HomeMy WebLinkAboutBUILDING PLANS PAGE 22-391
2xF SUB-BANb
W/1 "x4" NOTCH -s
END, WRAPPED IN
PEEL E STICK
DRIP EDGE
-I/8" TEXTURED
FINISH 'm WOOD
1/2" TEXTURED
FINISH @ CMU
METAL FASCIA \
WRAP Ys' FROM `
STUCCO, I' FROM
WOOD WALL \
EXTERIOR WALL `
\
(FRAME OR CMU) \
NOTE; NOTCH FOR 2X6
SUB OAND ONLY
I� I
� ELEVATION
1/0' TEXTURED
FINISH a WOOD,
1/2' TEXTURED
FINISH a CMU
AL LATH
METAL FASCIA WRAP � WOOD SHEATHING
OR CMU
WRB LAYER 01,
l STUCCO WRAP (FRAME ONLY)
WRB LAYER 02, FORTIFIBER
- (FRAMWILDONLY) PER
2X6 SU5 BAND -
dl ROOFING CEMENT
DRIP EDGE
ROOF KICK OUT REMOVED
\\ FOR CLARITY
` ROOF DECK (BEYOND)
.1 `` ' \
`\ DRIP EDGE, i" OFF WALL
- NOT INTO STUCCO)
00
11/8' TEXTURED FINISH a
/ WOOD, 1/2' TEXTURED
FINISH 61 CMU
2x6 SUB -BAND W/I"x4" NOTCH e
END, WRAPPED IN PEEL 4 STICK
METAL FASCIA WRAP 1" OFF
WOOD WALL. SUB BAND 2"
OFF WOOD WALL
METAL KICK OUT
SUB BAND DETAIL C WALL
NOTE:
IF ZIP SHEATHING SYSTEM IS INSTALLED,
PLEASE SEE MANUFACTURERS INSTALLATION
PROCEDURES
x x x Lh
x x x x
x x x x x x
x x x x x x
x x x x x x x x x x x x
x x x x x x x x x x x x x
PRE-ENG'D TRUSS TO BE CUT g x x x x x x x x x x x x x
WALL LINE TO AVOID CONTACT x x x x x x x x x x -' J
r-
W/TEXTURED FINISH x x x x x x x x x x ,
2 "x4"x4' -(d" x x x x x x x x x x
SCABBED TO TRUSS x x x x x x x x
W/12d NAILS (o"-8' x x x x x
,-
O.C. MAX.
x
2x SUB -BAND W/%'x4"
NOTCH a END '
METAL FASCIA WRAP
DRIP EDGE
EXTERIOR WALL
(FRAME OR CMU)
Ap
SUB BAND DETAIL @) WALL
W/KICK- OUT
FRAME OR CMU
FELT PAPER
DRIP EDGE
(REFERENCE POINT
ONLY, FOR WALL OFF
SET OF COMPONENTS)
METAL FLASHING, WRAPPED
MIN. Y4" ABOVE BOTTOM OF
DRIP EDGE
2x SUB -SAND
W/lk'x4' NOTCH a
END, WRAPPED IN
PEEL E STICK
*ROOF CEMENT 6
ROOF EDGE
OMITTED FOR
CLARITY
FRAME OR CMU
WALL KICK -OUT FLASHING
FELT PAPER
DRIP EDGE
(REFERENCE POINT
ONLY. FOR WALL OFF
SET OF COMPONENTS)
METAL FLASHING, WRAPPED
MIN. Y4' ABOVE BOTTOM OF
DRIP EDGE
2x SUB -BAND
Wl%'x4' NOTCH m
END, WRAPPED IN
PEEL E STICK
*ROOF CEMENT im
ROOF EDGE
OMITTED FOR
CLARITY
1441 N. RONALD REAGAN BLVD
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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PROJECT#
04321.000 044R1
MODEL:
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"2605-HAYDEN"
GAIRAGFE SV N'G:
RIGHT
PAGE:
WALL
ASSEMBLY
DETAILS:
SUB -BAND
60 MPH EXP.
ARCHrmcT.
