11'-0" TRAY CEILING 11'-0" TRAY CEILING OVERHANG BY BUILDER AHU RECESS 11'-0" TRAY CEILING EXPOSED TO WIND 10'-8" FLAT CEILING EXPOSED TO WIND U:1309 BEARING WALL A11 A10 A9 A8 A7 A6 A5 A4 A3 H J 7 A HJ7 EJ7A EJ7A EJ7A EJ7A EJ7A EJ7A EJ7A EJ7 EJ7 EJ7 CJ1 CJ3 CJ5A CJ1 CJ3 CJ5A EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 EJ7 CJ1 CJ3 CJ5 CJ1 CJ3 CJ5 B2 H J 7 HJ7 CJ1 CJ3 CJ5 CJ1 CJ3 CJ5 CJ1 CJ3 CJ5 EJ7 EJ7 EJ7 CJ1 CJ3 CJ5B B1 H J 7H CJ1 CJ3H CJ5H EJ7H CJ1 CJ3H CJ5J A13A A12A A11A A10A A9A A8A A7A A6A A5A A4A A3A H J 7 H J 7 CJ1 CJ3 CJ5 CJ1 CJ3 CJ5 CJ1 CJ3 CJ5 EJ7 EJ7 EJ7 EJ7 EJ7 CJ1 CJ3 EJ5A EJ5 EJ5 EJ5 EJ5 CJ5C EJ5 A2A A1 A1 A1 A1 A1 A1 A1 A2 V5 V3 V5A V7 V3 V5 V7A V11 V7B 21-04-00 28-04-00 49-08-00 1-02-08 1-02-08 13-00-00 54-00-00 1-02-08 1-02-08 70-04-00 1-02-08 1-02-08 2-01-00 15-10-00 2-01-00 2-01-00 2-01-00 11-07-08 2-01-00 2-11-08 15-10-08 6-07-08 4-07-08 15-00-00 15-00-00 6-08-00 9-04-00 18-08-00 1-02-08 1-02-08 49-08-00 3-04-00 2-00-00 6-00-00 2-00-00 5-00-00 3-09-08 5-09-08 2-00-00 2-00-00 2-00-00 2-00-00 2-00-00 2-00-00 2-00-00 2-00-00 2-00-00 2-00-00 2-00-00 2-00-00 2-00-00 2-00-00 2-00-00 1-05-00 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 5-09-08 2-00-00 2-00-00 2-00-00 1-04-00 5-09-08 9-01-08 7-00-00 14-10-08 67-00-00 1-01-00 1-04-08 21-08-00 22-10-08 6-00-00 2-06-00 (1) PLY FLR. TRUSS CORNER HIP HGUS28-3 960 0 0 G 0 9100 HTU28 765 0 0 N/A 2385 O 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, HGUS28-3 HGUS28-4 SIMILAR 0 7460 3235 CORNER HIP HTU26, HTU28 M HHUS46 (3) PLY N P 2155 3410 0 1250 2980 HTU26-2 865 0 C 0 3235 0 0 N 765 0 G HJC26 865 0 0 4310 / 4680 0 1760 L M HGUS26-3 1440 L 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, THA426 THAC422 SIMILAR HJC26 3820 2155 HHUS46 0 A 0 0 THA422 5320 NOTE: UPLIFT VALUE FOR THA422, THAC422, THA426 HANGERS APPLY ONLY TO FACE MOUNT ISTALATION 895 B UPLIFT A* QTY/FL 5230 S 1760 3265 (1) PLY 1515 / 2175 D J (1) PLY FLR. TRUSS (2) PLY 0 2435 0 MODEL HTU28-2 1235 / 2140 2245 LUS24 SUR26 FLOOR 3820 SUL210 4355 S 0 2245 7460 O 4355 7460 4095 2245 2245 3895 / 4680 725 0 HTU26-2, HTU28-2 HGUS26-2, 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 5 4-1/16" 2x4 T.C. MIN. 14 1/2"" CANT. 12 TYP. ROOF TRUSS END DETAIL 8" BRG. N.T.S. TILE ROOF BEARING HEIGHT SCHEDULE 10'-0" BEARING HEIGHT 10'-8" BEARING HEIGHT REVISIONS No. DATE NOTES BY CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-B1 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (ie. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING BACK CHARGES WILL NOT BE ACCEPTED REGARDLESS OF FAULT WITHOUT PRIOR NOTIFICATION BY CUSTOMER WITHIN 48 HOURS AND INVESTIGATION BY Builders FirstSource. NO EXECPTIONS. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR ALL CONNECTIONS OTHER THAN TRUSS TO TRUSS, GABLE SHEAR WALL, AND CONNECTIONS. TEMPORAY AND PERMANENT BRACING, AND CEILING AND ROOF DIAPHRAM CONNECTIONS. 6850 Taylor Road Punta Gorda, Fl. 33950 Phone: 941-575-2250 / Fax:941-575-0319 IMPORTANT This Drawing Must Be Approved And Returned Before Fabrication Will Begin. For Your Protection Check All Dimensions And Conditions Prior To Approval Of Plan. SIGNATURE BELOW INDICATES ALL NOTES AND 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 1/29/2018 DATE PRINTED 2/20/2020 MASTER JOB No. WIND LOAD 170 MPH EXPOSURE CATEGORY B 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 CHORD LIVE 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 2344 E 170 EXP B RH MODEL 2344 ADDRESS -- CITY, STATE --, FL. LOT -- COUNTY -- DRAWN BY D.W. ENG. BY D.W.
