0
0
1-02-08
4-0
0-0
0
1-0
2-0
8
1-0
2-0
8
8-0
8-0
8
7-0
6-0
0
2-00-00
1-00-00
1-00-00
1-02-08
8-0
8-0
8
(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
1
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
4
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
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 7/7/2020
DATE PRINTED 7/7/2020
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 1763 B 160 C RH
MODEL 1763
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"
TILE ROOF
6" RAISED BANDING 6" RAISED BANDING
4" RAISED DECO
BANDING
16080 OHGD3080 ENTRY
3'-6
"
2'-6"
7'-4
"
1'-4"1'-4"
1'-4"
DECO TEXTURE
DECO FOAM
8'-0
"
16
'-9
29
/32
"
TO
FIN
ISH
FLO
OR
FINISH FLOORELEV. @ 0"
FINISH FLOORELEV. @ 0"
TOP OF BEAMELEV. @ 9'-4"
TOP OF BEAMELEV. @ 9'-4"
TILE ROOF
2-25 SH 2-4080 SL GL DR
8'-0
"
DECO TEXTURE
FINISH OVER
CONC. BLOCK
1'-4"1'-4"
FINISH FLOORELEV. @ 0"
TOP OF BEAMELEV. @ 9'-4"
DECO TEXTURE
FINISH OVER
CONC. BLOCK8'-0
"
2-25 SH25 SH25 SH
1'-4"1'-4"1'-4"
6'-8"TILE ROOF
TOP OF WALL 60"
FINISH FLOORELEV. @ 0"
FINISH FLOORELEV. @ 0"
TOP OF BEAMELEV. @ 9'-4"
TOP OF BEAMELEV. @ 9'-4"
DECO TEXTURE
FINISH OVER
CONC. BLOCK
TILE ROOF
8'-0
"
25 SH 25 SH 48" x 12"
1'-4"1'-4"
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
-New D
ata
\1-M
ASTER 2
019\2
019-B
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DERS\D
R H
ORTO
N 2
019\S
UBD
IVIS
IONS\T
OSCANA
ISLE
S 6
0'S
\12066 L
OT 6
19 1
763 B
R\R
EVIT
\12066 1
763 B
R.r
vt
A-1 BR
ELEVATIONS
1763
MO
DEL
JWC
JSL
10/23/20
LOT:
61
9
SUBD
IVIS
ION:
TO
SC
ANA III 4
0s
AD
DRS:
204
VIL
LORESI BLV
D
D.R
.H.
#:
57
95
70
094
GC
D J
OB #
12
066
1/4" = 1'-0"
FRONT ELEVATION "BR"
1/4" = 1'-0"
REAR ELEVATION "BR"
1/4" = 1'-0"
LEFT ELEVATION "BR"
1/4" = 1'-0"
RIGHT ELEVATION "BR"
WH
HB
HB
HB
MF
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
1'-0" 12'-8"
13'-8" 16'-0"
29'-8"
1'-0
"9
'-0
"6
'-0
"1
'-0
"4
'-0
"
10
'-0
"5
8'-0
"1
1'-0
"
79
'-0
"
3'-6" 8'-2" 2'-0"
16'-4 1/2" 3'-11 1/2" 7'-3 1/2" 2'-0 1/2"
21'-9 1/2" 2'-9 1/2" 3'-0" 2'-1"
16
'-5
"4
'-7
"1
8'-6
"3
9'-6
"
18
'-0
"5
'-5
1/2
"2
4'-1
1 1
/2"
10
'-6
1/2
"
7'-3" 1'-1" 21'-4"
11'-7 1/2" 18'-0 1/2"
1'-1 1/2" 3'-5" 5 1/2"
1'-0" 4'-0" 6'-0" 1'-4" 16'-0" 1'-4"
11'-0" 18'-8"
29'-8"
79
'-0
"
5'-0
" TUB
DBL
SIN
K
AHU
WASHER
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"
ELEV. @ 0'-(-4")
ELEV. @ 0'-(-4")
ELEV. @ -0'-4"
SLO
PE
PROVIDE 1/4" WATER
LINE @ REF SPACE
FOR ICE MAKER
RUN ELECTRIC IN
CONDUIT FOR
KITCHEN ISLAND
STANDARD SGD RECESS 1-1/2". IMPACT
GLASS SGD RECESS 2-1/2".
8F8-1B SET AT GARAGE DOOR HEAD HEIGHT ADD
COURSING AS REQUIRED TO 8X8 BOND BEAM W/
(1) #5 BAR. TOP @ 9'-4" ADD #5 VERT @ 48" O.C.
GROUT ALL SOLID
4'-9" 1'-10 1/2"
TIL
E S
HO
WER
RECES
S 3
1/2
"
PAVERS BY OTHERS
PAVERS BY
OTHERS
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
SET W/H ABOVE FLOOD W/ 1'-0"
FREEBOARD PER FBCR R322.2.1
PROVIDE TERMITE
TREATMENT WITH
"BORA CARE"
DW
RANG
E
STUB OUT FOR OPTIONAL
OUTDOOR KITCHEN & SINK
OPTIONAL 60" HIGH
WALL W/ 8" BOND
BEAM & 1 #5 ROD
8'-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
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ASTER 2
019\2
019-B
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ORTO
N 2
019\S
UBD
IVIS
IONS\T
OSCANA
ISLE
S 6
0'S
\12066 L
OT 6
19 1
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R\R
EVIT
\12066 1
763 B
R.r
vt
A-2 BR
SLAB & PLUMBING
1763
MO
DEL
JWC
JSL
10/23/20
LOT:
61
9
SUBD
IVIS
ION:
TO
SC
ANA III 4
0s
AD
DRS:
204
VIL
LORESI BLV
D
D.R
.H.
#:
57
95
70
094
GC
D J
OB #
12
066
1/4" = 1'-0"
SLAB & PLUMBING "BR"
WH
HB
HB
HB
MF
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
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
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"
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
13'-8" 16'-0"
20
'-5
"1
0'-9
1/2
"2
'-4
"5
'-1
1"
10
'-9
1/2
"5
'-3
"5
'-4
"3
'-1
0"
14
'-4
"
11'-0" 18'-8"
8'-4" 2'-6 1/2" 3'-5" 2'-1 1/2" 3'-10" 2'-11" 6'-6"
79
'-0
"
4'-0
"7
'-0
"5
8'-0
"1
0'-0
"
14'-1" 2'-4" 13'-3"
4'-4
"1
4'-5
"2
4'-1
0 1
/2"
5'-0
"4
'-8
"4
'-8
1/2
"
LANAI
BEDROOM #1
GREAT ROOM
W.I.C.
BATH #2
BEDROOM #2
KITCHEN
GARAGE
LAUNDRY
FOYER
9'-4" FLAT CEILING
BATH #1
BEDROOM #3
DINING ROOM
AHU
29'-8"
1'-0" 4'-0" 6'-0" 1'-4" 16'-0" 1'-4"
1'-0
"9
'-0
"2
'-8
"1
0'-6
"2
2'-1
0"
28
'-0
"1
'-0
"
1'-0" 12'-8" 5'-5" 10'-7"
79
'-0
"
29'-8"
12" VINYL SHELF
12" VINYL SHELF
12" VINYL SHELF
12" VIN
YL
SH
ELF
12" VIN
YL
SH
ELF
12" VIN
YL
SH
ELF
12" VIN
YL
SH
ELF
5'-0
" TUB
RANG
E
DBL
SIN
K
2
2
2
2
2
6
2
6
2
2
2
6
3
B
AA
1
2
BA
A
OVERHEAD CABS
OVERH
EAD C
ABIN
ETS
14'-2" 2'-3" 7'-3" 6'-0"
LINEN
WASHERDRYER
DW
MIR.
MIR.
MIR
.