STATE OF FLONDA
[fills
A
n TE 05/23/18
SCALE: 1/4"=1'- 0"
tlJET
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n N n -
4" 10'-0" 4" 61-8" 20'4"
18'-0" 21'-8"
FOUNDATION PLAN
SCALE: 1/4" = l'-0"
3
9
0
(V
FOUNDATION NOTES
1. SEE SLAB SCHEDULE FOR SLAB REQUIREMENTS. SEE GENERAL NOTES FOR
COMPACTING REQUIREMENTS.
2. TOP OF FINISHED SLAB SHALL BE +-0'-0".
3. COLUMN AND FOOTING CENTERLINES, SHALL COINCIDE UNLESS DIMENSIONED
OTHERWISE.
4. REFERENCE ELEVATION +-0'-0", SEE SURVEY PLOT FOR NGVD.
5. PROVIDE A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN
TERMITES. TREATMENT SHOULD BE IN ACCORDANCE WITH THE RULES AND LAWS AS
ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER
SERVICES.
6. PROVIDE ISOLATION JOINTS BETWEEN INTERIOR AND EXTERIOR SLABS ON GRADE:
PROVIDE 1/2" FELT PAPER AT THE JOINT.
7. COORDINATE SLAB ELEVATIONS, STEPS, AND SLOPES WITH ARCHITECTURAL
DRAWINGS.
8. SEE ARCHITECTURAL DRAWINGS FOR THE ORIENTATION OF THE BUILDING.
9. WINDOWS, DOORS AND ROUGH OPENINGS ARE TO BE COORDINATED WITH THE
WINDOW/DOOR TYPES AND LOCATIONS NOTED ON THE ARCHITECTURAL DRAWINGS
AND WITH THE MANUFACTURES SPECIFICATIONS.
10. SEE ARCHITECTURAL DRAVINGS FOR WALKWAY SLAB LAYOUT.
11.OINDICATED #5 BAR, DINDICATES #6 BAR,MNDICATES #7 BAR VERTICAL
REINFORCING BAR IN CELLS FILLED WITH GROUT. ENDS OF REINF. BARS SHALL BE
HOOKED INTO FOUNDATION BOND BEAM OR TIE BEAMS WITH AN ACI STANDARD 900
HOOK. BARS SHALL BE PLACED AS SHOWN IN HE PLANS.
12. SPLICES IN REINFORCING BARS SHALL NOT BE LESS THEN 48 BAR DIAMETERS (#5 =
30", #6 =36"), AND REINFORCING SHALL BE CONTINUOUS.
13. RATIONAL ANALYSIS WAS PERFORMED TO DETERMINE SIZE AND STEEL
REINFORCING FOR ALL FOUNDATIONS. DESIGNED WAS BASED ON ALL ALLOWABLE
SOIL BEARING CAPACITY OF 2,000 PSF. TRANSFER REINFORCING (TOP STEEL) HAS
BEEN DELETED UNLESS NOTED OTHERWISE.
14. VERTICAL REINFORCING IN CMU SHALL BE #5'S AS SHOWN ON THIS PLAN, UNLESS
OTHERWISE NOTED IN THE PLAN. ONE REINFORCING BAR SHALL BE:
A) IN ALL WALL INTERSECTIONS B) CHANGES IN ELEVATION
C) EACH SIDE OF ALL OPENINGS D) ALL CORNERS
15. STRUCTURAL DESIGN IS IN ACCORDANCE WITH A.C.I. 530-13/ASCE 5-13, BUILDING
CODE REQUIREMENTS FOR MASONRY STRUCTURES AND THE COMMENTARY.
