HomeMy WebLinkAboutBUILDING PLANR C H I T I C T
Desif!n
e/Groulfina.
1441 N. RONALD REAGAN BLVD.
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-7744078
www.abdesigngroup.com
A.B. DESIGN GROUP
DRAFTING INC.
1191 EAST NEWPORT
CENTER DRIVE, SUITE 207
DEERFIELD BEACH, FL 33442
(954)482-0957 OFFICE
0
7
SU331MV. �k I=:"l
RIVERBEND.
LOT #15
170 MPH EXPOSURE"C'
PI;ZOJECT#
03303.015
MODEL:
ALEXANDRIA
6512
ELEVATfON E
GARAGE SWING:
RIGHT
PAGE:
ELECTRICAL
PANEL &
RISER
ARCHITECT:
STATE OF FLORIDA
1�RIK \,Q6/27/16
DATZ
I �, �� �- AS NOTED I
SHEET NO:
E
FIXTURE
WATER
LAVATORY
112 "
HOT -
112"
COLD
TUB
SHOWER
1/2"
1/2"
HOT-
HOT-
1/2"
1/2"
COLD
COLD
WASHER
1/2"
HOT-
1/2"
COLE)
SIN<
1/2 "
HOT -
1/2"
COLD
-KITCHEN
WATER CLOSET
1/2
COLD
REF.
1/2
COLD
H.5.
1/2'
COLD
NOTE:
THE INSTALLATION OF FIXTURES 6HALL CONFORM WITH FIBC (R) P2705,1
NOTE: SANITARY
211 OR LESS 1/4" / F-OOT SLOPE OVER 2" 1/8" / FOOT SLOPE PITCH TO BE UNIFORM
THROUGHOUT STRAIGHT RUN6
MATERIALS:
A. COLD WATER PIPING DOWNSTREAM OF- WATER METER SHALL BE F`VC OUT&DE OF:
BUILDING AND BELOW GROUND, f`EX INSIDE OF BUILDING
5. SANITARY WASTE 5HALL 15E F.V.C, 5CH. 40
r- CONDENSATE DRAIN 101FE 844ALL BE SCH- 40, PVC PIPF AND FITTINGS
D. WATER RELIEF AND DRAIN LINE SHALL BE TYPE CFVC OR COPPER MIN. 3/4" DIA.
PLUMBING SCHEDULE
NO.
DESCRIPfTION
WASTE
WATER
REMARKS (GPM)
COLD
HOT
wc
WATER CLOSET
all
1/2"
—
126 GALLONS PER FLUSHING CYCLE
LAV.
LAVATORY
1 1/4"
1/2"
1/211
1-:-7 GFM 60 PSI
TU5/
5HWR
TUB / SHOWER (2)
1 1/2'
1/21,
1/211
1.5 GFM 60 PSI
G.T.
GARDEN TUB (1)
1 1/2
1/2"
1/2
I.El) GPM roo PSI
5HLUR
SHOWER (1)
211
1/211
1/21,
I.E� GPM roo PSI
SINK
KITCHEN SINK (2)
211
1/2
1/211
1.5 GFM roo PSI
W
CLOTHES WA5iTER (2)
211
1/2"
1/2
WATER FACTOR OF: 8 OR LOWER (ENERGY
STAR / WATER SENSE CERTIFIED)
DW
DISH WASHER (2)
ill Ill
—
1/211
(0.5 ALLONS PER CYCLE OR LE55
(ENERGY STAR / WATER SENSE CERTIFIED)
REF.
REFRIGERATOR (2)
112"
—
UNDER COUNTER AS
SELECTED 5"r OWNER
(1) PROVIDE ANTI -SCALD VALVE.
(2) FROVIDE r*TECH 5�40C< ABSORBER TO EACH SUPPL
z
FIXTURE
SANITARY
PITCH
FIXTURE UNITS
DBL. <IT SINK
1 1/2
1/411
4
W/ DISP. 4 Dw.
SUB TOTAL =
4
FIXTURE
SANITARY
PITCH
FIXTUR UNITS
WASHER
3"
2
LAIl,4NDRY TUB
1 1/4
1/611
2
SUB TOTAL =
2
F=URE
SANITARY
PITCH
FIXTURE UNITS
CQ
LAVATOR'r'
1 1/4
1/4"
1
WATER CLOSET
311
1/6,
3
TU5/5HWR
1112,
1/411
2
SUB TOTAL
FIXTURE
SANITARY
PITCH
FIXTURE UNITS
LAVATORY
1 1/4'
1/4'
1
LAVATORY
1 1/4'
1/4'
1
WATER CLOSET
-311
1/8,
3
TU5/SHWR
1 1/2'
1/4"
2
SUB TOTAL �
7
FIXTURE
SANITARY
PIT H
FIXTURE UNITS
LAVATORY
1 1/4'
1/4'
1
WATER CLOSET
311
1/8,
3
TU5/SHWR
11/2,
1/4"
2
SUB TOTAL
ro
FIXTURE
SANITARY
PITCH
FIXTURE UNITS
LAVATORY
11/411
1/4-
1
WATER CL05ET
3
SUB TOTAL =
4
FIXTURE
SANITARY
PITCH
FIXTURE UNITS
LAVATORY
11/41,
1/41,
1
LAVATORY
11/41,
11411
1
WATER CLOSET
.31,
1/81,
3
5HOWER
11/2,
1/411
2
TUB
11/2,
1/41,
2
SUB TOTAL
15
TOTAL = 40
PLUMBING LEGEND
WASTE
4/C LINES FROM UNIT TO CONDENSER
ILL 5E RUN OVEIR�41EAP
145
COVERED
LANAI
FAMILY ROOM
---------------------------
----------------- -------
I F— — — — --
HALL
DINING
2" \&NT
L ----------- UP-THRU
2ND r-LR
-1 L - - - - - - -
'-311 '71 U - -'-fafu a! - -
2
\V/// FOYER
BATH
#2
COVERED
ENTRY
BEDROOM #
5'- 1 1/2'
Ad
A'l-
ADMITTANCE
IVALVE
I
I KITCHEN
'N x
� � z IN
11 Slilo�.11
PWDR
CASUAL
DINING
5'- 1 1/2 "
REF
N< 2' VENT
7HRU;
ROOF
11 -4rU
I
3/411 UP Tol
A50VE
CEILING
STUDY
7- - - 7 F- -1
1.
L.
W. 1. C.
F - - -
1 31
L - - - J
61
mi
P --
LAUNDRY
-'--'---BUL11
NoSTOR
M\wi
1111111110�1
LAUNCH
11 121 FU
3" WASTE
STACK UP TO
2ND FLR
TRUSSES
H5
I b
(p
F-� — — — — — — — — — — — — —
-----------
MASTER
VENT BEDROOM
THRU
ROOF
L— — — — — — — — — — — J
— — — — — — — — — — ---
41
-101,
20
2 " VENT
LAV.
MASTER
BATH
21-1
1
�pl FREE
STAN rs
TUB
Ti AV
F
W.I.C.
07.a
VENT
THIRU LU�4
T ROOF
0
FA/c Fle r- U 7
GARAGE
PLUMBING LEGEND
WASTE 2 WAY
Co.
A/C LINES FROM UNIT TO CONDENSER WILL BE RUN OVERHEAD 4' SANITARY
5FW;=R. SEE
CIVIL DUrzo-5
FIRST FLU"OR FOR CONT.
PLUMBINU" PLAN/
3/4" P 4 T
RELIEF PIPE
TERMINATE 6'
A50VE �-F�
/ " - N'
�COND. �
02
H5
Design
000GUOUIrinc.
1441 N. RONALD RAEAGANBLVD.
LONGWOOD, FIL 32750
PH: 407-774-6078
�O
FAX: 407-774�4078
L www�abdesigongroup.com
A #.
.0 03325
DRAFrING BY:
A.B. DESIGN GROUP
DRAFTING INC.
1191 EAST NEWPORT
CENTER DRIVE, SUITE 207
DEERFIELD BEACH, FIL 33442
(954)482-0957 OFFICE
(954)708-2468 FAX
[S'UIBDIV. & I�OT:
RIVERBEND.
LOT #15
170 MPH EXPOSVRE"C1-
PROJECT#
03303,015
MODEL:
ALEXANDRIA
6512
ELEVATION B
GARAGE SWING:
RIGHT
PAGE:
FIRST FLOOR
PLUMBINC�
PLAN
ARCHITECT:
STATE OF FLORIDA
I-RIZIT 06/27/16
DATZ:
I SCAE'E: AS NOTED I
SHEET NO:
p I
7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --
C T
TU5/
SHOP -
PWD R. VTR
2 11 VTR
Ilk
I �Av
BATH
j 3
`2
> A
I-Av
N
2 " VTIR
LAV
2 VTR
21' VTR
BATH
-#4
V7F
311 v7R
MASTER LAV
1 TUB
'LU 212
11111
I
2 " 3 "
411 To SIFF R
34 DFU T
.511
uic
r BATH PLUMBING RISER, DIAGRAM
12
TU5/
SHLUR.
GATE VALVE
(T'f I=.) —
H.Ui,
HEAT TRAI=
ACUUM RELIEr- VALVE
[ON TANK
'TEMI= 4 PRESS. RELIEF
vALvE- A.S.M.E. ROUTE
ROUTE f=If=ING TO FDIP[NG FULL SIZE TO
DRAIN ON GRADE DRAIN PAN.
DISCHARGE SHALL elE
INSTALLED IN A I�IANNER
THAT DOE5 NOT CAUSE
I=ERSONAL INJURr TO
OCCUI=ANTS IN THE
M�IEDIATE AIREA OR
STRUCTURAL DAMAGE
TO THE BUILDING.
TEMP. CONTROL VALVE
W ATER HEATER DETAIL (TYP,)
N.T.S.
0 1 1,' ' 'I ' , 'I i,
01 10' 1
PLUMBING PLAI
inc�
1441 N. RONALD REAGAN BL
LONGWOOD, FL32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
A.B. DESIGN GROUP
DRAFTING INC.
1191 EAST NEWPORT
CENTER DRIVE, SUITE 207
DEERFIELD BEACH, FIL 33442
(954)482-0957 OFFICE
SUISIDIV. & ]LOT:
RIVERBEND.
LOT #15
170 MPH EXPOSVIRE *V
PROJECT#
03303.015
MODEL:
ALEXANDRIA
6512
ELEVATION B
GARAGE SWING:
RIGHT
PAGE:
MOND FLOOR
PLUMBING
PLAN
L
ARCHITECT:
STATE OF FLORIDA
06/27/16
1 �14 AT �. AS NOTED I
SHEET NO:
p Oe c
AC- 1
EQUIPMENT SCHEDULE
AC -I CARRIER
5 TON
C.U. -CH14NA0600OG
A.H.U. - FX4DNF061TOO
HEAT - 05 KW
COOLING CAP. - 57,000
HEAT CAP. - 54,500
ELECT - 208-230-1
BRKR CLI- 50 AHU-45
REF. LINES - 7/8 & 3/8
S.E.E.R. - 14.0
HSPF - 8.0
AC - 2 CARRIER
2 TON
C.U. -CH14NA0240OG
A.H.U. - FB4CNP036L
HEAT - 05 KW
COOLING CAP. - 28,600
HEAT CAP. - 28,,200
ELECT - 208-230-1
BRKR CU- 30 AHU-45
REF. LINES - 3/4 & 3/8
S.E.E.R. - 14.0
HSPF - 8.0
IOX10-1w
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----_-----
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MECHANICAL, Inc,
CAC1817665
General Notes
1643 DONNA ROAD WPB, FL. 33409
5 6 1 — 6 8 9 — 1 0 9 3
831 S. KINGS IIWY FT. PIERCE. FL, 34945
7 7 2 8 7 8 75 7 7
NO.
Revision/Isswe
Date
ALL IDEAS. DESIGNS. ARRANGEMENTS, AND PLANS
INDICATED OR REPRESENTED BY THIS DRAWING ARE
OWNED BY AND PROPERTY OF THIS OFFICE, AND
WHERE CREATED, EVOLVED, AND DEVELOPED FOR
US ON. AND IN CONNECTION Willi THE SPECIFIED
PROJECT. NON17 OF SUCH IDEAS, DESIGNS,
ARRANGEMENTS, AND PLANS SHALL BE USED BY.
OR DISCLOSED ID ANY PERSON,FIRM,OR
CORPORATION FOR ANY PURPOSE WITHOUT WRITIE.N
PERMISSION OF PREFERRED AIR CONDITIONING &
MECHANICAL, INC.
CAL A'T[..ANT1C HOMES
. 4 0/ L � �/z J 7- - �� e_ A f L�_
MODEL. 6512
LOT
Project
RIVERHEND
Shoot
Dote
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AIR
CONDITIONING
cuml
I J1
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LEVYL C, 8176.45
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TO
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OF
By,
ISTANt
PACIFIC
LAU"L MODE, L
Shaft
OMO
File, CuPy
FOOTING SCHEDULE
0
(SEE PLAN FOR LABELS of ACTUAL FOOTING TYPES BEING USED)
kfK
SIZE
TYPE
STEEL
NOTES
W2
12"W X 16"D
MONO
2 # 5 Dio� CON'T
MONO 0
M121
12"W X 12"D
MONO
2 # 5 SIX, DON'T
INTERIOR MONO PER DIAGRAM BELOW
M16
16"N X 16"D
MONO
2 # 5 Dio� CON'T
MONO I
M16i
16"W X 12"D
MONO
2 # 5 Dic. DON'T
INTERIOR MONO PER DIAGRAM BELOW
M20
20"N X 16"D
MONO
3 # 5 Dia. DON'T
MONO 2 (USE PLM BCH. CHAIRS)
M201
20"R X 12"D
MONO
# 5 Dia� CON'T
INTERIOR MONO PER DIAGRAM BELOW
M20t
20"W X 16"D
MONO
3 # 5 DID CON'T
(USE PLM BCH. CHAIRS)
W/ # 4 X 7'61 TRANSFER BARS 12" O.C.
M24
24"W X 16"D
MONO
3 # 5 Dio� CON'T
MONO 3 (USE PLM BCH. CHAIRS)
M24i
24"W X 12"D
MONO
3 # 5 Dia. CON'T
INTERIOR MONO PER DIAGRAM BELOW
MX
"W" X "IT" / PLN X
EXTENSION
8"W - I # 5 BAR T/E
EXTEND and TIE BARS INTO MAIN SLAB
DEPTH of MAIN FIG.
12�:W - 2 # 5 BARS
FOOTING STEEL. STEEL TO BE at
116 W 3 # 5 BARS
BOTTOM, U.N.O.
P24
24"W X 241 X 12"D
PAD
# 5 at 12"O.0
E,W,B.
AS INDICATED ON PLAN TED.
P24t
24"W X 241 X 16"D
PAD
ALLOW FOR GTE. COLUMN RECESS
P36
16"W X 36"L X 12"D
PAD
AS INDICATED ON PLAN TYP.
P36t
36"W X 361 X 16"D
PAD
ALLOW FOR BILL. COLUMN RECESS
P48
48"W X 481 X 12"D
PAD
AS INDICATED ON PLAN TYP.
P481
48"W X 481 X 16"D
PAD
ALLOW FOR SITE. COLUMN RECESS
P60
60"W X 601 X 12"D
PAD
AS INDICATED ON PLAN TYP.
P60t
60"N X 601 X 16"D
PAD
ALLOW FOR STL. COLUMN RECESS
P72
72"W X 72"L X 12"D
PAD
AS INDICATED ON PLAN TYP
P72t
72"W X 721 X 16"D
PAD
ALLOW FOR STIL COLUMN RECESS
S16
16"W X 12��D
STEM
2 # 5 Dia. CON'T
USE PALM BEACH CHAIRS
S24
24"W X 12
� # 5 SIR. CON'T
USE PALM BEACH CHAIRS
842
42"W X 16
4 4 5 No. PONT
# 4 TRANSVERSE BARS @ 24;' D.C., U.N.O.
T8
8 'WX 8
THICK EDGE
1 # 5 DID CON'T
YP. of 'AT" "' ",,RECESS
T8b
8"W X 9"-12 D
THICK EDGE
1 # 5 FIG. CON'T
GARAGE CURB and/ar"'>' 4 RECESS
T&c
8"W X 6"-8"D
CURB
1 # 5 Dia. CGN;T
GARAGE RECESS CURB
T12
12' W X >1 2"D
THICK EDGE
2 # 5 Dia. CON'T BOT.
AS INDICATED ON PLAN
ADD 2 # � BARS BOTTOM FOR EVERY 12" OF DEPTH INCREASE AS REQUIRED
+
PROVIDE # 4 X 601 TUDOIS BARS AT 16" 0 C TOP
NOTES:
- TOP of ALL SUB -SURFACE FOOTINGS to be MIN. 1T BELOW FINISH GRADE, U.N.O.
- FOR ALL RECESSES, EXCEPT PERIMITER BLOCK RECESS OR STEEL COLUMNS,
FOOTING DEPTH 'D' SHALL BE MEASURED FROM BOTTOM OF ANY RECESS, U.N.C.
WE PAVERS
RIC at ENTRY DOOR TRANSVERSE
mi
TRANSVERSE
...
1 /2" REC ;II'VE,
BARS
R
4
`Xx.
ADD FOR
®R_
INIENIDN
FOOTING W 4
PROTILL
ALT. SHOWER
AL . 16"W a/ 2 BARS
RECESS, CNTR_'� �8`VARIES W1
IN CURB SLO E
T
8
_BAR
12";'
GRADE
PAVERS Ll
GRADE
7
TYP, GARAGE O.H. DOOR PAVERS RECESS
2
STEET PER SCHEDULE
'PC
EXTERIOR
INTERIOR
1W TYPE FTGS
7 TYPE
FrGS
SLAB--�
PER PLAN
TYP FOOTING PROTECTION
COLUMN SCHEDULE
(SEE PLAN FOR SNBOTS of ACTUAL
COLUMN TYPES BEII
USED)
SIZE
TYPE
STEEL
NOTES
C5
Hl
81, x 81,
C M. J.
1 # 5 BAR
-
C7
[3
8" x 8"
C M. U.
I # 7 BAR
-
C25
r--;l
8" X 12"
"0" BLOCK
2 # 5 BARS
-
C27
C45
8" X 12"
12" X 12"
"0" BLOCK
"0" BLOCK
2 # 7 BARS
4 # 5 BARS
-
PROVIDE U.S.P. "WT" TIES at EVERY
OTHER MORTAR JOINT
113
74-5
—"WX "L" PER PLAN
POURED GOES.
4 # 5 BARS
# J DIG. TIES at 8" O.C.
P65
P47
:�W " X 1" PER PLAN
X "IT" PER PLAN
POURED GOING.
POURED GONG.
6 # 5 BARS
6 # 7 BARS
# 3 RIC TIES at 8" 0. C.
# 3 BIC TIES at 8" 0. C.
P67
PW
0
'A'
W" X "IT" PER PLAN
DIAMETER PER PLAN
POURED GONG.
POURED GONG.
6 7 BARS
5 BARS
� 3 DIG, TIES at 10" O.C.
3 Dia. TIES at 10" C.C.
SEE DIAGRAM BELOW
7
E3
SEE POESF SCHEDULE
TUBE STEEL
SEE FLOOR and ROOF LAYOUTS
Tib
0
POLLARD
TUBE STEEL
SEE DIAGRAM BELOW
SEE POST SCHEDULE
WOOD POST
SEE FLOOR and ROOF LAYOUTS
0 0
—0
00
<�>__n
Ts
3"D STEEL COL�MN W/
6" X 6" X 1/4 T BILL
PLATE W/ (4) 112" X 31
EMBED. WEDGE ANCHORS
to SLAB (VER. EXACT
LOCATION PER ARCH. PLAN)
I AM
EXTEND AND HOOK
w MIN, (3) BARS INTO
BEAM ABOVE AND
SLAB BELOW
ls> SLA�jj
- NOTES: -
ALL C.M.U. CELLS W/ STEEL TO BE CONCRETE FILLED
-
LAP ALL STEEL MIN. 48 BAR Dia. TYR. THROUGHOUT
-
SEE FLOOR and ROOF LAYOUTS FOR ALL STRUCTURAL POST SPECIFICATIONS
<> POST SCHEDULE
m o 13
( BE PLAN FOR LABELS of ACTUAL POST TYPES BEING USED)
mw
TYPE
NOTES
MRK
TYPE
NOTES
W14
I - 2 X 4 S Y.P. #2
W6
6 X 6 S PP # 2 P, T.
W4
4 X 4 S.Y.P. # 2 P.T�
W6b
6 X 8 S,Y.P, # 2 P. T.
IN&
4 X 6 S�Y.P. # 2 P T.
W26
2 - 2 X 6 S.Y,P� # 2
*TYP. MIN , FNO.
Wk
4 X 8 S.YP. # 2 P T
W36
3 - 2 X 6 S.Y.P. # 2
W24
2 - 2 X 4 S,Y.P. # 2
W46
4 - 2 X 6 S.Y,P. # 2
W8
8 X 8 S.Y,P. # 2 P,T
W34
3 - 2 X 4 S,Y,P, # 2
TYP. MIN , U.N,O.
W44
4 - 2 X 4 S,YP. # 2
W28
2 - 2 X 8 S. Y. P. # 2
*TYP. MIN U.N.0,
W64
5 - 2 X 4 S.Y.P� # 2
W38
J - 2 X 8 S. Y. P. # 2
W48
4 - 2 X 8 S. Y. P. # 2
W58
15 - 2 X 8 SAY, # 2,
T35
3.5" X 3.5" X 1/4"T
TUBE STEEL, ANCHOR PER DETAIL AS SPECIFIED ON PLAN
T4
4" X 4" X 1/4"T
TUBE STEEL, ANCHOR PER DETAIL AS SPECIFIED ON PLAN
If
PLACED FLAT TO SHEATHING AT OUTSIDE OF WALL, PER DIAGRAM BELOW
k
PROVIDE BLOCKING SUPPORT TO TRUSS/GDR, PER DIAGRAM BELOW
o
STEEL COLUMN PAD OUT - REFER TO DETAIL "9" ON SHEET "SD2"
P
ANCHOR W/ .145" X 1.51 P.A.F. (PINS) TO "T " COLUMN AT 12" O.C.
It
ANCHOR TO MASONRY W/ 1/4" W/ 2" EMB. TAPCONS W1 WASHERS at 16" 0 C.
w
ANCHOR to MASONRY WALL W/ 1/2" X 4" EMB. WEDGE ANCHORS 24" O.C. (6" FIRM TOP/BOT)
u
ATTACH W/ 1/2" THRU-BOLTS W/ 1 1/4" WASHERS at 16" O.C. and MAX. 6" FROM ENDS�
NOTE: - B. J. POSTS TO NAILED TOGETHER W/ 10D COMMONS at 6" O.C. STAGGERED EA PLY/EA FACE.
- ALL WOOD POSTS TO BE MIN. (3) 2 X 4 or (2) 2 X 6 (2 X 8), SUPPORTING HEADERS/GIRDERS
PER "D-7F" on SHEET "SD2', U.N,O, (MATCH WALL, GIRDER/HDR WIDTH)
- FOR GIRDERS 2-PLY or GREATER, PROVIDE POST BELOW TO MATCH GIRDER WIDTH, LLD 0
- ALL MULTIPLE PLY POSTS SHALL BE NAILED TOGETHER W/ 16D COMMONS @ 6" OC.
STAGGERED EA. PLY/EA. FACE, UNLESS NOTED OTHERWISE, PER NOTE 2.
- ASSUME POST HOT. TO MATCH BBC WALL EST, UNLESS CALLED OUT OTHERWISE
- SEE FOUNDATION PLAN FOR ALL MASONRY COLUMN SPECS.
PROVIDE SOLID BLOCKING FROM POST THROUGH FLOOR SYSTEM to BEG, WALL BELOW
STUD TO *111281" :
�6- �I.IMAI.l 10D NAILS s" GO
GIRDER GIRDER GIRDER B. CHORD
1, 2' to 21
S DS
STUDS
-------------- 'W28f TO TOP/BOT PLATE
mR,' P'Llm BL?CEARGS,: 2 X 4 SAS
DE OF POST
(3) IDS TOE-NAI S LA SIDE
Wi(2) IOD TOE -NAILS
EA. END To GOB w
GEN T I'E L
IOD NAILS TO POST
PER POL!WAL
POST TO SLAB : "2-Dil
SOREL
11 12 to 2"
ANCHORS (U.NO. N
PLANS) PER TRUSS 771 \47
PER PLAN
ANCHOR SCHEDULE
TOP SIDE
SIDE FRONT
< 2 SEE 'D 7F" FOR ALL OTHER
FRAME WALL SPECIFICATIONS
-4" 1, 1 lg,-6,
— — — — — — — — — — — — — — —
Ll— __J
COVERED LANAI
RIP
EC. 4.25", PAVERS
L 11C—l"
rFF-- F-1
7 L _j
L
7'-6-
MASONRY
OPEC TYR
1 5" PERIMETER
RECESS TYR.
TYP
7'-8"
rm
F �� 7&
64'-D"
IIIII=
mlx)w f-- - - - - - - -
1.5"
VARIES
— — — — — — — — — —
C5
RESIDENCE
EE�- I",
T Op OF FINI��H FLR
SLAB ON GRADE CONSTRUCTION
4" THICK 2500 PSI CONCRETE SLAB W/
6" X 6'' / 10 X 10 WILDED WIRE MESH
ON 6-MIL VAPOR BARRIER ON CLEAN
95% COMPACTED TERMITE TREATED FILL
VER. LOCATION of ALL EQUIPMENT PADS
TO BE AT F.F, PER ARCHITECTURALS, TO
BE 4" THICK W1 TFICKENFI) EDGES, U.N 0
F
7
L
F_
PAVERS
PA C
R
J, I
_j
13'-5 1/2' 9'-2"
-- — — — — — — — — — — — --
MASONRY
OPRIC. TYP.
1
1.5" PERIMETER I
RECESS TYP.____l
TYR
I U�i
24'-9"
F t -1 T-0'
S-0" 4'-0'
F - — — — — — —
/T
1 11 11 1 T8b
Ll LL=LL��JL Jd
+
T-10" 2
6" Z
7 . . . .. . .
T4
LL — —
L
F_ _F 717
_F
_S
_j
b) — — — — — — — — — — —
T4.
ug
7 . . . . . .
8b
. . . . . . . . . . .
L— — — — — —
17-- .......... ........
....................
.. . . ........
......................... 0. \5 .... .
...............
...............
...............
......................... . ...... ...... ......
......... ..... .. ............. I ......
. .......... .... ............................ I
rs)l / * .... * .......... / A- ......................
ELEVA
L —
no
-4-
::� c,_
CR
81-01 IJ'-4'
I
FOUNDATION / FIRST FLOOR COWMNS /4. = l'-O"
VERIFY METER & PANEL LOCATIONS
SEE FLOOR PLAN FOR EXACT PLUMBING LOCATIONS
REFER TO ARCH PLANS FOR EXACT LOCATIONS OF OPENINGS IN INTERIOR BEARING WALLS
FOLLOW PLAN FOR CELL L.O., W/ APPROX, EQUAL SPACING IN 'NALL SEGMENTS, N TO EXCEED MAX. SPACE PER PLAN
EXTRA DETAIL
REFERENCE
on THIS SHEET
DETAIL REFERENCE
ON SHEET "SD1"
INTERIOR BRG
WALL LOCAT116NS
ON SHEET "Sl"
I <> TYPIUCIAL POST/STEEL MASONRY
COE N SPEC PER VCHEDULE
ON THIS SHEET 'P', 7 or 'C'
THIS FOUNDATION HAS BEEN DESIGNED BY RATIONAL ANALYSIS
TRANSFER REINFORCEMENT IS NOT REOUIRED, U.N.O.
REVISIONS:
SHEET DATA:
MODEL: 6512
COMMUNITY: RIVERBEND
LOT #: 15
DRAWN BY: SM/RC
CHECKED BY: RC/VH
DATE: 11-14-17
SHEET DESCRIPTION:
FOUNDATION /
FIRST FLOOR
COLUMNS
ELEVATION: B
GARAGE: RIGHT
BRENNAN
ENGINEERING INC.
1600 S. DIXIE HWY. STE 400
BOCA RATON, FLORIDA 33432
(561) 392-3748
E.B. # 7686 P.E. # 72387
SHEET:
Victor Hernandez
-%\C
v 0
o
Af
_0I
�0
0�
L ... E'TA
E.B. # 769W P.E. 72387
0 TRUSS ANCHOR SCHEDUf_E_
tSEE PLAN FOR LABELS of ACTUAL ANCHOR TYPES TYPES BEING USED)
CMECIMM
WM
0
ANCHM M
�OTY
NAIL SCHEDULE
ANCHOR to TRUBS
� I -PLY I tKIFT 12-PLYwWMI LPLFT
NAL �ofticddz
ANI to
MAMONRY
LAI am
r-i
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F-2
NAw
0
-
MAR
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7MM to VAOONFri
'(Z-MAX)
Ad
—
CMU
dm
10-IOD X IS"
1985 LES
14 - 16D
M LLLBSS
N/A, EMBED
1)10
1160
At
A2
-mu
wmc
10-10D X 15"
2035 LBO
12 - 16D
2500—LBS
— 00 UBS
N/A, EMBED
1�25
1520
A2
A3
CMU
COME
10-IOD X 15
2035 LBO
14 - 16D
j"
N/A, EMBED
1 Af25
1520
A3
WRAP STRAP
OVER TC'
CHORD OF TRUSS, AD Al I OWED --
111" 10 WIID
MAW
B 1
ZBW TYPE
SIMPSON 1 IF—TS2108
STA
IOTYI
1 1
1 20
SIZE
GAUG
I 91RAP to Ill I MW
10D 1
to WD WL I
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F-1
I F-2
URI
1235 LES
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82
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PROV. ADD I (J) - 16D TOE-NAIL� IU LA. HUSS to wUPD �WMLAI �dRDE�,�VDTH','�'N'0')
FOR GIRDERS 2-PLY or GREATER, PROSTRE POST BELOW T
500
500
SIMPSON
HIS SIDE
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160
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to M ASONRY F-7-7
A
—
—
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T
WDOD to WOOD
NARK
C 1
ANI
SIMPSO
TYPE
IOTYI
I
SIZE
1 1 4'W 18 GA
LAW-1161113CIDAm Aw-tovaitRI
6 - AIR
6 - IOD
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I "
trm
1965 LBS
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N
R
(WALL or P090
c2
simpsoNF-MSTA48—F
I
1 1 4'W 16 CA
T,
7 - ED
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N H
N.H.