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Transcript
11'-0" TRAY CEILING
11'-0" TRAY CEILING
OVERHANG
BY
BUILDER
AHU
RECESS
11'-0"TRAY
CEILIN
G
EXPOSED TO WIND
10'-8" FLAT CEILINGEXPOSED TO WIND
U:1309
BEARIN
GWALL
A11
A10
A9
A8
A7
A6
A5
A4
A3
HJ7A HJ7
EJ7A
EJ7A
EJ7A
EJ7A
EJ7A
EJ7A
EJ7A
EJ7
EJ7
EJ7
CJ1
CJ3
CJ5A
CJ1
CJ3
CJ5A
EJ7
EJ7
EJ7
EJ7
EJ7
EJ7
EJ7
EJ7
EJ7
EJ7
CJ1
CJ3
CJ5
CJ1
CJ3
CJ5
B2
HJ7 HJ7
CJ1
CJ3
CJ5
CJ1
CJ3
CJ5
CJ1
CJ3
CJ5
EJ7
EJ7
EJ7
CJ1
CJ3
CJ5B
B1
HJ7H
CJ1
CJ3H
CJ5H
EJ7H
CJ1
CJ3H
CJ5J
A13A
A12A
A11A
A10A
A9A
A8A
A7A
A6A
A5A
A4A
A3A
HJ7HJ7
CJ1
CJ3
CJ5
CJ1
CJ3
CJ5
CJ1
CJ3
CJ5
EJ7
EJ7
EJ7
EJ7
EJ7
CJ1
CJ3
EJ5A
EJ5
EJ5
EJ5
EJ5
CJ5C
EJ5
A2A
A1
A1
A1
A1
A1
A1
A1
A2
V5
V3
V5A
V7
V3
V5
V7A
V11
V7B
21-04-00 28-04-00
49-08-00
1-02-08
1-02-08
13-00-00
54-00-00
1-02-08
1-02-08
70-04-00
1-02-08
1-02-08
2-01-00 15-10-00 2-01-00
2-01-00
2-01-00
11-07-08
2-01-00
2-11-08 15-10-08
6-07-08
4-07-0815-00-00
15-00-00 6-08-00 9-04-00 18-08-00
1-02-08
1-02-08
49-08-00
3-04-00
2-00-00
6-00-00
2-00-00
5-00-00
3-09-08
5-09-08
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
1-05-00
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
5-09-08
2-00-00
2-00-00
2-00-00
1-04-00
5-09-08
9-01-08
7-00-00
14-10-08
67-00-00
1-01-00
1-04-08
21-08-00
22-10-08
6-00-00
2-06-00
(1) PLY FLR. TRUSSCORNER HIP
HGUS28-3
960
0
0
G
0
9100
HTU28
765
0
0
N/A
2385O
R
Q
HGUS210-4
D
F
B
SIMPSON ROOF AND FLOOR TRUSS HANGER SCHEDULE
0
THJA26
SUR210
H
2435
0
0
HGUS26-2
LUS24
0
2680
I
C
R
HGUS26-3, HGUS28-3HGUS28-4 SIMILAR
0
7460
3235
CORNER HIP
HTU26, HTU28
M
HHUS46
(3) PLY
N
P
2155
3410
0
1250
2980
HTU26-2
865
0
C
0
3235
0
0
N
765
0
G
HJC26
865
0
0
4310 / 4680
0
1760 L
M
HGUS26-3
1440L
K
Q
3600
ID
1550
9100
2790
1250
490
1840
0
1855
I
0
0
2940
2940
N/A
(1) PLY
1055
0
HTU26 A
E
0
1250 / 1555
1530 / 3485
QTY/RF
A*
0
1855
SYMBOL
1440
SUL26
P
THA422, THA426THAC422 SIMILARHJC26
3820
2155
HHUS46
0
A
0
0
THA422
5320
NOTE: UPLIFT VALUE FOR THA422, THAC422, THA426 HANGERS APPLY ONLY TO FACE MOUNT ISTALATION
895
B
UPLIFT
A*
QTY/FL
5230
S
1760
3265
(1) PLY
1515 / 2175
D
J
(1) PLY FLR. TRUSS(2) PLY
0
2435
0
MODEL
HTU28-2
1235 / 2140
2245
LUS24
SUR26
FLOOR
3820
SUL210
4355
S
0
2245
7460
O
4355
7460
4095
2245
2245
3895 / 4680
725
0
HTU26-2, HTU28-2HGUS26-2, HGUS28-2
J
THA426
E
THJA26
0
N/A
THAC422
1055
H
0 F
0
ROOF
0
1855
3200 / 3600
HGUS28-2
K
7460
N/A
5
4-1/16"
2x4 T.C. MIN.
14 1/2""CANT.
12
TYP. ROOF TRUSS END DETAIL
8" BRG.
N.T.S.
TILE ROOF
BEARING HEIGHT SCHEDULE
10'-0" BEARING HEIGHT
10'-8" 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 ProtectionCheck All Dimensions And Conditions Prior To
Approval 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 1/29/2018
DATE PRINTED 2/20/2020
MASTERJOB No.
WIND LOAD 170 MPH
EXPOSURE CATEGORY B
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
BE SEPARATED WITH NOT LESS THAN 5/8" TYPE "X" GYPSUM
BOARD OR EQUIVALENT. WHERE THE SEPERATION IS A FLOOR-
CEILING ASSEMBLY THE STRUCTURE SUPPORTING THE
SEPERATION SHALL ALSO BE PROTECTED BY NOT LESS THAN
1/2" GYPSUM BOARD OR EQUIVALENT
WHERE DRYWALL CEILING IS
APPLIED TO TRUSSES AT 24"
O.C. USE 5/8" DRYWALL OR
1/2" SAG RESISTANT PER SEC.