18
'-1
1 1
/2"
11
'-0
1/2
"1
8'-1
0"
30
'-2
"
5'-6" 1'-5" 4'-4 7/8" 2'-8"
2'-5 1/8"
13'-3"
MIN. R-13 OR
BETTER INSULATION
22" X36"
ATTIC ACCESS
SEE NOTE 10
SEE NOTE 9
3'-6" 8'-2" 2'-0"
1'-4" 3'-0" 8"
EGRESS
EG
RES
SEG
RES
S
6" KNEE WALL
34 1/2" TALL
TIL
E S
HO
WER
RECES
S 3
1/2
"
2
PANTRY
35
'-9
1/2
"6
'-4
"6
'-6
"
2'-8
1/2
"
2'-3
1/2
"
18'-1"4'-4 1/2"7'-2 1/2"
3'-8
"
9'-4" FLAT CEILING
9'-4" FLAT CEILING9'-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
C
SAFETY G
LAZED
2'-4
"
ENTRY
9'-4" FLAT
CEILING
9'-4" FLAT CEILING
2
8'-1"
2
6" WALL
6'-3 1/2"
OPTIONAL 60" HIGH
WALL W/ 8" BOND
BEAM & 1 #5 ROD
STUB OUT FOR OPTIONAL
OUTDOOR KITCHEN & SINK
8"
8'-0
"4
"
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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FLOOR
1763
MO
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LOT:
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DOOR SCHEDULETYPE
MARK DESCRIPTION MANUFACTURER HEIGHT WIDTH COMMENTS QTY
1 16080 OHGD 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 DESCRIPTION MANUFACTURER HEIGHT WIDTH COMMENTS QTY
A 25 SH 5'-3" 3'-1" 4
B 2-25 SH 5'-3" 6'-4" 2
C 48" X 12" FIXED GLASS 1'-2" 4'-2" SAFETY GLAZED 1
SQUARE FOOTAGE
ENTRY AREA 35 SF
GARAGE AREA 366 SF
LANAI AREA 137 SF
LIVING AREA 1762 SF
TOTAL AREA 2300 SF
OPT IMPACT GLASS MAY BE INSTALLED IN
LIEU OF SHUTTERS VERIFY W/ CONTRACT
1/4" = 1'-0"
FLOOR PLAN "BR"
WH
HB
HB
MF
LANAIBEDROOM #1
GREAT ROOM
W.I.C.
BATH #2
BEDROOM #2
GARAGE
LAUNDRYENTRY
BEDROOM #3
DINING ROOM
9'-4" FLAT CEILING
22" X36"
ATTIC
ACCESS
HIP
RID
GE
HIP
HIP
HIP H
IP
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
GREAT ROOM
BEDROOM #2
KITCHEN
GARAGE
FOYER
BATH #1
DINING ROOM
PANTRY
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
MODEL 1763 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
2586.0 SQ. FT.
ATTIC AREA/150
6.02% -.-- 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)
17.24 SQ.FT.
"SOFFIT ONLY" QUALIFIES
SOFFIT MODEL
ACM QUAD 4, FULL VENT,
NARROW PATTERN,
8.15% FREE AIR FLOW
ATTIC
286.0 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
L:\0
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\1-M
ASTER 2
019\2
019-B
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ORTO
N 2
019\S
UBD
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ISLE
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0'S
\12066 L
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R\R
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A-4 BR
ROOF
1763
MO
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10/23/20
LOT:
61
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DRS:
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1/4" = 1'-0"
ROOF PLAN "BR"
BEARING HEIGHT
= BEARING @ 9'-4"
WH
HB
HB
HB
MF
3
33
TV
TV
TV
TV
T
43
T
3
3
P
P
43
3
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 1763
200 AMP SERVICE
TAG
A
B
C
D
E
F
G
H
I
J
K
L
M
N
O
P
Q
QUANTITY PRODUCT
(9)
(1)
(3)
(7)
(3)
(X)
(X)
(2)
(X)
(X)
(X)
(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)
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.
GFI
GFI
GFI
@ 42" A.F.F.
GFI
@ 42" A.F.F.
GFI
WP
GFI
WP
GFI
GFI
GFI
GFI
GFI
GFI
GFI
STUB OUT FOR
GARAGE DOOR
OPENER
A/C DISCONNECT
A/C DISCONNECT
EXH. FAN
EXH. FAN
W/ LIGHT
EXH. FAN
ELECTRIC METER200 AMP PANEL
ATTIC
LIGHTGFI
WP/GFI
D
PRE-WIRE FOR
FAN (TYP.)
PRE-WIRE FOR
FAN (TYP.)
D
PRE-WIRE FOR
FAN (TYP.)
D
KEYLESS
D
PRE-WIRE FOR
FAN (TYP.)
DB
VP
HH
AA
A
A
A
OPT.A
OPT.
A
OPT. A
OPT.
A
D
D
A
PRE-WIRE FOR
FAN (TYP.)
SD
SCD
SD
SCD
SD
GFI
OPTIONAL WP GFI
ABOVE & BELOW
COUNTER TOP FOR
FRIDGE
OPT.
OPT.
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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DERS\D
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N 2
019\S
UBD
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OSCANA
ISLE
S 6
0'S
\12066 L
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R\R
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\12066 1
763 B
R.r
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A-5 BR
ELECTRICAL
1763
MO
DEL
JWC
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10/23/20
LOT:
61
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12
066
1/4" = 1'-0"
ELECTRICAL PLAN "BR"
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 @ 6" 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.
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 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
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A-6
SECTIONS
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WH
HB
HB
HB
MF
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 COVER2 #5
8"
1'-4"
3" CLEAR COVER1 #5
8"
8"
8"X8" CONC. RIBBON
W/ 1 #5 ROD CONT.
1" 3"
8"
8"
PAVERSMORTAR
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"
TYPELENGTH 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
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
1'-0" 12'-8"
13'-8" 16'-0"
29'-8"
1'-0
"9
'-0
"6
'-0
"1
'-0
"4
'-0
"
10
'-0
"5
8'-0
"1
1'-0
"
79
'-0
"
3'-6" 8'-2" 2'-0"
16'-4 1/2" 3'-11 1/2" 7'-3 1/2" 2'-0 1/2"
21'-9 1/2" 2'-9 1/2" 3'-0" 2'-1"
16
'-5
"4
'-7
"1
8'-6
"3
9'-6
"
18
'-0
"5
'-5
1/2
"2
4'-1
1 1
/2"
10
'-2
"8'-4" 21'-4"
9'-9" 19'-11"
1'-1 1/2" 3'-5" 5 1/2"
1'-0" 4'-0" 6'-0" 1'-4" 16'-0" 1'-4"
11'-0" 18'-8"
29'-8"
79
'-0
"
5'-0
" TUB
DBL
SIN
K
AHU
WASHER
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"
ELEV. @ -0'-4"
ELEV. @ -0'-4"
ELEV. @ -0'-4"
2" SLO
PE
PROVIDE 1/4" WATER
LINE @ REF SPACE
FOR ICE MAKER
RUN ELECTRIC IN
CONDUIT FOR
KITCHEN ISLAND
8F8-1B SET AT GARAGE DOOR HEAD HEIGHT ADD
COURSING AS REQUIRED TO 8X8 BOND BEAM W/
(1) #5 BAR. TOP @ 9'-4" ADD #5 VERT @ 48" O.C.
GROUT ALL SOLID
F3
F3
F3
F3
F3
F3
F3
F6A
F3 W
/ C
URB
P
P
F6A
F3 W
/ CU
RB
16'-0" X 8'-0" O.H.G.D.
6" X 12" RECESS
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
SET A/C PAD ABOVE FLOOD
ELEVATION W/ 1'-0" FREEBOARD
PER FBC R322.2.1
INSTALL 1-3/8" THICK SOLID
WOOD DOOR BETWEEN LIVING
AND GARAGE PER FBC R302.5.1
A
A
TIL
E S
HO
WER
RECES
S 3
1/2
"
PAVERS BY
OTHERS
PAVERS BY OTHERS
12" SQAURE MASONRY
COLUMN W/ 4 #5 VERTICAL
AND #3 TIES @ 8" O.C.
AA
F3
F3
SAWCUT SLAB
PER DETAIL 5/S-3
A
F3
12" SQUARE MASONRY COLUMN
W/ 4 #5 VERTICAL AND # 3 TIES
@ 8" O.C.
LOWEST POINT OF GARAGE SHALL BE SET ABOVE
BASE FLOOD ELEVATION PER FEMA FLOOD MAP
SET W/H ABOVE FLOOD W/ 1'-0"
FREEBOARD PER FBCR R322.2.1
STANDARD SGD RECESS 1-1/2". IMPACT
GLASS SGD RECESS 2-1/2".
PROVIDE TERMITE
TREATMENT WITH
"BORA CARE"
DW
RANG
E
7'-6
"
A
P
F3
F3
11
S-3
STUB OUT FOR OPTIONAL
OUTDOOR KITCHEN & SINK
OPTIONAL 60" HIGH
WALL W/ 8" BOND
BEAM & 1 #5 ROD
F1
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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S-1 BR
FOUNDATION PLAN
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1/2" = 1'-0"
"F3" FOOTING
1/2" = 1'-0"
"F3" WITH CURB AT GARAGE
1/2" = 1'-0"
"F6" STEP DOWN
1/2" = 1'-0"
"F6A" STEP DOWN
1/2" = 1'-0"
"P" PAVERS DETAIL
1/4" = 1'-0"
FOUNDATION PLAN "BR"
WH
HB
HB
MFA1
A2
A3
A4
CJ12 C
J12
EJ9
EJ9
EJ9
EJ9
J3
J5
J7
J3
J5
J7
EJ9
EJ9
EJ9
EJ9
J3
J5
J7
J3
J5
J7
EJ9
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A5
A6
A5
A5
A5
CJ12A
EJ9
EJ9
J3
J5
J7
J3
J5
J7
MG1
B1
EJ9
J7A
EJ9
EJ9
B3
B2
V1
V2
VG1
BEDROOM #1
GREAT ROOM
W.I.C.