1400 LOS
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(Z-MAX)
04
S1MPSON1[TTCConnSTr
or ALT. �
-
AC4` (Mid lB)
2
I I
N A 14 - 16D
HEAD RS MU T BE MITERED WIJH
N Z A 14 - 16D
8 - 16D
THIS ANCHOR
10 - i6D
P.R.
N.P.
1500 LBO
C4
US
UP
985 LBS
STRIP to MSNRY--l(T)
ALT, - PROVIDE TAU'UUNTS
10 MA�AUNUY WALL - W/ 4 X 2 EMB. TARPONS PER STRAP
SEE ABV
(T)
�um
YAP= to SLAB
Em
ANCHI TYPE
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I ANCHM to BLAB
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1610 LUF
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P
L PER ANC
P ES�5 ALN
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MIN ARQUI
ABOVE ANCHOR TYP.
U. N. 0.
FOR 1-PLY MEMBERS, ADD 2 X 8 S.YJP. �, 2 VERT. EUE, MAX 16 H OR FULL EFF.
OF TRUSS LEG, W1 6-10D NAILS TO THU S, EQUALLY SPACED
GIOEIIETARL�1' FLANG E FOR CORNER APPLICATIONS, OR AS NOTED ON PLANS
FI
SIW11E
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PC
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1 1 / GAU�h
Id 1��L 213:1111:11
- I 1 5 IF 11111 E I H D
5000
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BELOW To SLAH. MIN. 4 tA(;H !o1l)IF
Al ANUMUNR BOLI LOCAHONS
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THEN
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b -N/d X b L THEN 7025
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Bllhf`�,UN
HCUM7 00,
1
7 CA
124 -1/4 X 2S IF RES SCIEWS
5 8" EC
8 -51' X CL THEN HD17025 LES
13100 LBS
1%
0�
- USE ORDER APPLICATIONS, OR AS NOTED ON PLANS
RNER ABEL CATIONS OR A� NOT�
�D
IIIIIIIIIIIIIIIIIIIIIIIIIIIIII��MARKI
E 15SHRIAL
MISCELLANeoull;
CONNECTION 1 IETA�L I AS REFERENCED ON SHEET `SD1`
0
PI
D_
ETA
SSEE
EE DET� L � AS REFERE14CED ON SHEETS SDI AND SUB"
- D_
IMIIKLL,G
to INUG3 LUNNULIUN
iIU BE HHOVIDED BY FUFS COMPANY, UNLESS NOTED OTIFTERVOSE
TW
VERIFY STRAP LENGTH TO
GO OVER T CHORD MS
- INSTALL ALL HARDWARE I ' AWIE W' TH NUFACTURERSj SPECIFICATIONS -
"TAPCONS' - SPACE MIN 2" TO IS Am AN CHI SPACE MIN 4" WZ MIN 3' FROM f USES
MJN. (2) NAILS TO TRUSS
rt F
- CAPACITIES SHOWN ARE FOR INSTALLATION IN SOUTHERN YELLOW PINE (SAP ) LUMBER W1 ASTM A446 GRACE A STEEL
DE PEA CA IRIVU X 2 1/21 16D - 0.162"1 1 11 ILL IrILR.C� LILI"l IT
'L '� NA ' As -21 HER Q7 0
LIA7TFNFNRS
B. AL! METAL R J7E_D II S2E
A D ANC; R7 CONUITUN OR AGAINST PRESERVATIVE or
ACE TF MU
7 E7P5 Wa� E A M
ASTM A153, CLASS D "HOT -DIPPED' GALVANIZED OR EQUIVALENT. ALL COND PUBES IN IINTAIT W�ZPRPS�RIVIIVE TREAFED WOOF REQUIRE A MINIMUM
APL
' �11_3 �LPPE IJTI� IN a "HIA1 'El ' EFFI, ILENT THE DESIGNATOW M MUST BE ADDED TO INS STOCK NUMBER
0�0 U LIF CTP - - E5 7 T- wo�2
AN R A`dI0Y41S 3AS N HE T CASE LOAD COMBINATION BETWEEN UPLIFT and LATERAI I OAD, EITHER
PERPENDICULAR ., PARALLEL TO THE RIDGE LINE, WHEN CONSIDERING THE "UNITY EQUATION', WHERE APPLIES.
THE MAXIMUM LATERAL LOAD PARALLEL or PERPENDICULAR TO THE WALL IS 180 PLIC UNLESS SPECIFICALLY NOTED ON THE PLANS
BOND BEAM SCHEDULE
(SEE PLAN FOR FACETS of ACTUh BEAM- THES BEING JSEDG
IEK
TOP (BONDINEW
stEEL
1 wrrom rm=
I sTEEL
NOTES
WI
(1) - 8` X 8" BEAM BUD
I # 5 BAR
N / A
I -
I TYP. TIE -BEAM CON'T
* VER, 120V PER PLAN *
ALONG T of PERIMETER
MASONRY WAL
S, SUPPORTING
ROOF TRUSSES, U PLO
BII
(2) - 8" X 8' BEAM ELK
1 # 5 /CRSE
I N / A
I
I ALT. TIE -BEAM AS NOTED ON PLAN
L-0
—
BEAM ABOVE PER
—ABOVE _PER
PLAN
—PLAN
PER ABO71
_TE_
18 875 PRECAST H`
I -
AS NOTED ON PLAN
L-1
BEAM
A AM -
8::
X 8 PREU
1 5 BAD
AS HOLD ON PLAN
L-2
BEAM ABOVE FICH
FILAN
PUR AIEUVE
1 8 A 8 PHLCAi
Q�_�NOTED
ON PLAN
L-3
N A
N _LA
A 6 ITFLUAGI 0
1 IRAN
I AU HOPED ON PLAN
II
N , A
N AF8
X —8PRECASfi —U
F2 #'_5 FARR
I I [OF / I NO I I OKA,
+ I
I at BEAM CALL -OUT INDICATES POURED ARCH BELOW PER DETAIL 311' (SHEET 'SD2)
NUILS ALL BEAM HEIGHTS ARE BASED OFF OF FINISHED FLOOR ELEVATION (0'-0")
REFER TO ARCH PLANS FOR EXACT LOCATIONS OF ALL OPENINGS IN WOOD FRAME WALLS
FILL ALL MASONRY SOLID FROM PRECAST "U" BLOCK TO LINTEL BLOCK
AT RAISED ENTRIES, ALL FILLED CELLS SHALL BE POURED TOGETHER W/
BOND -BEAMS AT TOP, TO INCLUDE INTERMEDIATE BOND -BEAMS AS REQUIRED
- PROVIDE MIN 301 x 301 CORNER OARS PER DETAIL 11 on SIFEET SD2
- LINTEL BLK TOP COURSE STEEL ABOVE, IS THAT FART OF CON'T STEEL AS SPECIFIED
PER T`P. WALL SECTION (SIDEET "SD2") (I.E., W AUDIT STEEL IS REQUIRED)
- FOR 16"Ll BEAMS, USE PRECAST "U" in LIEU of LINTEL BULK. 9 SOFT COURSE
- LAP ALL STEEL MIN. 48 Bar Did, of LARGEST STEEL of LAP TYP_ THROUGHOUT
- PRECAST SEAM STEEL 10 EXTEND MIN. 4" PAST EA SIDE OF OPENING
- SEE ROOF PLAN FAR ALL WOOD BEAM SPECIFICATIONS
R,
BI STEBE �O A Z, I
RUN CON'T
ACROSS OPNGV
�p
FROM EA. SIDE
SCHEDULE
AGA
B. of 40EAIM
VERIFY *DBL_* L STEEL PER
PER PUN SCHEDULE
CONCRETE BEAM SCHEDULE
(SEE PLAN FOR LABELS of ACTJAL BEAM Front BEING USED)
NFK
BIZE (W
!7;!�IIMSTEEL
R E M A R K 8
;Hz
TB_2
8"W X 11"_ISI PER
-
2 # 5
-
I SEE PLAN FOR EXACT HEIGHT
B-1
18"W X SLIT
3 #
-
# b
12" OC
1
-B-2-
8"W X 14ofi-_
12" PC
+ '
at BEAM CALL -OUT it �H BELOW PER DETAIL 31'M' (SHEET 'SD2')
POST SCHEDULE
Imoi3
( ED PLAN FOR LABELS If A At POST TYPIS BEING USED)
NRK
TYPE
NOTES
IWKI
TYPE
NOTES
W14
1 - 2 X 4 S.YP� # 2
WS
6 X 6 S.YR, # 2 P. T
W4
4 X 4 S.Y,P. # 2 P.1
WBb
6 X 8 S.Y.P. # 2 P�T.
W&
4 X 6 S.YP. # 2 P T
W28
2 - 2 X 6 SAP� # 2
* TYE. MIN., J. N 0,
WMIc
4 X 8 S.YP # 2 P T,
W36
3 - 2 X 6 S.Y.P. # 2
WZ4
2 - 2 X 4 S.Y,P, # 2
W46
4 - 2 X 6 S.Y,P. # 2
W34
3 - 2 A 4 SYP # 2
*TYR MIN., U.NO.
W8
8 X 8 S —YP. # 2 RT
W44
4 2 X 4 SYP # 2
W28
2 - 2 X 8 SY,P. # 2
*TYP. MIN, U.N.O.
W54
5 - 2 X 4 S,YP. # 2
W38
3 - 2 X 8 SY.R # 2
W48
4 S, 2
ww
2� XX 81 YY P1 ##
5 - S 21
TDIS
3,5" X 3.5" X 1/4"T
TUBE STEEL, ANCHOR PER DETAIL AS SPECIFIED ON PLAN
T4
4" X 4" X 1/4"T
TUBE STEEL, ANCHOR PER DETAIL AS SPECIFIED ON PLAN
I
PLACED FLAT TO SHEATHING AT OUTSIDE OF WALL, PER DJAGRAM BELOW
k
PROVIDE BLOCKING SUPPORT TO TRUSS/GDR, PER DIAGRAM BELOW
0
STEEL COLUMN PAD OUT - REFER TO DETAIL "T" ON SHEET 'SD2"
P
ANCHOR W/ 145" X 1.51 P.A.F. (PINS ' TO "I-" COLUMN AT 12" O.C.
t
ANCHOR TO MASONRY W1 1/4" W1 2' EMB. TAPCONS W1 WASHERS at 16" 0 C
My
ANCHOR to MA ' W 1 EMI. WEDGE ANCHORS 24" DO, (6" REM TOP/HOFR
u
ATTACH W/ 1/PPTH`RUW-AFLOTTS/W//';' 1'/A� WASHERS at 16" OC and MAX. 6" FROM ENDS.
KOM 0 H POSTS TO NAILED TOGETHER W/ 10D COMMONS at 6' U.S. STAGGERED EA PLY/EA FACE.
ALL WOOD POSTS TO BE MIN (3� 2 X 4 or 2 X 6 (2 X 8), SUPPORTING FEADERS/GIRDERS
�2)
PER "D-7F` on SHEET "SD2', U.N.0 MATCH WALL, GIRDERSTDIR WIDTH)
FOR GIRDERS 2-PLY or GREATER, PROVIDE POST BELOW TO MATCH GIRDER WIDTH, U.N.O.
ALL MULTIPLE PLY POSTS SHALL BE NAILED TOGETHER WA 16D COMMONS @ 5" O�C,
STAGGERED EA PLY/EA. FACE, UNLESS NOTED OTHERWISE, PER NOTE 2.
ASSUME POST HOT. TO MATCH PRO WALL HOT, UNLESS CALLED OUT OTHERWISE
SEE FOUNDATION PLAN FOR ALL MASONRY COLUMN SPECS.
PROVIDE SOLID BLOCKING FROM POST THROUGH FLOOR SYSTEM to END WALL BELOW
6' AX: Slw To Nwo
2 TOE NAILS 8" SC,
GIRDER GIRDER GIRDER B CHORD
to `M�
,wr m TOMP PLATE
E F IS
A K' '
` P
(3) 10D TOE-NAI EA. SIDE
T
W 2 ) I ED OF NATS S
CA EN D To GDR W1 Or
FOR DR TO WIT
0
On M A LS To POST
-11' PER PLAN
POST TO SLAB *2-DF —
som
12' to 24'
ANCHORS IT I ON
PLANS) PER TRUSS 7*
PER PLAN
ANCHOR SCHEDULE
TOP SIDE
SIDE FIR
2 SEE 1-7` FOR ALL OTHER
<6>
FRAME WALL SPECIFICATIONS
0 HEADER SCHEDULE
(SEE P N FOR LABELS If ACTUAL HEADER TYPES BI USED)
If
WK
TYPE
IN 0 T E 8
li-S' - HEADER '-Nr - NAILER
H310
(3) 2 X 10 &Y.P. # 2
TYP. HEADER TO BE USED OVER ALL OPENINGS, U NG (SEE D-7F)
_H212
___ -
ALT. CH48" L4T 2 X 8 `EH 4 2 IN 8`W WALLS
, -
# 2
At I HEADER fg_��310
mg-
2 12
1311
ALT.
HEADER
TO H31-0
aff-coWNT-DRULERor BTFwC —16DNAiLs at —6o.c.
M4
2 X 4 S.Y.P. # 2 NAILMYRSTOF-and/ci
or 3 - 16D NAILS PER EA. WEB/STUD THAT IT CROSSES or 3 - 10D
NAILS EACH END IF BLOCKING, W/ ALTERNATE 1/4" Do. TAPCONS W/
1 1 Z2" EMBED to MI 16" 0 C or (2� PER BLOCK, U N.C.
ZB
2 x 6 �,Y?j 2 NAILER
ANCHOR VI Xj L TAFECONS 12 OLC
X 6 S.YP, # 2 NAILER
at TOP and BOTTOM CEFORD of _TRUSS W/_1S7"4-DvcUT_A_PCODNS_WT
12
2" EMBED at 8" O.C. to MASONRY W/ 4 - IND TOE -NAILS FROM
TOP and BOTTOM CHORD (2/SIDE) AS REQUIRED
NOTE: - ALLOTHERWOODBEA1,18TOIDEMIL 2-2XI2&YP,#Z NALEDTOGE1111I 2ROWS
OF IDD COMMONS at 6- 01 LUM CALLED OUT CITHERWIM
- ALL WINDOW HEADERS TO BE 2 - 2 X ID SYP. # 2 W/ VZ AJTCH PLATE MAL PER ABOVE
- ALL 2 X 12 BULT-UP HEADERS ARE ASSUMED TO BE CONFIF TO BROL POINTS at EA. SIDE
F1
U = 620
1/1�
Al
- ------------------------- - ----- ------
--------------- -------------- ------------------------------------------------------------ ------- ------------------- --------------------------------------
20"H
32-H 32"H 32"H
D_
77
+ + - + +Ifz, sop . ... .. 11
I i e CL6 ++I
T
+ REC]i&
+ +
OT
7 6'2
/U 620 If MH - + x
+
'98
At +
+ -4- +
��Xxx
+
+� _L +
�j UAL,
32'H +
--Jl
+ + _:B + T7�+ + +
+ + + + + + +
U 620
�2
L-BRACE m
><1x\
X ao 3
6 x
X
X
OW -BRACE on,
A< :o >c
X
10'8" C
U/s
TYPICAL
7
x
>
X
>
S1-0
A
T4
\>
20"D GDR
...............
10'8" CLG
TYPICAL
W
D-7F +
D-
T. at 10,8" IF- +
OW, t. a 0181,
A I- L L _L I
n 04
ca,
+
+ +
C�E EST
+ + -7
F2 FDT _FL _00-R _-T_R 11 ///7
24" CDC
- - - - - - - - - -
Cr 20"D GDR F_ 7 2 X S.Y.P. # 2
0 B. PLATE WAX ><
1:3 WALL ABOVE PER <
FRAME DWN CLG'S] III all N_ 7
I — T4 1-j3
04
20"D FL0OR-TRUSTj_, 6"W, T. at 10'8" X
AA� It I/ X
24" 0,C.
10Y CLG 2-B
TYPICAL 36
2-D1
DRAFTSTOP - - - - - - - - 15tv x
. .. . .. . .. . .. . .. . .. . .. . .. — -- — -- — -- — --
7F
F_ ><
Iff \ � HN4
of X
yk /
AD
cf� S' x
8"H, TOP CS "Ne, - - - - - --
8 111 BETW.T�� T FRAME DWN CLIG's AAV BRACE X
Sm �)4 co: ,
I m R./FG. AS REQUIRED, PER
ARCH PLANS 10`8' CLG D-39
D
F L 0!01 "1 /! III, �/ i �/i �4
+ RECESS
A
F_ W-BRACE
I nr
E71mm— 10'-8"
12'-4"
I
D-7fY—
c�
41"H
F-1
SLAB STEEL SCHEDULE B-", IT-", 3132, -W
faF R AN FAR I ANFI R If AIIIAL GUAB ATOOL TfFES BEING USED)
W-412
# 4 BIG. STEEL X 17(SEE —DIAGRAM BELOW) SPACED 12' O.C. (TOP UPPER LAYER)
BE"
8-412ow
# 4 DID STEEL X PER PLAN SPACED 12 D.C. EACH WAY BOTTOM HOOK INTO BEAMS ALL AI
B-SMOIN
# 5 Did STEEL X 1" PER PLAN SPACED 12" OLC� EA MON INTO B
BUL-412
4 D STEEL X :1," PER PLAN SPACED 12 O.C. UPPER LAYERJ
Mj__4t2.
4 DID
, STEEL X L" PER PLAN SP BOTTOM LOWER LA EP
BEI
IBOTTOM
# 5 Dic STEEL X 'I" PER PLAN OF BOTTOM UPPER LAYER
BLL-512
-1 5 D a STEEL X I PER PLAN BE BOTTOM LOWER LAYER
6 NO EQ.
4.
A" , 1 21 M'
15 MIN
7
HOOK SIM MAU EMBED INTO
SPACE
BEAM TO 1.5' FROM OPPOSDE FACE
TO ACHIEVE PRIM EMKTEENT
-n)l -/TLL-
WX 1 # 5 BAR CON'T I
(TOP
IFII
(TOP) SPACED PER SPEC
(HOOK)SPACED PER SPEC
SPACE
Eiji
SPACE 1.
BU -1
B_ BUL-
BLL-
(BOTTOM) (BOTTOM UPPER)
(BOTTOM LOWER)
ALL STEEL LABELED ON PLAN IS ASSUMED TO BE THROUCH-OUT ENTIRE SLAB IN
DIRECTION SHOWN W1 PLACEMENT PER DETAILS SHOWN THIS SCHEDULE
10'8" CLG
el I I
cf)
RECESS
__Y�j 20"D FLOOR-TRUSq
+
x
Ht 24" CHIC.
><
19"H
16"H
X
D-7H
57"H
x
m
X
xz—
-7,
12'-4"
MH - 6'2
X
X
12'
7
2U�FFII
VARIES
><
_7EC_477L(TPI 77 - - - - -
><
D'
'ca
F-77-M-177-1 10'8' 'Ba
13000 P.S.I. CONIC.
X
m
13 1 a *Oc, Po'
Ot
LL
39"H
'S
10'-8"
I 26"H
ry 6"H
-----------
- - - - - -- - - - - - -- - - - - I
--------------
BALCONY PIERS 8" C.M.U.
U
W/ 8-H CONCRETE CAP Wj
# 5 BARS 10- O.C.E.W. MID.
T. at 48" ABOVE EDGE Of
SLAB.
2'- 0"
ELEVATION 111311
62"H
L
BRG.HGTS
r]7,777
STLEFT 12'
12'-4"
12'-9"
E BE IN OF BALCONYLONG SPAN
D I S SOL Of
IN IDE FACE CONI DECK/B M
A
VER� D
32" O.C. TYP.
TRACK I to MASONRY 1* x 3 5/8* x 6120 GA. CFI A
(2) - 1/4" 1, x 2' EME. TAPCONS to MASONRY
TRACK 2 to MASDNRY : 1' . 3 5 8' CON'T 20 GA. CHANNEL W/
. 1W , x 1 1/2"L P.A.F. 12' GOV STAGGERED to MASONRY
VERTICAL SLIPPORT : 1- x 3 5 B' 20 GA. CHANNEL 32' O.C. W1
(2) # 8 STAINLESS METAL SCRdS (SUM S,) to TRACK El / SIDE)
HORIZONTAL SUPPORT : I" x 3 5/8* 20 GA. CHANNEL 16' O.C.
W/ (2) # 8 S.M.S. to TRACK (1 / SIDE) and VERnCAL SUPPORT.
FINISH C13UNG : 8" MIN. RIB, LATH SECURED W/ # 8 x I*L SCM.S.
0 e D.C. ALONG 'X. SUPPORT. SEE ARCHITECTURAL PLANS FOR
ALL OTHER EXTERIOR REQUIREMENTS
L FRAME —DOWN
N. IS S.
TYPICAL BOND -BEAM AROUND TOP of 1ST or 2ND R-OOR
MASONRY AS INDICATED AROUND PLAN, U.N.O.
BUILDER TO FELD VERIFY ALL LOCATIONS
OF ATTIC ACCESS PER CLG AREA REQUIREMENTS
ROOFS to be FULLY SHEATHED BELOW ANY OVERFRAME
or VALLEY -SET AREAS (SEE 'FASTENER SCHEDULE', SHEET SDI)
ALL EXTERIOR WOOD GABLES EXPOSED TO WIND SHALL HAVE
STUDS at 16- O.C., TO BE DESIGNED BY TRUSS 00.
SEE DETAIL D-31F ON SHEET SD2 FOR ARCHES IN FRAMED WALLS
SEE DETAIL D-SB ON SHEET SDI FOR STRONG BACK DETAIL
DRAFT STOPPING
PROVIDE DRAFT STOPPING PARALLEL TO MAIN FRAMING MEMBERS AND
AT ALL PERIMETER FLOOR �IRDERS ADJ. TO ROOF TRUSSES
__ REFER TO ARCHITECTURAL PLANS FOR REQUIREMENTS -
TYP. BOND -BEAM AROUND T. of MASONRY WALLS
U.NB0.. W/ HGTS. AS LABE-ED PER PLAN
USE(�) ANCHORS FOR ALL ROOF TRUSSES THAT
CROSS OVER ANY MASONRY WALLS, U.N.O.
44X DEW UPLFr FOR MEE$ OVER CM.U. (1300 LBS. U.N.0
IST LEVEL BEAMS, FLOOR and
ROOF
1/4Cf 11-0.
TRUSS LOAD DESIGN - 45 P.S.F
OVERHANG - 16", U.N.O.
I
TYPICAL PROFILE - "B" ELEV.
TYP ROOF PITCH, ULNHO. - 4 / I',
RETURNS - LEVEL
U.N.O. ON PLAN
HGT. * SE CHITECTURAL FTAN�; FOR EXACT LOCATIONS
OF ALL CLG CHANGES
HGT.
Y� '
- INDICATES TIE -BEAM STEP LOCATION TYP. PER -D-26" on SHEET "SD2"
- IST or 2ND FUR. MASONRY BLOCK WALL (HGT. PER PLN) PER -D-7- on SHEET " SD2
- 1ST or 2ND FURL FRAME BRG. WALL (HGT. PER PLN) PER "D-7F" on SHEET "SD2"
- BALLOON FRAME WALL (HGT. PER PLN) PER "ID-713" on SHEET "SD2"
TYPICAL BEA LINTEVHDR SPEC
PER SCHEDUL ON I IS S
V V FEET
0
TYPICAL ANCHOR SPEC PER
TRUSS
1313% '13', W, or V
ANCHOR SCHEDULE" on THIS SHEET
- TYP. ANCHOR FOR TOP OT. CONNECDON
"TRUSS
TYPICAL POST/STEEL/MASONRY COLUMN
A - TYP. MASONf7,,I)
E
SPEC PER ANIM SCHEDULE"
on THIS SHEET
SPEC PER SCHEDULE ON THIS SHEET
B - TYP. WOOD
_ C
-MIIpk'EC��TI
NI
f CAPACITY IN POUNDS
II If
P P R NBH
ER SCHEDULE
QUANTITY-�,I)PUFT UES ANCHOR TYPE
TOP. ANCHOR! 2-BI(N MISC. NOTE FOR
ANCHOR TYPE
TYPICAL "DETAIL", *SPECIAL CONNECTION', PET�H_S/
EXTRA DETAIL REFERENCE
CONNECTIONS AS REFERENCED SHEETS SIM AND I SD2
ON
s on THIS SHEET
807. ANCHOR
(AS REQUIRED) ANCHOR TYKE
9
_44
REVISIONS:
SHEETDATA:
MODEL: 6512
COMMUNITY: RIVERBEND
LOT #: 15
DRAWN BY: SM/RC
CHECKED BY: RC/VH
DATE: 11-14-17
SHEET DESCRIPTION:
1STLEVEL FLOOR,
BEAMS & ROOF
ELEVATION: B
GARAGE: PdGHT
BRENNAN
ENGINEERING INC.
1600 S. DIXIE HWY. STE 400
BOCA RATON, FLORIDA 33432
(561) 392-3748
E.B. # 7686 P.E. # 72387
161111wim
si
Victor Hernandez
0\
A -Z-
�A
E.B. 7
0 TRUSS ANCHOR SCHEDULE
(SEE PLAN FOR LABELS of ACTUAL ANCHOR TYPES TYPES BEING USED)
CONNEI TYPE
MARK
0
AMC" TYPE
OTY
NAIL SCHE MILE
ANCHOR to TRUSS
I - PLY I UPI Worelffill UPLIFT
MAIL SCHEDULE
LATERAL
F-1
LOAD am)
F-2
0
MANOR.
NEI
75M to MAWN
- (Z-MAX)
A 1
Cmu
GOING
10-10D X 15'
1985 LES
14 - 16D
1900 LBSI
2565 UBSi
N/C EMNU
1210
1160
At
A2
mmu
cow
10-10D X 1.5"
2035 IRS
12 - 16D
2500 LBS
270G LBS
WBE
IN/A, EBRO)
1225
1520
A2
AS
CMU
GRIND
10-10D X 1.5
2035 LED
12 1'335WO
14 - 16D
LLH�S
N/EA, EMBO)
1225
1520
A3
WRAP STRAP
OVER TOP
CHORD OF TRUSS, AS ALLOWED
��MARK
TRINS to WOOD
B I
MCHOR TYPE
SIMPSON I LSIA18
1
1 20
CADGE
to TRUNI
07
7 - IDD
STRAP to IND VS.
7 - ISO
FBI
N RE
III
N G. N 1235
L"7
LEA
BI
(Z-MAX)
B2
[
SIMPSON I HTS20
1
1 14 GAUGE
1 10 - 10D
10 - 10D
JN'
N.
i. IN 14N
LES
B2
PROV ADD T �3) - 16D TOE -NAILS TO EA TRUSS an WOOD (WALL HDRAODR� Q & I�STDE)
FOR GIRDERS 2-PLY or CREATER, PROVIDE POST BELOW TO MA:`AH NUDE IDTH, N 0.
SOO
P 00
Be-
SIMPSO
2
� -
ED
N,R Of
N
B7
SIMPSO
I
1 15 mw
I DID
-
RD
IDS
lbu
jT)
(5) - 1 4 TAPCONS W/ 2 EMBED PER SIRAP
to MASOXURFYE�___N_7
—A
1225
LES
IT
WOW to WOOD
MARK
E I
SIMPSON
m
:MITA
1
OTY
SIZE
�4 -,V.
AND.11*1100DAIN.
ED
ANll*WD.BR0#
6 - 10D
F-1
I
T R 1265
UPI
ITS
0 1
N R
RVALL or FW
ci-
SIMPSON
IST A48
1
��l CIA!
A
�O
7 D
- - IOD
NR
_11
1400
LBS
C2
(Z-MAX)
C4
SUNNI ULL (Corner)
OF ALT, I
2
A t 14 - 16U
HEAND RS MUST BE MITERED WIN
N / A 1 14 - 16D
6 - 16L)
TH,,S ANCHOR
6D
FED
__T 1 JB7_
1500
LEV
04
N K
NO
985 CBS
STRIP to MSNI
( T I
ALT - PROVIDE TAPCONS to MASONRY WALL - W/ 1/4 1 X 2' HER. TAPCONS PER 'JRAP
SEE ABV
(T)
VID PORT to"
DI
SDI 74"
Ely PE
1 : 4 liPiNAELSiE�
A"" to 9-AS
L 'TAPCONS"
B�D'Etvl
N A
DII
(Z-MAX)
1 W r WILDGIL-ANULLoHo
5/8' X
2200
ITS
D4
DGE-ANXHORS
D7
At NLSUE!o� ALSLAb, WILUGL-ANCHUH EMUHUMLNI IU BE TROM EOWILSI SLABITELERIA)ION
INE
M m " mm
wm
TYPE
S,MPs0
OTY
ME
AKHORIIIIINOODANCHI
-
Bm
(Z-VAX)
—
at'
ED 21
1
14 GANG
6 - IOD
NAILS 117111T�1/1`IX2
3LIV13ITT141:11LICE fit i
43CO LBS
1085 LBS
F2
SIMPSON
�2
*
14 GAUGE
6 - IOU
NAILS
/4_X
2
L ELLEN
43UU _LHS
FtJb LHG
-alt.
F2
FILL MASONRY SOLID
-
FW
SIMPSbIf
, a_
12 2
I
14 UALUE
TO - 10D NAILQjT_D
, I I - 1/4
X 2 o/4
T IIIEN
�00n LBEP
16 u LOS
F2b
FOR ( COURSES
�RUUB`o
1 , 2 Or F2tU N/ SAME ANCHORS ARM PIEH CALL-UU I
ON PLAY
_PERR AND
PER AGO
alt.
-
AD I
OVE ANCHOR TYP.