702.3.5
#5 VERTICAL @ DOT
LOCATION (48" O.C.
MAX) IN GROUTED CELL
W/ 7" HOOK INTO BOND
BEAM
8"X8" CONTINUOUS MASONRY
BOND BEAM AT TOP OF WALL.
WITH 1 #5 BAR. PROVIDE
CORNER BARS PER 8/S-3
CORNER BARS IN
BOND BEAM PER 8/S-3
ATTIC
ACCESS
EXTERIOR CEILING
PER 2/S-3
HIP
HIP
VALLEY
VAL
LEY
RID
GE
HIP
HIP
HIP
RID
GE
HIP
RID
GE
HIP
HIP
HIP
HIP
RID
GE
10'-0" FLAT CEILING
10'-0" FLAT CEILING10'-0" FLAT CEILING
10'-0" FLAT CEILING
10'-0" FLAT CEILING
10'-0" FLAT CEILING
10'-0" FLAT CEILING
10'-0" FLAT CEILING
10'-0" FLAT CEILING
10'-0" FLAT CEILING10'-0" FLAT CEILING
10'-0" FLAT CEILING
10'-8" FLAT CEILING
10'-0" FLAT CEILING
10'-0" FLAT CEILING
10'-0" FLAT CEILING
10'-0" FLAT CEILING
10'-0" FLAT CEILING
ENTRY
POWDER
BATH
1-META16
@ A11
(+3
1.2
-3
3.8
)
(+3
1.2
-3
3.8
)
8F8-1B
(+31.2 -33.8)
8F16-1B/1T8F16-1B/1T
(+2
7.6
-3
1.2
)
1-META16
@ A11
1-META16
TYP.
(+31.2 -33.8) (+31.2 -33.8)
1-META16
@ A11
WHERE ROOF SHEATHING CONTACTS ONLY THE EDGE
OF ROOF TRUSSES. INSTALL BEVELLED BLOCKING PER
DETAIL THIS SHEET ( DRHORTON REQUIREMENT)
1-META16,
TYPICAL
(+3
1.2
-3
3.8
)
1-META16,
TYPICAL
(+3
1.2
-3
3.8
)
STUD BEARING WALL, 2X4 SPF #2 @ 16"
O.C. WITH BLOCKING AT MID POINT, SPH4
TOP AND BOTTOM AT 16" O.C. PT SILL
PLATE WITH 1/2"X6" EXPANSION BOLT @
32" O.C. WITH 2" WASHER
1-MTS16,
TYP.
8F8-0B
(+31.2 -41.8) (+31.2 -33.8)
8F8-0B 8F8-0B
(+27.6 -31.2)
(+26.4 -29.4)
(+31.2, -33.8) WIND PRESSURES PER
ASCE7-10, 170 MPH, EXPOSURE B, AND
CONVERTED TO ALLOWABLE STRESS
DESIGN PRESSURES USING 0.6W LOAD
FACTOR (Vasd= 124 MPH, RICK CAT II,
ENCLOSED, kd=0.85, H <30')
(+31.2 -33.8)
1-META16
@ A13A
2-HTS20 @ A13A
3- 2x4 POST HTT5
BOTTOM
8F8-1B, BOTTOM @
8'-8" W/ COURSING TO
8X8 BOND BEAM W/ 1#
5, TOP @ 10'-8"
1
S-4
8X8 CONTINUOUS
MASONRY BOND BEAM AT
TOP OF WALL WITH 1 #5
BAR, PROVIDE CORNER
BARS PER 8/S-3
1-META16
@ A13A
11
S-3
1
S-4
BEARING HEIGHT
= BEARING @ 10'-0"
= BEARING @ 10'-8"
= INTERIOR BEARING
@ 10'-0"
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
TRUSS STRAPPING TO MASONRY
MAX TRUSS UPLIFT
@ 24" OC (LBS)CONNECTOR FASTENER
1450
1810
2120
1875 (1 PLY)
1795 (2 PLY)
2365 (2 PLY)
2365 (2 PLY)
3965/SYP 3330/SPF
4235/SYP 3640/SPF
4670/SYP 4015/SPF
5445/SYP 5360/SPF
10690/SYP 10690/SPF
10790/SYP 10790/SPF
(1) META16 TO 40
(1) HETA16 TO 40
(1) HHETA16 TO 40
(2) META16 TO 40
(2) META16 TO 40
(2) HETA16 TO 40
(2) HHETA12 TO 40
MGT (2 PLY)
HTT4
HTT5
HTT5KT
(1)HGT - 2
(1)HGT - 3
(8) 0.148x11/2 ", EMBED 4"
(9) 0.148x11/2", EMBED 4"
(10) 0.148x11/2", EMBED 4"
(10) 0.148x11/2", EMBED 4"
(14) 0.162x31/2", EMBED 4"
(12) 0.162x31/2", EMBED 4"
(12) 0.162x,31/2" EMBED 4"
(22) 0148x3" ATR, EPOXY 12"
(18) 0.162x21/2", 5/8" ATR, EPOXY 12"
(26) 0.148x3", 5/8", ATR, EPOXY 12"
(26) SD#10x21/2, 5/8," ATR, EPOXY
(26) 0.148x3" TO GIRDER
(2) 3/4" Ø ATR, EPOXY 12"
(16) 0.148x3" TO GIRGER,
(2) 3/4" Ø ATR, EPOXY 12"
INSTALL
META16 AT
ALL
TRUSSES
TO 1450 lb
UPLIFT. FOR
HIGHER
UPLIFTS,
SEE NOTES
ON PLAN.