BEDROOM #2
DINING ROOM
HIP
RID
GE
VAL
LEY
HIP
HIP
HIP
RID
GE
22" X 36"
ATTIC ACCESS
8F8
-0B
8F8
-1B
8F8
-0B
8F8-1B
8F1
6-1
B/1
T
8F16-1B/1T
8F8-1B
8F8
-1B
8F8
-0B
8F8
-0B
8F8-0B
8F8-1B
8F1
6-1
B/1
T
EXTERIOR CEILING PER
SCHEDULE 2/S-3
HIP
LANAI
GREAT ROOM
BATH #2
BEDROOM #2
KITCHEN
GARAGE
LAUNDRY
FOYER
9'-4" FLAT CEILING
BATH #1
BEDROOM #3
DINING ROOM
PANTRY
9'-4" FLAT CEILING
9'-4" FLAT CEILING9'-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
EXTERIOR CEILING PER
SCHEDULE 2/S-3
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.
ENTRY9'-4" FLAT
CEILING
9'-4" FLAT CEILING
WHERE ROOF SHEATHING CONTACTS ONLY
THE EDGE OF ROOF TRUSSES, INSTALL
BEVELLED BLOCKING PER DETAIL THIS SHEET
(DR HORTON REQUIREMENT)
SEE DETAIL 9/S-3 WHERE
LINTEL AT LANAI /ENTRY
INTERSECTS MAIN WALL,
TYPICAL
#5 CORNER BAR IN
BOND BEAM PER 8/S-3
8"X8" CONTINOUS MASONRY BOND
BEAM AT TOP OF WALL WITH (1) #5
BAR. PROVIDE CORNER BARS PER
8/S-3
#5 VERITCAL @ DOT LOCATION
(48" O.C. MAX) IN GROUTED
CELL W/ 7" HOOK INTO BOND
BEAM
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.
(+33.5 -36.3)
(+3
3.5
-3
6.3
)
(+3
3.5
-3
6.3
)
(+3
3.5
-3
6.3
)
(+29.4 -33.3)
(+3
3.5
-3
6.3
)
(+3
3.5
-3
6.3
)
(+33.5, -36.3) WIND
PRESSURES PER ASCE7-10,
160 MPH EXPOSURE C, AND
CONVERTED TO ALLOWABLE
STRESS DESIGN PRESSURES
USING 0.6W LOAD FACTOR.
(Vasd=124 MPH, RISK CAT II,
ENCLOSED, kd=0.85, H=15'
EMBED META16 AT ALL
TRUSSES, EXCEPT AS
NOTED AT GIRDERS
1-META16
@ A1 META16
@ A1
(+33.5 -44.8)
(+3
3.5
-3
6.3
)
OUTLOOKERS PER
13/S-3
(+28.2 -31.5)
8F16-1B/1T
2'-8
"
1-HTT4 @ A1 w/ 5/8"Ø ALLTHREAD,
DRILL & EPOXY, 12" MIN. EMBED
BOT @ 8'-0"
BO
T @
8'-0
"
11
S-3
11
S-3
1-META16,
TYP.
1-META16
@ MG1
BO
T @
8'-0
"BO
T @
8'-0
"
BOT @ 8'-0"
2-HETA20 @ A6,
ONE AT EACH
ARROW
OUTLOOKERS PER
DETAIL 12/S-3, GABLE
BRACING NOT
REQUIRED.
12
S-3
1-HETA20
@ B1
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
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S-2 BR
ROOF FRAMING PLAN
1763
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1/4" = 1'-0"
ROOF FRAMING PLAN "S2" "BR"
BEARING HEIGHT
= BEARING @ 9'-4"
TRUSS BEARING CONDITIONS AND
STRAPPING IS BASED ON TRUSS
LAYOUT PREPARED BY BUILDERS FIRST
SOURCE JOB# MASTER DATED:
07/07/20 REVISED: NONE
” ” ”
” ”
”
6904 Parke East Blvd.Tampa, FL 33610-4115
MiTek USA, Inc. RE: 1763_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 20 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: 1763 B 160 C Model: 1763
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 7,2020
Albani, Thomas
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: Albani, ThomasMy 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 T20651421 A1
Date7/7/20
2 T20651422 A2 7/7/203 T20651423 A3 7/7/204 T20651424 A4 7/7/205 T20651425 A5 7/7/206 T20651426 A6 7/7/207 T20651427 B1 7/7/208 T20651428 B2 7/7/209 T20651429 B3 7/7/2010 T20651430 CJ12 7/7/2011 T20651431 CJ12A 7/7/2012 T20651432 EJ9 7/7/2013 T20651433 J3 7/7/2014 T20651434 J5 7/7/20
No. Seal# Truss Name15 T20651435 J7
Date7/7/20
16 T20651436 J7A 7/7/2017 T20651437 MG1 7/7/2018 T20651438 V1 7/7/2019 T20651439 V2 7/7/2020 T20651440 VG1 7/7/20
This item has been electronically signed and sealed by Albani, Thomas, 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
1763_B_160_C
Truss
A1
Truss Type
Hip Girder
Qty
1
Ply
1
Job Reference (optional)
T20651421
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:10 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-cs41a2bRIOOhr_uLIyn2Z2?kWv_7xYxBRzIpqrz_VCK
Scale = 1:60.1
1
2
3 4 5 6 7 8 9
10
11
19 18 17 16 15 14 13 12
20 21 22 23 24 25
26 27 2829 30 31 32
5x8 5x8
7x10
3x4
2x4 5x6
3x6
7x10
2x4 2x4
7x10
3x6
7x10 5x6
3x4
2x4
4x6
3x6
3x12 MT20HS
3x6
3x12 MT20HS
Special
Special
Special Special
Special
Special
Special SpecialSpecial
Special Special Special Special
Special
Special Special Special Special
1-2-81-2-8
1-6-8
0-4-0
5-1-83-7-0
8-8-83-7-0
11-11-83-3-0
15-2-83-3-0
16-10-81-8-0
20-1-83-3-0
23-4-83-3-0
26-11-83-7-0
30-6-83-7-0
30-10-80-4-0
32-1-0
1-2-8
1-6-81-6-8
5-1-83-7-0
8-8-83-7-0
11-11-83-3-0
15-2-83-3-0
16-0-80-10-0
16-10-8
0-10-0
20-1-83-3-0
23-4-83-3-0
26-11-83-7-0
30-6-83-7-0
32-1-01-6-8
0-6-
3
4-1-
12
0-6-
3
4-1-
12
5.00 12
Plate Offsets (X,Y)-- [1:0-1-11,1-5-8], [1:0-0-11,0-0-1], [3:0-5-12,0-2-8], [9:0-5-12,0-2-8], [11:0-1-11,1-5-8], [11:0-0-11,0-0-1], [13:0-3-0,0-3-8], [14:0-5-0,0-4-8], [15:0-2-12,0-4-8], [16:0-1-12,0-4-8], [17:0-5-0,0-4-8], [18:0-3-0,0-3-8]
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
0.620.860.92
DEFL.Vert(LL)Vert(CT)Horz(CT)
in0.06
-0.090.03
(loc)13
12-1311
l/defl>999>999
n/a
L/d240180n/a
PLATESMT20MT20HS
Weight: 224 lb FT = 20%
GRIP244/190187/143
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x6 SP No.2WEBS 2x4 SP No.3 *Except*
5-16,7-15: 2x6 SP No.2WEDGELeft: 2x8 SP 2400F 2.0E, Right: 2x8 SP 2400F 2.0E
BRACING-TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins.BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (size) 16=0-8-0, 1=0-8-0, 11=0-8-0Max Horz 1=-131(LC 23)Max Uplift 16=-2381(LC 8), 1=-533(LC 8), 11=-423(LC 8)Max Grav 16=4390(LC 1), 1=772(LC 17), 11=1069(LC 30)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-1386/910, 2-3=-919/635, 4-5=-713/1398, 5-6=-713/1398, 6-7=-324/621,
7-8=-324/621, 8-9=-804/371, 9-10=-1613/756, 10-11=-2048/834BOT CHORD 1-19=-757/1185, 18-19=-757/1185, 17-18=-485/878, 15-16=-1023/728, 14-15=-237/758,
13-14=-543/1440, 12-13=-688/1779, 11-12=-688/1779WEBS 2-18=-472/484, 3-18=-724/1104, 3-17=-1364/834, 4-17=-761/1259, 4-16=-2041/1236,
5-16=-378/216, 8-15=-2076/1065, 8-14=-607/1253, 9-14=-1043/573, 9-13=-576/1140, 10-13=-554/314, 6-16=-1792/867, 6-15=-933/1907
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 ; porch left exposed; Lumber DOL=1.60 plategrip DOL=1.60