CONSTRUCTION SHALL BE IN ACCORDANCE WITH A.C.I. 530-13/ASCE 5-13, USING: F'm =
1,500 PSI, TYPE "M" OR"S" MORTAR, ASTM C476 GROUT (3000 PSI), UNITS LAID IN
RUNNING BOND.
16. WIRE WELDED MESH LOCATED IN THE MIDDLE TO UPPER JOF SLAB SUPPORTED
3'-0" O/C MAX. SEE PLAN FOR VWMA SIZE.
INSPECTOR NOTE:
1. STRUCTURE WAS DESIGNED BASED ON THE 2017 FLORIDA RESIDENTIAL BUILDING
CODE, RESIDENTIAL, 6th EDITION
SLAB SCHEDULE
SLAB
THICKNESS
REINF.
REMARKS
6x6 W1.4xW1.4 OVER
GENERAL
3 1/2"
6 MIL VAPOR
COMPACTED FILL
BARRIER
FOOTING SCHEDULE
PROVIDE CORNER BARS, SAME SIZE QUANTITY AS BARS IN FOUNDATION: WITH 30" LEG EACH WAY,
MARK
WIDTH
LENGTH
THICKNESS
BOTTOM REINF.
TOP REINF.
T.O.F.
SHORT
LONG
FM-12xl6
12"
CONTINUOUS
16"
-
(2) #5's
(+)0.-0,.
FM-16x16
16"
CONTINUOUS
16"
-
(2) #5's
(+)0"-0"
FM-20x16
20"
CONTINUOUS
16"
-
(2) #5's
(+)0"-0"
FMC-16x16
16"
CONTINUOUS
16"
-
(2)#5's
#5INCURB
VARIES
CW-12x12
12"
SEE PLAN
12"
(2) #5's
(+)0"-0"
CWC-12x12
12"
SEE PLAN
12"
(2) #5's
#5 IN CURB
VARIES
F-24x24
24"
24"
12"
(2) #5's
(2) #5's
1441 N. RONALD REAGAN BLVD
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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LOT 44
PROJECT6
04321.000 044R1
MODEL:
4EHB
"2605-HAYDEN"
GARAGE SMMG:
RIGHT
PAGE:
FOUNDATION
PLAN
60 MPH EXP.
DATE: 05/23/18
ScALE: 1/4"=1'-0"
SHEET
s i
EXT. PORCH SLAB
W/ 1/2" ISOLATION
JOINT (WHERE
APPLICABLE)
STEEL REINFORCING IN GROUTED
CELL SEE PLAN FOR SIZE AND
SPACING REQUIREMENTS
E:�i7�l�ltit/Gll<
\ \-SEE SLAB SCHEDULE
`4" CHAMFER (1-STORY)
6" CHAMFER (2-STORY)
—SEE SCHEDULE
FOR WxD, BAR SIZE
AND BAR QUANTITY
BAR SIZE
48 BAR DIA.
#3
1B"
#4
24"
#5
30"
#6
36"
#7
42"
EXTERIOR MONO -FOOTING
LAP TOP PLATE A MIN. OF 48"
AND NAIL W/ 16d COMMON
NAILS, 2-ROWS, 4" O/C BTM.
LAP TO OCCUR OVER STUD
2x4 OR 2x6 WOOD BEARING -
WALL W/ SYP No 2 STUDS SEE
PLANS FOR SPACING. SINGLE
BTM. PLATE TO BE PT.
PROVIDE DBL. TOP PLATE
SCALE: 3/4"=V-0"
3 1/2" DIAMETER CONC
FILLED STEEL PIPE
o, 6x6 METAL PLATE
BASE W/ 1/211x6"
ANCHOR BOLTS
SUALL:
VERIFY HEIGHT
OF WALL W/ PLAN
PROVIDE BLOCKING
SECURE BT. PLATE TO
SLAB W/1 Od MASONRY NAIL
16" O/C STAGGERED.