NOTES:
1. PROVIDE A STRAP FROM THE ABOVE LIST AT EACH ROOF TRUSS BEARING POINT, BASED
ON THE TRUSS UPLIFT VALUES IN THE SIGNED AND SEALED TRUSS DESIGN PACKAGE AND
SUITABLE FOR THE GEOMETRY. EMBED STRAP ON -C OF WALL.
2. CONNECTORS ARE SIMPSON STRUCTURAL CONNECTORS. ALL CONNECTORS SHALL BE
INSTALLED IN STRICT ACCORDANCE WITH SIMPSON PRINTED INSTUCTIONS.
SUBSTITUTIONS MUST BE APPROVED IN WRITING BY THE ENGINEER OF RECORD.
3. WHERE EMBEDDED STRAPS ARE MISSING, OR MIS-LOCATED, INSTALL RETROFIT STRAP PER
10/S-3.
SIMPSON CATALOG C-C- 2019
TRUSS STRAPPING TO STUDWALL/ WOOD BEAM
MAX TRUSS UPLIFT
@ 24" OC (LBS)CONNECTOR FASTENER
850
1700
2550
1125
2250
3375
4500
(1)MTS16 TO 20
(2) MTS16 TO 20
(3) MTS16 T0 20
(1) HTS20 TO 30
(2) HTS20 TO 30
(3) HTS20 TO 30
(4) HTS20 TO 30
(14) 10dx1-1/2"
(14) 10dx1-1/2"
(14) 10dx1-1/2"
(24) 10dx1-1/2"
(24) 10dx1-1/2"
(24) 10dx1-1/2"
(24) 10dx1-1/2"
INSTALL AT ALL
TRUSSES TO
840 lb UPLIFT.
FOR HIGHER
UPLIFTS, SEE
NOTES ON
PLAN.
NOTES:
1. PROVIDE A STRAP FROM THE ABOVE LIST AT EACH ROOF TRUSS BEARING
POINT, BASED ON THE TRUSS UPLIFT VALUES IN THE SIGNED AND SEALED
TRUSS DESIGN PACKAGE.
2. CONNECTORS ARE SIMPSON SRTONG TIE. ALL CONNECTORS SHALL BE
INSTALLED IN STRICT ACCORDANCE WITH SIMPSON PRINTED INSTUCTIONS.
SIMPSON CATALOG C-C- 2019
SCALE:
DATE:
DRAWN BY:
CHECKED BY:
PLAN:
REVISED:
DESIGN IN ACCORDANCE WITH THE RESIDENTIAL
FLORIDA BUILDING CODE 2017 - 6TH EDITION
As indicated
L:\0
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ata
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ASTER 2
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UBDIV
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RESERVE 6
0's\1
2226 L
OT 4
6 2
344 E
R\R
EVIT
\12226 2
344 E
R.r
vt
S-2
ROOF FRAMING PLAN
# 2
344
E
MO
DEL
JWC
JSL
12/17/20
LOT:
46
SUBD
IVIS
ION:
NAPLE
S R
ESERVE III 6
4s
AD
DRS:
14
56
2 K
ELS
ON C
IRC
LE
D.R
.H.
#:
57
95
40
046
G.C
.D.
# 1
22
26
1/4" = 1'-0"
ROOF FRAMING PLAN
TRUSS BEARING CONDITIONS AND STRAPPING IS
BASED ON TRUSS LAYOUT PREPARED BY BUILDERS
FIRST SOURCE JOB# MASTER DATED: 01/29/18
REVISED: NONE
Ralph
Seal
”
”
” ”
”
”
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DESIGN CRITERIA: DESIGN IN ACCORDANCE WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 6th EDITION (2017) RESIDENTIAL 1. FLOOR & ROOF UNIFORM LOADS: ELEVATED FLOORS: LIVE LOAD 40 PSF, DEAD LOAD 20 PSF ROOF: LIVE TOP CHORD 20 PSF LIVE BOTTOM CHORD 10 PSF (NON-CONCURRENT w/ TCLL) CEMENT ROOF TILE DEAD LOAD 25 PSF TOTAL SHINGLE/METAL ROOFING DEAD LOAD 15 PSF TOTAL MINIMUM DEAD LOAD FOR WIND: TC 5 PSF, BC 5 PSF DEFLECTION CRITERIA: FLOOR L/480 LIVE, L/360 TOTAL ROOF L/240 LIVE, L/180 TOTAL 2. WIND LOADS: WIND DESIGN PER, ASCE7-10 BASIC WIND SPEED (ASCE7-10) 170 MPH NOMINAL WIND SPEED (Vasd TABLE R301.2.1.3) 132 MPH BUILDING CATEGORY II IMPORTANCE FACTOR 1.00 EXPOSURE B MEAN ROOF HEIGHT < 30 FT ROOF PITCH 5/12 ENCLOSURE CLASS. ENCLOSED INTERNAL PRES. COEFF. +/- 0.18 WINDOW/DOOR DESIGN WIND PRESSURE, SEE TABLE IN DETAIL 3. SOFFITS - PER R703.1.2.1, ALL SOFFITS SHALL BE CAPABLE OF RESISTING THE DESIGN PRESSURES SPECIFIED IN TABLE R301.2(2) FOR WALLS. 