3) Provide adequate drainage to prevent water ponding.4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.6) * This truss has been designed for a live load of 20.0psf 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.7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2381 lb uplift at joint 16, 533 lb uplift at
joint 1 and 423 lb uplift at joint 11.8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 90 lb up at
8-8-8, 122 lb down and 83 lb up at 10-9-4, 122 lb down and 83 lb up at 12-9-4, 122 lb down and 83 lb up at 14-9-4, 122 lb downand 83 lb up at 16-0-8, 122 lb down and 83 lb up at 17-3-12, 122 lb down and 83 lb up at 19-3-12, and 122 lb down and 83 lb up at21-3-12, and 122 lb down and 90 lb up at 23-4-8 on top chord, and 873 lb down and 407 lb up at 8-8-8, 235 lb down and 76 lb up at10-9-4, 235 lb down and 76 lb up at 12-9-4, 227 lb down and 87 lb up at 14-9-4, 213 lb down and 111 lb up at 16-0-8, 213 lb downand 115 lb up at 17-3-12, 213 lb down and 115 lb up at 19-3-12, and 213 lb down and 115 lb up at 21-3-12, and 803 lb down and500 lb up at 23-3-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.Continued on page 2
This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 7,2020
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
1763_B_160_C
Truss
A1
Truss Type
Hip Girder
Qty
1
Ply
1
Job Reference (optional)
T20651421
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:10 2020 Page 2 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-42ePoOc33iWXT8TXsfIH5GYvGIKMg?BLgd1MMIz_VCJ
NOTES-9) 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, 3-9=-80, 9-11=-80, 1-11=-20
Concentrated Loads (lb)Vert: 3=-25(B) 9=-25(B) 18=-630(B) 13=-630(B) 6=-25(B) 20=-25(B) 21=-25(B) 22=-25(B) 23=-25(B) 24=-25(B) 25=-25(B) 26=-213(B) 27=-213(B) 28=-213(B)29=-213(B) 30=-213(B) 31=-213(B) 32=-213(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
1763_B_160_C
Truss
A2
Truss Type
HIP
Qty
1
Ply
1
Job Reference (optional)
T20651422
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:11 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-YFCn?kchp?eO5I2jQNpWeT50uiflPWHUuHnvulz_VCI
Scale = 1:54.0
1
2
3 4 5 6
7
8
16 15 1413
12 11 10
18 19
17 93x6
5x8 5x8
3x6
5x6 3x4
3x4
6x8
2x4 2x4
6x8 3x4
3x4
5x6
3x4
1-2-81-2-8
1-6-80-4-0
6-0-04-5-8
6-1-80-1-8
10-8-84-7-0
15-2-84-6-0
16-10-81-8-0
21-4-84-6-0
25-11-84-7-0
26-1-00-1-8
30-6-84-5-8
30-10-80-4-0
32-1-0
1-2-8
1-6-81-6-8
6-0-04-5-8
6-1-80-1-8
10-8-84-7-0
15-2-84-6-0
16-10-81-8-0
21-4-84-6-0
25-11-84-7-0
26-1-00-1-8
30-6-84-5-8
32-1-01-6-8
0-6-
3
4-11
-12
0-6-
3
4-11
-12
5.00 12
Plate Offsets (X,Y)-- [1:0-2-11,0-1-8], [3:0-5-12,0-2-8], [6:0-5-12,0-2-8], [8:0-2-11,0-1-8]
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
0.880.920.68
DEFL.Vert(LL)Vert(CT)Horz(CT)
in0.14
-0.260.02
(loc)11-1211-12
9
l/defl>999>701
n/a
L/d240180n/a
PLATESMT20
Weight: 183 lb FT = 20%
GRIP244/190
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2 *Except*
1-16,8-10: 2x6 SP No.2WEBS 2x4 SP No.3 *Except*
4-14,5-12: 2x6 SP No.2
BRACING-TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
REACTIONS. (size) 14=0-8-0, 17=0-8-0, 9=0-8-0Max Horz 17=-164(LC 10)Max Uplift 14=-931(LC 12), 17=-511(LC 12), 9=-223(LC 12)Max Grav 14=1652(LC 1), 17=754(LC 21), 9=870(LC 22)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-794/740, 2-3=-355/343, 6-7=-663/140, 7-8=-981/204BOT CHORD 1-17=-594/639, 16-17=-602/640, 15-16=-597/642, 14-15=-101/255, 12-14=-174/515,
11-12=0/539, 10-11=-114/812, 9-10=-106/806, 8-9=-105/804WEBS 2-15=-477/596, 3-15=-548/299, 3-14=-547/861, 4-14=-705/435, 6-12=-898/573,
6-11=-172/441, 7-11=-361/276
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) 0-0-0 to 3-2-8, Interior(1) 3-2-8 to 10-8-8, Exterior(2) 10-8-8 to15-2-8, Interior(1) 15-2-8 to 21-4-8, Exterior(2) 21-4-8 to 25-11-4, Interior(1) 25-11-4 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) 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 931 lb uplift at joint 14, 511 lb uplift at
joint 17 and 223 lb uplift at joint 9.
This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 7,2020
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
1763_B_160_C
Truss
A3
Truss Type
Hip
Qty
1
Ply
1
Job Reference (optional)
T20651423
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:12 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-0Rm9D4dJaJmFjSdwz4KlBhdCx61q82me7xWTRBz_VCH
Scale = 1:54.3
1
2
3 4
5
6
11 10 9 8
13
14
15 16
17
18
12 73x6
5x8 5x6
3x6
5x6 5x6
3x4
3x8
3x4
5x6
1-2-81-2-8
1-6-80-4-0
6-5-94-11-1
12-8-86-2-15
19-4-86-8-0
25-7-76-2-15
30-6-84-11-1
30-10-80-4-0
32-1-0
1-2-8
6-5-96-5-9
12-8-86-2-15
19-4-86-8-0
25-7-76-2-15
32-1-06-5-9
0-6-
3
5-9-
12
0-6-
3
5-9-
12
5.00 12
Plate Offsets (X,Y)-- [1:0-0-0,0-0-7], [3:0-5-12,0-2-8], [4:0-3-0,0-2-4], [6:0-0-0,0-0-7], [10:0-3-0,0-3-0]
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
0.740.800.34
DEFL.Vert(LL)Vert(CT)Horz(CT)
in0.22
-0.430.07
(loc)10-1110-11
7
l/defl>999>806
n/a
L/d240180n/a
PLATESMT20
Weight: 165 lb FT = 20%
GRIP244/190
LUMBER-TOP CHORD 2x4 SP No.2 *Except*
3-4: 2x4 SP No.1BOT CHORD 2x4 SP No.2 *Except*
1-11,6-8: 2x6 SP M 26WEBS 2x4 SP No.3
BRACING-TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.BOT CHORD Rigid ceiling directly applied or 6-1-11 oc bracing.WEBS 1 Row at midpt 3-9
REACTIONS. (size) 12=0-8-0, 7=0-8-0Max Horz 12=190(LC 11)Max Uplift 12=-600(LC 12), 7=-538(LC 12)Max Grav 12=1604(LC 1), 7=1604(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-2341/992, 2-3=-2091/1000, 3-4=-1837/1009, 4-5=-2091/1000, 5-6=-2341/993BOT CHORD 1-12=-830/2057, 11-12=-844/2074, 10-11=-856/2085, 9-10=-676/1837, 8-9=-845/2072,
7-8=-833/2060, 6-7=-831/2056WEBS 2-10=-346/195, 3-10=-18/354, 4-9=-39/354, 5-9=-346/195, 2-11=-294/273,
5-8=-295/272
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) 0-0-0 to 3-2-8, Interior(1) 3-2-8 to 12-8-8, Exterior(2) 12-8-8 to17-2-15, Interior(1) 17-2-15 to 19-4-8, Exterior(2) 19-4-8 to 23-10-15, Interior(1) 23-10-15 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 600 lb uplift at joint 12 and 538 lb uplift
at joint 7.