U. N. 0.
- *
- FOR I -PLY MEMBERS, ADD 2 X 5 &Y.P. �, 2 VERT, BIEN, MAX 16 IT OR FULL ITT.
OF TRUSS LEG, W/ 6-10D NAILS TO TRU S, EQUALLY SPACED
- USE "CONCEALED' �C) FLANGE FOR CORNER APPLICATIO AS NOTED ON PLANS
_W
SIMPSON
FCTR
1 7 SAUGE
18 1 4 X AT SIUS SCRWS
2� 2 X 51 TILED
1 T
NO
LBO
F41
F42
1-*
SIMPSON
I TQ]ER"
1 2 17 GAUGE
36 - 1/4 X J L GJQ bCHWb
_ X
4 1 2
15000
F42
- FILL MASONRY SOLID
BELOW TO 'LA I EACH SIDE AT ANCHOR BOLT
LOCATIONS
ff-
SIMPSON
lGUM210-"I
12 GAUGETFP!
PMIN� 2451 SOS 11RRAG
8 -3�8:
71
F5
R
SIMPSON
I EGUMV 2b
ESUWST
8 X 5
L TETEN
ED 7025 ITS 13100
LBS
FIB
1FG&
SIMPSON
I EGUM / 00
-19
1 1
17 GAUGE
R24)TC4 X 2.51 SDS
X 5
IF ITTEN
HE /LC� USE I
YIUN AN,
Fft
-*
- USE CONCEALED FLANGE FOR CORNER APPLICAIIONS, OR
AS NOTED ON PEAKS
Bit
S_
!Ell 71IL2 I L L A IN 1 0 U 8
T17
SPE7 C7 E7 N ISEE DETAIL # AS REFERENCED ON SHEET "SICH"
N7
IQLL JILIAIL # AS RILLIERIENCLO ON SHEETS SDI —AND SD2'
TRSITRIJSS
to IRUSS CONNLCIION
1 10 ELL PROVIULD BY RESC COMPANY UNLESS NOTED OTHERWISIL
I lKs
VERIFY STRAP LENF�Ttl TO
GO OVER T CHORD WE
- INSTALL ALL HARDWARE IN ACCORDANCE NTH MANUFACTUI SPECIFICATIONS -
"TAPOONS' - SPACE MIN 2' TO BEAM "EDGE ANCHORS" - SPACE MIN 4" INS WIN 3' r ROM EDGES
MIK (2) NAILS TO TRUSS
- CAPACITIES SHOWN ARE FOR INSTALLATION IN SOUTHERN YELLOW 161 P,)0LJJ6M ERG ASIM 1,41 ' URA E TXE 'E"L
0 0 a
X 2 1/2fLNI 116 2YO L ' D ' 1 4 �D 3
PEA NA,_S AS INDICATED, UNDO - RE - U131'D 3 1 /2"
tlE
=r_—_77
Z M AX7 TA [AoT,NtH� AND ANOGI USED IN WEI CLKACE CONDITION OR AGAINST PRESE9VATIk TREATE 7 a IS R OF RE A MIN M M
A A,,, tD 7 OT-DIPPEC' GALVANDED OR EQUIVALENT. ALL CONNECTORS IN CONTACT W� PRESERVAHVE TRAIL) WOOD REQUIRE A MINIMUM
OF ASTM A653, TYPE G185 ZINC CEATED CALVAN17ED STEEL, OR EQUIVALENT. THE DESIGNATOR Z-MAX �ULT R TLI 111LI HEMPEN
L,7AtA$EFAT
LDT
ANCHOR 'UPLIFT CAPACITY IS BASED ON THE WORST CASE LOAD COMBINATION PETALED J D, E T5E
PF FT
PERPENDICULAR or PARALLEL TO THE RIDGE LINE, WHEN CONSIDERING THE 'UNITY EQUATION", WHIRE APPLIES
THE MAXIMUM LATERAL LOAD PARALLEL or PERPENDICULAR TO THE WALL IS 180 THE, UNLESS SPECIFICALLY NOTED ON THE PLANS
BOND BEAM SCHEDULE
(SEE PLAIN FOR LABELS of ACTIDAL BEAM TYPES BEING USED)
III
TOP 90NDSEAM
87EEL
I BOTTOM "Emn
NOTES
BI
(1) - 8" X 8� BEAM BER
1 # 5 BAR
N / A
TYP. TIE -BEAM CON'T
* VER 12'W PEP PLAN *
ALONG T. of PERIMETER
MASONRY WAL
S, SUPPORTING
ROOF TRUSSES, UA 0.
9"
�2) - 8" X 8" BEAM BILK
I # 5 /CBS[
I N / A
ALT TIE -BEAM AS NOTED ON PLAN
L-0
BEAM ABOVE
PER PLAN
PER ABOVE
1 8" X 8" PRECAST :uu::
i
6' UNO
QITED' EPRA'N
L-1
BEAM ABOVEPERPLAN
T
1 0 S BAR
Z OM
L-2
BEAM ABOVE
FLH PLAN
PER ABOVE
I � X 6 PNECACI U
I I # / BAR
I AS NOIED ON PLAN
L-3
N
IN A
1 8 A 8 PRECAST U
I 1 5 BAR
I AS NOTED ON PLAN
L-4
___N
N+'A—.
N A
1 3 X 8 PRECAST U
1 2 S BARS
1 1 TOP / 1 301 TOM
�61:at
BEAM CALL-ourr INDICATES POURED ARCH BELOW PER DETAIL 311'(SWET sD2,)
- ALL BEAM HEIGHTS ARE BASED OFF OF FINISHED FLOOR ELEVATION (0'-0")
- REFER TO ARCH PLANS FOR EXACT LOCATIONS OF ALL OPENINGS IN WOOD FRAME WALLS
- FILL ALL MASONRY SOLID FROM PRECAST TJ" BLOCK 10 LINTEL BLOCK
- AT RAISED ENTRIES, ALL FILLED CELLS SHALL BE POURED TOGETHER W/
BOND -BEAMS AT TOP, TO INCLUDE INTERMEDIATE BOND -BEAMS AS REQUIRED
- PROVIDE MIN ZO'l � 301 CORNER BARS PER DETAIL 11 on SHEET SD2
- LINTEL ELK TOP COURSE STEEL ABOVE, 15 THAT PART OF CON'T STEEL AS SPECIFIED
PER TYP. WALL SECTION (SHEET �SDY') F.E., NO ADD'T STEEL IS REOUIRED)
- FOR 16"H BEAMS, USE PRECAST 'U" in LIEU of LINTEL BIDS. CR BOT. COURSE
- LAP ALL STEEL MIN. 48 Bar THE. of LARGEST STEEL of LAP TYP_ THROUGHOUT
- PRECAST BEAM STEEL TO EXTEND MIN 4" PAST EA SIDE OF OPENING
- SEE ROOF PLAN FOR ALL V�000 BEAM SPECIFICATIONS
BE A�M
T_
M
'RED STEEL TO
RUN DON'T — n m
E ACROSS OPNG. . m
MOM EA. SUCE
Q/--x
L4
STEEL PER m
MHEDURE CA
) 'It -
10fBEAM
-8.
VERIFY' L' STEEL PER
PER PUN SCHEFLOULE
CONCRETE BEAM SCHEDULE
(SEE PLAN FOR UoI Qf ACEIAL BEAM TYPES BEING USSR)
III
SIZE VxW
TOP 6183.
MIDS STEEL
I DOT Map
III MNO, nI
R E M A R K 8
78-2
8"W X ll"-19�H/PLN
2 # 5
2 # 5
SEE PLAN FOR EXACT HEIGHT
B-11
-a-2-
B-3
B-4
+ '
at BEAM CALL -OUT INDICATES POURED ARCH BELOW PER DETAIL 31'M' (SHEET GSDde)
POST SCHEDULE
lmo[3
( IF PLAN FOR LABELS & A AL POST TYPES BEING USED)
11I
TYPE
NOTES
NRK
TYPE
NOTES
W14
1 - 2 X 4 EY,P, # 2
WS
6 X 6 S�Y.P. # 2 P. E
W41
4 X 4 SY.P. A 2 P,L
W&
6 X 8 S,Y,P, # 2 P, T.
W4110
4 X 6 SY.P. A 2 P.T.
W26
2 - 2 X 6 GAP, # 2
*TYP. MIN., JAC.
W40
4 A 8 SY P. # 2 P T
W36
3 - 2 X 6 S.Y.P. # 2
W24
2 - 2 X 4 S.Y.P. # 2
W46
W34
3 - 2 X 4 &Y.P� # 2
*TYP. MIN, UND,
INS
8 X 8 S.YP # 2 P T.
W44
4 - 2 X 4 S.Y,P # 2
W28
2 - 2 X 8 S,YP # 2
*TYP, MIN., U.N.O.
W54
E - 2 X 4 S.YP. # 2
W8
3 - 2 X 8 S Y.P. # 2
W48
4 - 2 X 8 S Y R # 'I
IWSB15
- 2 X 8 S.Y.P. # 2
1W
7.5' �X3.5' X 1/4 T
TUBE STEEL, ANCHOR PER DETAIL AS SPECIFIED ON PLAN
T4
4" X 4" X 1/,
ITUBE STEEL, ANCHOR PER DETAIL AS SPECIFIED ON PLAN
t
PLACED FLAT TO SHEATHING AT OUTSIDE OF WALL, PER DIAGRAM BELOVV
k
PROVIDE BLOCKING SUPPORT TO TRI-I PER DIAGRAM BELOW
a
STEEL COLUMN PAD OUT - REFER TO DETAIL "T' ON SHEET "SD2"
P
ANCHOR W/ 145" X 1.51 P.A.F. (PINS) TO '12 COLUMN AT 12" O�C.
t
ANCHOR TO MASONRY W1 1/4" W/ 2" EMB. TAPCONS W1 WASHERS at 16" O,C,
w
ANCHOR to MASONRY WALL W/ 1 /2" X 4" EMB. WEDGE ANCHORS 24" 0 C. (6" FRM TOP/BOT)
ED
ATTACH W/ 1/2" THRU-BOLTS W� 1 1/4" WASHERS at 16" 0 C and MAX� 6" FROM ENDS.
NOTE, - E J. POSTS TO NAILED TOGETHER W/ 10D COMMONS at 6' N.C. STAGGERED EA. PLY/EA FACE.
- ALL WOOD POSTS TO BE MIN (5) 2 X 4 or 2 X 6 (2 X 8), SUPPORTING HEADERS/GIRDERS
�2)
PER "D-7F" on SHEET "SD2', ITN MATCH WALL, GdRDER/HDIE WIDTH)
- FOR GIRDERS 2-PLY or GREATER, PROVIDE POST BELOW TO MATCH GIRDER WIDTH, U INO
- ALL MULTIPLE PLY POSTS SHALL BE NAILED TOGETHER W/ 16D COMMONS 0 6" O.C.
STAGGERED EA PHE/EA. FACE, UNLESS NOTED OTHERWISE, PER NOTE 2.
- ASSUME POST HOT. TO MATCH PRO WALL HOT, UNLESS CALLED OUT OTHERWISE
- SEE FOUNDATION PLAN FOR ALL MASONRY CCLUMN SPECS.
PROVIDE SOLID BLOCKING FROM POST THROUGH FLOOR SYSTEM to ERG WALL BELOW
SM TO 1281'
GIRDER GIRDER GIRDER B CHORD
6- O.C. MAY.
a' 4"' IOD NALS 8' O.C.
�STUDS
- - - - - - - - - - ^mr Tmo PLATE ;
(3) 10D TVE-NAI S Ek SIDE
E 112. to 24.1 t
RIX= : 2 X 4 SYP
f 2 Ek SIDE OF POPJ
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< 2 SEE �D-7` FOR ALL OTHER �-�LFFLPEFFFP
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FRAME WALL SPECIFICATIONS
0 HEADER SCHEDULE
(SEE OIL I FOR LABELS Af ACTUAL HEADER TYPES BEING USED)
P E
I N 0 T 1 8
'H� - HEADER �Nr - NAILER
H310
�3) 2 X 10 S Y.P. # 2
TYR HEADER TO BE USED OVER ALL OPENINGS, J.N 0. (SEE D-7F)
ALT. 'H48" (4� 2,, X 8 L2 IN 8"4 WALLS
H=
(2) 2 Y 12 S Y. P. # 2
ALT. HEADER 10 [131PP'
H312
T31 2 X 12 SP`.P._L2__
ALT. HEADER TO H310
111
-
ROOF-an-dFor —CLO.CON T NAILER or BITS. W/ 16D NAILS at 6' O.C.
2 X 4 S Y,P. # 2 NAILER
or 3 - 16D NAILS PER EA, WFB/STUD THAT IT CROSSES or 3 - ROD
NAILS EACH END IF BLOCKING, �/ ALTERNATE 1/4" SEE. TAPSONS W1
1 1/2" EMBED to MASONRY 16" 11 pr,�2) PER BLOCK, JFLOL
111
2 X 6 S,Y,P,_VTWAHFR
ANCETCUFUIZ4 X ) L [AECONS 12' C
at TOP and BOTTom CHbkD of TRUSS W1 1/4" No TAPcbBfS-W/
FIN26
2 X 6 S LER # 2 NAILER
2" EMBED at 8" O�C. to MASONRY W1 4 - 10D TOE -NAILS FROM
TOP and BOTTOM CHORD (2/SIDE) AS REQUIRED
NI - ALLOTFIERWOODBEAMSTOBEMk 2-2Xl2&YP.#Z NALEDTowDETRIERW/ 2ROWS
OF IDD COMMONS &I III OSC, UNLESS; CALLED OLT OTHERWISE
- ALL WINDOW WADERS TO BE 2 - 2 X ID SY`P. # 2 W1 V2! IFLAICH PLATE, MAL PER ABOVE
- ALL 2 X 12 BULT-UP HEADER$ ARE ASWMED TO BE OOWT TO BRI POINTS III EA. SIDE
A �,5
21'
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
53'-4"
33'-B" 18'-4"
U 1500 U 1280
000
B U 800 B2
3 0'
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - -
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3'-0'
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97477 CLG �,-(21'-8" A.F.F.)
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SEE POST & HEADER SCHEDULES FOR ALL MIN. SIZES, U.N.O.
11 USE' ANCHORSFORALLW( D USSESTHAT
CROSSOVER ANY WOOD WALLS, U.N.O.
TYP. BOND -BEAM AROUND T. of MASONRY WALLS
URO.- Wl HGTS. AS LABELED PER PLAN
UIANCHORS FOR AH ROOF TRUSSES THAT
CROSS OVER ANY MASONRY WALLS, U.N.O.
MAK DESIM UPLIFT FOR TRUSSES OVER CMU, ( 1300 LBS, U.N.O.
IIIIIIIIIIIIo EU���
1800 U
7'-0" J'14" �, 7'-D" 1, 1 5'-3" f-4" �, 3'-5" f-4' 1, 5'-4" 5'-8" 1 5,-0" 5'-0'
ELEVATION HBH
TYPICAL BOND -BEAM AROUND TOP of IIST or 2ND FLOOR
MASONRY AS INDICATED AROUND PLAN, UN.O.
BUILDER TO FIELD VERIFY ALL LOCATIONS
OF ATTIC ACCESS PER CLG AREA REQUIREMENTS
ROOFS to be FULLY SHEATHED BELOW ANY OVERFRAME
or VALLEY -SET AREAS (SEE 'FASTENER SCHEDULE', SHEET SD1)
ALL EXTERIOR WOOD GABLES EXPOSED TO WIND SHALL HAVE
STUDS at 16' O.C., TO BE DESIGNED BY TRUSS CO.
SEE DETAIL D-3f ON SHEEr SD2 FOR ARCHES IN FRAMED WALLS
SEE DETAIL D--SB ON SHEET SDI FOR STRONG BACK DETAIL
r�rq
BRG. Hu 1.3
2ND LEVEL COLLIMNS, BlEjAMS and ROOF
TRUSS LOAD DESIrN - 45 P.S,F. I HEEL TYPE - STDO 7 OVERHANG - 16', U.N.O. TYPICAL PROFILE - "B" ELEV.
.. - .11 -
TYP ROOF PITCH U IN 0 - 4 1 12 TAIL CUT - PLUMB RETIDDIKIC I 17%fil U.N
SEE IIIHITEIIURAL PLANS ION IXACI LOCATIONS OF ILL ILI CHANGES
- INDICATES TIE -BEAM STEP LOCATION TYP. PER "D-26" on SHEET "SD2"
- IST or 2ND FLR. MASONRY BLOCK WALL (HGT. PER PUN) PER "D-7" on SHEET "SD2"
- IST or 2ND PER, FRAME BRIG. WALL (HGT PER PLIN) PER �D-71F' on SHEET "SD2"
- BALLOON FRAME WALL (i PER PER) PER "D-78" on SHEET "SD2"
TYPICAL BEA UNTIVADUR SPEC
0 PER SCHIEDUVON III. S SHEET
113 L , TYPICAL ANCHOR SPEC PER
'BB', '111% or V (B-'TRUSS ANCHOR SCHEDUI on THIS SHEET
TYPICAL POST/STEEL/MASONRY COLUMN A - TYP. MASONRY CD,E....
SPEC PER SCHEDULE ON THIS SHEET B - Top. W MISC. OTHER
IP', 7 or 'C' PER SCHEDULE
TYPICAL "DETAIL", "SPECIAL CONNEcnON', DETAIL OX
CONNECTIONS AS REFERIENCED ON SHEETS 'SD1' S�D 'SD2' EXTRA DETAIL REFERENCE
an THIS SHEET
22'-4"
21'-8"
(FRAME)
23'-8"
(FRAME)
�l
- TYP. ANCHOR FOR TOP BOT. CONNECTION
SPEC PER "TRUSS ANOR SCHEDULE"
on THIS SHEET
F-UPLIFT CAPACITY IN POUNDS
QUANTITY UPUFT LIUS -ANCHOR TYPE
MRSC NOTE FOR
TOP. ANCHOR- 2-Bl (N - ANENOR TYPE
BOI ANCHOR 2-Cl ANCHOR TYPE
(AS REQUIRED)
(D
Cr
REVISIONS:
SHEET DATA:
MODEL:
6512
COMMUNITY:
RIVERBEND
LOT #:
15
DRAWN BY:
SM/RC
CHECKED BY:
RC VH
DATE:
11-14-17
SHEET DESCRIPTION:
2ND
LEVEL
FLOOR,
COLUMNS,
BEAMS
& ROOF
ELEVATION: B
GARAGE: RIGHT
BRENNAN
ENGINEERING INC.
1600 S. DIXIE HWY. STE 400
BOCA RATON, FLORIDA 33432
(561) 392-3748
E.B. # 7686 P.E. # 72387
SHEET:
S2
Victor Hernandez
A,
7238
0', j
% A\
IilD P,
E.B. # `Y(A8\ P.I. 72387
N 0 T E S
S C H E D U L E S
'IS#—" —SPECIAL CONNECHON
(D
GENERAL NOTES:
1. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND ARCHITECTURAl-, MECHANICAL,
ELECTRICAL, PLUMBING, AND SITE DRAWINGS. CONSULT ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRFSSIONS, AND OTHER
DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS. AS A MINIMUM, CONSTRUCTION SHALL COMPLY NTH THE 2014 FLORIDA
BUILDING CODE: RESIDENTIAL., ASCE 7-10: MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES.,
ACI 318-11: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE., ACI 530-11: BUILDING CODE REQUIREMENTS FOR
MASONRY STRUCTURES., AISI SlOOD SPECIFICATION FOR THE DESIGN OF COLD —FORMED STAINLESS STRUCTURAL MEMBERS.,
AISC 360-10: SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS., AND NOS 2012: NATIONAL DESIGN SPECIFICATIONS FOR
WOOD CONSTRUCTION,
2. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED To
APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL Is SHOWN.
3. ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN
DIME14SIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING
WITH THE AFFECTED PART OF THE WORK.
4. THE STRUCTURE IS DESIGNED TO BE SELF—SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE
CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THE
BUILDING AND ITS COMPONENTS DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEERING,
TEMPORARY BRACING, GUYS OR TIEDOWNS.
5. THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION REQUIREMENTS AND
SLAB —ON —GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS,
DESIGN CRITERIA :
WIND DESIGN IN ACCORDANCE W/ F.B.C. 2014, ROOF T. CHORD L. L. — 2 psf FLOOR : LIVE LOAD — 40 psf
RESIDENTIAL, W/ LATEST SUPPLEMENTS, B. CHORD L. L. — 10 Psf DEAD LOAD — 25 psi
and ASCE 7-10 (NON —CONCURRENT) (INCLUDES "GYPCRETE" FLOORING)
— BUILDING DESIGN ENCLOSED T. CHORD D. L. — 15 psf
— BASIC WIND SPEED 170 MPH ED CHORD D, L. — 10 psf
— BASIC WIND PRESSURE 36.07 P.S.F. TOTAL LOAD — 45 psf — 65 psf
— RISK CATEGORY : II *TRUSS SHOULD BE DESIGNED FOR A LIVE LOAD OF 20 PST. ON THE
— ASO FACTOR FOR WIND 0.6
— INTERNAL PRESSURE COEF_ 18 BOTTOM CHORD IN ALL AREAS WHERE A RECTANCLE 4ZH X 24"L ALL FIT
— MIND EXPOSURE : 11C. MISC. DEAD LOAD : SEE ARCHITECTURAL DRAWINGS, BY OTHERS,
— MEAN ROOF MGT. 2—STORY <30'—O' FOR ALL FLOOR COVERING SPECIFICATIONS
IS A CONTINUOUS LOAD PATH PROVIDED : — YES
SHOP DRAWING REVIEW: ARE COMPONENTS and CLADDING DETAILS PROVIDED — YES
1. SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT DOCUMENTS
ONLY. IT SHALL BE THE RESPONSIBUTY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS
TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. ENGINEER TO REVIEW.
2. ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR, PRIOR TO SUBMITTAL TO THE ARCHITECT/ENGINEER.
DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. TRACT DOCUMENTS ARE PROHIBITED WITHOUT THE
EXPRESS WRITTEN PERMISSION FROM THE ENGINEER.
3. IN ALL INSTANCES, THE CONTRACT DOCUMENTS ALL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE
SPECIFIED IN WRITING BY THE ENGINEER.
FOUNDATION / SITE PREPARATION:
1. FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING CAPACITY OF 2,500 psf, FOOTING EXCAVATIONS AND SLAB
SUBGRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE MODIFIED PROCTOR MAXIMUM DRY
DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-2487. TREAT ALL SOIL FOR TERMITE PROTECTION.
2. CONTRACTOR SHALL PROVIDE 6 MILL POLYETHYLENE VAPOR BARRIER OVER CHEMICALLY TREATED SOIL UNDER
FOUNDATION SLABS,
3. THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEOTECHNICAL ENGINEER TO VERIFY SUCCESSFUL
COMPLETION of SITE PREPARATION EFFORTS, LOCATIONS FAILING TO MEET THE GEOTECHNICAL ENGINEER'S REQUIREMENTS
SHALL BE REWORKED AND RETESTED AT THE CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ENGINEER. WRITTEN
CERTIFICATION THAT THE MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET
SHALL BE OBTAINED FROM A CERTIFIED AGENCY.
r0NIrPFTF-
1. CONCRETE SHALL MEET, AS A MINIMUM, F.B.C. W/ LATEST SUPPLEMENTS, TABLE R402.2 MINIMUM SPECIFIED
2. CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
— 2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB —ON —GRADE �SEE PILE PLAN, IF APPLIES, THAT ALL SUPERCEDE)
— 3,000 PSI REGULAR WEIGHT FOR BEAMS, AND COLUMNS SEE "FOUNDATION PLAN-, IF OTHER, FOR SPECIFIC
REQUIREMENT IN LIEU OF THIS SPECIFICATION)
— 3,000 PSI MIN. COURSE GROUT, -BOND BEAM" (BEAMS) and FILLED CELLS (COLUMNS), U.N.O.
3. CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, NTH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR
TO CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5' +/— 1" PRIOR TO THE ADDITION OF PLASTICIZER.
CONCRETE SHALL COMPLY NTH ALL THE REQUIREMENTS OF ACI 301 AND ASTIM C-94 FOR MEASURING, MIXING, TRANSPORTING,
ETC. CONCRETE TICKETS SHALL BE TIME —STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN
WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY
REASON THERE IS A DELAY SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL BE
DISCARDED. IT SHALL BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE
AND THE CONTRACTOR OF ANY NONCOMPLIANCE WITH THE ABOVE.
4. REQUIRED CONCRETE COVERAGE OVER REPAIR SHALL BE AS FOLLOWS:
A. 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH
B. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER:
— 1 1/2" FOR # 5 Dia. BAR AND SMALLER
— 2 " FOR # 6 Dia. BAR AND LARGER
C. FOR CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
3/4" FOR SLABS, WALLS, AND JOISTS
1 1/2' FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, AND SnRRUPS
FORMWORK:
1. FORMWORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, AND FOOTINGS SHALL BE
DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347, -RECOMMENDED PRACTICE FOR CONCRETE FORMWORK'.
REINFORCING STEEL:
1. REBAR SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST PLACED IN ACCORDANCE
W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI-318 STANDARDS AND SPECIFICATIONS. ALL
HORIZONTAL and VERTICAL BARS SHALL LAP 48 BAR DIAMETERS of LARGEST STEEL IN LAP fu FOOTING, DOWEL and
BEAM STEEL TYP., UNLESS NOTED OTHERWISE. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S REVIEW.
TYP. MIN LAPS SHALL BE AS FOLLOWS # 4 Dia. BAR — 25" # 6 Dia. BAR — 36"
# 5 Dia. BAR — 30" # 7 Dia. BAR — 42"
2. PROVIDE V X 30" CORNER BARS LAPPED and TIED to EACH BEAM REBAR, TYPICAL AT ALL CORNERS PER DETAIL 11 on SHEET SD2.
WELDED WIRE MESH:
1. WELDED WIRE MESH SHALL BE ASTM A-185, GRADE S5, FREE FROM OIL, SCALE, AND SHALL BE PLACED IN
ACCORDANCE NTH THE ACI TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES.
MASONRY:
1. MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE "SPECIFICATIONS MASONRY
STRUCTURES' (ACI 530/ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES and SPECIFICATIONS
FOR MASONRY STRUCTURES and COMMENTARIES), AS PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE.
2. PROVIDE 9 GA. LADDER TYPE HORIZONTAL JOINT REINFORCING at 16" O.C. TYP. (VERIFY WIDTH PER PLAN)
3. ALL BLOCK WALLS SHALL BE TWO —CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK MANUFACTURED IN
CONFORMANCE WITH ASTM C-90, GRADE N, rm = 1500 PSI. BLOCK SHALL BE PLACED USING RUNNING BOND UNLESS
OTHERWISE NOTED. LAY—UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE PLACING CONCRETE FOR IN —WALL
COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH ASTIM C-476, AND SHALL PROVIDE A MINIMUM
COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS , UNLESS SPECIFICALLY NOTED OTHERWISE ON FOUNDAIION PLAN.
THE GROUT MIX SHALL HAVE A MAXIMUM 3/8' COARSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP of So to 10".
USE ONLY MECHANICAL VIBRATION TO CONSOLIDATE GROUT.
4. TYPE S MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE PROPORTIONED AND MIXED AS
OUTLINED UNDER ASTIM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS SHALL BE 3/8- THICK UNLESS OTHERWISE
NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO CELLS TO BE FILLED. ALLOW A MINIMUM 72 HOURS FOR
MORTAR TO CURE PRIOR TO GROUTING CELLS.
5. LAP VERTICAL REBAR 6 X BAR NO (48 BAR DIAMETERS)., U.N.O.
6. MASONRY CONSTRUCTION SHALL BE PERFORMED UNDER THE DIRECT SUPERVISION OF A "CERTIFIED STRUCTURAL MASONRY
CONTRACTOR". THE SUPERVISOR OF THE MASONRY PORTION OF THE PROJECT SHALL BE A "CERTIFIED STRUCTURAL
MASONRY CONTRACTOR" OR A "CERTIFIED STRUCTURAL MASON" AS RECOGNIZED BY THE FLORIDA CONCRETE AND
PRODUCTS ASSOCIATION (FC&PA), THE SENIOR MASONRY SUPERMSOR ALL BE RESPONSIBLE TO ASSURE THAT THE WORK IS
ACCOMPLISHED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. THE MASONRY CONTRACTOR SHALL SUBMIT
CREDENTIALS FROM THE FC&PA TO THE ENGINEER FOR REVIEW AND APPROVAL PRIOR TO BIDDING.
STRUCTURAL STEEL :
1. THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY NTH THE SPECIFICATIONS FOR THE
DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, gth EDITION, BY THE AMERICAN INSTITUTE OF
STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM A36, By = 36 ksi FOR ANGLES, PLATES, AND W—SHAPES_
STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B, Fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM A-53, GRADE B,
TYPE E OR S, By = 35 ksi. TUBE AND PIPE COLUMNS SHALL BE CONCRETE —FILLED IN THE SHOP.
2. ANCHOR BOLTS AT COLUMN BASES SHALL BE ASTIM A307 BOLTS WITH DOUBLE —NUT LEVELING. ALL OTHER BOLTS SHALL BE
ASTM A325—N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE
TURN —OF —THE —NUT METHOD.
3. ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL
WOOD :
1. WOOD FRAMING STRUCTURAL MEMBERS: # 2 SOUTHERN YELLOW PINE (S.Y.P. # 2) (UNLESS NOTED OTHERWISE)
WITH AN ALLOWABLE BENDING STRESS Fb = 1000 PSI AND A MODULUS OF ELASTICITY = 1,600,00 PSI
(THIS DOES NOT INCLUDE INTERIOR NON —LOAD BEARING STUD WALLS, U.N.O.).
2. ROOF SHEATHING., 19/32- COX GRADE PLYWOOD, UNLESS NOTED OTHERWISE.
3. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH OR CONCRETE SHALL BE PRESSURE TREATED.
4. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE
PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
TRUSS NOTES :
1. ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING DETERMINATIONS,
FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL LAYOUT, SPANS & ALL TRESS/
HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT AFFECT STRUCTURAL BEARING AS CALLED OUT
ON THESE PLANS SHALL BE NOTIFIED TO THE ARCHITECT/DESIGNER PRIOR TO THE FABRICATION OF TRUSSES.