3. REINFORCED CONCRETE: DESIGN AS PER ACI 318-14 REQUIRED COMPRESSIVE STRENGTH AT 28 DAYS: SLAB ON GRADE f'c = 2500 PSI 3~8" MINIMUM THICKNESS REINFORCED WITH 6x6 w1.4xw1.4 WWF OR FIBERMESH. CONVENTIONAL SHALLOW FOOTINGS f'c = 2500 PSI BEAMS AND COLUMNS f'c = 3000 PSI ALL OTHER CONCRETE (U.N.O.) f'c = 3000 PSI UNLESS OTHERWISE SHOWN ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE AS FOLLOWS: FOOTINGS 3" SLAB ON GRADE CENTERED BEAMS 1~8" COLUMNS 1~8" ALL REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAMS AND PLACING DETAILS OF ACI STANDARDS AND SPECIFICATIONS. ALL REINFORCING STEEL SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING PLACING OF CONCRETE. REINFORCING STEEL - ASTM A615 GRADE 40 FOR #3 GRADE 60 FOR #4 TO #11 WELDED WIRE FABRIC - ASTM A185 SPLICES IN REINFORCING, SHALL BE 40 BAR DIAMETERS. NON-CONTACT LAP SPLICES MAY BE USED PROVIDED REINFORCING IS NOT SPACED MORE THAN 5" APART FOR #5 BARS. FORMWORK AND SHORING SHALL REMAIN IN PLACE UNTIL CONCRETE HAS REACHED AT LEAST 2/3 OF THE REQUIRED 28 DAY STRENGTH. 4. REINFORCED MASONRY: DESIGN PER ACI 530-13 REQUIRED COMPRESSIVE STRENGTHS: MASONRY WALLS f'm = 1500 PSI REINFORCING STEEL - ASTM A615 GRADE 60. SPLICES IN REINFORCING, SHALL BE 48 BAR DIAMETERS. ALL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90, GRADE N-1 HOLLOW CONCRETE MASONRY UNITS WITH TYPE 'S' MORTAR. GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT WITH 3000 PSI PEA ROCK CONCRETE GROUT. ALL CELLS BELOW FINISHED GRADE SHALL BE GROUTED SOLID. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT AT DOT LOCATIONS ON PLAN. 5. DELEGATED-ENGINEERED WOOD ROOF & FLOOR TRUSSES: ALL WOOD ROOF AND FLOOR TRUSSES SHALL BE DESIGNED BY A DELEGATED TRUSS ENGINEER PER RULE 61G15-31.003 OF THE FLORIDA ADMINISTRATIVE CODE. ALL TRUSSES SHALL HAVE TEMPORARY BRACING PER "COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB-91." FOR OTHER BRACING REQUIREMENTS, NOTIFY ENGINEER. PROVIDE PERMANENT BRACING PER TRUSS MFR. SHOP DRAWINGS. IF PERMANENT BRACING IS NOT SPECIFIED, CONTACT ENGINEER. 6. FOUNDATION: CONVENTIONAL SHALLOW CONCRETE FOOTINGS SOIL BEARING CAPACITY 2000 PSF SOIL BEARING CAPACITY 2000 PSF THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL CONDITIONS FOR THE INTENDED STRUCTURE AND ASSUMED SOIL BEARING CAPACITY. IT IS RECOMMENDED THAT A GEOTECHNICAL FIRM BE HIRED TO PERFORM A SITE EVALUATION. 7. DIMENSIONS: VERIFY ALL DIMENSIONS WITH HOUSE PLANS. SEE HOUSE PLANS, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR EMBEDS, OPENINGS, SLEEVES, ETC. WHICH ARE NOT SHOWN ON STRUCTURAL DRAWINGS. 8. MEANS AND METHODS: THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, OR SEQUENCES TEMPORARY BRACING, SHORING, GUYING OR OTHER MEANS TO SUPPORT STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR, OR ANY OTHER PERSONS PERFORMING THE WORK OR FOR THE FAILURE OF ANY OF THEM TO CONSTRUCT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. 9. SHOP DRAWINGS: SHOP DRAWINGS SHALL BE PREPARED AND SUBMITTED TO THE ENGINEER FOR REVIEW FOR ALL STRUCTURAL ELEMENTS UTILIZING PREFABRICATED COMPONENTS. ONE SET OF SIGNED & SEALED TRUSS ENGINEERING SHALL BE DELIVERED TO THE ENGINEER OF RECORD FOR THE STRUCTURE PER FLORIDA ADMINISTRATIVE CODE 61G15-30.005 AND 61G15-31.003.
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NOTES: 1) PROVIDE SAWCUTS TO CREATE APPROXIMATE 20' X 20' MAXIMUM SQUARES. 2) SAWCUT CONCRETE SLAB WITHIN 4 TO 12 HOURS OF CONCRETE PLACEMENT.