This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 7,2020
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
1763_B_160_C
Truss
A4
Truss Type
Hip
Qty
1
Ply
1
Job Reference (optional)
T20651424
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:13 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-UdJXQQeyLdu6KcC6Xos_juAQHWMztUknMbG0zdz_VCG
Scale = 1:55.7
1
2
3
4 5
6
7
8
13 12 11 10
15 16
14 9
5x6
5x8 4x6
5x6
4x6
5x6 3x8
4x6
2x4
5x8
2x4
5x8
1-2-81-2-8
1-6-8
0-4-0
7-5-95-11-1
14-8-87-2-15
17-4-82-8-0
24-7-77-2-15
30-6-85-11-1
30-10-80-4-0
32-1-0
1-2-8
7-5-97-5-9
10-6-03-0-7
14-8-84-2-8
17-4-82-8-0
21-7-04-2-8
24-7-73-0-7
32-1-07-5-9
0-6-
3
6-7-
12
0-6-
3
6-7-
12
5.00 12
Plate Offsets (X,Y)-- [3:0-3-0,0-3-0], [4:0-5-12,0-2-8], [6:0-3-0,0-3-0], [10:0-2-12,Edge], [12:0-3-0,0-3-4], [13:0-2-12,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-S
0.570.870.36
DEFL.Vert(LL)Vert(CT)Horz(CT)
in0.23
-0.560.07
(loc)12-1312-13
9
l/defl>999>622
n/a
L/d240180n/a
PLATESMT20
Weight: 180 lb FT = 20%
GRIP244/190
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2 *Except*
1-13,8-10: 2x6 SP M 26WEBS 2x4 SP No.3
BRACING-TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins.BOT CHORD Rigid ceiling directly applied or 6-7-6 oc bracing.
REACTIONS. (size) 14=0-8-0, 9=0-8-0Max Horz 14=-219(LC 10)Max Uplift 14=-600(LC 12), 9=-538(LC 12)Max Grav 14=1604(LC 1), 9=1604(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-2342/889, 2-3=-2313/1041, 3-4=-1854/915, 4-5=-1656/905, 5-6=-1855/915,
6-7=-2312/1041, 7-8=-2341/888BOT CHORD 1-14=-726/2049, 13-14=-737/2078, 12-13=-735/1939, 11-12=-526/1654, 10-11=-727/1939,
9-10=-728/2052, 8-9=-726/2048WEBS 3-12=-474/307, 4-12=-172/461, 5-11=-181/424, 6-11=-473/306, 2-13=-409/319,
7-10=-409/319, 3-13=-72/269, 6-10=-85/268
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) 0-0-0 to 3-2-8, Interior(1) 3-2-8 to 14-8-8, Exterior(2) 14-8-8 to21-7-11, Interior(1) 21-7-11 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 600 lb uplift at joint 14 and 538 lb uplift
at joint 9.
This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 7,2020
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
1763_B_160_C
Truss
A5
Truss Type
COMMON
Qty
26
Ply
1
Job Reference (optional)
T20651425
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:14 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-yqtwdmfa6w0zymnI5VNEG6jbTwj0cv?waE?aV3z_VCF
Scale = 1:53.8
1
2
34
5
67
8
9
14 13 12 11
16
17 18
19
1520 21
10
3x4
4x6
3x4
3x6
5x6
2x4
3x8
3x4
5x8
2x4
3x6
5x6
3x4
1-2-81-2-8
1-6-80-4-0
6-0-04-5-8
10-9-34-9-3
21-3-1310-6-10
26-1-04-9-3
30-6-84-5-8
30-10-80-4-0
32-1-0
1-2-8
5-5-145-5-14
6-0-00-6-2
10-9-34-9-3
16-0-85-3-5
21-3-135-3-5
26-1-04-9-3
26-7-20-6-2
32-1-05-5-14
0-6-
3
7-2-
7
0-6-
3
5.00 12
Plate Offsets (X,Y)-- [1:0-0-0,0-0-7], [9:0-0-0,0-0-7], [11:0-2-8,Edge], [13:0-4-0,0-3-0], [14:0-2-8,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-S
0.540.820.49
DEFL.Vert(LL)Vert(CT)Horz(CT)
in-0.33-0.690.06
(loc)12-1312-13
10
l/defl>999>503
n/a
L/d240180n/a
PLATESMT20
Weight: 170 lb FT = 20%
GRIP244/190
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x6 SP M 26 *Except*
11-13,13-14: 2x4 SP No.1WEBS 2x4 SP No.3
BRACING-TOP CHORD Structural wood sheathing directly applied or 3-3-15 oc purlins.BOT CHORD Rigid ceiling directly applied or 7-4-10 oc bracing.
REACTIONS. (size) 15=0-8-0, 10=0-8-0Max Horz 15=-238(LC 10)Max Uplift 15=-600(LC 12), 10=-538(LC 12)Max Grav 15=1604(LC 1), 10=1604(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-2249/847, 2-4=-2225/913, 4-5=-2251/1040, 5-6=-2254/1040, 6-8=-2225/913,
8-9=-2249/847BOT CHORD 1-15=-674/1965, 14-15=-674/2089, 13-14=-684/2107, 12-13=-415/1544, 11-12=-686/1986,
10-11=-676/1969, 9-10=-674/1965WEBS 5-12=-338/944, 6-12=-424/307, 5-13=-338/943, 4-13=-424/307, 2-14=-427/236,
8-11=-427/236
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) 0-0-0 to 3-2-8, Interior(1) 3-2-8 to 16-0-8, Exterior(2) 16-0-8 to19-3-0, Interior(1) 19-3-0 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, with BCDL = 10.0psf.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 600 lb uplift at joint 15 and 538 lb uplift
at joint 10.
This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 7,2020
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
1763_B_160_C
Truss
A6
Truss Type
Common Girder
Qty
1
Ply
1
Job Reference (optional)
T20651426
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:15 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-R0RIr6fCtE8qavMVfDuToJFfCJ8cLFo4pul72Wz_VCE
Scale = 1:55.8
4
5
6
71
2
3
13
1211 10 9 8
14
15 16 17
5x6
4x6
5x6
6x8 3x4
3x12 MT20HS
3x4
8x10 4x6 8x10 8x10
6x8
3x8
5x8 7x10
Special
SpecialSpecial Special
1-2-81-2-8
1-6-8
0-4-0
6-4-84-10-0
6-8-120-4-4
6-10-8
0-1-12
11-2-84-4-0
16-0-84-10-0
20-10-84-10-0
25-8-84-10-0
30-6-84-10-0
30-10-80-4-0
32-1-0
1-2-8
1-6-81-6-8
6-4-84-10-0
6-8-120-4-4
11-2-84-5-12
16-0-84-10-0
20-10-84-10-0
25-8-84-10-0
30-6-84-10-0
32-1-01-6-8
0-6-
3
7-2-
7
0-6-
3
5.00 12
Plate Offsets (X,Y)-- [1:0-1-15,1-5-8], [1:0-4-3,0-1-4], [3:0-3-0,0-3-0], [5:0-3-0,0-3-0], [7:0-1-5,1-7-11], [7:0-1-13,0-0-7], [8:0-5-0,0-6-0], [10:0-5-0,0-6-0], [11:0-3-8,0-5-12],[13:0-4-12,0-1-8]
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
0.990.470.90
DEFL.Vert(LL)Vert(CT)Horz(CT)
in0.11
-0.190.02
(loc)9
8-97
l/defl>999>999
n/a
L/d240180n/a
PLATESMT20MT20HS
Weight: 217 lb FT = 20%
GRIP244/190187/143
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x8 SP 2400F 2.0E *Except*
1-12: 2x6 SP No.2WEBS 2x4 SP No.3 *Except*
2-11: 2x4 SP No.2WEDGELeft: 2x8 SP 2400F 2.0E, Right: 2x8 SP 2400F 2.0E
BRACING-TOP CHORD Structural wood sheathing directly applied or 2-4-5 oc purlins.BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. All bearings 5-8-0 except (jt=length) 7=0-8-0.(lb) - Max Horz 1=237(LC 24)
Max Uplift All uplift 100 lb or less at joint(s) except 1=-277(LC 18), 13=-1853(LC 8), 7=-571(LC 8)
Max Grav All reactions 250 lb or less at joint(s) 1 except 13=4591(LC 1), 13=4591(LC 1), 7=1607(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 4-5=-2214/946, 5-6=-2736/1065, 6-7=-3282/1167, 1-2=-414/1130, 2-3=-2570/1076,
3-4=-2210/944BOT CHORD 1-13=-933/437, 11-13=-941/442, 10-11=-773/2284, 9-10=-768/2445, 8-9=-985/2909,
7-8=-985/2909WEBS 6-9=-626/303, 5-9=-158/424, 5-10=-827/407, 4-10=-521/1275, 3-10=-621/712,
3-11=-842/798, 2-11=-1437/3813, 2-13=-3948/1641
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) 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 277 lb uplift at joint 1, 1853 lb uplift at
joint 13 and 571 lb uplift at joint 7.7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 97 lb up at
8-9-4 on top chord, and 787 lb down and 454 lb up at 8-8-8, and 213 lb down and 115 lb up at 10-9-4, and 1823 lb down and 717 lbup at 12-1-12 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) StandardContinued on page 2
This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 7,2020
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
1763_B_160_C
Truss
A6
Truss Type
Common Girder
Qty
1
Ply
1
Job Reference (optional)
T20651426
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:15 2020 Page 2 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-R0RIr6fCtE8qavMVfDuToJFfCJ8cLFo4pul72Wz_VCE
LOAD CASE(S) Standard1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)Vert: 4-7=-80, 1-4=-80, 1-7=-20
Concentrated Loads (lb)Vert: 14=-25(F) 15=-787(F) 16=-213(F) 17=-1823(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
1763_B_160_C
Truss
B1
Truss Type
Hip Girder
Qty
1
Ply
1
Job Reference (optional)
T20651427
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:17 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-NPZ2GnhSPrOYpDVtmewxukL3y7rbpCnNHCEE6Oz_VCC
Scale = 1:32.8
1
2
3
4 5
6
7
8
12 11 10 9
13
14
6x12 MT20HS
5x6
8x12
7x10
7x10 7x10
3x4
2x4
3x4
2x4 8x12
5x12
5x8
Special Special
Special
Special
Special
Special
1-2-81-2-8
1-6-80-4-0
4-5-92-11-1
5-1-80-7-15
8-8-83-7-0
12-4-83-8-0
15-11-123-7-4
19-10-83-10-12
4-5-94-5-9
8-8-84-2-15
12-4-83-8-0
15-11-123-7-4
19-10-83-10-12
0-6-
3
4-1-
12
1-0-
4
4-1-
12
5.00 12
Plate Offsets (X,Y)-- [1:Edge,0-4-5], [1:0-3-7,0-4-9], [5:0-4-4,0-2-12], [8:0-0-0,0-5-1], [10:0-5-0,0-4-12], [11:0-5-0,0-4-12]
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
0.720.380.74
DEFL.Vert(LL)Vert(CT)Horz(CT)
in0.17
-0.230.07
(loc)10-1110-11
8
l/defl>999>999
n/a
L/d240180n/a
PLATESMT20MT20HS
Weight: 132 lb FT = 20%
GRIP244/190187/143
LUMBER-TOP CHORD 2x4 SP M 31 *Except*
4-5: 2x4 SP No.2, 5-8: 2x6 SP M 26BOT CHORD 2x6 SP M 26WEBS 2x4 SP No.3SLIDER Left 2x8 SP 2400F 2.0E 2-4-4, Right 2x6 SP No.2 2-1-8
BRACING-TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.BOT CHORD Rigid ceiling directly applied or 5-5-9 oc bracing.