2. DESIGN, FABRICATE AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-02, -DESIGN NATIONAL STANDARDS FOR
METAL —PLATE —CONNECTED —WOOD TRUSS CONSTRUCTION", AND "TPI/WTCA BCSI I" COMMENTARY and RECOMMENDATIONS
FOR HANDLING, INSTALLATION BRACING METAL—PLATE—CDNNECTED WOOD TRUSSES.
3. METAL STRAPS & ANCHORS FOR ALL WOOD TRUSSES SHALL BE I.A.W. LOCAL MUNICIPALITY STANDARDS & MANUFACTURERS
UTERATURE,
4, ALL METAL STRAPS & NAILS TO BE GALVANIZED.
5. ALL ENGINEERED HEADERS & TRUSS HANGERS TO BE SUPPLIED BY TRUSS COMPANY.
6. ALL HEADERS TO BE MIN. 2 — 202, UNLESS SPECIFIED OTHERWISE. (SEE BEAM SCHEDULE)
7. TRUSS BRACING TO BE I.A.W. TRUSS MANUFACTURER & -TPI/WTCA BCSE1".
8. ROOF DESIGN LOADS SHALL BE BASED ON CHAPTER 16 of the FLORIDA BUILDING CODE, LATEST EDITION W/ LATEST
SUPPLEMENTS & ASCE 7 WIND PROVISIONS FOR ENCLOSED, PARTIALLY OPEN or OPEN STRUCTURES for COMPONENTS
& CLADDING and M.W.F.R.S.
9. VERIFY ANY ADD'T BOTTOM CHORD BRACING PER TRUSS ENGINEERING SPECIFICATIONS,
ANCHORS :
— TYPICAL ANCHOR SPECIFICATION TO BE USED, AS REFERENCED THROUGHOUT THIS PLAN, to BE INSTALLED PER MANDE SPECS
—"C.M.S.' — I T W BUILDEX "TAPCON" CONCRETE MASONRY SCREW ANCHOR
—*WEDGE ANCHOR" — HILT] *KWIK—BOLT 3" EXPANSION ANCHOR
—*P.A.F." (PINS) — HIL11 "POWDER ACTUATED FASTENER'
"EPDXY" — HILT] "HIT BY 150"
FASTENER 8 C H E bl U L E
APPLICATION
SIZE
TYPE
I SPACING
REMARKS
GARAGE DOOR BUCK
TO CONC. BLOCK COL.
SEE ARCHITECTURAL �PLANS
I
MTL. STRAP TO CONIC.
SEE ROOF LAYOUT FOR SPECIFIC ANCHOR SPEC
BLOCK or TIE -BEAM
PER TRUSS ANCHOR SCHEDULE
NON-BRG. WALL SILL
1/2" 0 X
EXPANSION
PLATE to CONIC. SLAB
4" EMB. W1
AND
I
DC
I
and KNEE -WALLS
WASHER
METAL LATH and WRE FASTENERS
16 GA. W/
' APART
W I R E L A T H
MIN. 1 1�4"
101 - 1
S!iIDE LAPS
I
PE ION
9' APART
11 GA. V
60 APART
/ - 3 RIB MTL. LATI
8 1
MIN. 1 1 1 "
�4/
# 101 - 1
SIDE LAPS
IC
PENETRA ION
go APART
CEMENT R 0 0 F TILE$
N / A
I
I
I
SEE
I
ARCHITECTURALS
ROOF/WALL/FLOOR S H E A'TH I N G
IF L 0 0 R
.148" 0 x 31
10D GALV.
COMMON
EDGES - 4
FIELD - 6'
3/4- (APA 23/32-) T i—G
48/24 EXPOSURE - 1
NAIL
R 0 0 IF
.113" 0 x 2 3/8%
BID
RINK
EDGES - 6"
FIELD - 6'
ZONE 1 & 2
PER "ROOF
5 (APA 19/32")
40/280" EXPOSURE - I
SHANK
FASCIA - 4"
ZONE" DIAGRAM
ED
EDGES - 4"
ZONE 3
.113" 0 x 2 3/8"L
RINK
FIELD - 4"
MIN 4' or "a" PER
'ROOF
SHANK
FASCIA 4"
ZONEo DIAG.
(WHICHEVER IS GREATER),
W A L L
.131* 0 x 2 1/21
BID GALV.
CO
4"
EDGES 6"
FIELD
WHERE GRID. SHEATHING IS
REQUIRED, USE 10D NAILS
�XAPPGASU19/32"
di
405/-
280 RE -
I,
SPACED AS NOTED
FRAMING BUCKS at EXTERIO
WINDOW BUCKS
.099, 0
C 0 1 L
12" D.C.
1 x 3 P.T.
x 1 1/2" LONG
1/4" 0 x
TAPCONS
6" FROM" ENDS
12P' D.C.
SEE � -20
ALT 2 x JAMB
"C M. S.'
VERIFY W/ PRODUCT APPROVALS
1 1/2" EMB.
AkHORS
THROUGHOUT
SLIDING GLASS DOORS
.099" 0
C 0 1 L
4" D.C.
1 x 4, 1 x 6 P, )
x 1 1/2" LONG
1/4" 0 x
NAILS
THROUGHOUT
12" O.�.
SEE ( DW20
SD
ALT 2 x JAMB
"C M. S."
VERIFY W1 PRODUCT APPROVALS
1 1/2' EMB. I
AkHORS
THROUGHOUT
EXT. SWING DOORS
1/4" 0 x
11C M S.
11 1
12 O.C,
D-20
2 x JAMB WIDTH P.T.)
1 1/2' EMB.
,
ANCHORS
THROUGH OUT
SEE
Aim
PER PRODUCT APPROVAL
I
,
NOTES : 1. STAPLES SHALL NOT BE USED FOR THE ATTACHMENT of UNDERLAYMENT,
ANCHOR SHEETS, ASPHALT SHINGLES, TIN TABS, or ATTACHMENT of ROOF
SHEATHING to FRAMING MEMBERS.
2. FASTENING of GARAGE DOORS, WINDOWS / S.G.D.'s and EXTERIOR SWING
DOORS to FRAMING BUCKS SHALL BE PER MANUFACTURERS SPECS.
3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED,
4. ALL NAILS TO BE GALVANIZED
TYPICAL ANCHOR spEciFICA11014 TO BE USED, AS REFERENCED IN THIS SCHEDULE, to BE INSTALLED PER MANDE SPECS
-'e.M.S." - I T W BUILDEX "TAPCON* CONCRETE MASONRY SCREW ANCHOR
-*WEDGE ANCHOR" - HILT] 'KWIK-BOUT 3' EXPANSION ANCHOR
- P.A.F.' (PINS) - HILTI 'POWDER ACTUATED FASTENER"
TYP. FLOOR TRUSS
Cl
GABLE -END
HIP ROOF
ROOF ZONE UPLIFT DIAGRAM
(FOR COMPONENTS ABOVE ROOF SHEATHING�
AT SLOPED ROOFS
,ZONE 39 PSF ZONE (�) — 68 PSF ZONE @) — IDO PSF
Waw = 61-6w
I
wC A 8 T-CIR E T El 8 A F E L 0 A D, T A B L E 8
SAFE GRAVITY LOADS
FOR
8" PRECAST
& PRESTRESSED
U-LINTELS
SAFE LATERAL
8" PRECAST & PRESTRESSED
LOADS
FOR
U-LINTELS
SAFE UPUFlkLqADS
FOR 8"
PRECAST
& PRESTRESSED
U-LINTELS
400mr-00010
SAFE
LOAD
- POUNDS
PER
LINEAR
FOOT
4mm4mm
SAFE
LOAD
BUD
4C#AfflI64#WI ,
SAFE
FOAD-
POUNDS
PER
LINEAR
FOOT
TYPE
LENGTH
8`8-0B
8`12-OB
8rlo-OB
OF20-0B
BF24-08
SF29-OD
8`32-NE
TYPE
LENGTH
8U8
8F8
PEIIDF
CMU-
TYPE
LENGTH
I 8-IT
8F12-IT
NF16-IT
BF20-IT
BF24-IT
8F28-ITI8`]2-IT
MF8�!B
Sr!2�!B
8F&�!B
AF20-1
81`24-11B
BF28-IB
BF32-IB
8?11E�T
dF12-2T
BF16 2T
HF20-2T
8F24-27
MR-27
BF32-27
2'-10'(341 PRECAST
2231
M69
46C5
6113
7547
89Y4
IUJ94
11809
2'-10'(34� PRECAST
1293
6B8
42
1642
2135
2'-10'(341 PRECAST
3173
4460
1 5747
7034
8321
9608
M69
46D5
6113
7547
8974
10394
11809
__LJ72�
1972
:�
4460
5747
7034
8321
9608
Y-6" (42� PRECAST
2231
M69
3719
5163
E607
M54
9502
iog5i
N_6" (42� PRECAST
1025
1024
C 24
r7
1830
S-5- (42� PRECAST
1569
�73
25
3547
4569
5591
6613
7536
--7605
-7069
7 113
7547
8974
10394
11809
L5_69
PEN
'�.3547
4569
5591
6613
7636
4'-0- (481 PRECAST
1966
2561
2751
3820
4890
59cl
7034
8107
4V-D" (413� PRECAST
765
763
63
1365
4'-0' (48� PRECAST
i363
2192
79
3966
4853
5740
6627
2693
4605
6113
7547
8974
7—
394
11809
1363
_71—
92
__77
w
-7-
966
4853
5740
6627
4!-6" (541 PRECAST
IE99
, 969
2110
2931
1 3753
4576
5400
5224
1 4'-6- (541 PRECAST
1
592
591
1057
AR-6- (54� PRECAST
1207
1940
2724
�508
4292
5077
S361
21a)
4375
6113
1 0)
8672
10294
11809
1207
1940
2724
�6608
4292
5077
5861
5'_ 4' (154� PRECAST
1217
1349
1438
-7999
2560
3123
36D6
4249
5-4- (641 PRECAST
411
411
734
5'-4* (64� PRECAST
1016
229D
2949H
3601
4 265
4924
, 663
3090
-765-
7547
7342,
8733,1
1 0127,,.
1016
__]632
1632
Z290
2949
3607
4265
4924
5'10'(70� PRECAST
1062
1105
t173
1611
SUM
2549
3M9
3470
10'(701 PRECAST
340
339
607
5'- 10" (70� PRECAST
�P9
1492
2093
2694
) 5
3897
4498
1451
2622
060
6
7168M
6036,,
7181,
8328
929
1 14R2
2093
2694
32 51
3897
449B
6'-6- (781 PRECAST
908
1238
2177
3480
E75+7
3031
,A, 1
37D7
43B3
5061
61- 6- (78� PRECAST
507
721
483
6'-6- (78� PRECAST
935
1340
_7880
2419
2959
3498
1 4038
1238
2177
34�G
1
5381
9)60
1 039�.
8825,
B35
13C
1880
2419
2959
M98
4D38
7'-6- (90') PRECAST
743
1011
1729
2632
2205
2628
3191
3685
7'-6- (90� PRECAST
424
534
357
1
V-6- (90') PRECAST
1
1021
1634,
2102,11
2571,m
3039,
3508 o)
1011
1729
2661
3898
�S
5681
3467,�
6472,
727
1166
1634
2102
2571
3039
13508
9'-e (112� PRECAST
554
699
Um
!625
2564
2,
34B6
2818
3302
W-4- (112') PRECAST
326
512
227
W-4- (112� PRECAST
591
680
1133,
1471,,
lBlI
21 52,,�
_11�4 m,
752
1245
1943
2564
"N
34B6
1 4705,,
6390,.
591
851
1326
1705
2084
2463
28�2�
10'-6'(126� PRECAST
1 475
535
890
12�7
2093
2777
2TE3
2536
IOR-6- (126') PRECAST
284
401
178
10'-6- (126� PRECAST
�30
552
914 ,
1185,
1459
1 732,o
2n
643
1052
153D
2093
_77777
11
-
41,�
�754 1
530
586
11 B3
1526
1865
22M
254
ll'-4"(136� PRECAST
362
-782
945
66
2423
3127
4006
ll'-4'(136') PRECAST
260
452
1E2
1 V-4- (136� PRECAST
474
485
79811A
10341,,
1272,,
1510,o
049on,
582
-74o
945
1366
-72574-7
1846
2423
3127
400D
494
599
1029
1422
1738
2053
2369
12'-G'(144� PRECAST
117
B-73
i6m
2193
2805
3552
12'-0 '(144') PRECAST
244
402
135
12'-0 '(144� PRECAST
47D
411
723
936
1151p,
366,,,
158
_747
8-73
� —5-
2 4
.
77—
554
2193
2805
3552
�70
543
928
1349
1649
1948
447
13'-4'(1601 PRECAST
21 6
471
755
o75
1 1429
1838
2316
2883
13'-4* (160*) PRECAST
217
324
109
13'--4- (1601 PRECAST
418 In
373
606
783 m
962 ml
1141,
1321,,,,l
47,
755
-7 -T--s-
075
,2
-183-8
-731-6
-78-83—
428
455
770
1145
1444
171K
1993
14'-0- (168� PRECAST
279
424
706
1002
1 1326
1697
2127
2630
14'-0' (168') PRECAST
205
293
1
98
1
14'-0' (168� PRECAST
1
384 1�
346
559
723
887
lnQ1144
12181.1
.2
706
1002
1 1326
1697
2127
2630
410
420
709
1050
1434
1954 ,
14'-8'(176� PRESTRESSED
N.O
IRE
14R
NY
NR
N R
N '
FIR
ER
NR
14'-8"(176*) PRESTRESSED
N.R�
284
89
14'-B' (1761 PRESTRESSED
239
32�
519
671
823
976 �14
1129 14)
458
783
1370 11
�`2
1962
224'
2245
2517
1 2712
246
390
655
9o3
ISC4
1 &Ml,,
1874 1
PRESTRESSED
NJR,
NR
No
NO
U NR
NR
NY
I NR
IT-4- (184') PRESTRESSED
1
N.R
259
B2
15-4- (184� PRESTR ESSED
224
302
485
626
767
909 ,,
1052 o
412
710
1250 11
1733
2058
2320
1 251�
230
364
609
og�A
T224
1562,1�
17'-4'(203� PRESTRESSED
ER.
NR
Np
NR
NR
NR
IRE
I NR
1
17'-4- (208') PRESTRESSED
1
N.R,
194
63
17'-4* (2081 PRESTRESSED
1�87
211
404
AX20 12
637 (12
754 2
872 12
POO
548
9M
1326
1 1609
IM9
1 2047
192
303
500
732
993
1268,o
1470 Im,
19'-4'(232� PRESTRESSED
N.R
ER
NR
NR
NR
NR
ER
FIR
19'-4�(232�) PRESTRESSED
N.R,
148
—
51
19'-4-(232� PRESTRESSED
162 ___722
446
546
646 ,,
746 ,,
235
420
750
1037
1282
151�
1716
166
261
616
831
1057,1,
1225,o,
21'-4-(256� PRESTRESSED
ER,
NP
NR
NY
NR
NR
NR
NR
11' -4"(256*) PRESTRESSED
N.R,
125
42
21 '-4- (256o) PRESTRESSED
141
393
480
567 (liD
654
X
40
598
845
1 1
I 1114
7—M9
168
147
531
22'-O'(264� PRESTRESSED
NO
NR
NR
NR
1 NR
NR
ER
�l
22'-0' (264') PRESTRESSED
F.D.
I
1 16
39
22'-0' (264� PRESTRESSED
1-
�7r
491
M
;� 1
'2F �j
72P
i65
315
5K
78411047
1 0
1285
1399
137
ELM
1 681 14
M1,4
997
24'-0' (2881 PRESTRESSED
1
ER
NR
NO
1 IN R
N R
ER
NR
24 '-0'(288') PRESTRESSED
NLR
—
24' -0- (288� PRESTRESSED
124
341 (14
416 (14
4g' 114
566
1-29
2-50
, ,
654
,
am
,
_79-2
-122LI
THE NUMBERS IN PARENTHESIS
CR40 FIELD ADDED REPAIR.
ARE PERCENT
REDUCTION�
FOR
I
SEE NOTE 18
THE NUMBERS IN PARENTHEEfS'AF
FOR GR40 FIELD ADDED R[HAR.
ISTIONS
ALL VALUES TAKEN FROM "SAFE LOAD TABLES"
ALL PRECAST PRODUCTS ARE TO BE INSTALLED
CASCRETE, JUNE 2003 EDITION
V�ER MANUFACTURERS SPECIFICATIONS PRECAST PRODUCTS BY CTHERS TO MEET �, EXCEED VALUES STATED ABOVE
PROVIDE MINIMUM 4" f BEARIRG PAST EACH SIDE �f WINDOW OPENING
31-0.
SPLICE AT I
S-O"
)AN MEMBERS (61)
---- — ------ -- ADD 2 X 4 S Y P 2 NAII ED
AT COMMON
NAILER VERT WEB
(20 (�) I (,'�O
... tr
at EA. TRUSS W/ (2) 16D
NAILS to TOP/BOT TRUSS
CHORD (N/A W/ VERT. WEB)
2'-0' 2 X 6 S.Y.P. # 2 'STROINGBA
CK"
MEMBER (4 L
W/ (3) 10D ��I_T. 2-16D) NAILS
ER "A , or TO VERTICAL
CHORD 'B" AS ALLOWED (PLACE
2
ANYWHERE BETW. FLR. TRUSSES)
AT ENDS, PROVIDE 2 X,6 P.T.
NAILER W/ (4) 1/4- X'3 1/2-L
TAPCONS to MASONRY or 2 X 4
Y - BRACE
PROVIDE 2 X 6 S.Y.P. # 2 at
SPLICES, AS SHOWN ABOVE, W/
(3) 10D (or ALT. (2) 16D) NAILS
at ENDS & 24" O,C. TYP.
E
TR?Nq,�A W DET� I�DM INT S
ED
S-STRO GBAC - PEc F vE IS To BE IN TAL
A SEN CIE of REQUI RE�EN TS FROM THE TR USS M AN U F DO
- STROwGBACK To BE LOCATED MIN 8 FT 0 C
THROUGH FLOOR -TRUSS SPAN.
- ADD 2 X 4 "X" - BRACE EVERY 20 FT. LENGTH.
I S C E L L A
PER TRUSS
.Wo 5. Wo CON'T PLATE
+1 4 /4' BEHIND CDR
HVY GDR
imm '0,
GUH, GDR A�
O�
VER.
EE PLAN 1
COLUMN 'HE'AVY. #TDOC.
SIDE -A 81DE-B 'Ir 0 p
CAP 12"H x WID IONKIRATION
Fy�
W/ (4) 3 4" THRUBOLTS (FIE 4 FY)
to" "W"
1 F-1/4"I
iw.. LT. 6-BOLTS
W/ 2 GIRDERS
.... .. (VER/PLAN)
. ...........
VIER.
__T7
t.ALT. OFFSET
I to AVOID
ADJ. GIRDER
SIDE -A SIDE-B
CAP : 10"W X 16"H X "W" W1
i3 3/4* THRU-BOLTS (3 or 6 IF SPLIT GDR)
TYPICAL CAP
W/ ALT
0 "�7
1 21�7 C',
TYPICAL
BASE PL
(4) ANCHORS
�T35h4o W46
(6)
WY
E 0
"To COLUMN PER PLAN
ALT. RECESS GROU
PLATE + 3'.
.STL PLATE + 3-
TYPICAL BASE
TYP. COLUMN : TUBE STEEL, SIZE PER PLAN, TYP., FILLED SOLID
TYP. SEAT PLATE 1/2"T STEEL FOR ALL GIRDER BEARINGS TYP.
TYP. BASE PLATE SIZE ABV. X 3/4"T STEEL TYP. W/ 7/8" HOLES
FOR 3/4' WEDGE ANCHORS TYP.
BALCONY SLAB 2" RECESS W/ 4" EMBED, U.N.O.
ALLOTHER SLAB: 4o RECESS W/ 6" EMBED, U.N,O.
0Q'I`E_EL COLUMN DETAIL
ALL STEEL TO BE CON'T 1/4' FILLET WELD TYP. - N. T. S.
ALL STEEL TO BE 1/4-, ASTM A36 U.N.O. -
PROVIDE 13/16" HOLES FOR ALL BOLTS AS REQUIRED -
PAINT FINAL ASSEMBLY - - CONTRACTOR TO VERIFY FIT -
ASSUMES 5 1 2"H BOTTOM CHORD (ADJUST ACCORDINGLY) -
TRUSS I VPROVIDE ADD'T VERT, FOR BOLTS AS REQ. -
GDR "W" IS DEFENDANT ON NUMBER OF PLIES PER TRUSS DO -
ALL WEDGE ANCHORS to BE STAINLESS STEEL -
ALL STEEL FOR SPECIAL
TOP/BOTTOM PLATE : 2 X 6 SYP # 2
W/ (3) IOD NAILS TO BLOCKING or TRUSS
ABOVE & BELOW TYPICAL. (ALT. 10D NAILS
TRUSS/GIRDER
ALONG TRUSS 6" O.C.)
WALL : 2 X 6 SYP # 2 STUDS 16" D.C.
5
W1 (3) 10D TOE -NAILS TO TOP/BOT.
OUT
PLATE TYPICAL
I, ID I
@)
SHEATHING : APPLY TO OUTSIDE PER
TASTENER SCHEDULE" ON SHEET "SD1"
BLOCKING : 2 X 4 SYP # 2 at 24" D.C.
W/ (3) 10D TOE -NAILS (2/1 PER SIDE)
AT EA, FIND TO TRUSS
MASONRY WALL
NAILER I : 2 X 4 SYP # 2 W1 (3) 10D
NAILS Al TRUSS TOP/BOT. CHORD & EA.
PLAN
WEB IN HIETWEEN
NAILER 2 : 2 X 4 SYP # 2 P.T. W/ 1/4"
TAPCONS W/ 2o EMBED 12' D.C. TO
MASONRY
0)
81N:� T. S.
6in
I
GUIR
1 4
m it
...... . TOP
E
FRONT 81DE
HANGER to MASONRY �4) - WEDGE ANCHORS
GIRDER to HANGER : 2) - THRU-BOLTS
WEDGIE ANCHOKS : 6/4 DIC]. X 4 Livid. HILII KWIK-IJULI 11
THRU-BOLTS : 3/4" Dia. W/ NUTS and WASHERS
GIRDER to MASONRY
- ALL STEEL TO BE CON'T 1/4" FILLET WELD TYP. - N. T. S.
- ALL STEEL TO BE 1/4" ASTM A36 U.N.O. -
- PROVIDE 13/16" Dia. HOLES FOR ALL BOLTS AS REQUIRED -
- PAINT FINAL ASSEMBLY - - CONTRACTOR TO VERIFY FIT -
- FIELD VERIFY ALL CONDITIONS PRIOR TO FABRICATION -
- GDR "W" IS DEFENDANT ON NUMBER OF PLIES PER TRUSS GO -
CONNECTIONS TO BE GALVANIZED
REVISIONS:
SHEETDATA:
MODEL: 6512
COMMUNITY: RIVERBEND
LOT #: 15
DRAWN BY: SVI/RC
CHECKED BY: RC/VH
DATE: 11-14-17
SHEET DESCRIPTION:
STRUCTURAL NOTES,
MISC. SCHEDULES
"S#-9) DETAILS
ELEVATION: B
GARAGE: RIGHT
BRENNAN
ENGINEERING INC.
1600 S. DIXIE HWY. STE 400
BOCA RATON, FLORIDA 33432
(561) 392-3748
E.B. # 7686 P.E. # 72387
SHEET:
SDI
Victor Hernandez
_I C E al
AT
72 7 t4
4r 14
60F
'/4 L r-
E.B. *17686' P.E.� 723871
FOOTING
0
SCHEDULE
(SEE PLAN FOR LABELS
of ACTUAL FOOTING TYPES BEING USED)
III
SIZE
TYPE
STEEL
NOTES
IVI'12
121'W X 16'lD
MONO
2 # 5 Did CON'T
MONO 0
IVII
1211W X 12'lD
MCNO
2 # 5 Dio� CON'l
INTERIOR MONO PER DIAGRAM BELOW
M16
16"W X 16"D
MONO
2 # 5 Dia. CON'T
MONO 1
M16i
16"W X 12"D
MONO
2 # 5 Dia. CON'T
INTERIOR MONO PER DIAGRAM BELOW
M20
20"W X 16"D
MONO
3 # 5 DIo. CON'T
MONO 2 (USE ELM BCH. CHAIRS)
M20i
20"W X 12"D
MONO
3 # 5 Dia. CON'T
INTERIOR MONO PER DIAGRAM BELOW
M20t
20"W X 16"D
MONO
3 # 5 RIC. CON'T
(USE PLV BCH. CHAIRS
W/ # 4 X 7�61 TRANSF R BAF'S 12" 0 C
M24
24"W X 16"D
MONO
3 # 5 CIO, CON'T
MONO 3 (USE ELM BCH, (�HAIRS)
ZJO-"
�16 "
�"eQ=
I
T
s3l
X -D
�a. CON'T
3 51 =DON'T
R M
= O�N O�
INTERIOR MONO PER DIAGRAM BELOW..,
DEPTH of MAIN FTG�
IM
# A BARS
12"W - 2 5
I aA I TO BI I a-
FOOTING STEEL. STEEL t
16"W - 3 # 5 BARS
BOTTOM, U.N.O.
P24
24"W X 241 X 12"D
PAD
# 5 at I
'O.CE.N.B.
AS INDICATED ON PLAN TYP.
P24t
24"W X 24% A 16"D
PAD
ALLOW FOR STIL. COLUMN RECFSS
P36
36"W X 361 X 12"D
PAD
AS INDICATED ON PLAN TYP.
P36t
36"W X 361 X 16"D
PAD
ALLOW FOR STL. COLUMN REU SS
P48
48"W X 481 X 12"D
PAD
AS INDICATED ON PLAN TYP.
P48t
48"W X 481 X 16"D
PAD
ALLOW FOR STIL. COLUMN RECESS
P60
60"W X 601 X 12"D
PAD
AS INDICATED ON PLAN TYP.
P60t
60"W X ACT X 16"D
PAD
ALLOW FOR STL. COLUMN RECESS
P72
72"W X 721 X 12"D
PAD
AS INDICATED ON PLAN TYP.
P72t
72"W X 72"L X 16"D
PAD
ALLOW FOR STL COLUMN RECESS
S16
16"W X 12"D
STEM
2 # Dia. CONT
USE PALM BEACH CHAIRS
S24
24"W A 12"D
STEM
3 # 5 Did. CONT
USE PALM BEACH CHAIRS
842
42"W X 16"D
STEM
4 # 5 Dia. CONT
# 4 TRANSVERSE BARS 0 24" O.C., U,N 0.
_T8
--- j W 'X8 D
THICK EDGE
1 # 5 On CON I
IYF. at PAIIOS and/or 4 EL(,Ln
T8b
8"W X 9"-12"D
THICK EDGE
1 # 5 Did, CON'T
GARAGE CURB and/or > 4" RTCESS
T8c
8"W X 6"-B"D
CURB
I # 5 Did, CON'T
GARAGE RECESS CURB
T12 I
12"W X >12"D
THICK EDGE
2 # 5 Ba. CON'l BOTJ
AS INDICATED ON PLAN
ADD 2 ' "RE 'TT" OR EVERY 12" OF DEPTH INCREASE AS REQUIRED
+
PROVIDE# � 4 X OL HOOE'0ARS AT 16" O�C TOP
N011ES:
- TOP of ALL SUB -SURFACE FOOTINGS to be WIN. 12' BELOW FINISH GRADE, U.N.O.
- FOR ALL RECESSES, EXCEPT PERIMETER BLOCK RECESS OR STEEL COLUMNS,
FOOTING DEPTH'D' SHALL BE MEASURED FROM BOTTOM OF ANY RECESS� UNBO.
W/ PA
SO REC.
at ENTRY DOOR TRANSVERSE
mJ
TRANSVERSE
1 1/2" REC.
3 4" BARS
BARS
VER
PROFILE
ALT. SHOWER
ALT. 16"W W/ 2 BARS
RECESS, CNTR VARIES W1
BAR IN CURI34A SLOPE
51,
484
IS
T8b
124
12" f
GRADE
'x
PAVERS
GRADE
Y'
So
Y\�\N
TYP. GARAGE O.H. DOOR PAVER� RECESS
SCHEDULE
'\a
STEEL PER
'\C
�,\77"-
EXTERIOR
INTERIOR
`W TYPE FrGS
'IF TYPE
FrGS
MIX MAIN SLAB-'E
(!x) FOOTING PER PLAN
TYP FOOTING PROTECTION
<>
COLUMN SCHEDULE
(SEE PLAN FOR SYMBOLS of ACTUAL
COLUMN TYPES BEING
USED)
LfK
SIZE
TYPE
STEEL
NOTES
C5
El
8" X 8"
C. M J,
1 # 5 BAR
C7
13
8" x 8"
C. M J.
1 # 7 BAR
C25
Fm
8" A 12"
0" BLOCK
2 # 5 BARS
C27
[13
8" X 12"
"0" BLOCK
2 # 7 BARS
C45
12" X 12"
"0" BLOCK
4 # 5 BASS
PROVIDE U &P 'WT" TIES at EVERY
OTHER MORTAR JOINT
F45
W" X "L" PER PLAN
POURED GONG.
4 # 5 BARS
# 3 ON. TIES at 8" O,C
P65
!'W" X 1" PER PLAN
POURED GOING,
6 # 5 BARS
# 3 Dio. TIES at 8" OUC.
P47
W` X 1" PER PLAN
POURED CONIC.
6 # 7 BARS
# 3 Did. TIES at 8" 0, C.
P67
W" X 1" PER PLAN
POURED GONG.
6 7 BARS
# 3 Dia. TIES at 10" C�
P65r
DIAMETER PER PLAN
POURED GONG.