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~w" DEEP SAWCUT w/ ELASTOMERIC SEALANT
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SLAB ON GRADE, SEE PLAN
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%%USLAB SAWCUT DETAIL
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SCALE: NTS
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%%UCORNER BARS
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SCALE: NTS
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%%USTEP FOOTING
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SCALE: NTS
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FINISHED GRADE, SEE SITE PLAN
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3" CLEAR COVER TO REINFORCING
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EMBED DOWELS 5" WITH 10" STD HOOK
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MONOLITHIC FOOTING, SEE PLAN
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DOWEL TO MATCH WALL REINFORCING, LAP 25"
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VARIES
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%%UMONOLITHIC FOOTINGS
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SCALE: 3/4" = 1'-0"
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%%UINTERIOR
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B
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A
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%%UEDGE
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%%UGARAGE
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D
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%%USTEPDOWN
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C
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3" COVER
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MAINTAIN FOOTING WIDTH & DEPTH AT ALL VERT. AND HORIZ. SEGMENTS
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FOOTING REINF., SEE PLAN. LAP 40 BAR DIAMETERS
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MAINTAIN RUN TO RISE OF 2:1 OR MORE
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%%UFOOTING
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%%UPLAN VIEW
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FOOTING REINF., SEE PLAN
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LAP CORNER BARS 40 BAR DIAMETERS
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CONCRETE FOOTING, SEE PLAN
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#5 CORNER BAR, 25"x25"
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MASONRY BOND BEAM, TYPICAL
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%%UCORNER
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%%UCORNER BAR DETAIL IN BOND BEAMS
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SCALE: 3/4" = 1'-0"
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SCALE: 3/4" = 1'-0"
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#5 CORNER BAR, 25"x25"
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MASONRY BOND BEAM, TYPICAL
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%%UINTERSECTION
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NOTE: THIS BUCK FASTENING DETAIL IS INTENDED FOR FLANGED WINDOW/DOOR PRODUCTS THAT FASTEN THRU THE FLANGE WITH WOOD SCREWS TO THE BUCK. FOR WINDOW/DOOR PRODUCTS THAT DO NOT HAVE A FLANGE AND FASTEN INSTEAD OUTWARD THRU THE FRAME, USE MASONRY SCREWS PER MFR. THAT ARE LONG ENOUGH TO PENETRATE 2-1/4" INTO THE MASONRY. IN THIS CASE, THE BUCK MATERIAL IS SIMPLY A SPACER AND MAY BE 1x4 OR 1x6 OR OMITTED ENTIRELY AND THE SPACER MAY BE TACKED IN PLACE WITH MASONRY NAILS OR PINS.
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%%UBUCK FASTENING
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8" CMU WALLS
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~4"x3~w" TAPCON @ 24" OC, 3 SCREWS MIN. (SEE NOTE)
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2x4 or 2x6 P.T. BUCK @ FLANGED WINDOWS (SEE NOTE)
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8" CMU, SEE PLAN FOR REINFORCING
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%%UGARAGE DOOR
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~8"~D EXPANSION BOLT, 4" MIN. EMBEDMENT, SPACE 24" OC AND 12" FROM TOP & BOT.
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2x8 OR 2x6 P.T. SYP#2
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2x2x~2" WASHER
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APPROVED ISOLATION PLATE
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8"x8" CONTINUOUS MASONRY BOND BEAM w/ 1-#5, GROUT SOLID. PROVIDE CORNER BARS PER DETAIL 6/S-3
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#5 VERT. IN GROUTED CELL AT DOT LOCATIONS ON PLAN (48" OC MAX EXTERIOR)
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EMBEDDED STRAP AT EACH ROOF TRUSS, SEE ROOF PLAN. BREAK OUT WEB OF BLOCK AS NEEDED TO PROPERLY LOCATE EACH STRAP.
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#5 VERTICAL SHALL HAVE 7" STANDARD HOOK INTO TOP OF BOND BEAM
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SOFFITS SHALL MEET WIND DESIGN PRESSURES PER R703.1.2.1. FOR FIELD FRAMING, SEE TABLE 2/S-3.
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WOOD TRUSSES @ 24" OC, DESIGNED BY DELEGATED TRUSS ENGINEER
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ROOF SHEATHING, SEE SCHEDULE 2/S-3
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TRUSS BEARING
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SEE PLAN
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2x_ SUBFASCIA w/ 2-16d TO EACH TRUSS
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8"x8" BOND BEAM w/ 1-#5
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#5 VERTICAL IN GROUTED CELL AT DOT LOCATIONS ON PLAN
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7" STANDARD HOOK INTO TOP OF BOND BEAM (MAY USE 7"x25" BENT BAR)
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#5 VERT. AT INTERSECTION OF BOND BEAM w/ 7" HOOK AT TOP
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HOOK BAR INTO TOP OF UPPER BOND BEAM
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%%USTEPPED BOND BEAM & REINFORCING
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MASONRY WALL
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VERTICAL BAR IN GROUTED CELL, SEE PLAN
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SCALE: 3/4" = 1'-0"
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UPPER BOND BEAM, SEE PLAN
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LAP CORNER BARS 40 BAR DIAMETERS
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BEARING
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HOOK OR CORNER BAR
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VERTICAL BOND BEAM, 8"x8" CMU w/ #5 VERTICAL
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LINTEL AT LANAI OR ENTRY, '8F16-1B/1T' (8"x16" FILLED SOLID, 1#5 BOTTOM, 1-#5 TOP)
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SCALE: 3/4" = 1'-0"
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%%UTRUSS STRAP TO BOND BEAM
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%%UOUTLOOKER DETAIL
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SCALE: N.T.S.
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2x4 OUTLOOKER
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ROOF SHEATHING, SEE SCHEDULE.
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A2.5A CLIP @ EA. OUTLOOKER TO TRUSS.
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TRUSS TOP CHORD, DROP 3~8"
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2x4 BLOCK AT
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SHEATHING JOINT
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3-12d TOE NAILS
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2x4 BLOCKING
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At Exterior Stud Walls and Gable Ends with Wall Sheathing, apply plaster over metal lath over water resistive barrier as follows: Plaster R703.7.2: 3-coat 7/8" thick : 3-coat 7/8" thick thick portland cement based plaster per ASTM C926. Metal Lath R703.7.1: Self furring paper : Self furring paper backed 2.5lb diamond mesh metal lath per ASTM C847, G60 galvanized, fastened per ASTM C1063 with 1-1/2” long, 11 gage nails with 7/16” head head (roofing nails) at 7” oc, or 1-1/2” long, oc, or 1-1/2” long, long, 16 gage staples at 6” oc, into the oc, into the framing members (ie, the nails or staples must align with and penetrate 3/4” into the framing studs). into the framing studs). Water Resistive Barrier (WRB) R703.7.3: : Water-resistive vapor-permeable barrier with a performance at least equivalent to 2 layers of Grade D paper. The individual layers shall be installed independently. An approved house wrap may be used for the 1st layer and metal lath with approved paper backing may be the 2nd layer (Note: ZIP wall sheathing with seam tape qualifies as the first layer).