REACTIONS. (size) 8=Mechanical, 1=0-8-0Max Horz 1=119(LC 24)Max Uplift 8=-1801(LC 8), 1=-1694(LC 8)Max Grav 8=2959(LC 1), 1=2818(LC 29)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-3=-5897/3629, 3-4=-5864/3807, 4-5=-5352/3542, 5-6=-5737/3730, 6-8=-5410/3348BOT CHORD 1-12=-3214/5348, 11-12=-3214/5348, 10-11=-3349/5417, 9-10=-2851/4642,
8-9=-2851/4642WEBS 4-11=-1296/1998, 5-10=-1155/1743, 6-10=-842/952, 3-11=-690/663
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 exposed ; Lumber DOL=1.60 plate grip DOL=1.603) Provide adequate drainage to prevent water ponding.4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.6) * This truss has been designed for a live load of 20.0psf 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.7) Refer to girder(s) for truss to truss connections.8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1801 lb uplift at joint 8 and 1694 lb uplift
at joint 1.9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 88 lb up at
8-8-14, and 122 lb down and 83 lb up at 10-6-8, and 122 lb down and 88 lb up at 12-4-8 on top chord, and 1825 lb down and 1359lb up at 8-8-8, and 213 lb down and 115 lb up at 10-6-8, and 1825 lb down and 1359 lb up at 12-3-12 on bottom chord. Thedesign/selection of such connection device(s) is the responsibility of others.
10) 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 Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 7,2020
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
1763_B_160_C
Truss
B1
Truss Type
Hip Girder
Qty
1
Ply
1
Job Reference (optional)
T20651427
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:17 2020 Page 2 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-NPZ2GnhSPrOYpDVtmewxukL3y7rbpCnNHCEE6Oz_VCC
LOAD CASE(S) StandardConcentrated Loads (lb)
Vert: 4=-25(B) 5=-25(B) 11=-1765(B) 10=-1765(B) 13=-25(B) 14=-213(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
1763_B_160_C
Truss
B2
Truss Type
Common
Qty
1
Ply
1
Job Reference (optional)
T20651428
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:17 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-NPZ2GnhSPrOYpDVtmewxukL1_7kDpIENHCEE6Oz_VCC
Scale = 1:34.1
4
5
61
2
3
87
9
1011
12
4x6
3x12 MT20HS
5x6
4x6
2x4
3x8
2x4
5x8
3x12 MT20HS
9-4-09-4-0
18-4-09-0-0
18-8-00-4-0
19-10-81-2-8
4-9-124-9-12
9-4-04-6-4
14-5-155-1-15
19-10-85-4-9
1-0-
4
4-10
-15
0-6-
3
5.00 12
Plate Offsets (X,Y)-- [6:0-3-15,0-0-7], [6:0-1-11,1-5-8]
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
0.840.790.33
DEFL.Vert(LL)Vert(CT)Horz(CT)
in-0.13-0.29-0.03
(loc)6-86-8
1
l/defl>999>817
n/a
L/d240180n/a
PLATESMT20MT20HS
Weight: 102 lb FT = 20%
GRIP244/190187/143
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.1 *Except*
6-7: 2x6 SP No.2WEBS 2x4 SP No.3WEDGERight: 2x8 SP 2400F 2.0ESLIDER Left 2x8 SP 2400F 2.0E 2-8-1
BRACING-TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc purlins.BOT CHORD Rigid ceiling directly applied or 7-8-9 oc bracing.
REACTIONS. (size) 1=Mechanical, 6=0-8-0Max Horz 6=145(LC 11)Max Uplift 1=-329(LC 12), 6=-329(LC 12)Max Grav 1=977(LC 1), 6=977(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 4-5=-1274/575, 5-6=-1747/810, 1-3=-1560/710, 3-4=-1236/580BOT CHORD 1-8=-508/1281, 6-8=-642/1536WEBS 5-8=-510/386, 4-8=-163/561, 3-8=-268/246
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) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-4-0, Exterior(2) 9-4-0 to12-4-0, Interior(1) 12-4-0 to 19-6-8 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.6) Refer to girder(s) for truss to truss connections.7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 329 lb uplift at joint 1 and 329 lb uplift at
joint 6.
This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 7,2020
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
1763_B_160_C
Truss
B3
Truss Type
GABLE
Qty
1
Ply
1
Job Reference (optional)
T20651429
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:18 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-rb7QT7i4A9WPRN43KLRAQytDYX41YbHWVsznerz_VCB
Scale = 1:46.1
1
2
3
4
5
8 76
19
20
21
22
23 24
4x6 5x8
5x6
6x8
5x6
3x6
5x8
3x12 MT20HS
9-1-59-1-5
18-4-09-2-11
18-8-00-4-0
19-10-8
1-2-8
3-10-03-10-0
9-1-55-3-5
14-4-105-3-5
19-10-85-5-14
5-7-
4
7-2-
7
0-6-
3
5.00 12
Plate Offsets (X,Y)-- [2:0-3-0,0-0-4], [3:0-3-0,0-3-0], [5:0-3-5,0-0-6], [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
0.790.810.98
DEFL.Vert(LL)Vert(CT)Horz(CT)
in-0.25-0.390.02
(loc)7-87-8
5
l/defl>918>592
n/a
L/d240180n/a
PLATESMT20MT20HS
Weight: 152 lb FT = 20%
GRIP244/190187/143
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.1 *Except*
5-6: 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 4-0-12 oc purlins,
except end verticals.BOT CHORD Rigid ceiling directly applied or 8-7-8 oc bracing.
REACTIONS. (size) 8=Mechanical, 5=0-8-0Max Horz 8=-283(LC 12)Max Uplift 8=-366(LC 12), 5=-286(LC 12)Max Grav 8=996(LC 18), 5=970(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-3=-1287/584, 3-4=-1259/436, 4-5=-1722/665BOT CHORD 7-8=0/454, 5-7=-510/1503WEBS 2-7=-453/1172, 3-7=-463/340, 4-7=-468/378, 2-8=-870/457
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 3-10-0, Exterior(2)3-10-0 to 6-10-0, Interior(1) 6-10-0 to 19-6-8 zone; cantilever 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, with BCDL = 10.0psf.9) Refer to girder(s) for truss to truss connections.10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 366 lb uplift at joint 8 and 286 lb uplift
at joint 5.