6 BARS
# 3 Dia. TIES at
ISEE DIAGRAM BELOW
'r
0
SEE POST SCHEDULE
TUBE STEEL
SEE FLOOR and ROOF LAYOUTS
TSb
0
BO ARD
T UBE STEEL
ISEE DIAGRAM BELOW
0
SEE POST SCHEDULEJ
WOOD POST
ISEE FLOOR and ROOF LAYOUTS
Cj
0 01 '
0 - I I
3"D STEEL COLUMN N/
6 X 6" A 1/4"T STI
-
B�Al"_! _r .
a (0
A
EXTEND AND HOOK
PLATE W1 (44 1/2"
MIN, (3) BARS INTO
TSb
EMBED WED ANCHORS
to SLAB (VER. EXACT
LOCATION PER ARCH. PLAN)
COL. I BEAM ABOVE AND
SLAB BELOW
4�> SLAB
NOTES: -
ALL CM.U. CELLS W/ STEEL TO BE CONCRETE FILLED
-
LAP ALL STEEL MIN. 48 BAR Di& TYP. THROUGHOUT
1 -
SEE FLOOR and ROOF LAYOUTS FOR ALL STRUCTURAL POST SPECIFICATIONS
POST SCHEDULE
M 0 13
HE PLAN FOR LABELS of ACTUAL POST TYPES BEING USED)
TYPE
NOTES
III
TYPE
NOTES
W14
I - 2 X 4 S Y P. # 2
W6
6 X 6 S.Y�P # 2 P. T.
W4
4 A 4 S.Y.P. # 2 P. T.
W6b
6 X 8 1Y P # 2 P. T,
W&
4 A 6 S,Y,P. # 2 P T
W26
2 - 2 X 6 S.Y.P. # 2
TYP. MIN , J,N 0.
W&
4 X 8 S,Y.P. # 2 P T,
W36
3 - 2 X 6 S.Y.P. # 2
W24
2 - 2 X 4 S.Y.P, # 2
W46
4 - 2 X 6 S.Y.P. � 2
W8
8 X 8 S,YP. # 2 P. T,
W34
3 - 2 X 4 AY.P, # 2
*TYP. MIN., U.N 0.
W44
4 - 2 X 4 S.Y.P. # 2
W28
2 - 2 X 8 &Y.P # 2
TYP. M I N,, N 0,
W64
5 - 2 X 4 S.Y.P. # 2
W38
3 - 2 X 8 S.Y.P. # 2
W48
4 - 2 X 8 S.Y.P # 2
W58
15 - 2 X 8 S.Y.P # 2,
T35
A 1/4"T
TUBE STEEL, ANCHOR PER DETAIL AS SPECIFIED ON PLAN
T4
4" X 4" X 1/4"T
TUBE STEEL, ANCHOR PER DETAIL AS SPECIFIED ON PLAN
f--'
PLACED FLAT TO SHEATHING AT OUTSIDE OF WALL, PER DIAGRAM EI
k
PROVIDE BLOCKING SUPPORT TO TRUSS/GDR, PER DIAGRAM BELOW
o
STEEL COLUMN PAD OUT REFER TO DETAIL "9" ON SHEET "SD2"
P
ANCHOR W1 .145" X 1.51 A A.F. (PINS) TO "T" COLUMN AT 12" D.C.
t
ANCHOR TO MASONRY W1 1/4" WEE 2" EMS, TAPCONS W/ WASHERS at 16" D.0
w
ANCHO 0�o MASONRY WALL W/ 1/2" X 4" EMB. WEDGE ANCHORS 24" 0 C. (6" FIRM 1OP/BOr)
u
, ATT7v/ 1/2' THRU-BOLTS W/ 1 1/4" WASHERS at 16" O.C. and MAX. 6" FROM ENDS
B. J. POSTS TO NAILED TOGETHER W/ IOD COMMONS at 6" O.C. STAGGERED EA, PLY/EA FACE.
- ALL WOOD POSTS TO HE MIN. (3), 2 X 4 or 2 X 6 (2 X 8), SUPPORTING HEADER'E/GIRDERS
�2)
PER "D-7F" on SHEET "SD2 , U.N.O. MATCH WALL, GIRDER/HDR WIDTH)
Ti"NOTE:
- FOR GIRDERS 2-PLY or GREATER, PROVIDE POST BELOW TO MATCH GIRDER WIDTH, U.N 0
'ALL MULTIPLE PLY POSTS SHALL BE NAILED TOGETHER W1 16D COMMONS @ 6" O.0
STAGGERED EA, PLY/EA. FACE, UNLESS NOTED OTHERWISE, PER NOTE 2.
ASSUME POST DOE. TO MATCH BRG WALL HGT, UNLESS CALLED OUT OTHERWISE
SEE FOUNDATION PLAN FOR ALL MASONRY COLUMN SPECS.
PROVIDE SOLID BLOCKING FROM POST THROUGH FLOOR SYSTEM to PRO. WALL BE[ OW
STUD TO 128f :
GIRDER GIRDER GREEN B. CHORD
"' M"
��6' BEE. MAX. 10D NAILS 8' OC
2' t 2
1�'ER H
__STUDS �*_
-- -------- 'WI TO TOP/BOT PLATE :
Ll ELAN 2 A 4 S Y.P.
"n"SIDE OF POST
# E T
�3) ITS TO[ -NAILS EA. SIDE
W/ (2) 10D TOE -NAILS
EA. END TO CDR W/ (4)
FOR CDR TO WIT
4 IOD EATS TO POST
-11. PER PL/ N
A
DI
POST TO SLAB , '0-DI"
SOFFTE v
t I
ANCHORS (U.N.O. ON
PLANS) PER TRUSS
PERE�P�L'A`N`
ANCHOR SCHEDULE
TOP SIDE
SIDE FRONT
, SEE 1 7F" FOR ALL OTHER F7777
<1�>
_<��28
FRAME WALL SPECIFICATIONS
'aD
lb
' T
'A'
A,
REV
I zo
42'-6"
ll'-10 1/2' 13'-5 1/2-
19'-6" 9'-2�
F�
M E - — — — — — — — — — — — —
L7 —1
COVERED LANAI
REC, 425", PAVERS
10'-5"
%Jc2,
TYP
7 E
L -1 1
1 7'-6"
_ MASONRY
FOPNG TYP
1.5" PERIMETE[
RECESS TYP.
TYR
15'-4"
TYP
33'-3"
21'-
RESIDENCE
ILEI S-""
Fop C G�
)F F(N ITT ELF
SLAB ON GRADE CONSTRUCTION
4" THICK 2500 PSI CONCRETE SLAB W1
6" X 6" /' 10 X 10 WELDED WIRE MESH
ON 6 MIL VAPOR BARRIER ON CLEAN
95% COMPACTED TERMITE TREATED FILL
VER. LOCATION of ALL EQUIPMENT PADS
TO BE AT F.F. PER ARCHITECTURALS, TO
BE 4" TTHCK W1 THICKENED EDGES, J N 0,
J L
- Fv6
ENTRY
REC 4.25"
PAVERS
F
VARIES
0�0
F_ PAVERS
PAD
�AY 1
REV
PROVIDE DBL.
WIRE MESH
1 12'lOO"
KV
PROV DUE OPT
W RE M E SH
4mm �l II I
'o,
Ll L
_`C
JI
PROVIDE DBL
WIRE MESH
L
+ 3 0" 4'-0"
@0i I
L IT
. . . . . .
F .. .....
......
6"
T
24'-9"
4-
M ASONRY
OPNG. TYP.
1.5" PERIMETER
RECESS TYP
T�p
Ka�
Uri
F
TYP
P V BE DBL
M SET
WRROE ]E
L
�7PROVIDE DBL REV
WIRE MESH
91
F _F 1— 7 7 F_ 7 —1 T_\�j
r
for
-- — — — — — — — — j
F— — — — — — — — — — — — — -- -- Q!b)
T4
L
......
. . I
. . . . . . .
5'-9 4'-9- . . . . . . . . . . . . . . . . . . . . . . . . . . . .
------
0'-6" _6"
16"D[a 16"Dia . . . . . . . . . . . . . . . . . .
T
1 5 �;R.
. . . . . . . . . . . . . . . . . . . . . . . . . . .
hm6 . . . . . . .
F
F, F-,.-, _1
. . . . . . . . . . . . . . . . . . . . . .
Typ
. . 11 -� . . . . . . . . . . . . . T80 .
. . . . . . . . . . . . . . . . . . . . m
. . . . . . . . . . . . . . . . .
L L +
7'-2� 2'-S"
64'-0"
ELEVATION 111311
21'-4
REV
REV
— - -- - — - I/q I -V
VERIFY METER PANEL LOCATIONS
SEE FLOOR PLAN FOR EXACT PLUMBING LOCATIONS
REFER TO ARCH PLANS FOR EXACT LOCATIONS OF OPENINGS IN INTERIOR BEARING WALLS
FOLLOW PLAN FOR CELL LO W/ APPROX. EQUAL SPACING IN WALL SEGMENTS, IN T TO EXCEED MAX. SPACE PER PLAN
EXTRA DETAIL INTERIO TYPICAL POST/STEEL MASONRY
10 DETAIL REFERENCE
REFEREXI D- 77777-77 WALL R dNS COLUMN SPEC PER HEDULE
LOC'A'Tl' VC
8 on THIS JI ILL I ON SHEET "SDI" ON SHEET "Sl" I o ON THIS SHEET 'P', -r or 'C'
TION HAS BEEN DESIGNED BY RATIONAL ANALYSIS
THIS FOUNDA
TRANSFER REINFORCrEMENT IS NOT REOUIRED, U.N.O.
OEL
REVISIONS:
# DATE: DESCRIPTION INIT.
1 02-22-18 EXPOSURE I'D" SM
6lmmllmmllFll All]
MODEL: 6512
COMMUNITY: RIVERBEND
LOT #: 15
DRAWN BY: SM/RC
CHECKED BY: RC/VH
DATE:
11-14-17
SHEET DESCRIPTION.
FOUNDATION
FIRST FLOOR
COLUMNS
ELEVATION: B
IGARAGE: RIGHT I
BRENNAN
ENGINEERING INC.
1600 S. DIXIE HWY. STE 400
BOCA RATON, FLORIDA 33432
(561) 392-3748
E.B. # 7686 P.E. # 72387
SHEET:
'Mill
Victor Hernandez
0 R /Y'I�
-7
rn
N
VIA
(p
E N
E.B. # 7686 P.E. 72387
0 TRUSS ANCHOR SCHEDULE
�SEE PLAN FOR LABELS of ACTUAL ANCHOR TYPES TYPES BEING USED)
CONNEOTIONHIYPE
MI
0
ANCIHOR TIFE
CITY
NAIL SCHEDULE Dore. scNBryujB
ANCHOR to TRUSS AMMON
I -PLY UPLFT Mfor(Fill LPLPT MAGOMFR`
to
LATERAL, Iw am)
F-1 I F-2
mw
0
MANLF
MODEL.
TM to MA9ONR'Tl
(Z-MAX)
SIMPSON
-META24"
2
X
10-10D X 1.5"
1985 LES
14 - 16D 429MERL'Sk
NSA
EMBED
127
Al
A2
7SIMPSOIN"LETA24"
2
&
10-10D X 1.5"
2EZ5 LED
12 - 16D
BS
�27—'O'O'LSS NEA,
EMBED
12
A2
AS
SIMPSON
"HHETA24"
2
CMU
GOING
10-10D X 1.5"
2035 LBS�-,",
�Tono
3"35000 �LLBS�S N /A,
EMBED
1:2
AS
WRAP STRAP
OVER TOP CHORD OF TRUSS, AS ALL ED
TRUBB b WOW
"'" 10 M
�
MW
Ell
ANCHOR TYPE
SIMPSON I 'LSTA18' 171
J720 G=AUGE
�9_
7 to 1M
1 7 - 10D
I STIMP to VAD W_
1 7 - ITS
F-I
N 11
F-2
RK N 12
II
B2
SIMPSON I HTS20 I
1
1 14 GAUGE
1 10 - LOU
1 10 - ]DID
JN
NE N
E
NK N FIGO
NBC
62
FROM. ADD T (3) - 16D TOE -NAILS TO EA. TRUSS to WOOD WALL�,FD%GDR� �2 & I(SIDE)
FOR GIRDERS 2-PI Y or GREATER, PROMDE POST BELOW T� MA CH IRDE IDTHL N 0
500
500
Z(Z-MAX)
EF6-
SIMPS
SON
*�13`,
1
-1 Sb�
1 -
11
N.E (N)
N_RPNI 9qEM:
OF-
SIMPSON
@0P
IT 'L
1
�5
_ 8
4 -
80
ICE
160
45� LBS
B7
laT
(b) - 114
A11CONS W/ 2 WHIED
PER SIRAP to MASONRY
N / A
_11DIA-1
M
TT Y
WOOD to
MARK
(5-1
AMM
—SIMPSON I
TIPE
MSTA24'
OTY
I
SIZE
AW-110WOODAEMANDHIDIND.BliliX
ED
6 - IOD
—
F-I
DR,
F-2
KE 12
IFFI
5 LES
Cl
IWALL or
_62
SJMPSON�
1_1
1�14_ li3 .61
16 WD
7 - 10D
NR�
NR 1-4
OG LBS
C2
(Z-MAX)
u
I
�F'MSTA48"
CE C,
LGE Corner
AC4P (Mid&)
�AC4P UU
2
1
N �RA NNU�
HEAD S
N / A
04
STRIP to MSNRY--i
(T)
ALT. - PROVIDE TAPCONS
to MASONRY WALL - W/ 1/4 X 2 EYE. TAPCONS PER
STRAP
SET- AHV,
(T)
WD. POIIT 1A RA
MARK
ANIHOR TIPE
I AMM" 10 SLAB
722a`S0
UPI
I, I
DI
-(Z-MAX)
L)4
SIMH�X)N I ASUdd
I
1 2 - NAIU�
1 (1)
- tj� X 4 EMUL D�IUUUL-ANUHUYV
LES
D4
SIMON,
tbU
2
1 (1)
- 5/8 X 6 CAN WEELF INCH-FS
43r10
LUS
D7
_7
+
AT R ECESS AS ELEVATION
IM)LBEAM b MlIff
Ok
FI
AMMM TYPE
SIMPSON I LU28"
OTYI
I
BE
I CA TG'l
N01011 to WOOD
s
' ED PIL
ANCHOR to WOODANINRY BROI
X 2 3�4'L 'TITEN'/FtNGE (6)
1/4'1�/4�
WAVRY I
2400 UPS 11035
LRJFr
PHS
FlI
- �Z-MAX)
IT AIC 2
G AUG
6 OD N
�6D
y3 2 4 IHE
4 A
jjp(�J)85 HAS
alt.
SIMPSON
U 21 2,
��Ho
114 G�%[
LS
NA s
2 JZ4
350 LES
4CtQ LUS
1(
I OK UEDS
F2
FILL A
W
Mjo;
, D_
2 2
1
11
R
2 3Z4 L
�4350 qLB
5OB5 LESS
5005 LESS
1610 LEIS
I
F2b
FOR
- FOR Tl H2 or �Sb AS CAME ANCHORS ABTV PER CALL- OU 1 01
PER ANC,
PER ANC
PIN ANG
Olt.
MIN.
ABOVE ANCHOR TYP.
U. K 0.
FOR 1-PLY MEMBERS, ADD 2 X 8 S.Y P. 2 VERT. OLD, MAX 16"ll OR PULL ITT.
OF TRUSS LEG, W/ 6-IOD NAILS TO TRU11S., EQUALLY SPACED
USE "CONCEALED' (C) FLANGE FOR CORNER APPLICATIONS, OR AS NOTED ON PLANS
1 �FGIR
1 17 GAUGE
I (I B) - 1/4 3 F SIDS SCRWS
1 (2) - 1 /2 X YL LTTENHD
5600
LBS
_M
SlIMISONN
MR
FCRR�:
1 2 GATGESj
6 �11NL4.- X 31 BIDS SCANS
1 �4) - 1/2" X 51
TITLE!
ED 194DQ-M
F42
FILL MASONRY SOLID
13�70_W 0
L� .
A M EACH SIDE AT ANCHOR BOLT LOCATIONS
9151:11RION
1
112 GALGLJ�d)-114
X 2G L SEA SCHNNI
X 45�L I
11 11
3Q 5 L
FS
IIIIETC
S Mp�
So
SIMPSON
25
�jl
�dd-5�/78
8 L
X
.
1 0 LES
FS
r;
_w
SIMPSON
I HOLD! / 00
1 1
1 / GAUGE
124)-1/4 X 2,5 L SEC SCRINSI
8)-5SY X 5 L I
Jim LES
Fee
*
- USE CONCEALED `LANGL FOR C )HELD AFHL R
AD NOTED ON PLANS
MAW
I
MISCELLANEOUS
SPECIAL CONNECTION ISEE DETAIL � AS REFERENCED ON SHEET "SD1"
D�-
DETAIL ISLL DETAIL # AS HIEFEDIENCED ON SHEETS 'SDI" AND 'SD2'
TRSITRUSS
to TRUSS CONNECTION 1 10 BE PROVIDED BY INU�C COMPANY, UNLESS NOTED OTHERWls—E
VERIFY STRAP LENGTH TO
GO OVER T CHORD W/
- INSTALL ALL HARDWARE IN ACCORDANCE MATH MANUFACTURERS SPECIFICATIONS -
'TAPCONS' - SPACE MIN G" 10 OEAM "WEDGE ANCHORS" - SPACE MIN. 4" W/ MIN 3" FROM LD�j
MIN, (2) NAILS TO TRUSS
- CAPACITIES SHOWN ARE FOR INSTALLATION IN SOUTPI�N Y12LL0W2fLNl j161EY.!.)OEJl
S�1[1 PL�T W NAILS AS INDICATED, U.N.D. - AD � 0131 D 1/ 62
L
2_L 7 -
M AT METAL FASTENERS AND ANCHORS us7N MET SERVICE CONDITION OR AGAINST PRESERVAEVE TREATED WOOD REQUIRL A MINIMUM OF
M7X
ASTMI A153, CLASS 0 'HOT-DIPP[Dr GALVANIZED OR EQUIVALENT. ALL CONNECTORS IN CONTACT W� PRESERVATIVE TREATED WOOD RILQUIRE A MINIMUM
OF ASTM A653, TYPE G185 7INC COATED GALVANIZED STEEL OR EOUIVALENT. THE [I Z-BAX" MUST BE ADDED TO THE YTHOCK NUMBER
ANCHOR "UPLIFT CAPACITY" IS BASED ON THE WORST CASE LOAD COMBINATION BETWEEN UPLIFT ond LATERAL LEAD, BIRTH
PERPENDICULAR or PARALLEL TO THE RIDGE LINE, WHEN CONSIDERING THE 'UNITY EQUATOR', WHERE APPUE'_
THE MAXIMUM LATERAL LOAD PARALLEL or PERPENDICULAR TO THE WALL IS 180 PUT UNLESS SPECIFICALLY NOTED ON PL P ANS
BOND BEAM SCHEDULE
SEE PLAN FOR LAGIRS t ACTUAL BEAM WES DONO USED)
MFK
70P IBONDBEAMII
sim
BOTTOM mw
I sTEEL
NOTES
Bli
(1) - 8" X 8� BEAM PER
* VAR 12'W PER PLAN *
I # 5 BAR
ALONG T of PERIMETER
N / A
MASONRY WALLS,
I -
SUPPORTING
I TYP. TIE -BEAM CON'T
ROOF TRUSSES, IT NL
B"
(2) - 8" X 8" BEAM BLK
1 # 5 /CRSE
N / A
ALT. TIE -BEAM AS NOTED ON PLAN
L-0
BEAM ABOVE PER
PLAN
PER ABOVE
8" X 8" PRECAST " U"
AS NOTED ON PLAN
LA
BEAM ABOVE PER
PLAN
PER ABOVE
) ON PLAN
L-2
BEAM ABOVE PER
PLAN
PER ABOVE
8' X 9" PRECAST �U
I I § S BAR
AS NOILD ON PLAN
L-3
N A
_::F�
A
L-4
IS / A
IN
A
8 X 8 PRECAST U
1 2 PARS
1 1 ICE / I FnIIOM
��J:at
BE�AtCALL-ourr INDICATES POURED ARCH BELOW PER DETAL 31 'L' (SHEET '8021
ESE BEAM HEIGHTS ARE BASED OFF OF FINISHED FLOOR ELEVATION
- REFER TO ARCH PLANS FOR EXACT LOCATIONS OF ALL OPENINGS IN WOOD FRAME WALLS
- FILL ALL MASONRY SOLID FROM PRECAST "U" BLOCK TO LINTEL BLOCK
- AT RAISED ENTRIES, ALL FILLED CELLS SHALL BE POURED TOGETHER W/
BOND -BEAMS AT TOP, TO INCLUDE INTERMEDIATE BOND -BEAMS AS REQUIRED
- PROVIDE MIN. 301 A 301 CORNER BARS PER DETAIL 11 on SHEET BOX
- LINTEL EULK TOP COURSE STEEL ABOVE, IS THAT PART OF CON'T STEEL AS SPECIFIED
PER TYP. WALL SECTION (SHEET "SD2") (I.E., PC ADD'T STEEL IS REQUIRED)
- FOR 16"H BEAMS, USE PRECAST "U" in LIEU of LINTEL BLUE. D� HOT COURSE
- LAP ALL STEEL MIN, 48 PSI Dio. of LARGEST STEEL of LAP TYP,, THROUGHOUT
- PRECAST BEAM STEEL 70 EXTEND MIN. 4" PAST EA. SIDE OF OPENING
- SEE ROOF PLAN FOR ALL WOOD BEAM SPECIFICATIONS
T.
7 "Am
*BER STEEL TO
RUN DON'T
ACROSS 0I car
FROM EA. SIDE
SCHEDULE Go
0NZF/ML- STEEL PER
PER PLAN SCHI
CONCRETE BEAM SCHEDULE
(SEE PLAN FOR LABLES Bf ACTUAL BEAM WES BEING USSR)
MIRK
SIZE C#xK TOPffIEEL
1111113.111
WEIREEL
IT 11 N, 0,
R E M A R K 8
TBI
8`W x it 19"IF/PLIN
2 # 5
-
-OG
1 SEE PLAN FOR EXACT HEIGHT
B-1
18"W X 26'H
# -
2 �7,--
-417-
12"
8"W X 19"H
—1
2 5
-
2 # 5
12" O.0
I
_02_
B-3
1
B-4
I
i�
at BEAM CALL-OUPF INDICATES POURED ARCH BELOW PER DETAIL 31 'M' (SPEED 'SD2')
POST SCHEDULE
0
M 0 13
(( OE PLAN FOR LABELS Df ACTUAL POST TYPES BEING USED)
MRK
TYPE
NOTES
MFK
TYPE
NOTES
W14
1 - 2 X 4 S.Y.P. # 2
WS
6 X 6 S.Y�P. # 2 PT.
W4
4 A 4 S YY� # 2 P.T.
W6b
6 X 8 S.Y�P # 2 PT.
W4b
4 X 6 S Y.P, # 2 P.T.
W26
2 - 2 X 6 S Y.P� # 2
*TYP. MIN., U.N.0
W11c
4 X 8 S.Y P� # 2 P1
W36
3 - 2 X 6 S,YY� # 2
W24
2 - 2 X 4 SA.P, # 2
W46
4 - 2 X 6 SY.P. # 2
W34
Y - 2 X 4 A YE # 2
TYP MIN., Tal 0.
W8
8 X 8 S,E.P. # 9 P.T
W44
4 - 2 X 4 A Y.P # 2
W28
2 - 2 X 8 A Y,P, # 2
*TYP. MIN. U.N.0
W64
5 - 2 X 4 S.`FP # 2
W38
3 - 2 X 8 S Y.P. # 2
W48
4 - 2 X 8 S UP, # 2
W58
15 - 2 X 8 S.Y,P, # 21
_TW
3 5" X 15 X 1/4 T
TUBE STEEL, ANCHOR PER DETAIL AS SPECIFIED ON PLAN
T4
4` X 4" X I/
ITUBE STEEL, ANCHOR PER DETAIL AS SPECIFIED ON PLAN
I
PLACED FLAT TO SHEATHING AT OUTSIDE OF WALL, PER DIAGRAM BELOW
k
PROVIDE BLOCKING SUPPORT TO TRUSS/GDR, PER DIAGRAM BELOW
0
STEEL COLUMN PAD OUT - REFER TO DETAIL '9" ON SHEET 'SD2"
P
ANCHOR W/ �145" X 1.51 PAT, (PINS) TO "T_` COLUMN AT 12" O.C,
It
ANCHOR TO MASONRY W/ 1/4" W1 2" EMS, TAPCONS W/ WASHERS at 16" O.C.
w
ANCHOR to MASONRY WALL W/ 1/2" X 4" EMB. WEDGE ANCHORS 24" O.C. (6" FIRM TOP/BOT)
u
ATTACH W/ 1/2" THRU-BOLTS W/ 1 1/4" WASHERS OF 16" C.0 and MAX. 6" FROM ENDS.
NOTE: - B U POSTS TO NAILED TOGETHER W/ IOD COMMONS at 6' 0 C STAGGERED EA. PIFY/EA. FACE
ALL WOOD POSTS TO BE MUN (3� 2 X 4 or �2) 2 X 6 (2 X 8), SUPPORTING HEADERS/GIRDERS
PER 'D-7" on SITHEET "SD2', JEEFO. EMATCH WALL, GIRDER/FDR WIDTH)
FOR GIRDERS 2-PLY or GREATER, PROVIDE POST BELOW TO MATCH GIRDER WIDTH, U.N.O.
ALL MULTIPLE PLY POSTS SHALL BE NAILED TOGETHER W/ 16D COMMONS A 6" C,C,
STAGGERED EA. PTY/EA. FACE, UNLESS NOTED OTHERWISE, PER NOTE 2,
ASSUME POST DOE. TO MATCH PRO WALL HOT., UNLESS CALLED OUT OTHERWISE
SEE FOUNDATION PLAN FOR ALL MASONRY COLUMN SPECS
PROVIDE SOLID BLOCKING FROM POST THROUGH FLOOR SYSTEM to BRG WALL BELOW
M 70 'w :
GIRDER GIRDER GIRDER 3 CHORD
.
6, O.C. M IOD NAILS 8' 01
"SOTUIDSM 0j
e 24
W TO I :
-AN Bi : 2 X 4 S Y�P
— # 2 EA. SIIDE OF POST
m
(3) IOD TCUE-NAI EA. SIDE
I
W/ (2) IOD TOE -NAILS
F� R 10
GDR N 4)
RUN TZS"Er"PUNT (4) 4
AWL
jj� PER P. '
POST TO SLAB: '2-Dl"---.
i
�
ANCHORS HNG ON
PLANS) PER TRUSS
ANCHOR SCHEDULE
TOP SIDE
SIM MONT
2 SEE -D-7F" FOR ALL OTHER �777 7
FRAME WALL SPECIFICATIONS
0 HEADER SCHEDULE
(SEE PL N FOR TABLES I ACTUAL HEADER TYPES BEING USED)
WK
TYPE I N 0 T E S
'H - HEADER '-W - NAILER
H310
(3) 2 X IQ S Y, P, # 2
FEE. HEADER TO BE USED OVER ALL OPENINGS, UN.0 (SEE D-7F)
ALF_'To51 L4) 2 X 8 S.Y,P. j G IN 8"W WAL,LS
ALT. HEADER TO "H310"
___
S `FP, # S
HM
�3), 2 X-12 S.YL_L2_
ALT.
HEADER
TO H310
HN4
2 X 4 S.Y�P. # 2 NAILER
ROOF__ond_,To_r_CLG, SENT NAILER or BLKG_wV_l6_D_NAIlFS�at 6OT_
or 3 - 16D NAILS PER EA WEB/STUD THAT IT CROSSES or 3 - IOD
NAILS EACH END IF BLOCKING, W ALTERNATE 1/4" Do, TAPCONS W/
MA3 0 C. or C2)_PER_BLOCK, U
SILE11 16" N 0
RINI
2X�u SY.P.
# 2
NAILER
j&ffil
lho
4 A _TAPCONS 12 O.C,
FIN26
2 X 6 S.YP # 2 NAILER
at TOP and BOTTOM CHORD of TRUSS W7_I/_4'_0 �OTARCONS�/
2" EMBED at 8" O.C. to MASONRY W/ 4 - 10D TOE -NAILS FROM
TOP and BOTTOM CHORD �2,VSIDE) AS REQUIRED
iZTE: - ALLOTHERWOODBEAMSTOBEMIN. 2-2XI2&YP.#Z NALEDTOCIETHMW/ 2ROWES
OF IOD 0ONIMIONS at (I DEC, UNLESS CALLED OUT 07HMWIBE
- ALL WINDOW WADERS 70 BE 2 - 2 X ID SI # 2 W/ Vt PLITCH PLATE NAIL PER ABOVE
- ALL 2 X 12 BULT-UP HEADERS ARE ASSUMED TO BE OCIN'T TO BROL POINTS at EA. SIDE
12'-1"
U = 620
Al
201H
r-0 10, 7 e CLAb
+ RECE�S
-T,A
I = 620
�3 �B
32"H 32"H
EF . . . .. 2' $OF +
+ �T
+
It MH 6'2 +1
�8 COF
+ +
+ + +
7 t +
L U_ —It
EE EE EE . FE . . . +
Co, TE + -1 + i + +
REV
LL
10'8" CLG
TYPICAL
L
T
CLERES Q VEY +
+ _7�F2-0"-D -FL—OO—R-T—RUSS-1 77 7- - - - - - - - - - - - - - - -
24" O.C. 20"D GDR 2 X S.Y,P. # 2
B. PLATE W/
D-71F WALL ABOVE PER
\c�
32"H
32"H
D- RACE
D-39
U 620/
It
14
)lIl1"*l x 0
L-BRACE
000 04-BRACE
10'8" CLG
TYPICAL
S1-0
T4
20�"D GDR y
I I -ET _7
—4 + I +
1 1 1 W 0 10,8"
T. at 10'8" _L +I- L _J� L-L I
C) I - m ll�
71
10,-8"
m I/ A
FRAME DWN CLG'S] 2b 14 \
AS REQUIRED PER C-4 6"W, T. at 10'8"
ARCH PLANS F2_0B5D -FLOOR -TRUSS - :
24- O.C�
10'8" CLGI 2-15
16
TYPICAL
DRAFTSTOP
. .. . .. . .. . .. . .. . .. . .. . .. . .. . ..