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IN ZONE 5, MANUFACTURED SOFFIT PRODUCTS MAY REQUIRE ADDITIONAL BATTONS OR FASTENING PER MFR ENGINEERING SPEC SHEETS TO MEET THE PRESSURE REQUIREMENTS.
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* ON IRREGULAR SHAPED BUILDINGS, THERE IS NO GUIDANCE IN THE CODE FOR HOW FAR A CORNER MUST PROTRUDE FROM THE MAIN BUILDING TO BE CONSIDERED 'ZONE 5'. WE HAVE CHOSEN >15'. THIS IS SUBJECT TO JUDGEMENT CALL BY THE AUTHORITY HAVING JURISDICTION.
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1) TABLE MAY BE USED FOR ANY SIZE WINDOW OR DOOR IN EACH TYPE. 2) USE "INTERIOR ZONE 4" PRESSURES UNLESS WINDOW OR DOOR IS LOCATED WITHIN THE "END ZONE 5" (SEE DIAGRAM BELOW), THEN USE THE HIGHER PRESSURES UNDER THE "END ZONE 5" COLUMN. 3) ALL GLASS / GLAZING SHALL BE IMPACT RATED OR USE IMPACT RATED SHUTTERS. 4) SUBMIT PRODUCT APPROVALS TO THE BUILDING DEPARTMENT AS REQUIRED BY THE LOCAL JURISDICTION. 5) MANUFACTURED SOFFIT PRODUCTS SHALL BE INSTALLED PER MFR ENGINEERING SPEC SHEETS.
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4
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MEASURED FROM
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FACE OF WALL
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END ZONE 5 PRESSURES OCCUR AT "PRIMARY" OUTSIDE CORNERS OF BUILDING (BOLD LINES)
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%%UTYPICAL
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%%UHOUSE
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%%UPLAN
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5
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5
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4
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INTERIOR ZONE 4 PRESSURES
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4
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5
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5
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4
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5
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5
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4
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5'-0"
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WIDTH = ______
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END
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ZONE
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(SEE PLAN FOR OTHER SPECIFIC PRESSURES)
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16' OR 18' GARAGE DOORS
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TYPICAL WINDOWS & DOORS
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8' OR 9' GARAGE DOORS
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SOFFIT
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+31.2 -41.8
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+31.2 -41.8
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+26.4 -29.4
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+27.6 -31.2
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+31.2 -33.8
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+31.2 -33.8
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WIND PRESSURES PER ASCE7-10, 170 MPH, EXPOSURE B, AND CONVERTED
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TO ALLOWABLE STRESS DESIGN PRESSURES USING 0.6W LOAD FACTOR.
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WINDOW/DOOR/SOFFIT DESIGN WIND PRESSURES
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INTERIOR ZONE 4
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(Vasd=132 MPH, RISK CAT II, ENCLOSED, kd=0.85, h<30')
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TYPE
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END ZONE 5
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%%URETROFIT UPLIFT CONNECTOR SCHEDULE
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SHEATHING SCHEDULE
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FLOOR
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N/A
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EXTERIOR STUD WALL
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ROOF
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EXTERIOR CEILING AND SOFFIT
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OPTIONS: 1) 1x4 STRIPPING @ 16"OC w/ 2-8d NAILS TO EACH TRUSS, ~0" EXTERIOR GYPBOARD CEILING, FASTEN w/8d NAILS OR 1~0" DRYWALL SCREWS @ 6"OC EDGE & FIELD. 2) ~6" BC PLYWOOD NAILED w/ 6d COMMON @ 6" OC EDGE & FIELD. 3) VINYL OR ALUMINUM PERFORATED SOFFIT INSTALLED PER MANUFACTURER INSTRUCTIONS TO MEET WIND PRESSURES PER R703.1.2.1.
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A.P.A. RATED SHEATHING, EXPOSURE 1, SPAN RATING 24/16 OR BETTER. FASTEN WITH 8d RING SHANK NAILS @ 6" O.C. EDGE AND 6" O.C. FIELD.
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(RING SHANK NAILS PER R803.2.3.1: 0.113" NOMINAL SHANK DIAMETER, RING DIA. OF 0.012" OVER SHANK DIAMETER, 16 TO 20 RINGS PER INCH, 0.280" DIAMETER FULL ROUND HEAD, 2" NAIL LENGTH)
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NOTE: EXTERIOR CEILINGS AND SOFFITS 1) AND 2) SPECIFIED : EXTERIOR CEILINGS AND SOFFITS 1) AND 2) SPECIFIED HERE MEET THE DESIGN WIND PRESSURES PER R703.1.2.1.
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7/16" ZIP SYSTEM WALL SHEATHING BY HUBER ENGINEERED WOODS LLC, NAILED W/ 8d COMMON WIRE @ 6" O.C. EDGE AND 6" O.C. FIELD. PROVIDE 2x4 BLOCKING AT ALL JOINTS. INSTALL SHEATHING AND SEAM TAPE IN STRICT ACCORDANCE WITH MFR. WRITTEN INSTRUCTIONS.
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(WHEN ~8" ZIP BRAND ROOF SHEATHING IS USED, H-CLIPS ARE NOT REQUIRED) REQUIRED)
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NOTES: 1) WHERE EMBEDDED STRAP IS MISSING OR MIS-LOCATED, 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 STRONG TIE. ALL CONNECTORS SHALL BE INSTALLED IN STRICT ACCORDANCE WITH SIMPSON PRINTED INSTRUCTIONS.