This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 7,2020
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
1763_B_160_C
Truss
CJ12
Truss Type
DIAGONAL HIP GIRDER
Qty
4
Ply
1
Job Reference (optional)
T20651430
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:19 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-JnhphTjixTeG2XfGu2yPz9QUqwOzH4ygkWjKBHz_VCA
Scale = 1:26.3
1
2
3
7 6
5
8
9
10
4
11 12 13
3x6
6x8
3x4
2x4
3x6
3x12 MT20HS
3x12 MT20HS
Special
Special
Special
Special
Special
Special
Special
Special
Special
Special
Special
Special
1-8-21-8-2
2-1-130-5-10
6-8-114-6-15
7-0-50-3-9
12-2-15-1-12
12-2-50-0-4
2-1-132-1-13
6-8-114-6-15
7-0-50-3-9
12-2-05-1-11
12-2-50-0-5
0-6-
3
4-1-
5
3.54 12
Plate Offsets (X,Y)-- [1:0-1-1,2-4-3], [1:0-2-9,Edge], [1:0-3-8,0-0-0], [6:0-4-0,0-4-8]
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
0.440.960.89
DEFL.Vert(LL)Vert(CT)Horz(CT)
in-0.08-0.090.02
(loc)1-71-7
6
l/defl>999>999
n/a
L/d240180n/a
PLATESMT20MT20HS
Weight: 69 lb FT = 20%
GRIP244/190187/143
LUMBER-TOP CHORD 2x4 SP M 31BOT CHORD 2x6 SP No.2WEBS 2x4 SP No.3WEDGELeft: 2x8 SP 2400F 2.0E
BRACING-TOP CHORD Structural wood sheathing directly applied or 5-11-10 oc purlins,
except end verticals.BOT CHORD Rigid ceiling directly applied or 6-6-8 oc bracing.
REACTIONS. (size) 4=Mechanical, 6=Mechanical, 1=0-11-5Max Horz 1=198(LC 24)Max Uplift 4=-821(LC 1), 6=-1216(LC 8), 1=-488(LC 8)Max Grav 4=624(LC 8), 6=1763(LC 28), 1=764(LC 28)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-1595/979, 3-6=-1138/842BOT CHORD 1-7=-1035/1439, 6-7=-1035/1439WEBS 2-6=-1523/1103, 2-7=-420/386
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 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) Refer to girder(s) for truss to truss connections.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 821 lb uplift at joint 4, 1216 lb uplift at
joint 6 and 488 lb uplift at joint 1.7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 128 lb down and 83 lb up at
3-6-11, 128 lb down and 83 lb up at 3-6-11, 184 lb down and 146 lb up at 6-4-10, 184 lb down and 146 lb up at 6-4-10, and 239 lbdown and 209 lb up at 9-2-9, and 239 lb down and 209 lb up at 9-2-9 on top chord, and 99 lb down and 221 lb up at 3-6-11, 99 lbdown and 221 lb up at 3-6-11, 51 lb down and 103 lb up at 6-4-10, 51 lb down and 103 lb up at 6-4-10, and 54 lb down and 41 lbup at 9-2-9, and 54 lb down and 41 lb up at 9-2-9 on bottom chord. The design/selection of such connection device(s) is theresponsibility 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: 1-3=-80, 3-4=-40, 1-5=-20
Continued on page 2
This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 7,2020
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
1763_B_160_C
Truss
CJ12
Truss Type
DIAGONAL HIP GIRDER
Qty
4
Ply
1
Job Reference (optional)
T20651430
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:20 2020 Page 2 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-n_EBupjLimm7ghESRmUeVNzfaKkC0XCpzASujjz_VC9
LOAD CASE(S) StandardConcentrated Loads (lb)
Vert: 9=-125(F=-62, B=-62) 10=-285(F=-142, B=-142) 11=269(F=135, B=135) 12=111(F=56, B=56)
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
1763_B_160_C
Truss
CJ12A
Truss Type
Diagonal Hip Girder
Qty
1
Ply
1
Job Reference (optional)
T20651431
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:20 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-n_EBupjLimm7ghESRmUeVNzdvKoj0hZpzASujjz_VC9
Scale = 1:25.2
1
2
3
4 5
8
7
6
9
10
11 12
6x8
3x6
2x4 5x8
5x6
5x6
3x4
3x6
Special
Special
Special
Special Special
Special
Special
Special
Special Special
1-8-21-8-2
2-1-130-5-10
5-8-03-6-4
9-2-43-6-4
12-2-53-0-1
2-1-132-1-13
2-11-100-9-13
5-8-02-8-7
9-2-43-6-4
12-1-152-11-11
12-2-50-0-6
0-6-
3
4-1-
5
3.54 12
Plate Offsets (X,Y)-- [1:0-8-13,0-2-8]
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
0.540.670.23
DEFL.Vert(LL)Vert(CT)Horz(CT)
in-0.15-0.150.01
(loc)1-81-8
4
l/defl>698>686
n/a
L/d240180n/a
PLATESMT20
Weight: 77 lb FT = 20%
GRIP244/190
LUMBER-TOP CHORD 2x4 SP M 31BOT CHORD 2x6 SP No.2WEBS 2x4 SP No.3 *Except*
3-8: 2x6 SP No.2SLIDER Left 2x8 SP 2400F 2.0E 4-2-13
BRACING-TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.BOT CHORD Rigid ceiling directly applied or 9-2-5 oc bracing.
REACTIONS. All bearings Mechanical except (jt=length) 8=0-11-5, 1=0-11-5.(lb) - Max Horz 1=199(LC 8)
Max Uplift All uplift 100 lb or less at joint(s) except 7=-311(LC 8), 8=-466(LC 9), 1=-392(LC 8), 4=-187(LC 24)Max Grav All reactions 250 lb or less at joint(s) 4 except 7=602(LC 1), 8=670(LC 29), 1=603(LC 28)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-3=-658/367BOT CHORD 1-8=-418/526, 7-8=-418/526WEBS 3-8=-364/211, 3-7=-788/628
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 311 lb uplift at joint 7, 466 lb uplift at
joint 8, 392 lb uplift at joint 1 and 187 lb uplift at joint 4.6) 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) 128 lb down and 83 lb up at
3-6-11, 128 lb down and 83 lb up at 3-6-11, 184 lb down and 146 lb up at 6-4-10, 184 lb down and 146 lb up at 6-4-10, and 239 lbdown and 209 lb up at 9-2-9, and 239 lb down and 209 lb up at 9-2-9 on top chord, and 99 lb down and 221 lb up at 3-6-11, 99 lbdown and 221 lb up at 3-6-11, and 51 lb down and 103 lb up at 6-4-10, and 51 lb down and 103 lb up at 6-4-10 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: 3=-285(F=-142, B=-142) 10=-125(F=-62, B=-62) 11=269(F=135, B=135) 12=111(F=56, B=56)
This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 7,2020
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
1763_B_160_C
Truss
EJ9
Truss Type
JACK-PARTIAL
Qty
14
Ply
1
Job Reference (optional)
T20651432
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:21 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-FAoZ59kzT4v_Iqpe?T?t2aVoEk8AlARyBqCRF9z_VC8
Scale = 1:23.7
1
2
5
7
8
3
6 4
3x4
2x4
2x4
1-2-81-2-8
1-6-80-4-0
8-8-87-2-0
4-3-134-3-13
5-3-80-11-11
8-8-83-5-0
0-6-
3
4-1-
12
0-4-
7
3-9-
5
4-1-
12
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
0.570.660.12
DEFL.Vert(LL)Vert(CT)Horz(CT)
in0.12
-0.150.03
(loc)553
l/defl>732>556
n/a
L/d240180n/a
PLATESMT20
Weight: 38 lb FT = 20%
GRIP244/190
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x6 SP No.2WEBS 2x4 SP No.3
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) 3=Mechanical, 4=Mechanical, 6=0-8-0Max Horz 6=200(LC 12)Max Uplift 3=-65(LC 12), 4=-95(LC 12), 6=-190(LC 12)Max Grav 3=110(LC 17), 4=242(LC 17), 6=526(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.BOT CHORD 1-6=-127/285WEBS 2-5=-397/410
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 8-7-12 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 65 lb uplift at joint 3, 95 lb uplift at joint 4
and 190 lb uplift at joint 6.
This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 7,2020
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
1763_B_160_C
Truss
J3
Truss Type
JACK-OPEN
Qty
10
Ply
1
Job Reference (optional)
T20651433
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:22 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-jMMxJVlbEN1qv_OrZBW6bo23e8btUea6QUx?ncz_VC7
Scale = 1:10.5
1
2
4
33x4
1-10-81-10-8
2-5-70-6-15
2-5-72-5-7
0-6-
3
1-6-
8
0-4-
7
1-2-
1
1-6-
8
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
0.140.180.00
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 2-5-7 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=60(LC 12)Max Uplift 2=-66(LC 12), 3=-193(LC 1), 4=-187(LC 12)Max Grav 2=98(LC 17), 3=113(LC 12), 4=337(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 66 lb uplift at joint 2, 193 lb uplift at joint
3 and 187 lb uplift at joint 4.