F - — — — — -- S,
lz� U
U,
L - — — — — -- \A
L-3 8"H, TOP
8-H, BETW.\ff—Y FRAME DWN CLG'S
/A: L-4 DR./FG. AS REQUIRED, PER CEO
�t ARCH PLANS 10'8" CLG
L 4 IEZ �l o/ + RECESS
I �A � 9�
10'8 " CLG
+ RECESS x
K I 9'H 16"H
7"H
X 10
TRUSS
_-T.Cr, 8 D-7H
10'_8 x 57"H 10'
12'-4" 7"
_'I 717-74 72'
Al�� T
12'-4" 7 —7 A �
4�S I[HK412
12' VIA BALCON I =HK-41
7- -7477FPE —1/4-77. —
�EC
1018" CLG
H
�7
4.,
26-H 26"H
----------------
BALCONY PIERS 8' C.M.U.
W1 8-H CONCRETE CAP W/
# 5 BARS 10' O.C.E.W. MID.
T. at 48" ABOVE EDGE OF
SLAB.
2'-0" 5'-8"
L� L
-4"
ELEVATION 111311
---120"D FLOOR -TRUST.
24" 0,C,
62"H
ILL
m
� cL L
D�-7
BRG. H71 ac
12'-4"
12'-90
x A
/L-BRACE
MH - 6'2
SLAB STEEL SCHEDULE "B-%`T", "B132, `HK-`
E c
" "" Fee LBae "
W-412
# 4 Dia. STEEL X AID* SPACED 12- D.C. (TOP UPPER LAYER)
(SEE DIAGRAM BELOW �
',D:
BI
# 4 DID STEEL X ,, PLAN "AGED 12 D.C. EACH WAY BOTTOM HOOK INTO BEAMS ALL AROUND
�HOOK
B-I
5 Do STEEL X F PER PLAN SPACED 12" O.C� EACH INTO BEA
BUL-412
4 Dia STEEL X -C PER PLAN SPACED 12, D.C. BOTTOM UPPER LAYERJ
BLL-412
4 Dia STEEL X "L" PER BID BOTTO
Bi
# 5 DIE STEEL X 1" FlIR PL BOTTO
IBOTTO
BLL-W
# 5 Dic STEEL X 1" PER PL
ED EQ,
T. FULL 4 = "IN
LENGTH 5 = 30- MIN
L
SPACE
T"4 f
zq 7 .2
HIM STEEL SHALL EMBED INTID
BEAM TO 1.5� FROM TE FA
TO ACHIEVE I R
'Ro
TUL —
Inj
W/ I If 5 BAR 'T I DE H
T_ (TOP UPPER/ LOWER)
HK- 1.5� AR
(TOP) SPACED PER SPEC
sp r
SPAC
SPACE BUT -
BLL-
(BOTTOM) UEOTTOM UPPER)
ALt STEEL LABELED ON PLAN IS ASSUMED TO BE THROUCH-OUIT ENTIRE SLAB IN
DIRECTICN SHOWN W/ PLACEMENT PER DETAILS SHOWN TH S SCHEDULE
Of
AE
VER. 1
11— 32" OUC� TYP.
TH!A:071 to ASONRY : 1" � 3 5/8" x 61 20 GA. CHA
(2) - 1/4" , x 2" EMB. TAPCONS to MASONRY
TRACK 2 to MASONRY : 1' x 3 5V8* CON'T 20 GA. CHANNEL W/
. 145" � x 1 1/2"L P.A.F. 12' 0. . STAGGERED to MASONRY
r*`X VERTICAL SUPPORT : 1* x 3 5/8* 20 GA. CHANNEL 32" O.C. W/
(2) # 8 STAINLESS METAL SCREWS (S.M.S.) to TRACK (1 / SIDE)
HORI]LONTAL SUPPORT : 1" x 3 5/80 20 GA. CHANNEL 16" D.C.
W/ (2) IT 8 SJA.S� to TRACK (1 / SIDE) and VERTICAL SUPPORT
FINISH COUNG : 3ff MIN. RIB. LATH SECURED W/ # 8 x 1% SUA.S.
A
0 4* D.C. ALONG A. SUPPORT. SEE ARCHITECTURAL PLANS FOR
ALL OTHER EXTERIOR REQUIREMENTS
&CLG FMME-DOWN
9�qf N. T.7
1) PICAL BOND -BEAM AROUND TOP of 18T or 2ND FLOOR
MASONRY AS INDICATED AROUND PLAN, U.N.O.
BUILDER TO FIELD VERIFY ALL LOCATIONS
OF ATTIC ACCESS PER CLG AREA REOUIREMENTS
ROOFS to be FULLY SHEATHED BELOW ANY OVERFRAME
or VALLEY -SET AREAS (SEE 'FASTENER SCHEDULE', SHEET SD1)
ALL EXTERIOR WOOD GABLES EXPOSED TO WIND SHALL HAVE
STUDS at 16' O.C., TO BE DESIGNED BY TRUSS CO.
SEE DIETAIL D-31F ON SHEET SD2 FOR ARCHES IN FRAMED WALLS
SEE DErAL D-SB ON SHEET SD1 FOR STRONG BACK DETAIL
DRAFT STOPPING ---
PROVIDE DRAFT STOPPING PARALLEL TO MAIN FRAMING MEMBERS AND
AT ALL PERIMETER FLOOR GIRDERS ADJ. TO ROOF TRUSSES
- REFER TO ARCHITECTURAL PLANS FOR REQUIREMENTS -
TYP. BOND -BEAM AROUND T. of MASONRY WALLS
U.N.O.. W/ HGTS. AS LABELED PER PLAN
USE(�) ANCHORS FOR ALL ROOF TRUSSES THAT
CROSS OVER ANY MASONRY WALLS, U.N.O.
MAX. DEM UPLIFT FOR TRU&%S OVER 0.0. ( 1300 LBS, U.N.0
IST LEVEL BEAMS, FLOOR and
ROOF
ile f-O"
TRUSS LOAD DESIGN - 45 P,S,F.1
HEEL TYPE - STD.
OVERHANG - 16", U.N.O.
TYPICAL PROFILE - "B" ELEV.
TYP ROOF PITCH, U.N.O. - 4 / 12
TAIL CUT - PLUMB
I RETURNS - LEVEL
U.N.O. ON PLAN
SEE ARCHITECTURAL PLANS FOR EXACT LOCATIONS OF ALL DEG CHANGES
I [E_-�] . INDICATES TIE -BEAM STEP LOCATION TYP. PER "D-26" on SHEET 'SD2"
4 j
- IST or 2ND FUR. MASONRY BLOCK WALL (HGT. PER PUN) PER "D-7" on SHEET SD2
- 1ST or 2ND FUR. FRAME BRG. WALL (HGT. PER PUSI) PER "D-71E" on SHEET "SD2"
BALLOON FRAME WALL (HGT. PER PUR) PER "D-713" an SHEET "SD2"
TYPICAL BEAM _INTEL/HDR SPEC
0 PER SCHEDLLVON THIS SHEET
TYPICAL ANCHOR SPEC In
8 --TRUSS ANCHOR SCIFEDULPR THIS SHEET
-BB', W, `H', or '12
an
- TYP. ANCHOR FOR TOP BOT. CONNECTION
"TRUSS
TYPICAL POST/STEEL MASONRY COLUMN
SPEC PER SCHEDULKINI THIS SHEET
A - TYP. MASONRY
B - TYR. WOOD
C, , E,
Ni OTHER
SPEC PER ANCS SCHEDULE"
on THIS SHEET
CAPACITY IN POUNDS
'r, �r or V
FIER SCHEDULE
FLI
TYPE
TYPICAL "DETAIL", 'SPECIAL CONI DETAILS/
(0 0�
EXTRABJ)ET�All_ REFERENCE
U
QUANTITY UPLIFT (LBS)_�ANCHOR
TOP. 2-Bl (N
CONNECTIONS AS R EFERENCED ON SHEETS "SM" AND "SD2'
x- TH ,
(D Ch N SHEET
BOT.
f ANCHOR DIRE
(AS
u
C�
u
Z
IREVISIONS:
# DATE: DESCRIPTION INIT�
1 02-22-18 EXPOSURE "D" SM I
SHEETDATA:
MODEL: 6512
COMMUNITY: RIVERBEND
LOT #: 15
DRAWN BY: SM/RC
CHECKED BY: RC/VH
DATE: 11-14-17
SHEET DESCRIPTION:
I ST LEVELFLOOR,
BEAMS & ROOF
ELEVATION: B
T
GARAGE: RIGHT1
BRENNAN
ENGINEERING INC.
1600 S. DIXIE HWY. STE 400
BOCA RATON, FLORIDA 33432
(561) 392-3748
E.B. # 7686 P.E. # 72387
SHEET:
3 1
b
Victor Hernandez
Z� -0 46o > 0%%�A
0
-n N
/DA
N N
E.B.
0 TRUSS ANCHOR SCHEDULE
(SEE PLAN FOR LABELS of ACTUAL ANCHOR TYPES TYPES BEING USED)-
OONNEMON TYPE
MAW
0
ANCHOR TYPE
OTY�
NAIL SCHE GOBI`
ANCHOR 10 TRUSO
1 - PLY UMLFr 12-FLYarORMI UII
NAL ScREDULE
I�V
LGTERA_ LOAD
F-1 I
(LA)
F-2
MARK
0
TRUSS fA MASM
-(Z-MAX)
A 1
2
CMU 10-IOD
CONC
A 15'
1985 LBS
14 - 16D
1900 S
2565 S
N/A, EMBI D
1210
1160
All
A2
2
t
CMU
CONC 10-10D
A 1.5
2035 ERIC
12 - 16D
2700 LEIS
N/A, EMBED
1225
1520
A2
AS
2
CMU
CCMU
CONC 10-10D
0
X 15"
—
2035
_1216D
_144 --16D
3350 LIBS
N/A, EMBED
1225
1520
A$
WRAP STRAP
OVER T CHORD OF IHIJ!I� IS ALLOWED
1111" 1* WllD
B I
ANCHOR TYPE
SIMISOI ITTS'2101:'
OTYJ
1
SIZE I SW
1 21
b 7W 1~ JD WD W_
7 - 111 1 7 - IOD
F-1
F-2 I
N, N
R
WUI
1235 LES
SIT
PER �N)
'(Z-MAX)
82
S MPSON
GAUCIE
0 1 10 - IOD
ED. IN)
1450
LBS
82
NEU , PLO I (J) - 16D ICE NALS TO EA TRUSS to WOOD QMALLT�, HUNdIGUN� ( 2 & 1(JSIDE
FOR BLURS 2-PLY or GREATER, PROADE POST BELON TO MA ON FREE NOUN, TIBLOT
500
-NE.
KPOO
135
SIMPSON
LE; STEP 1
93RELEY'
2 1 1
w
D
8 - 8D
8 ED
8 ED
_NR_TN7
FIT
950
LES
U/
�,Illvfl`�,CBN
I HJ (CLIP) I I
1 1 19
16 w 1
4 - 51)
1 4 61
125
6
455
TES
B7
t I
_�b) - 1/4 AFCONE W/ 2" EMBIEU
PLIN �IHUAI`
to MA�U*NHYI
N A
1225 THS
T
WOOD b WOOD
MARK
01
ANCHOR
SIMPSON
TYPE
"MSTA24"
OTYI
1
SIZE AN0JcWO0OABNjAjWnINLW
11 /T��]
0
6 - IOD
0 �ELCW
6 - 10D
F-1
m I
SIR
um.Fr
1265 L S
all
HP
INALL or POST)
SIMPSON
MSTA48
1
1 4 0 0 IA
GO
..
_ Too
7 DO
HP
_B]R_
-14-0 _0L B S
�Z-MAX)
SIMPSON LCE (Corner
or ALT ACT Midd
2
I
N
N A 14 - 16D
HEAD RS �MUT BE MITERED WItH
N Z A 14 - 16D
8 16D
T�HIS ANCHOR
0 ANISE
10 - 16D
-1-5-00 _LBS
N
NN R
UP
985 LIPS
MR to MI
(T)
ALI. - PKUVIUL ArUL)INB
to MA�TUNNY AALL - W/ 1/4 X 2 EMS. TEOPCONS PER E-TRAP
—SEEABV.
I ( _T)
WDL POST b BLAB
NIAM
lai
-m-
ANCHOR TYPE
SIMPSON 1 -A14
IOTYI
1
ANCHOR III POST
4 - 11 NAkRS
I ANCHOR to SLAS
it 2,,-XIII 4' X 21 "TAPCONS"
III
N A
(Z-MAX)
D7
SIMPSON
SIMPSON
BUFRI�
ala
Li
I
1
1 1
12 H�L N� L�
26 - IOD NAIFE��
H�
I III
1)
�1�
_ 5/8
- nzR x TEND
- b X b FEES,
WEDGE-ANCHQn
WLIDGE-ANCIJOND
2200
4350 LBS
t
A' RICISS AllAl, WElll-All101 11
IM111MINT
TO BE 11011 LOWEST STAR ELEVATION
MAM
FI
ANCHOR TYPE
SIMPSON
OTYI
- 1
ME
1�44 GftGEI
ANCIMbWOODI
- OR NA LS
ANCHOR to WOODI on]
- 1 4 X 2 3 4 L TITDN FUNGE 6
amm
SHER) LBS
I (RUFF
1085 LBS
7
alt.
HU28-2
U28
f
-
ALL
;6 _ �ND
N A L�
7 -14 X2 3 4 L TITER FLNGE [4
43 UPS
1085 LBS
�EHU28`2
I
I - III
NAILS
14 - 1 4 X 2 J 4 F
11 ON
,, 0 LBS
1085 LBS
SIMPI
HU210-2
I
jj�� G�ALJGEI
UCE TO - IUU NAILS
I TIb - 1 4 X 2 3 4 F
5085 LES
1810 LED
WIN LI , F2 or FES W/ SAME ANCHORS ABV. PER CALL -OUT
ON
AND.
PER ANC
a E
ABOVE ANCHOR TYP.
U. N. 0.
FOR 1-PLY MEMBERS, ADD 2 X 8 S,Y.P. �� 2 VERT, BID, NAX 16 IT OR FULL ET.
OF TRYSS 6-10D NAILS TO TRU S EQUALLY SPACED
USE "CONCEALED C FLANGE FOR CORNER I APPLICATIONS, OR AS NOTED ON PLANS
F41
SIMPSON
FCTR`
1 7 GAUGE
18 - 1
4 X J L DDS SORDS
12 - 1 2 X 51
1
5000 LES
M
SIMPSON
FOUR
2 / GAUGE
J6 - 1
4 X YL S SLEEPS,
I S X 5
L TITER
D
9400 LEG
F42
- BILL MASONRY
SOLID
BELOW 10 SLAB MIN.
4 EACH SIDE AT ANCHOR BOLT L 0 s
SIMPSON
LGLI
1
12 6AUPUL
b -111 4 A 2.A SOS SCADS
8 6 X 4 L THEN ITS 91/5 LES
3575 LES
FS
F6_
SIMPSON
LI 25
1
1 TAUbL
24 -1 4 X
d A I F THEN LID 70 1 —
—
3100 IRS
FS
1
7 GAUGE
24 -1 4" X 2 L SDS SCRWS
8 5 R' Y 91 TIED HIT 71`99 1 P�
3100 LEE
Fft
IT ASIDE FOR CORNER APPI ICATIONS OR AS NOTED ON PI ANS
I AS REFERENCED ON SHEET 'S[I
m
IS -
VERIFY STRAP LENGTH TO
GO OVER T. CHORD W1
MIN (2) NAILS TO TRUSS
Im
THE MAY]MUM LATERAL LOAD PARALLEL or PERPENDICULA A TO THE �AFL IS 180 FILE, UNLESS SPISCTFTCA LILY NOTED 0 E PLANS
BOND BEAM SCHEDULE
(SEE PLAN FOR LABELS If ACRAL BEAM TYPES BEING NEEDS
III
TOP WlDBW
STEEL
4 BOTFOM VRECAST)
NOTES
BII
W2
(1) - B" X 8" BEAM RED
* VER 12'W PER PLAN *
(2) - 8" X 81 BEAM B K
I # 5 BAR
ALONG T. Df PERIMETER
1 # 5 /CRSE
N / A
MASONRY WAL
N / A
S, SUPPORTING
TYP. TIE -BEAM CON'T
ROOF TRUSSES, U BUO
I ALT. TIE -BEAM AS NOTED ON PLAN
BEAM ABOVE PER PLAN
RE VVE
R ADS
1 G '72 PRECAST 'U
1 AS NOTED ON PLAN
L -1
—L
BEAM ABOVE PER PLAN
P R AD VE
PRECAST U:�
1 1 BAR OHED ON PLAN
AS N
-
2
BEAM ABOVE LIEN FLAN
FILE ABUSE
I d U
I I # HAD I AS NOTED ON PLAN
L4-
�N �A
N / A
I b X 6 I Ull
I t t HANS I AS NOTED ON PLAN
U-4—
/
�N
�FKL�A�
I Top�
�2' 5 �SAR 1 BOTTOM
��I:Lt
nAtOALL-OUT INDICATES POURED ARCH BELOW PER DETAIL 311' ISHEET 'SDI
LL BEAM HEIGHTS ARE BASED OFF OF FINISHED FLOOR ELEVATION (0'-0")
- REFER TO ARCH PLANS FOR EXACT LOCATIONS OF ALL OPENINGS IN WOOD FRAME WALLS
- FILL ALL MASONRY SOLID FROM PRECAST ITT" BLOCK TO LINTEL BLOCK
- AT RAISED ENTRIES, ALL FILLED CELLS SHALL BE POURED T03ETHER W1
BOND -SEAMS AT TOP, TO INCLUDE INTERMEDIATE BOND -BEAMS AS REQUIRED
- PROVIDE MIN. 301 x 301 CORNER BARS PER DETAIL 11 an SHEET SEC
- LINTEL ELK TOP COURSE STEEL ABOVE, IS THAT PART OF CCN'T STEEL AS SPECIFIED
PER TYP. WALL SECTION (SHEET "SD2") (ILE, NO ADD'T STEEL IS REQUIRED)
- FOR 16"lH BEAMS, USE PRECAST 1" in LIEU of LINTEL BLK. @ ROLE COURSE
- LAP ALL STEEL MIN. 48 Bar Dia. of LARGEST STEEL of LAP FEE., THROUGHOUT
- PRECAST BEAM STEEL TO EXTEND MIN. 4" PAST EA. SIDE OF OPENING
- SEE ROOF PLAN FOR ALL WOOD BEAM SPECIFICATIONS
IJBEAMN
P-I T
'fP BE TO 7
RUN C
ACR NG.
FROM
SCHEDULE
B. of BEA
VERII UL.-STEEL PER
9 SCHEDULE
CONCRETE BW SCHEDULE
(SEE PLAN FAR LAPELS of ACTUAL BEAM TYPES BEING LESS)
kW
— -7vv
SIZE lWxH)
Top STEEL
MD. vrEEL
Bar. am
$ffmm
R E M A R K 8
`711719"LI
I SEE PLAN FOR EXACT HEIGHT
SP-11
B-4
L_'+ '
at BEAM CALL -OUT INDICATES POURED ARN FIDEFFAIL-31'WISHEET 'SD21 _j
0 HEADER SCHEDULE
(SEE I N FOR LAaPLS PIE ACTUAL HEADER TYPES BEING USED)
WK
TYPE
f IN 0 T E 8
'H-' - HEADER �Nr - NAILER
-F3) _SY.
IRWO
2 X 10 P # 2
- -
TBUP. HEADER TO BE USED OVER ALL OPENINGS, UN.G. (SEE D-7F)
ALT, 'I+48"E�41 9IH38 2 IN 8`W WALLS
HIM
HIM
X__
2[2 ]Z � Y.T'. # 2
AL
1. IDEAL
R T�r
10�.Y,Pj
� 2 X 12 1Y.F. # 2
ALT.
HEADER
`TOH310'
t-W
=2
12
2 X 4 S.Y.P. # 2 NAILER
TUSYF: # 2 UAJJFR
X I CY,P, # 2 NAILER
ROOF andSor `GLGCON T FUUTJRJR� r �RLKG. W 16D �NAJLS at 60
or 3 - 16D NAILS PER EA. WEB/STUD BEAT IT CROSSES or 3 -
NAILS EACH END IF BLOCKING, W/ ALTERNATE 1/4" Dia. TAPCONS W/
1 1/2" EMBED to MASQN �B
K QC_or (2) PER BLOCK DAL.
ANCHOR X o L ACCUN!Oi I , 2 OLC
at TOP and BOTTOM CHORD of TKUSS ROTTEAT" DD_TAFGONS_W7_
2" EMBED at 8" O.0 to MASONRY W/ 4 - 10D TOE -NAILS FROM
TOP and BOTTOM CHORD (2/SIDE) AS REQUIRED
N07E ALL OTHER WOOD BEAMS 70 BE MIN. 2 - 2 X 12 S.YP. 0 Z NALED TIOWIHER W/ 2 ROWS'
OF M COMIIIONS at S' OA UNLESS CALLED OUT 0jfRWEF
ALL WINDOW HEADERS TO BE 2 - 2 X ID SISP. 1112 W/ Vr RffCH PLATE NAL PER ABOVE
ALL 2 X 12 BUI HEADERS ARE ASSUMED TO BE CONT To BM POINTS at EAL SIDE
. No,
— — — — —
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— - — — — — — — — — —
— — — — — — —
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— — — — — — — — — — — — — — — — —
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— —
— — — — — — —
—
—
- - - - - - - - - - - -
SEE PO
7'-0-
_3"
3'-5"
53'-4"
ELEVATION "BIN
61 N
5,_ 8"
21'-4
TYPICAL BOND -BEAM AROUND TOP of 18T or 2ND FLOOR
MASONRY AS INDICATED AROUND PLAN, URO.
BUILDER TO FIELD VERIFY ALL LOCATIONS
OF ATTIC ACCESS PER CLG AREA REOUIREMENTS
ROOFS to be FULLY SHEATHED BELOW ANY OVERFRAME
or VALLEY -SET AREAS (SEE 'FASTENER SCHEDULE', SHEET SDI)
ALL EXTERIOR WOOD GABLES EXPOSED To WIND SHALL HAVE
STUDS at 16' O.C., TO BE DESIGNED BY TRUSS 00.
SEE DETAIL D-311F ON SHEET SD2 FOR ARCHES IN FRAMED WALL$
SEE DETAIL D-S5 ON SFEET SDI FOR STRONG SAC
21'
ST & HEADER SCHEDULES FOR ALL MIN. SIZES, U.N.O.
USE *ANCHORS FOR ALL WOOD TRUSSES THAT
CROSS OVER ANY WOOD WALLS, U.N.O.
TYP. BOND -BEAM AROUND T of MASONRY WALLS
UN.O.- W/ HOTS. AS LABELED PER PLAN
USE(�,) ANCHORS FOR AH ROOF TRUSSES THAT
CROSS OVER ANY MASONRY WALLS, N.O.
MAX DM UPLF RA TRUWS OVER CMU. ( 1300 LBS, LIND,
2ND LEVEL COLLIMNS, BEAMS
f"W
BRG. HIII I a
22'-4"
21'-8"
(FRAME)
23'-8"
(FRAME)
and ROOF
TRUSS LOAD DESI(�� 4� �.�.�.j HEEL TYPE - STD. I OVERHANG - 16*, U.N.O. ITI�I�A�flT�I�E - "B" ELEV.
� I,
TYP ROOF PITCH N . - TAIL CUT - PLUMB RETURNS - I EIrl
SEE ARCHITECTURAL PLANS FOR EXACT LOCATIONS OF ALL CLG CHANGES
HGT. - INDICATES TIE -BEAM STEP LOCATION TYR, PER -D-26- on SHEET `SD2"
- 1ST or 2ND PER. MASONRY BLOCK WALL (HGT. PER PLN) PER "D-7" on SHEET "SD2"
- 1ST or 2ND PER. FRAME BRG. WALL (HOT. PER PLN) PER "D-7F" on SHEET "SD2'
- BALLOON FRAME WALL (HGT. PER PEN) PER "D-713" on SHEET `SD2"
0- TYPICAL SEAM�UNTE HER SPEC
E)U ON TV
PER SCH IS SHEET TYPICAL ANCHOR SPEC PER
1113131, 11131, "H', or V -TRUSS ANCHOR SCHEDULE" on THIS SHEET
TYPICAL POST/STEEL/MASONRY COLUMN A - TYR MASONq_ —_
SPEC PER SCHEDUIF ON THIS SHEET _�CLD , �E�
BY I �E�T
R - TYP. WOOD MISC. OTHER
�l
- TYP. ANCFUQR FOR T0%BOT. CONNECpNt
SPEC PER TRUSS ANC OR SCHEDULE
on THIS SHEET
F UPUFT CAPACITY IN POUNDS
OUI � UI �SAtATM TYPE _
TYPICAL "DI 'SPECIAL CONINE a EXTRA DETAIL REFERENCE TOP. ANCHOR
CONNECTIONS AS REFERENCED ON THT 0 DOT. ANCHOR
CSHEEF`� NO'% 'SD2� An THIS SHEET (AS REQUIRED)
u
u
REVISIONS:
# DATE: DESCRIPTION 1� �T
1 02-22-18 EXPOSURE I'D" SM
SHEET DATA:
MODEL: 6512
COMMUNITY: RIVERBEND
LOT #: 15
DRAWN BY: SM/RC
CHECKED BY: RC/VH
DATE: 11-14-17
SHEET DESCRIPTION:
2ND LEVEL
FLOOR, COLUMNS,
BEAMS & ROOF
ELEVATION: B
GARAGE: RIGHT
B RE NN A iNq
ENGINEERING INC.
1600 S. DIXIE HWY. STE 400
BOCA RATON, FLORIDA 33432
(561) 392-3748
E.B. # 7686 P.E. # 72387
SHEET:
E
Victor Hernandez
72387
1,
N 0 T E S S H E D U L E S 'IS#-" -SPECIAL CONNECTION
GENERAL NOTES:
1. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL,
ELECTRICAL, PLUMBING, AND SITE DRAWINGS. CONSULT ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER
DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS. AS A MINIMUM, CONSTRUCTION SHALL COMPLY NTH THE 2014 FLORIDA
BUILDING CODE: RESIDENTIAL., ASCE 7-10: MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES.,
ACI 318-11: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE., ACI 530-11: BUILDING CODE REQUIREMENTS FOR
MASONRY STRUCTURES., AISI SIOO: SPECIFICATION FOR THE DESIGN OF COLD -FORMED STAINLESS STRUCTURAL MEMBERS.,
AISC 360-10: SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS., AND NOS 2012: NATIONAL DESIGN SPECIFICATIONS FOR
WOOD CONSTRUCTION.
2. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO
APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN.
3. ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN
DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING
WITH THE AFFECTED PART OF THE WORK.
4. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE
CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TOINSURE SAFETY OF THE
BUILDING AND ITS COMPONENTS DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEERING,
TEMPORARY BRACING, GUYS OR TIEDOWNS.
5. THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION REQUIREMENTS AND
SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
DESIGN CRITERIA :
WIND DESIGN IN ACCORDANCE W/ F.B.C. 2014, ROOF : T. CHORD L I. - 20 psf FLOOR : IVE LOAD - 40 psf
RESIDENTIAL, W1 LATEST SUPPLEMENTS, *B. CHORD L. L. - 10 Psf DEAD LOAD - 25 psf
(NON -CONCURRENT) (INCLUDES "GYPCRETE" FLOORING)
BUILDING DESIGN ENCLOSED T. CHORD D. L. - 15 psf
Al - BASIC WIND SPEED 170 MPH B. CHORD D. L. - 10 psf
REV - BASIC WIND PRESSURE 42.26 P.S.F. TOTAL —LOAD . - 45 psf - 65 P
- RISK CATEGORY : II TRUSS SHOULD BE DESIGNED FOR A LIVE LOAD OF 20 psf. ON THE
- ASD FACTOR FOR WIND 06
- INTERNAL PRESSURE COEF.: .18 BOTTOM CHORD IN ALL AREAS WHERE A RECTANGLE 42"H X 24"L WILL FIT
- WIND EXPOSURE ; 1. MISC. DEAD LOAD : SEE ARCHITECTURAL DRAWINGS, BY OTHERS,
- MEAN ROOF HGT. 2 STORY < 2 '-0" FOR ALL FLOOR COVERING SPECIFICATIONS
IIS A CONTINUOUS LOAD PATH PROVIDED : - YES
ARE COMPONENTS and CLADDING DETAILS PROVIDED - YES
SHOP DRAWING REVIEW:
1. SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WTH THE DESIGN INTENT OF THE CONTRACT DOCUMENTS
ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS
TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. ENGINEER TO REVIEW.
2. ALL SHOP DRAWINGS SHALL BE REMEWED BY THE CONTRACTOR, PRIOR TO SUBMITTAL TO THE ARCHITECT/ENGINEER.
DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. TRACT DOCUMENTS ARE PROHIBITED WITHOUT THE
EXPRESS WRITTEN PERMISSION FROM THE ENGINEER.
3. IN ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE
SPECIFIED IN WRITING BY THE ENGINEER.
FOUNDATION / SITE PREPARATION:
1. FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING CAPACITY OF 2,500 psf, FOOTING EXCAVATIONS AND SLAB
SUBGRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE MODIFIED PROCTOR MAXIMUM DRY
DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-2487. TREAT ALL SOIL FOR TERMITE PROTECTION.
2. CONTRACTOR SHALL PROVIDE 6 MILL POLYETHYLENE VAPOR BARRIER OVER CHEMICALLY TREATED SOIL UNDER
FOUNDATION SLABS,
3. THE OWNER SHALL RETAIN THE SERACES OF AN INDEPENDENT GEOTECHNICAL ENGINEER TO VERIFY SUCCESSFUL
COMPLETION of SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE GEOTECHNICAL ENGINEER'S REQUIREMENTS
SHALL BE REWORKED AND RETESTED AT THE CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ENGINEER. WRITTEN
CERTIFICATION THAT THE MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET
SHALL BE OBTAINED FROM A CERTIFIED AGENCY.