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1-MTSM16 or 20
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2-LGT2
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HGT-2/3
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2-HTSM16 or 20
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CONNECTOR
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1-HTSM16 or 20
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RETROFIT STRAPS TO CONCRETE/MASONRY
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TO 10530
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TRUSS UPLIFT (LBS)
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TO 840
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TO 4300
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TO 2090
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TO 3480
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TO 1045
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@ 24" OC
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HTT16
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7-10dx1~8", 4-~4x2~4 TITEN
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EPOXY 12" EMBED WITH SIMPSON SET.
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8-10dx1~8", 4-~4x2~4 TITEN
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8-10dx1~8", 4-~4x2~4 TITEN
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16-16d, 7-~4"x2~4" TITEN
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18-16d, ~0"~D ALLTHREAD, DRILL
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& EPOXY 10" EMBED w/ SIMPSON SET.
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TWO ~w"~D ALTHREAD, DRILL &
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SCALE: NTS
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%%UROOF DECK NAILING PATTERN
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%%UTYPICAL
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%%UPLAN
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%%UHOUSE
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8d RING SHANK NAILS 6" O.C. EDGE AND 6" OC FIELD. ENSURE THAT ALL NAILS PENETRATE THE TOP CHORD OF THE TRUSS WITHOUT SPLITTING.
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(IN >165 MPH ZONE ONLY) 4" O.C. EDGE NAILING IN 5'-0" BAND AT GABLE ENDS
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S-3
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3
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REVISIONS
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BY
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SHEET
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SCALE
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DATE
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CHECKED
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DESIGN/DRAWN
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DWB/GH
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DWB
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12/18/20
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VARIES
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DR 12226
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SHEET OF 4
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(239) 549-4554
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CA# 8829
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STRUCTURAL
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SYSTEMS
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OF NORTH FLORIDA
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1634 S.E. 47th STREET, SUITE #3
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CAPE CORAL, FL 33904
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STRUCTURAL ENGINEERING:
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BUILDER:
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14562 KELSON CIRCLE NAPLES, FLORIDA LOT: 46 SUBDIVISION: NAPLES RESERVE
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STRUCTURAL DETAILS
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MODEL 2344 E
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DESIGNED IN ACCORDANCE WITH FLORIDA BUILDING CODE 6th EDITION (2017) RESIDENTIAL
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JOB NO.
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FOR BUILDERS FIRST SOURCE TRUSSES, 170 MPH, EXPOSURE B, ELEVATION E, JOB # MASTER, DATED: 01/29/18, REVISED: NONE
Ralph
Seal
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APPROVED ISOLATION PLATE
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8"x8" CONTINUOUS MASONRY BOND BEAM w/ 1-#5, GROUT SOLID. PROVIDE CORNER BARS PER DETAIL 6/S-3
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#5 VERT. IN GROUTED CELL AT DOT LOCATIONS ON PLAN (48" OC MAX EXTERIOR)
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#5 VERTICAL SHALL HAVE 7" STANDARD HOOK INTO TOP OF BOND BEAM
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%%UFULL HEIGHT WALL SECTION
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SOFFITS SHALL MEET WIND DESIGN PRESSURES PER R703.1.2.1. FOR FIELD FRAMING, SEE TABLE 3/S-4
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5
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TRUSS BEARING
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SEE PLAN
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FINISHED GRADE, SEE SITE PLAN
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3" CLEAR COVER TO REINFORCING
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EMBED DOWELS 5" WITH 10" STD HOOK
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MONOLITHIC FOOTING, SEE PLAN
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DOWEL TO MATCH WALL REINFORCING, LAP 25"
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SCALE: 3/4" = 1'-0"
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2x_ SUBFASCIA w/ 2-16d TO EACH TRUSS
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EMBEDDED STRAP AT EACH ROOF TRUSS, SEE ROOF PLAN. BREAK OUT WEB OF BLOCK AS NEEDED TO PROPERLY LOCATE EACH STRAP.
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WOOD TRUSSES @ 24" OC, DESIGNED BY DELEGATED TRUSS ENGINEER
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ROOF SHEATHING, SEE SCHEDULE 2/S-3
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ROOF COVERING AS SELECTED BY BUILDER PER: FBCR905.2 ASPHALT SHINGLES FBCR905.3 CLAY AND CONCRETE TILE FBCR 905.4 METAL ROOF
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S-4
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4
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REVISIONS
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BY
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SHEET
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SCALE
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DATE
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CHECKED
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DESIGN/DRAWN
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DWB/GH
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DWB
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12/18/20
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VARIES
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DR 12226
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SHEET OF 4
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(239) 549-4554
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CA# 8829
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STRUCTURAL
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SYSTEMS
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OF NORTH FLORIDA
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1634 S.E. 47th STREET, SUITE #3
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CAPE CORAL, FL 33904
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STRUCTURAL ENGINEERING:
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BUILDER:
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14562 KELSON CIRCLE NAPLES, FLORIDA LOT: 46 SUBDIVISION: NAPLES RESERVE
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STRUCTURAL DETAILS
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MODEL 2344 E
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DESIGNED IN ACCORDANCE WITH FLORIDA BUILDING CODE 6th EDITION (2017) RESIDENTIAL
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JOB NO.
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FOR BUILDERS FIRST SOURCE TRUSSES, 170 MPH, EXPOSURE B, ELEVATION E, JOB # MASTER, DATED: 01/29/18, REVISED: NONE