This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 7,2020
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
1763_B_160_C
Truss
J5
Truss Type
JACK-OPEN
Qty
10
Ply
1
Job Reference (optional)
T20651434
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:22 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-jMMxJVlbEN1qv_OrZBW6bo2zb8ZMUea6QUx?ncz_VC7
Scale = 1:14.7
1
5
2
4
33x4
1-2-81-2-8
1-6-80-4-0
4-5-72-10-15
4-5-74-5-7
0-6-
3
2-4-
8
0-4-
7
2-0-
1 2-4-
8
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
0.530.280.00
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: 18 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 4-5-7 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=105(LC 12)Max Uplift 2=-119(LC 12), 3=-75(LC 1), 4=-153(LC 12)Max Grav 2=179(LC 17), 3=65(LC 12), 4=338(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 4-4-11 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 119 lb uplift at joint 2, 75 lb uplift at joint
3 and 153 lb uplift at joint 4.
This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 7,2020
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
1763_B_160_C
Truss
J7
Truss Type
JACK-OPEN
Qty
9
Ply
1
Job Reference (optional)
T20651435
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:23 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-CYwJWrmD?h9hX8z17u1L7?b5hYtDD5qFf8hYK2z_VC6
Scale = 1:18.7
1
5
6
2
4
33x4
1-2-81-2-8
1-6-80-4-0
6-5-74-10-15
6-5-76-5-7
0-6-
3
3-2-
8
2-10
-1 3-2-
8
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
0.770.430.00
DEFL.Vert(LL)Vert(CT)Horz(CT)
in-0.030.03
-0.03
(loc)3-43-4
2
l/defl>999>999
n/a
L/d240180n/a
PLATESMT20
Weight: 26 lb FT = 20%
GRIP244/190
LUMBER-TOP CHORD 2x4 SP No.1BOT CHORD 2x6 SP No.2
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) 2=Mechanical, 3=Mechanical, 4=0-8-0Max Horz 4=150(LC 12)Max Uplift 2=-172(LC 12), 3=-38(LC 1), 4=-167(LC 12)Max Grav 2=261(LC 17), 3=65(LC 12), 4=421(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 6-4-11 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 172 lb uplift at joint 2, 38 lb uplift at joint
3 and 167 lb uplift at joint 4.
This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 7,2020
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
1763_B_160_C
Truss
J7A
Truss Type
Jack-Open
Qty
1
Ply
1
Job Reference (optional)
T20651436
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:24 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-glUhkBmrm?HY9IYDgcYagD7HgxCmyY4PuoQ5sUz_VC5
Scale = 1:19.7
1
4
5
6
2
3
4x6
2x4
5-2-155-2-15
5-2-155-2-15
1-0-
4
3-2-
8
2-10
-1 3-2-
8
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-R
0.690.470.00
DEFL.Vert(LL)Vert(CT)Horz(CT)
in0.06
-0.08-0.06
(loc)3-43-4
2
l/defl>947>768
n/a
L/d240180n/a
PLATESMT20
Weight: 17 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 5-2-15 oc purlins,
except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 4=Mechanical, 2=Mechanical, 3=MechanicalMax Horz 4=113(LC 12)Max Uplift 4=-44(LC 12), 2=-125(LC 12)Max Grav 4=252(LC 1), 2=190(LC 17), 3=102(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) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-2-3 zone; cantileverleft and right 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) Refer to girder(s) for truss to truss connections.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 4 and 125 lb uplift at
joint 2.
This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 7,2020
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
1763_B_160_C
Truss
MG1
Truss Type
Jack-Open Girder
Qty
1
Ply
1
Job Reference (optional)
T20651437
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:24 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-glUhkBmrm?HY9IYDgcYagD7NKxD2yLwPuoQ5sUz_VC5
Scale = 1:26.8
1
2
3
5 46 7 8
5x8
2x4
6x8
3x6
3x8 6x8 Special
Special
Special
3-9-03-9-0
7-6-03-9-0
3-9-03-9-0
7-6-03-9-0
1-0-
4
4-1-
12
5.00 12
Plate Offsets (X,Y)-- [1:0-3-4,0-0-6], [2:0-2-0,0-2-4], [5:0-4-12,0-1-8]
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-P
0.260.390.84
DEFL.Vert(LL)Vert(CT)Horz(CT)
in0.03
-0.050.01
(loc)4-54-5
4
l/defl>999>999
n/a
L/d240180n/a
PLATESMT20
Weight: 55 lb FT = 20%
GRIP244/190
LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x6 SP M 26WEBS 2x4 SP No.3SLIDER Left 2x8 SP 2400F 2.0E 3-10-2
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) 1=0-8-0, 4=MechanicalMax Horz 1=198(LC 8)Max Uplift 1=-498(LC 8), 4=-697(LC 8)Max Grav 1=1563(LC 1), 4=1843(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-2368/725BOT CHORD 1-5=-766/1998, 4-5=-766/1998WEBS 2-5=-629/1978, 2-4=-2299/882
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); 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 498 lb uplift at joint 1 and 697 lb uplift at
joint 4.6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 890 lb down and 326 lb up at
2-0-12, and 890 lb down and 326 lb up at 4-0-12, and 890 lb down and 326 lb up at 6-0-12 on bottom chord. The design/selectionof 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: 6=-890(F) 7=-890(F) 8=-890(F)
This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 7,2020
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
1763_B_160_C
Truss
V1
Truss Type
Valley
Qty
1
Ply
1
Job Reference (optional)
T20651438
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:25 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-8x24xWnTWIPPmS6QEJ3pCQgcLLf?h?KY6SAfOxz_VC4
Scale = 1:7.4
1
2
3
2x4
2-3-02-3-0
0-11
-4
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
0.050.020.00
DEFL.Vert(LL)Vert(CT)Horz(CT)
inn/an/a
-0.00
(loc) - - 2
l/defln/an/an/a
L/d999999n/a
PLATESMT20
Weight: 6 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 2-3-0 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=2-3-0, 2=2-3-0, 3=2-3-0Max Horz 1=34(LC 12)Max Uplift 1=-18(LC 12), 2=-40(LC 12)Max Grav 1=76(LC 1), 2=62(LC 17), 3=30(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 18 lb uplift at joint 1 and 40 lb uplift at
joint 2.
This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 7,2020
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
1763_B_160_C
Truss
V2
Truss Type
Valley
Qty
1
Ply
1
Job Reference (optional)
T20651439
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:26 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-c7cS9so5HcXGOchco1b2leDjMlzWQSahL6vCwNz_VC3
Scale = 1:11.6
1
2
3
4
2x4
2x4
2x4
4-3-04-3-0
1-9-
45.00 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
0.290.130.00
DEFL.Vert(LL)Vert(CT)Horz(CT)
inn/an/a
0.00
(loc) - -
l/defln/an/an/a
L/d999999n/a
PLATESMT20
Weight: 14 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 4-3-0 oc purlins,
except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=4-3-0, 3=4-3-0Max Horz 1=75(LC 12)Max Uplift 1=-41(LC 12), 3=-72(LC 12)Max Grav 1=169(LC 1), 3=171(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) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 4-1-4 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 41 lb uplift at joint 1 and 72 lb uplift at
joint 3.
This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 7,2020
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
1763_B_160_C
Truss
VG1
Truss Type
Valley
Qty
1
Ply
1
Job Reference (optional)
T20651440
8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Jul 7 09:32:26 2020 Page 1 Builders FirstSource, Punta Gorda, FL - 33950,ID:TUnqbK3odkFljOI9iqZS?oz_lRh-c7cS9so5HcXGOchco1b2leDj_lzLQSahL6vCwNz_VC3
Scale = 1:11.9
1
2
3
4
2x4
2x4
2x4
4-4-84-4-8
1-9-
145.00 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
0.310.140.00
DEFL.Vert(LL)Vert(CT)Horz(CT)
inn/an/a
0.00
(loc) - -
l/defln/an/an/a
L/d999999n/a
PLATESMT20
Weight: 14 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 4-4-8 oc purlins,
except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (size) 1=4-4-8, 3=4-4-8Max Horz 1=78(LC 12)Max Uplift 1=-43(LC 12), 3=-75(LC 12)Max Grav 1=175(LC 1), 3=177(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) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 4-2-12 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 43 lb uplift at joint 1 and 75 lb uplift at
joint 3.
This item has beenelectronically signed andsealed by Albani, Thomas, PEusing a Digital Signature.Printed copies of thisdocument are not consideredsigned and sealed and thesignature must be verified on any electronic copies.
July 7,2020
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