CONCRETE:
1. CONCRETE SHALL MEET, AS A MINIMUM, F.B.C. W/ LATEST SUPPLEMENTS, TABLE R402.2 MINIMUM SPECIFIED
2. CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
- 2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE (SEE PILE PLAN, IF APPLIES, THAT WILL SUPERCEDE)
- 3,000 PSI REGULAR WEIGHT FOR BEAMS, AND COLUMNS (SEE 'FOUNDATION PLAN-, IF OTHER, FOR SPECIFIC
REQUIREMENT IN UEU OF THIS SPECIFICATION)
- 3,000 PSI MIN. COURSE GROUT, 'BOND BEAM" (BEAMS) and FILLED CELLS (COLUMNS), U.N.O.
3. CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR
TO CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5" +/- 1" PRIOR TO THE ADDITION OF PLASTICIZER.
CONCRETE SHALL COMPLY NTH ALL THE REQUIREMENTS OF ACI 301 AND ASTIM C-94 FOR MEASURING, MIXING, TRANSPORTING,
ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN
WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY
REASON THERE IS A DELAY SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL BE
DISCARDED. IT SHALL BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE
AND THE CONTRACTOR OF ANY NONCOMPLIANCE MTH THE ABOVE.
11 a M 11 a .
GABLE -END
7 T
-7 3 n33
r
3 W3 3 3
11 FA p j
ID C,
C10 '-_ /-, I I
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4 +1 4 +1/4' BEHIND GDR
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a
VER. ...... ....
H I P RO 0 F
__TI SEE PLAN FOR
COLUMN "HEAVY" GIRDER LOC.
SIDE -A SIDE-113 T 0 P REVISIONS:
ROOF ZONE UPLIFT DIAGRAM CAP 12"H x WIDTH AS SHOWN 90 Deg. CONFIGURATION
(FOR COMPONENTS ABOVE ROOF SHEATHING) W/ (4) 3/4' THRUBOLTS (FIELD VERIFY) # DATE: DESCRIPTION INIT.
AT SLOPED ROOFS 10" W� 1 02-22-18 EXPOSURE I" SM
Z ONE 46 PSF ZONE 80 PSF I Pd]SF - - - - - -
ONE ZONE @) - 118 PSF
if III
REV a 61-6" ALT. 6-BOLTS
�'—"-W/ 2 GIRDERS
�44�0::G AP (VER/PLAN)
EE . ..... -
4. REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS: ....... .......
A. 3* FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ''A
B. FOR CONCRETE EXPOSED TO EARTH ANDAXOR WEATHER:
- 1 1/2" FOR 111 5 Dia. BAR AND SMALLER
- 2" FOR 111 6 Dia. BAR AND LARGER
C. FOR CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
3/4- FOR SLABS, WALLS, AND JOISTS
1 1/2" FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, AND STIRRUPS
FORMWORK:
1. FORMWORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, AND FOOTINGS SHALL BE
DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347, "RECOMMENDED PRACTICE FOR CONCRETE FORMWORK".
REINFORCING STEEL:
1. REBAR SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST PLACED IN ACCORDANCE
W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI-318 STANDARDS AND SPECIFICATIONS. ALL
HORIZONTAL and VERTICAL BARS SHALL LAP 48 BAR DIAMETERS of LARGEST STEEL IN LAP for FOOTING, DOWEL and
BEAM STEEL TYP., UNLESS NOTED OTHERWISE. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S REVIEW.
TYP. MIN LAPS SHALL BE AS FOLLOWS # 4 Dia. BAR - 25" # 6 Dia. BAR - 36"
# 5 Dia. BAR - 30" # 7 Diu. BAR - 42"
2. PROADE 30" X 30" CORNER BARS LAPPED and TIED to EACH BEAM REBAR, TYPICAL AT ALL CORNERS PER DETAIL 11 on SHEET SD2,
WELDED WIRE MESH:
1. WELDED WIRE MESH SHALL BE ASTM A-185, GRADE S5, FREE FROM OIL, SCALE, AND SHALL BE PLACED IN
ACCORDANCE NTH THE ACI TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWD INCHES.
MASONRY:
1. MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE "SPECIFICATIONS MASONRY
STRUCTURES- (ACI 530/ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES and SPECIFICATIONS
FOR MASONRY STRUCTURES and COMMENTARIES), AS PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE.
2. PROVIDE 9 GA. LADDER TYPE HORIZONTAL JOINT REINFORCING at 16" D.C. TYP. (VERIFY WIDTH PER PLAN)
3. ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK MANUFACTURED IN
CONFORMANCE WITH ASTM C-90, GRADE N, rm = 1500 PSI. BLOCK SHALL BE PLACED USING RUNNING BOND UINLES�
OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE PLACING CONCRETE FOR IN -WALL
COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH ASTM C-476, AND SHALL PROVIDE A MINIMUM
COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS , UNLESS SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN.
THE GROUT MIX SHALL HAVE A MAXIMUM 31e COARSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP of 8" to 10"
USE ONLY MECHANICAL VIBRATION TO CONSOLIDATE GROUT.
4. TYPE S MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE PROPORTIONED AND MIXED AS
OUTLINED UNDER ASTM C-270. HOR12ONTAL AND VERTICAL MORTAR JOINTS SHALL BE 3/8- THICK UNLESS OTHERNSE
NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO CELLS TO BE FILLED. ALLOW A MINIMUM 72 HOURS FOR
MORTAR TO CURE PRIOR TO GROUTING CELLS.
5. LAP VERTICAL REBAR 6 X BAR NO (48 BAR DIAMETERS)., U.N.O.
6. MASONRY CONSTRUCTION SHALL BE PERFORMED UNDER THE DIRECT SUPERVISION OF A "CERTIFIED STRUCTURAL MASONRY
CONTRACTOR'. THE SUPERVISOR OF THE MASONRY PORTION OF THE PROJECT SHALL BE A "CERTIFIED STRUCTURAL
MASONRY CONTRACTOR' OR A "CERTIFIED STRUCTURAL MASON" AS RECOGNIZED BY THE FLORIDA CONCRETE AND
PRODUCTS ASSOCIATION (FC&PA). THE SENIOR MASONRY SUPERVISOR WILL BE RESPONSIBLE TO ASSURE THAT THE WORK IS
ACCOMPLISHED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. THE MASONRY CONTRACTOR SHALL SUBMIT
CREDENTIALS FROM THE FC&PA TO THE ENGINEER FOR REVIEW AND APPROVAL PRIOR TO BIDDING.
STRUCTURAL STEEL :
1. THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE SPECIFICATIONS FOR THF
DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, BUY EDITION, BY THE AMERICAN INSTITUTE OF
STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM A36, By = 36 ksi FOR ANGLES, PLATES, AND W-SHAPES.
FASTENER SCHEDULE
A PPL I CAT I ON
SIZE
TYPE I
SPACING
GARAGE DOOR BUCK
TO CONC. BLOCK COL.
SEE ARCHITECTURAL PLANS
MTL. STRAP TO CONC.
SEE ROOF LAYOUT FOR SPECIFIC ANCHOR SPEC
BLOCK or TIE -BEAM
PER TRUSS ANCHOR SCHEDULE
NON-BRG, WALL SILL
2" x
EXPANSION
PLATE to CONC. SLAB �
4j/EMBO W/
ANCHOR
16" O.C.
and KNEE -WALLS
WASHER
METAL LATH and WRE FASTENERS
16 GA. W
6" APART
W I R E L A T H
AX,/
MIN. 1 1 4,
# 101 - 1
SIDE LAPS
PENETRATION
9' APART
16 GA. W/
6" APART
3/8- RIB MTL. LATH
MIN. 1 1�4"
# 1011 - 1
SIDE LAPS
I
PE ION
9' APART
CEMENT ROOF TILES
N / A
SEE
FARCHITECTURALS
ROOF/WALL/FLOOR SHEATHI G
F L 0 0 R
�148" 0 x 311
10D GALV.
COMMON
EDGES - 4"
FIELD - 6"
3/4- (ARA 23/32-) T &
48/24 EXPOSURE - 1
NAIL
R 0 0 F
.113" 0 x 2 3/8"L
BID
RINK
EDGES - 6'
FIELD - 6"
ZONE 1 & 2
PER "ROOF
5 . (APA 19/32")
40/280 EXPOSURE - 1
SHANK
FASCIA - 4"
ZONE" DIAGRAM
0 x 2 3/8*L
8D
RINK
EDGES - 4"
1
FIELD - 4'
ZONE 3
MIN 4' or 'a" PER
"ROOF
.113"
SHANK
FASCIA - 4'
ZONE" DIAG.
(WHICHEVER IS GREATER),
W A L L
0 x 2 1/211
ED GALV.
COM
EDGES - 4-
FIELD - 6"
WHERE DBL. SHEATHING IS
REQUIRED, USE 10D NAILS
5 APA 19 2") ].131"
EXPOSUR/E3-
40/280"
1
MAI
BRACED AS NOTED
FRAMING BUCKS at EXTERIO
WINDOW BUCKS
.099, 0
C 0 1 L
12" O.C.
1 x 3 P.T.
x 1 1/2" LONG
1�,4" 0 x
TAPCONS
6" FROM ENDS
12" O.C.
SEE UD2 0
SD
ALT 2 x JAMB
"C. M. S."
VERIFY W1 PRODUCT APPROVALS
1 /2" EMB.
ANCHORS
THROUGHOUT
SLIDING GLASS DOORS
.099" 0
C 0 1 L
4" O.C.
1 x 4, 1 x 6 P. . )
x 1 1/2" LONG
1/4* 0 x
NAILS
THROUGHOUT
12' O�C.
SEE UD2 0
SD
ALT 2 x JAMB
"C. M. S."
VERIFY W1 PRODUCT APPROVALS
1 1/2" EMB.
ANCHORS
THROUGHOUT
EXT. SWING DOORS
2 x JAMB WIDTH P.T.)
11�4" 0 x
/Z EMB.
C. M S..
ANCHORS
12- O.C.
THROUGHOUT
SEE UD-20
PER PRODUCT APPROVAL
SD
NOTES : 1. STAPLES SHALL NOT BE USED FOR THE ATTACHMENT of UNDERLAYMENT,
ANCHOR SHEETS, ASPHALT SHINGLES, TIN TABS, or ATTACHMENT of ROOF
SHEATHING to FRAMING MEMBERS.
2. FASTENING of GARAGE DOORS, WINDOWS S.G.D.Cs and EXTERIOR SWING
DOORS to FRAMING BUCKS SHALL BE PW MANUFACTURERS SPECS.
3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED.
4. ALL NAILS TO BE GALVANIZED
TYPICAL ANCHOR SPECIFICATION TO BE USED, AS REFERENCED IN THIS SCHEDULE, to BE INSTALLED PER MANUS. SPECS
-"C.M.S.* - I T IN BUIUDEX "TAPCON" CONCRETE MASONRY SCREW ANCHOR
-:V DI ANCHOR* - HILT] "KWIK-BOLT 3" EXPANSION ANCHOR
_ PIA.F. (P NS) - HILT] "POWDER ACTUATED FASTENER"
'C A 8 T-C R E T Ev S A F E L 0 A D T A B L E S
SAFE GRAVITY LOADS
FOR
8' PRECAST
& PRESTRESSED
LDULLNTELS
I
SAFE LATERAL
8" PRECAST & PRESTRESSED
LOADS
FOR
U-IFINTELS
SAFE UPLIFT LOADS
FOR 8"
PRECAST
& PRESTRESSED
U-LINTELS
10111111�
SAFE
LOAD
- POUNDS
PER
UNFAIR
FOOT
19"T144"n
SAFE
LOAD
PILE
IcAsp4mm
SAFE
LOAD
- POUNDS
PER
LINEAR
FOOT
TYPE
LENGTH
8`8
NE8�OB
8F!2�011
jLtLB
BF20-OB
8F24-03
I QF28-OB
I BF32-GH
TYPE
LENGTH
8U8
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CMU-
TYPE
LENGTH
SFB�!B
8F!2�111
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8F10-1R
8`24-1B
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8Fd-2T
8`12-21
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8F24-�
8`28-2T
8`32-2T
2'-10' (34� PRECAST
2231
M69
4605
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7547
8974
10394
1 11809
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1293
1642
2135
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4'-0- (48� PRECAST
1966
2561
2751
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5961
7034
8107
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765
763
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1599
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592
591
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3009
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340
339
607
5'-10'(70') PRECAST
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507
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424
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554
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326
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TI
THE NUMBERS IN PARENTHESIS
CR40 FIELD ADDED BEERS.
ARE PERCENT
REDUCTIONS
FOR
SEE NOTE Vi
THE NUMBERS IN PARENTHESIS
FOR GR40 FIELD ADDED DEBAR.
ARE
PERCENT
REDUCTIONS
ALL VALUES TAREN FROM "SAFE LOAD TABLES" CASCRETEI JUNE 2003 EDITION PRECAST PRODUCTS BY OTHERS TO MEET ., EXCEED VALUES STATED ABOVE
ALL PRECAST PRODUCTS ARE TO BE INSTALLED L�JEA MANUFA&URERS SPECIFICATUNS PROVIDE MINIMUM �" of BEARINGPAST EACH SIDE I RINDOW OPENING
VER. '�j
LF�
LT. OFFSET
A to AVOID
SHEET DATA:
All, GIRDER
SIDE -A SIDE-B
CAP : 10"W X 16"H X 'Y W/
@
MODEL: 6512
3 4 THRU-BOLTS 3 or 6 IF SPLIT GDR
COMMUNITY: RIVERBEND
TYPICAL CAP
LOT #: 15
2 RECESS "T" COLUMN PER PLAN
DRAWN BY: SM/RC
RECESS ALT. RE C
I ': : . i
6. -
36IR
CHECKED BY: RC/VH
_-�i; __
..bbl:
TYPICAL IL -1
BASE PL
1/4
DATE: 11-14-17
(4) ANCHOR S1 .6 ; _�J I P� &
SHEET DESCRIPTION:
12" TL. PLATE + 3
2
/'AP
T35 T4 W46
(3) ANCHORS
W/CORNER COL
E ........ TOP
/ 4 ", 1Y 1.5 5
"v/
STRUCTURAL NOTES,
TYPICAL BASE
TYP. COLUMN : TUBE STEEL, SIZE PER PLAN, TYP., FILLED SOLID
FRONT SIDE
MISC. SCHEDULES
TYR. SEAT PLATE 1/2-T STEEL FOR ALL GIRDER BEARINGS TYP.
TYR. BASE PLATE SIZE ABV. X 3/4-T STEEL TYR. W/ 7/8' HOLES
HANGER to MASONRY : �4) - WEDGE ANCHORS
GIRDER to HANGER 2) - THRLI-BOLTS
"S#-" DETAILS
FOR 3/4- WEDGE ANCHORS TYP,
:
BALCONY SLAB 2" RECESS W/ 4" EMBED, U.N.O.
ALL OTHER SLAB 4" RECESS W/ 6" EMBED, U.N.O.
WEDGE ANCHORS : 3/4" Did. x 4" EMB. HILTI 'KWIK-BOLT 11"
THRU-BOLTS 3/4" Dia. W/ NUTS and WASHERS
ELEVATION:
B
STEEL COLUMN DETAIL
GIRDER to MASONRY
GARAGE: FJGHT
(!2 -
ALL STEEL TO BE CON'T 1/4" FILLET WELD TYP. - N. T. S.
- ALL STEEL TO BE CON'T 1/4" FILLET WELD TYP. - N. T. S.
ALL STEEL TO BE 1/4", ASTMI A36 U.N.O. -
- ALL STEEL TO BE 1/4' ASTM A36 U.N.O. -
PROVIDE 13/16" HOLES FOR ALL BOLTS AS REQUIRED -
- PROVIDE 13/16' Dia. HOLES FOR ALL BOLTS AS REQUIRED -
PAINT FINAL ASSEMBLY - - CONTRACTOR TO VERIFY FIT -
ASSUMES 5 1 2-H BOTTOM CHORD (ADJUST ACCORDINGLY) -
4PROVIDE
- PAINT FINAL ASSEMBLY - - CONTRACTOR TO VERIFY FIT -
- FIELD VERIFY ALL CONDITIONS PRIOR TO FABRICATION -
TRUSS CO. ADD'T VERT. FOR BOLTS AS REQ. -
- OUR "W" IS DEFENDANT ON NUMBER OF PLIES PER TRUSS CO -
GDR "W" IS DEFENDANT ON NUMBER OF PLIES PER TRUSS CO
ALL WEDGE ANCHORS to BE STAINLESS STEEL
ALL STEEL FOR SPECIAL CONNECTIONS
TO BE GALVANIZED
STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B, By = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM A-53, GRADE B,
TYPE E OR S, Fy = 35 ksi. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
2. ANCHOR BOLTS AT COLUMN BASES SHALL BE ASTIM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL OTHER BOLTS SHALL BE
ASTM A325-N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE
TURN -OF -THE -NUT METHOD.
3. ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL BRENNAN
WOOD : M I S C E L L A N E 0 U S
1. WOOD FRAMING STRUCTURAL MEMBERS: # 2 SOUTHERN YELLOW PINE (S.Y.P. 111 2) (UNLESS NOTED OTHERWISE)
WITH AN ALLOWABLE BENDING STRESS Fb = 1000 PSI AND A MODULUS OF ELASTICITY = 1,600,00 PSI ENGINEERING INC.
(THIS DOES NOT INCLUDE INTERIOR NON -LOAD BEARING STUD WALLS, UAEOS)U
2. ROOF SHEATHING: 19/32' CDX GRADE PLYWOOD, UNLESS NOTED OTHERWISE. 1600 S. DIXIE HWY. STE 400
3, ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH OR CONCRETE SHALL BE PRESSURE TREATED. PER TRUSS
4. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE ANCHOR SCHEDULE BOCA RATON, FLORIDA 33432
PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. 31-0. 31-0. (561) 392-3748
TRUSS NOTES : 11 1 B7 TTOPMOTTOM PLATE : 2 X 6 SYR # 2 E.B. # 7686 P.E. # 72387
1. ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING DETERMINATIONS, SPLICE AT MID- PAN MEMBERS (61) W/ (3) 10D NAILS TO BLOCKING or TRUSS
----------------------- -------------------------
FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL LAYOUT, SPANS & ALL TRUSS/ 17-:71F ---------- m ----- ADD 2 X 4 S.Y.P. # 2 NAILER ABOVE & BELOW TYPICAL. (ALT. 10D NAILS
HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT AFFECT STRUCTURAL BEARING AS CALLED OUT ---------- at EA_ TRUSS W1 (2) 16D TRUSS/GIRDER ALONG TRUSS 6* O.C.)
ON THESE PLANS SHALL BE NOTIFIED TO THE ARCHFTECT/DESIGNER PRIOR TO THE FABRICATION OF TRUSSES. NAILS to TOP/BOT TRUSS WALL : 2 X 6 SYP # 2 STUDS 16" O.C. SHEET:
-DESIGN NATIONAL STANDARDS FOR CHORD (N/A W/ VERT. WEB)
2. DESIGN, FABRICATE AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-02, 7,1 F�
METAL-PLATE-CONNECTED-WDOD TRUSS CONSTRUCTION", AND -TPI/WTCA BCSI I- COMMENTARY and RECOMMENDATIONS I W/ (3) 10D TOE -NAILS TO TOP/BOT.
FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED WOOD TRUSSES. 4 2'-D' 3 a PLATE TYPICAL
�2 2--0- 2 2 X 6 &Y.P. # 2 "STRONGBACK' OUT
3. METAL STRAPS & ANCHORS FOR ALL WOOD TRUSSES SHALL BE I.A.W. LOCAL MUNICIPALITY STANDARDS & MANUFACTURERS W1 (3) 10D (ALT. 2-16D) NAILS SHEATHING : APPLY 10 OUTSIDE PER
LITERATURE. OUT 9 .
4. ALL METAL STRAPS & NAILS TO BE GALVANIZED. to NAILER "A*, or TO VERTICAL OUT FASTENER SCHEDULE" ON SHEET "SDI"
5. ALL ENGINEERED HEADERS & TRUSS HANGERS TO BE SUPPLIED BY TRUSS COMPANY. NAILER VERT. WEB CHORD "B" AS ALLOWED (PLACE IN I SDI
6. ALL HEADERS TO BE MIN. 2 - 2x12, UNLESS SPECIFIED OTHERWISE. (SEE ANYWHERE BETW. FLR. TRUSSES)
BEAM SCHEDULE) 2 4 BLOCKING : 2 X 4 SYP # 2 at 24" D.C.
7. TRUSS BRACING TO BE LA.W, TRUSS MANUFACTURER & -TPI/WTCA BCS1-1 AT ENDS, PROVIDE 2 X 6 P,T.
8. ROOF DESIGN LOADS SHALL BE BASED ON CHAPTER 16 of the FLORIDA BUILDING CODE, LATEST EDITION W/ LATEST L W/ (3) 10D TOE -NAILS (2/1 PER SIDE)
- X 3 1/2-L AT EA. END TO TRUSS Victor Hernandez
SUPPLEMENTS & ASCE 7 WIND PROVISIONS FOR ENCLOSED, PARTIALLY OPEN or OPEN STRUCTURES far COMPONENTS NAILER W1 (4) 1/4
2 n4 TAPCONS to MASONRY or 2 X 4
& CLADDING and M.W.F.R.S. /1�1 , 7 SONRY WALL NAILER I : 2 X 4 SYP # 2 W/ (3) 10D
9. VERIFY ANY ADD'T BOTTOM CHORD BRACING PER TRUSS ENGINEERING SPECIFICATIONS. h *X" - BRACE TRUSS BELOW TRUSS BELOW NAILS AT TRUSS TOP/BOT. CHORD & EA.
ANCHORS PROVIDE 2 X 6 S.Y.P. # 2 at PffFEI`IMLM PARALLEL PLAN WEB IN BETWEEN
TYPICAL ANCHOR SPECIFICATION TO BE USED, AS REFERENCED THROUGHOUT THIS PLAN, to BE INSTALLED PER MANUF. SPECS SPLICES, AS SHOWN ABOVE, W/
-'C.M.s.' - I T W BUILDEX "TAPCON" CONCRETE MASONRY SCREW ANCHOR (3) 10D (or ALT. (2) 16D) NAILS NAILER 2 : 2 X 4 SYP # 2 P.T. W/ 1/4"
*WEDGE ANCHOR" - HILTI "KWIK-BOLT 3' EXPANSION ANCHOR
TAPCONS W1 2- EMBED 12- O.C. TO
-*P.A.F." (PINS) - HILTI "POWDER ACTUATED FASTENER' 3 at ENDS & 24' O.C. TYP.
*EPOI - HILTI "HIT HY 150" 0) MASONRY
0
R IN BA K DE L N T S
N T S
E
v D IN
BO
�T BA � SPEC E IS To BE IN TAL A
G
STIR ? C'
- c 0
A SE N� E RE IREM ENT FIR OM THE TR S AN U F CO
Q S US M
ST of G U s . To LO TED m I N 8 FT 0 C N
RON BACK BE CA
THROUGH FLOOR -TRUSS SPAN.
ADD 2 X 4 2Y - BRACE EVERY 20 FT, ILI INGTH. E. .31723871
I
OX
WALL SECTIONS
MISCELLANEOUS
TYPICAL
DETAILS
ROOF BY OTHE S OVER 5/8' TRUSS;S : APP. ENGINEERED WOOD
`SEE
BAR
:
C.D.X. PLYWOOD ARCH. PLANS 12" at 24 0. C. ALL TRUSS BRACING
V_��
S LOPE TO BE PLACED AS SHOWN ON TRUSS
—ROOF TRUSS
CONIC. BEAM STL. CORNER BAR BOND -BEAM STL CORNER
OU5R S ONLY
LAP LAP
BUCK to MASONRY : SEE "PRODUCT APPROVAL" FOR ALL
BOTTOM CHOR� OF PRTEY-PF.AB LATERAL BRACE
TRUSSES 0 24 O.C., L FASTEN TO TOP of
(SHOWON 11 CHORD V/ 3 - 10D NAILS TYP.
N PLAN VIEW)
L ENGINEERING EE ROOF LAYOUTS FOR
TRUSS TO BOND -BEAM PER E EV.
APPROVED ANCHOR TYPE S
TRUSS OVER4NG TYPE, CANT or STD.)
MOISTURE BARRIER : AS PART of TRUSS
n1 2
11.1 111 IrTITI 11.
= :i -
GARAGE DOOR
BUCK : 2 x 6 S.P. 2 BY OTHERS
P.T. WOQ\D
efz--��
�45^
ANCHOR W4 ALT. 30 # FELT PAPER
BETWEEN OF -TRUSS & MASONRY BRACING : PER DTL. 39 AS
INDICATED ON ROOF PLAN
0 EA. SIDE OF GARAGE DOOR
1
T. of BEAM, B. of TRUSS J CROSS INSIDE STL.
GARAGE DOOR OPNG.
FASCIA PER ARCH PLANS 'BB-1" TYP. at TOP of 1ST or 2ND FUR. MASONRY
W 3 - 12D GUN-�AILS to'
E WALLS SUPPORTING ROOF TRUSSES to BE 8' X 16"
H TRI LINTEL BLOCK COURSE/S W1 STEEL IN POURED
xx
jSLAB
L-of BM T. of 'M
n .= -
10'-0" MAX.
1�
20'-0" MAX.
L
MASONRY WALL MASONRY COLUMN (C.B.S. OR "0" BILK)
CO RETE, U.N.O. (SEE BEAM SCHEDULE)
SOFFIT : PER ARCH. PLANS ALT. DROP LINTELS 2;
FOR ROOF TRUSSES SPANNI NG UP TO W-01
SIMPSON "HGAM10" TO T. of BEAM W/ % S)S
1/4' X 1-1/2� SCREWS TO TRUS
T
GARAGE "BUCK" DTL.
TYP.
ALT.
ELE S OVER OPENINGS W/
STEEL PER PLAN
1/4' X 2-3/4' TITEN SCREWS TO T. of MAS)NRY
1 1
i, �,
ALL
REINF. TO BE CON'T FROM FTG. TO TIE -BEAM N. T. S.
ILY OACI' DETAILS & DEVELOPMENT LENGTHS ADHERE TO.
PER PLAN
I of WINDOWS PER ELEVATIONS
-1
PRO14DE SAME STEEL IN CORRECT LOCATION PER
FOR ROOF TRUSSES SPANNING 16-0" TO 30-01 PLAN & EPDXY W1 EMBED PER STEEL SIZE ABOVE,
ADD SIMPSON "HTSM20- W/ (4) 1/4� X 2-1 '4' TITEN
' --
ADD W/ ALL MID -STEEL LL ADD W/ DBL. BOND -BEAM
- GARAGE DOOR MANUF, TO PROVIDE ATTACHMENT TO "BUCKO
"W" BRACE 2 x 4 S.Y. P. # 2,
PJ B261
P of EA. Y�U
FASTEN TO TOP of EA. TRUSS BOT
NAILS TYP.
CHORD W1 3 - IOD NAILS TYP.
1
SCREWS TO MASONRY W/ (8) IOD NAILS TO
TRUSS USE SIMPSON "SET-XP" 2-PART EPDXY,
ELEVATION PLAN ELEVATION PLAN
(PROVIDE AT 20' INTERVALS)
W
EXT. WALL DECORATIVE CEMENTITIOUS FL 9
FINISH OVR. 8" X 16" C.M.U. W/ 5 BARS OOR : GYPCRETE DECK OVER 3/4"�/ q
"COLUMN T & G C.D.X. PLYWD OVER FLOOR -TRUSS
MISSED ROOF TRUSS MW
INSTALLED PER MANUFACTURER'S SPECS
CONCRIE7E BEAM BO N D-B E AM
PROVIDE HOOK BAR 10" INTO CELLS
1 1
1.
IN FILLED CELLS PER SIHED." SHEATHING TO EXTEND MIN. 1�2-
MIMED DOWEL
NO MULTIPLE QUANTITY RESTRICTIONS
(UP or DOWN) TOP STEEL ONLY) W/ 30-
30" LAP TO BOND1EAM STEEL
L
OM MASONRY WALL (TYP
ANY MISSED GIRDERS ANCHORS TO BE ADDR
-SSED - NO MULTIPLE QUANTITY RESTRICTIONS
Typ. MASONRY CORNER
11*1
MOISTURE BARRIER : PROV. 30 FLLI
PAPER BETW. ROOF-TRS & MASARY 12'-9" T. of
3
SEPARATELY ON A CASE BY CASE BASIS
INSTALL AS PER MANUF. SPECIFICATIONS
- LAP ALL STEEL PER MIN. REQUIREMENTS AS N. T. S.
"STRUCTURAL "SD1')
UPPER BOND -BEAM STEEL
CON'T IN CONCRETE FILLED
;e
<
12'-1" T. of "BB-10
REPAIR DETAILS
STATED IN NOTES SHEET
- QUANTITY of COF MINED BY
MIN. INT RSECTING BEAM STEEL
q "LINTEL BLOCK/S"
CATS 2 x 6 S.Y.P. # 2 (FLAT) CATS at 30" O.C, W/ (4) 1/4" x Z EMB.
-------- 2-
098-10 ERPENDICULARLor *BB-2' (PARALLEL) LL:
0 1
- 7N IULTIPLE QUANTITY RESTRICTIONS
E., IF 6-BAR CONCRETE BEAM INTERSECTS "BB-1"
W
NLY 1 CORNER BAR WILL BE REQUIRED, ETCY
DOWEL STEEL in CONCRETE T. OF BEAM
I L CONTINUOUS
TAPCONS to BEAM W/ 3 - 16D NAILS NAILS FROM EA. TRUSS TYP. (USE
ALT. *Al" ANCHOR at 24" D.C. FOR TRUSS THAT RUNS ON TOP of WALL)
TYP, T. 1 ST. FUR, ASONRY WALLS SUP-
ANY
MISSED GIRDERS ANCHORS TO BE ADDRESSED
AS RED. HOOKED INTO BEAM.
DEG., FASTEN
at of
PORTING FLR. TRUSSES to BE (1) or (2) 8* X 16"
S A RATELY ON A CASE BY CASE BASIS
STEEL
DIAGONAL BRACE : 2 x 4 S.Y.P. # 2 at 24' O.C., at 45
TO TOP of EA. TRUSS BOL CHORD W/ 3 - 16D NAILS, EXTEND to 2ND
UNTEL BLOCK COURSE/S W/ STEEL IN POURED ---------
.1 PARALM
ADD'T PAD -OUT : (1) ADD'T 2X S.Y.P. # 2 ALLOWED TO DETAILS BELOW W1 (2) ROWS OF IOD
lit -t5LAM SIEP DOWN
TRUSS OVER INTERIOR WALL (SEE PLAN FOR TYP. LOCATIONS at PATIOS)
CONCRETE, U.N.O. (SEE BEAM SCHEDULE)
LT. DROP LINTELS
ADD`T PAD -OUT - ADD ADD'T 2 X S.Y.P. # 2 AS
REQUIRED W/ (2) ROW OF 10D NAILS at 12" D.C.
NAILS at 12" D.C.
FRAME WALL PER PLA
7— —1
77-7 'BB -20
TRUSS BRACING
**AUL MASONRY WALLS TO PROVIDE 9 OVER OPENINGS W/
GUAGE LADDER TYPE HOR TAL STEEL PER LAN
NAILER TO STEEL
X S,Y.P. # 2 W/
WINDOW S.G.D. WINDOW S.G.D.
......... ................... STEEL
---A AS REQ
AS R EQ.
SEEROOF LAYOUT FOR TYP. LOCATIONS N� T. S.
JOINT REINFORCING at I MIN.. I. at WINDOWS PER EUEVAfIONS
(EVERY OTHER COURSE)
O/jts
.177" X 1/2" EMB.
16" D.C. or 1/4" X
I.A.F." (PINS) at
3/4" SELF -TAPPING
t=j L:j
1
DROP "V-SET* TRUSS
SCREWS STEEL COLUMN -
IV: 130-
SILLS PRECAST or 8" X 8" POU
CONC. W/ 1 5 BAR, EMBED 4" INTO `60
7, : SEE FOOTNG SCHEDULE
1 x S.Y P 2 BUCK
2 X S.Y.P. # 2 P.T. NAILER W if 60 D.C.
1/2" EMB. "P.A.F." INS)
TYP. STEEL LOCAMIN
LOWER BOND-BEA
for OUTLOOKER
POURED CEL --dFOOTINGS
L( AT EA. SIDE. FOR SPANS 1 I (FOUNDATION PLAN) FOR SIZE & STIL REQ.
I ..
GREATER THAN 6'-0", PROV. # 5 DOWELS i *�11' i:
:L COLUMN PAD —OUT
.177" X ( OR AS REQUIRED
at 16 O.C. to STL. COLUMN or 1/4" 2 x S.Y.P. # 2 BUCK
I
CONCRETE FILLED "LINTEL BLOCK/S
----- - ------- ---
ONE
ENE
TIED TO SILL EVERY 4'-0* D.C. MAX. I SLAB , SEE FOUNDATON PLAN FOR EXACT
X 2 3"/4" SELF -TAPPING SCREWS 10D NAILS at 60 O.C.
QQND—BEAM STEP
-ryp. 0w
2 X 6 OUTLOOKER
EXT. WALL : DECORATIVE CEMENTTIOUS SIZE AD STEEL OVER APPROVED VAPOR
FINISH OVR. 8" X 16- C.M.U. W/ 5 BARS BARRIER OVER WELL ( �OMPACTED POISONED
STEEL COLIM NAILER MAIE WALL R=
1111
I SEE FLOOR/ROOF L.C. FOR ALL STEPS IN BOND -BEAMS - N. T S,
- -------
IN FILLED CELLS PER "COLUMN S111ED.0 (SEE FOUNDATION PLAN for ANY ADD-T STQ �Q
SEE PLAN FOR EXACT BOND -BEAM and DOWEL STEEL
MASONRY WALL
PAD -OUT 1 TO MASONRY : 1 X or 2 X
LAP ALL STEEL MIN. 4.8 BAR DIAMETERS, U.N.O.
TYR.
RECESS : 1 1/2" TYP. AROUND EXTE RIOR
P.T. MATERIAL AS RE, W/ 1/4' TAPCONS
A 2 # 5 BARS DIAGONAL SPACED 2" MIN. to 6" MAX. FROM ARCH EDGE TYP.
FOR 13"-20"W BEAM, USE 3 BARS - FOR 21"-24"W BEAM, USE 4 BARS
MASONRY WALL
PERIMETER WALL . I . � EXTERIOR DOOR W/ 2' EMBED 12' D.C. STAGGERED
-J, T. of SLAB —NAILER : (1) 2 X S.Y.P. # 2 P.T.
4- MIN., GRADE EXT INT EXT INT 'PAD
-OUTLOOKER MIN. 2 � 6 S.Y.P. # 2 at
to T. of SLAB FIN. GRADE
Z11
TO CMU WALL W/ 1/4- X V LG
2X JAMB WIDTH PAD -OUT 2 TO -OUT I' : 1X or 2X
B EXTEND BARS MIN. to MIDDLE of OVERALL BEAM HOT TYP.
"C"
24" O.C. W/ 3 - 10D TOE -NAILS to 1ST FASCIA SEE DETAIL 1
TRUSS IN, W�, SIMPSON-A34- W/ 4 - ED
Rn -1L=1U1L- Iz
NAILER : (3) 2 X S.Y.
TAPCONS AT 80 D.C.
# 2
P.T. BUCK SYP # 2 W1 TAPCONS PER ABOVE or 10D
NAILS 8D NAILS (1X) 10� D.C.
C FOR SINGLE ARCH, DIAGONAL BARS REQUIRED WHERE EXCEEDS 16"
D EXTEND BARS PAST VERTICAL DOWELS SIDES TYP.
NAILS to TR SS & OUTLOOKER (2 LOC.)
REVISIONS:
�-.Jhl
12- MIN., GRADE 11 111111 111111 1 11 I.
Aff 2-81ORY
(P.T. AT CMU) W/ 1/4
I/
X STUD : (4) 2 x S.Y.P. # 2 W1
�2X� or
- DOOR - STAGG RE
at
E 4" MIN. to VERIFY W/ WINDOW MAUNFACTURER
to B. of FTG. ,
6" LG TAPCONS AT 8" O.C. MASONRY WALL and COLUMN PER PLAN
L,,�10d NAILS at 6" D.C. AS SHOWN
Fl�z. H.EME.�MET TF
F FOR MULTIPLE WINDOWS 2 or MORE DIAGONAL STEEL REQ. AS SH OWN
G SONOTUBE STEEL TO EX&D INTO iAlvi
:OUTLOOKER" to BEAM : SIMPSON BLOCKING : 2 x 4 P.T. BETW.
META16" W
� 5 - 1 OD x 1 1/2" ALL "OUTLOOKERS" W1 2 16D
TYP.
.W.
NAILS EA NCHOR TYP. NAILS EA. END.
lif V .0
CROSS W/CROSS W/
MILL 1. A NGH MULT ARCH.
SIDE JAMB
WINDOW S.G.D.
ALT.
W A L L S E C T 10 N 1 2
-------- ------
1 X 4
1 X 4
WOOD WALL SEE
PLAN FOR WIDTH
T
P T BUCK
P BUCK
-ul I
REFER TO "TRUSS ANCHOR SCHEDULE' on "FLOOR OOF LAYOUT* PLAN' - N. T. S.
*1 ME" "SDI"
WOOD 7
0 MASONRY
2 X 6 OUTLO
NAIL ALL SHEATHING PER ON SHEET
- SEE ARCHITECTURAL PLANS FOR ALL OTHER INFO -
WOOD STUDS 1 (2) 2 x 8
WALL S.Y.P, 2 W/ 10d NAILS
BU K to PAD OUT 10D or 8D NAILS PER
WINDOW &G.D.- ABOVE (NOT STAGGERED)
I 'F' D A"
NAIL BL OP PLATE TOGETHER W/ 10D GUN -NAILS
1 WALLI
EXT Ix INT
at 4" C.
WINDOW/DOOR "BUCK" DTL.
..
1,14 "D'
1 ---------- ------
BLV�RHN%� Z A a. 1.1d. # 2 at RO OF 8-
SHTG. PANEL JOINTS (2ND TRUSS IN),
AT 12" O,C� W/ 48' LAPS W/ (12) 10D GUN -NAILS
1-STORY TRUSS to 2ND
HEADER WALL to MSNRY ALT. HEADER
WOOD STUDS 2 (4) 2 x 6
EXT INT
WOOD STUDS (6) 2 x 6 S.Y.P. t 2 W/ 10d NAILS
S.Y.P. 2 W/ 10d NALS
THIS DIAGRAM IS A GENERAL DEPICTION of BUCKS AS N. T
SPECIFIED. VERIFY EXACT LOCATION BUCKS PER
11111 -
f, n. ;j, 1 -
T V
STL. COL. MSNRY WALL MSNRY WALL STL. COL.
FASTEN TO TRUSS TOP CHORD W/
3 - TOD TOE-NAILS1 I
SHEET DATA:
FLOOR of WALL
at 6" C. AS SHOWN
at 6" C. AS SHOWN
of
MANUFACTURERS REQUIREMENTS. ARCHITECTURALS)
"FASTENER
MULTIPLE BE SINGLE
SONOTUBE SONOTU
RAKE BEAM PER
LAT. BRACE / RAT -RUNS : PER DTL 39 Jh-DETAIL
MODEL: 6512
I I --� I SEE IWSEE
SCHEDULE' on SH T SD1
M SONRY ANCHOR - COIL NAILS "C.M.S.' ANCHORS
BU tor
i
g -RASONRY
W BELOW
(SEE ROOF L.O. FOR LOCA 9-T -
�-T9T
ii - -
Cl I TRS/JOIST to WALL I.s
I
� 9
, I- I
A or
RER AS ILNLK �iCHLUULL ON �5HEET SDI
VERIFY ALL CONDITIONS IN FIELD - ,
"L"
i
a
COMMUNITY: RIVERBEND
2 24" D.C., SEE ROOF I BL. PIL W/
ROOF LAYOUT FOR 'I LEANAr 13 16
A
E PLAN FOR
WIN /S.G.D. QAME OQ ANCHOR THRU BUCK TO
SEE or T BELOW FOR ALT. ARCH IF BEAM POURED STRAIGH I. -
---------------- --------------
2 x 4 S.P. # 2 NAILER RUN CON'T ALONG
LOT 15
ANCHOR SPEC w
W
A (9�- IDD NAI(s W
TO WOOD
%NHY U.M.S. �LUNCKEIE�(MA�iUNKY SCREW�ANCHORS
- SEE PLAN FOR DETAIL SUGGESTED TO USE -
BOT. CHORD LINE, ANCHOR TO MASONRY
#:
1 5
SEE VIND MANUFACT RERS SP CIFICATIONS FOR APCONS
07
W/ 1/4" x 2 EMB. TAPCONS 0 24" 0 C
DRAWN BY: SM/RC
TOP PL to WALL 1
PER PLAN ca 2 - 2 X S.Y.P. # 2 W/
SIMPSON -SPH� W/ 5 - 10D 12 ALT. DROPPED ALT. FRAME DOWN
BELOW HEADER
L
CONNECTION DETAILS
N. T. S.
SIZE and SPACING FOR ASSEMBLIES TO MEET DESIGN
PRESSURES AS STATED ON ARCHITECTURAL PLANS,
*ANGLE BRACE : 2 X 6 S.Y.P. # 2 at 45 DEG, ANCHOR TO
P. T. FRAME W� 3 - 10D at EA. END
(PLACE at FRONT & R AR FOR ARCHWAYS GRTR. THAN 8*W)
TYPICAL ROOF OVERHANG
CHECKEDBY: RC/VH
HN- NAILS EA. SIDE TYP.. (10 TOT.) HEADER
DOOR FRAME ANCHOR - PER MANUFACTURERS SPECS,
ALT. TOP PL to TRUSS : 2 X 6 S.Y.P 2 MIN HOT - 1 1/2' W1 2 X
DATE: 11-14-17
W1 3 - 16D NAILS to EACH TRUSS TY �. TO13 FRAMt MEMBER
;4-m STUD to STEEL COL
WALL : 2 X S.Y.P. # 2 STUD
@) PER PLAN at 16" O,C,,, U.N.. U&.177� X 21 HIC11 PINS
.
-Hl'
Ai I (PAF) at 24* D.C.
wu-
13N,A�- SIMPSON W/ (6) 8D NAILS
SHEET DESCRIPTION:
.........
STUD to MASUNKY 'OLUMN
2.X P.T. W/ 1 4 X
.... CRETE DECK OVER.
GYP
14e* C.DX T & G T. of BM-
SEE DETAIL '7F' 0
FOR WALL CONNEC11ONS AT ROOF TYP NAILER CON'T 2 X 4 S.Y.P, # 2
PER PLAN W/ (3) IOD NAILS TO EA. STUD
.... ........ Z
TO TRUSS W/ (4) 8D NAILS TO PLATE
�I 7.
at 12" O.C. TYP. -N4.Fs
WALL
STUDS WALL : 2 X S.Y.P. # 2 STUDS
—PER PLAN 16" D.C. CON'T FROM
CK 1 X 2
2 10D
---------- ----------
------ B. of FLOOR -TRUSS BRG.
x
NLoo9
TO EA. BLOCK TYP.
STUD TO TOP PLATE/HEADER:
-H8'
WALL SECTIONS
GYPCRETE DECK 0 R.
5 ---
3 4" C.D.X. T & G 6
A T. of FLOOR
4 `S�6M 4
TOP CHORD Bl
V-4
TOP CHORD B;G,
ROOF (D WALL to WALL SIMPSON "V W/
1/2 CIRCLE
SIMPSON W1 8D NAILS
ALL HOLES)
TYPICAL DETAILS
12
;
---- - -
6 GDR./RIBBON :2 X S,Y,,P. 2
5 BOT. PL. t(
m ��, FLOOR TRUSS
BY OTHERS SEE PLAN
FOR BEAM
FLOOR TRUSS
BY 07HERS
TR SS X (6) 10D X 15L NAILS (3/SIDE)
24�O.0
BLOCKING :MIN. 2 X 4 S.Y.P. # 2 SPA CED
6" APART. ANCHOR to SHEATHING W/
V) W/ 16D NAILS at 8- D.C. TYP. ....
10
PPE
4
3 - 10D NAILS EA. SIDE
ELEVATION:
ROOF
P 6 BOTTOM PL. to WALL: 2 - 10D NAILS FROM PMAILEL TRUSS'
' W PERPENDCULM
PLATE to EA. STUD W/SIMPSON "SP 3
*SIDES- 2 X 8 P.T. W� .145- 1/2
EMB. P.A.F. (PINS) at 6 O.C. NI A LT.
t:;7N - 5 - 10D NAILS EA. SIDE TYP. (10 TDTAL�
-
r. ----------
X 1 1/2 B. "C.M.S.' ANC, at 12 0. C. IN. 3)
EM
TYPICAL HEADER
PER PLAN (SIMPSON -SPH' N/A W/ SLOPED TRS/GDR)
-- [�- 0
BLOCKING 1 2 X 4 P.T. WOOD BLOCKING, ANCHOR to MASONRY W/ 1/4
TAPCONS W/
*TOP - 2 X 8 P.L N 3 16 X 1 1 2 EMB, M.S."
8* D.C. EYEBROW CIR
GARAGE: RIGHT
(D2, ---fj7 2ND FLR STUDS to 1ST FLR. WALL
STUDS IN LINE SIMPSON 'MSTA49"W/ 7 10D EA. END
Z tmutu A i MIDDLE OF BLOCK (MIN. 3 PER BLOCK)
FLOOR AX CHASE
A C
C �ASE
ANC. at YP. at & 1 . Z�
NOT E AGE O.H.ClIOARESAor OPEN
W&at
ARM at ANAl PATI S I
Z
: BLOCKING 2 : 2 X 6 S.Y.P. # 2 AT PLYWOOD SEAMS AT 24" D.C., W, (2) 10D TRUSS
STUDS NOT IN LINE : SIMPSON "LSTA36* W1 7 -10D to NAILS EA. END W/I 1ST TRUSS SPACE W/ SIMPSON V' CLIP PLACEE
IBUSS to 1ST
(1) JACK STUD UNDER HEADER TYP.
X
2ND FLR. STUD & 1 ST FLR. DBL. TOP PLATE (WRAP)
................................
W/ (2) FULL HOT, STUDS
1 FLOM
12 5 2ND FLR STUDS to GIRDER SIMPSON "LSTA36" W/ 7 - 10D
HORIZONTAL W/ (4) 8D NAILS EA. END TO NAILER
/I =7 --------
'HU48" - ----- - - 1, -� -- -� � III
............
---------..............
----- ---
BALLOON FRAME
S NAILS EA. END TYP.
TRUSS to MASONRY ; SIMPSON W/ (6) IOD NAILS TO TRUSS (3/SI)E)
W1
3
(14) 1/4' X 2 3/4-L TITEN
q
(?)-�
r ALT. 2 X 6/8 BLKG.. S/BLK�;Id
/ - 10D NAIL
- SEE "ROOF OVERHANG" ABOVE FOR ALL OTHER REQ.
NOTCHED STUD : MAX. 2" X 2� IN 2 STUDS IN A ROW MAX.
PROV, 2 X 4 S.Y.P # 2 STUD T1 1- BRACE)
6 JRNED SIDEWAYS (
& ANCHOR FROM "NOTCHED STUD" W/ 10D NAILS at 8" O.C.
NAILER : 2 X 6 P.T. CON'T W/ 1/2" EXPANSION BOLTS W/ 4- EMBED W/
WASHERS AT 24" O.C.
FLOOR-7RUSS TO DBL T. PLATE
SIMPSON 'H3' CLIP W/ 8D NAILS
- WEDGE ANCHOR W/ 4- (1 /SDE) —'
ALT. 1/2 EMB. I
(SEE WINDOW BUCK DTL. FOR TYP. BUCKS) —4
- SEE 'D-7F' ON THIS SHEET FOR ALL OTHER FRAME WALL
REQUIREMENTS TO REMAIN THE SAME
11
RIBBON : 2 X 4 S.Y.P. # 2 CON'T W/ 3 - 16D NAILS to EA. TRS.
HANGER BEARING
EA. END. (FILL ALL HOLES)
WINDOW OPNG. UP TO 6'-,V OPNG 1
8"W X 8"H MIN, POURED CONCRETE RAKE BEAM W/ 1 # 5 BAR
T. of MSNRY
B. PLATE to SLAB :1/2" X 6" EMB. WEDGE -ANCHOR 24" O.C.
ALT RILC. � " W�, 3' X 3' X 1/40 WSHRS. IN 9 16" HOLE CENTERED, SPACE
(9
8 0 M CHORD B R G.
W/ ROOF AND/OR FLOOR TRUSS
ORS or OPEN "LANAI/PATIO" A—CHWK S
R A M E
CON'T % &5 VERT. DOWELS W/ STD. HOOK 4'-8" O.C. MAX.,
ABOVE P INGS, TIED TO ONE SIDE OF BEAM STEEL, TYP.
L FROM E EA. SIDE OF SPLICES.
FILL ALL MASONRY SOLD to
(EMB. IS FROM LOWEST SLAB ELEV. at RECESSED AREAS)
STUD to B. PLATE
MIN. 2 - 16D TOE -NAILS (1/SIDE) 2ND FLR
ARCHWAYS ABOVE ASSUMED TO BE 8"W, and INCREASE
RAKE BEAM ABV. OPENING I
TYP. # 5 DOWELS FROM
30" x 30" CORNER BAR, PRECAST to RAKE BEAM
BRENNAN
FIRESTOP BLOCKING : 2 X S.Y.P. # 2 AS REQUIRED PER CODE
B. PLATE to FLOOR :
LUMBER SIZE ACCORDINGLY FOR 12" WIDE ARCHES
TIE TO RAKE BEAM and
(&ALT. B. PLATE to MASONRY WALL 1/4" TAPGONS W/ 3" EMBEDMENT at 60 O,C. (CENTERED)
16D NAILS 0 8" O,C. to TRUSS GYPCRETE DECK OVER.
3/4' C.DX T & G PLYWD
T. FLOOR
- USE 2 - 2 X 6 MATERIAL FOR 16"W ARCHES
ATTACH WIRE LATH & 51C SHEATHING PER "FASTENER SCHEDULE" (SHEET SDI)
TIE -BEAM STEEL TYP.
ENGINEERING INC.
CIr STRAP PER 'TRUSS ANCHOR SCHEDULE" ON ROOF/FLOOR LAYOUT W/
of - - - - - - - - - - 1�
STUD to FLOOR TRUSS SIMPSON
2ND F.F,
FR131T AM
WRAP AROUND TOP CHORD
- FOR ARCHES IN WOOD FRAMED WALLS, SIMPLY
DISREGARD P.T. WOOD W/ "C.M.S." ANCHOR SPECS
ALLOW +
TRUSS T(� 2" BELOW
CHORD, VER.
1600 S. DIXIE HWY. STE 400
1/4' X 31 TAPCONS at EACH STUD TYPICAL
(1A) CORNER TYP. 3 - STUD AS REQ. PER PLAN
:
"MSTA36' W1 6 - 1OD NAILS to STUD &
TRUSS (or 3 to TOP/BOT CHORD (12 TOT.)
SEE "L" BELOW FOR ALT. APPROVED ARCHWAY AS REQUIRED -
STD. or RSD. HEEL
BOCA RATON, FLORIDA 33432
al
TOP , 12 MIN. 8 -10"
)p!
a\*,
(561) 392-3748
HEADER PROVIDE NO. 2 ANCHORS at TOP of WALL OVER HEADER 24� O.C. (MIN. 3) AS SHOWN W� �1) - SIMPSON
"LSTA18" STRAP FROM H ADER TO EA. JACK STUD BELOW �MIN. 2 JACK STUDS E 7 - 10D
ITA
DIAGONAL BRACE
2 x 4 S,Y.P. # 2 0 24� D.C. W/ 3 - 16D
NAILS to TOP/BOT. CHORDS 0 EA. END
T. of 1ST FLR.
i . I
T. of BEAM PROVIDE SLOT/S
E.B. # 7686 P.E. # 72387
- - - - - - -TE DECK OVER.
NAILS EA. END TYP. NAIL STUDS TOGETHER W� 16D at 6' C. EA. PLY & END-N L& W/ 2 - 16D. ------ TIE -BEAM GYPCRETE DECK OVER.
FOR STEEL & GROUT
TOP of STD.
(PROVIDE (1) FULL HOT STUD FOR OPNGS 54 W or LESS and (2) STUDS FOR OPNGS 55"W and GREATER)
DEIL "SYSTEM 24" (FLAT TRUSS) to MASOI
3J4' C.D.X. T & G PLYWID
LLLU TO POUR THROUGH
771
TIE- B AM
SHEET:
ALT. DROPPED HEADER : PROVIDE NO. 02 ANCHORS PER ABOVE TO EACH CRIPPLE STUD 16" D.C. W1 (2
"H3" -PLACED
SIMPSON "META20 MIN. at 18" D.C. W/
SIMPSON CLIPS to HEADER (MAY BE ON INSIDE & OUTSIDE or BOTH PLACED ON INSIDE or O&DE)
6 - IOD NAILS (or 3 to TOP/BOT. CHORD)
AT INSIDE of TRUSS
SILL at OPENING :3 - 2 X 4 S.Y.P. # 2 NAILED TOGETHER W/ 16D NAILS at V O.C. STAGGERED EA. FACE IST FLR A., FLOOR TRUSS to WALL/GIRDER 3 - 10D
W/ 2 - 16D END -NAILS FROM 1ST JACK STLID to EA. SILL PLATE
PARALLEL
TOE -NAILS (2/1 PER SIDE) or 2 - 16D NAILS
'SfS01 42"
LINTEL PER PLAN
'MAX. 4'-8
�4
SILL PLATE ANCHOR at OPNQ :16D NAILS at 4" D.C. THRU -OUT OPNO. & MIN. 36" PAST EA. SIDE TYP.
STUD to FLOOR TRUSS
SIMPSON 'MSTA36- W/ 6 10D NAILS to
THRU TOP of BOTTOM CHORD, U.N.O.
SEE PLAN TOP C14M BRG
FOR BEAM FLOOR TRUSS
BY OTHERS
� -xl;�
x X-14
OVER OPNG.
SD2
.......
(NO BOTTOM > SPLICE ALLOWED FOR 36- PAST EA. SIDE of OPNG. TYP.)
EACH STUD and 3 10D to TOP & BOT
2 BOT. OF DBL. TOP > AND SILL > to WALL
SPEC
I LINTEL or POURED CONC. BEAM PER PLAN
MISC ANCHOR : (FLOOR TRUSS & CRIPPLE STUD) - 3 - 10D TOE -NAILS
RIBBON (12 TOTAL) 2ND FLR
6 END -NAIL W1 2-16D
2
Victor Hernandez
STUD to B. PLATE
SHEATHING : AT 2ND FLOOR, NAIL to ALL "RIBBONS" W SO 0 3" O.C. TYP. PERP 0CULAR PARALLEL
SEE "FASTENER SCHEDULE" ON SHEET OSDI' FOR ALL 1ER NAILING REQ. MIN. 2 - 16D TOE -NAILS (1/SIDE) 2ND F.F. B. PLATE to SLAB : .145" X 1 1/2" EMS. HILfl — 2
(a
R A E 1 # 4 BAR HORIZ. TYP.
TYP FILLED CELLS FROM FOUNDATION
TO RAKE BEAM PER PLAN
*SHEARWALL"
B. PLATE to FLOOR
0DXm P.A.F,S, at 16" D.C., 6� FROM ENDS/SPLICES
- 0 BLOCKING 1 2 X 4 P.T. W/ 1/4� TAPCONS W/
1�//
PROVIDE 4 X 4 HOLE TO ALLOW GROUT
WALL OPENING
@ SHEATHING AT 1ST FLOOR PER PLAN AS ONLY REQUIRED PER DETAIL ABOVE
:
16D NAILS 0 80 D.C. to RIBBON FLOOR TRUSS
TO FLOW THROUGH (TYP. EA. SIDE)
FRAME BEARING WALL
BY OTHERS
TOP & BOT. RIBBON to TRUSS
1.5- EMBED 8- O.C. (MIN. 3 PER BLOCK)
f5 NAILER : 2 X 6 P.T. CON'T W1 1/2- EXPANSION
9—
PROVIDE I # 4 DIAGONAL BAR EA. SIDE
NO STEEL REQ. OVER OPENINGS LESS THAN 6' WIDE
PROV 1 AT PEAK & 4'-8" O.C. MAX.
w��
BOLTS W/ 4- EMBED W/ WASHER AT 24- O,C.
(OTHERWISE RUN STEEL CON'T FROM LOWER WALL PER PLAN)
\
SEE PLAN FOR WALL SIZE TO APPLY ABOVE
2 x 6 S.Y.P. # 2 CON'T W/ 5 -16D
NAILS TO EA. FLOOR TRUSS
pom
BLOCKING 2 2 X 6 S.Y.P, # 2 AT PLYWOOD
FOR ARCHWAYS > 12"H
MASONRY RAKE
X\1% 0% He
L
SYSTEM 42" TRUSS to MASONRY -----
T. of 1 ST FLR.
TIE -BEAM
SEAMS AT 24" O.C., W/ (2) IOD NAILS EA. END
_�N T �EL
- FILL ALL MASONRY SOLID ABOVE ANY OPENING TYP.
�SS
?
SIMPSON 10D
(2) -WETA20'MIN. % 8
SHEATHING RUN 5/8" EXTERIOR PLYWOOD
W/I 1ST TRUSS SPACE W/ SIMPSON -143� CLIP
APPLICATION IS FOR ARCHWAYS UP TOP 16"W -
- NO INTERMEDIATE BOND BEAM SHALL BE REQUIRED
1 3
E E E ANC OR Sjl`EC
S TRU ANCH R SCHE�O 0 PLA S FOR LL 0
NAILS PER EA. STRAP to TRU S (1 /SIDE) IST FLR
SHEATHING CONTINUOUS to FOUNDATION on
(1) PLACED HORIZONTAL W/ (4) ED NAILS EA. END
- DO NOT CUT LINTEL STEEL
ALONG RAKE WALL, U.N.O.
SH �ATHING NAI L to % R SONS D at C T
FACE of WALL W/ 8D NAILS at 6" D.C. EDGES
TO NAILER
SEE "Fo ABOVE FOR ALT. APPROVED ARCHWAY AS REQUIRED
SEE "ROOF OVERHANG" ABOVE FOR ALL OTHER REQ.
SEE rASTENEI� SCHEDULE ON SHEET S I - FOR ALLOOTHERYNAILIN 0 REG
THIS DETAIL SATISFIES ALL "SHEARWALL" CONDITIONS
PERPENDIC ULAR
and FIELD. BLOCK and NAIL ALL SEAMS
FLOOR -TRUSS TO MASONRY : SIMPSON "META16"
170
0
-
- SEE FLOOR ROOF FRAMING PLAN FOR DETAIL REFERENCE
- s MURAL PLANS FOR ALL OTHER INFO.
MASONRY BEARIN6
W/ (8) 10D X 1.51 NAILS (FILL ALL HOLES)
S H E A R W A L L TOP CHORD BEARING
TYP. ARCH OPENINVAO
END DUAIL
d NAILER SPEC N/A - N. T. S.
OMDN
- THIS DETAIL DOES NOT APPLY AT *CUERESTORYP AREAS
"I"
(�) SEE PLAN FOR WTLL SIZE TO APPLY ABOVE
FOLLOW D-7F (AT LEFT) W1 ADD'T ITEM 19 AS NOTED
VERIFY ALL CONDITIONS IN FIELD - N. T. S.
SE �HEET 'SD`!�) FOR ALL NAILING SPECS -
E. 72387
- SEE DETAIL ABOVE FOR ALL OTHER TYP. INFORMATION to APPLY
ALL OTHER SPECIFICATIONS TO REMAIN THE
SAME
L BOVE ANY OPENING TYP.
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