SCHEDULE
SEE SCHEDULE
FOR WxD, BAR SIZE
AND BAR QUANTITY
INTERIOR FOUNDATION WOOD WALL
SCALE: 3/4"=V-0"
(NO UPLIFT)
EXT. PORCH SLAB
WI 1/2" ISOLATION
JOINT (WHERE
APPLICABLE)
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4" CHAMFER (1-STORY)
a
6" CHAMFER (2-STORY)
• ° •
EE SCHEDULE
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@ GARAGE SCALE: 3/4"= V-0"
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4" CHAMFER (1-STORY)
6" CHAM FER (2-STORY)
ADDING BAR TO
MONOLITHIC FOUNDATION
STEEL REINFORCING IN GROUTED
CELL SEE PLAN FOR SIZE AND
SPACING REQUIREMENTS
8" CMU
w�
EE SLAB SCHEDULE
ISOLATED" COLUMN PAD
CENTERED UNDER WALL AND
POURED MONOLITHICALLY WITH
'FOUNDATION AND SLAB
EE SCHE LE
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D. r
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9 D) D I I CORNER BARS, SAME SIZE AS BAR
IN FOUNDATION WITH 30" LEG EACH
` I WAY AT ALL CHANGES IN DIRECTIONS
D SO THAT THE STEEL REINF. IS CONTINUOUS
MATCH AMOUNT OF CONTINUOUS BARS
D b-
LL CONTINUOUS STEEL MONOLITHIC
FOOTING REINFORCEMENT SEE SCHEDULE
WHEN TRANSITIONS ARE MADE FROM FOUNDATIONS HAVING
DIFFERENT NUMBER OF CONTINUOUS BARS PROVIDE THE LEAST
NUMBER OF BARS (ie. 2 TO 3, PROVIDE 2 BARS), LINO
MONOLITHIC FOUNDATION
CORNER BARS DETAIL
LAP TOP PLATE A MIN. OF 48"
ND NAIL W/ 16d COMMON
LS, 2-ROWS, 4" O/C BTM.
LA O OCCUR OVER STUD
2x4 OR 21OOD BEARING -
WALL W/ SY
No 2 STUDS SE LANS FOR
SPACING.SINGLE M.PLATE
TO BE PT. PROVIDE TOP
PLATE
USP SPTH4 OR SPTH6 BTM
AND TOP PLATE ANCHORS W/
10d x 1 1/2" COMMON NAILS
FILL ALL HOLES, DO NOT USE
10dx3"
TOP OF SLAB
a
a
8' O
a
V
?
EQ. , EQ.
SCALE: 3/4"=1'-0"
VERIFY HEIGHT
OF WALL W/ PLAN
PROVIDE BLOCKR
PT. P TE TO SLAB W/
E ANCHOR W/ 2"
T IN HIGH STRENGTH
1/2" EMBED. MIN. @ 16" OC
SLAB SCHEDULE
' FOR WxD, BkR SIZE
AND BAR QUA ITY
7 TERIOR CURB FOUNDATION WOOD
SCALE:3/4"=1'-0" (W/ UPL
'OURED LINTEL CONT. (TYP.)
3" CMU FILLED CELL (TYP.)
2X WALL FRAMING
/2" DIA. USP 7250SD BOLTS 5"
MINIMUM EMBEDMENT INTO
GROUTED CELL, 4" FROM ENDS AND
16" O.C. VERTICALLY MAX
INTERIOR FRAME BRIG WALL TO
BLOCK WALL CONNECTION
SCALE: 3/4"=l'-0"
RECESS AROUND GARAGE
DOOR OPENING
LAP TOP PLATE A MIN. OF 48"
AND NAIL W/ 16d COMMON
NAILS, 2-ROWS, 4" O/C BTM.
LAP TO OCCUR OVER STUD
2x4 OR 2x6 WOOD BEARING -
WALL Wl SYP No 2 STUDS SEE
PLANS FOR SPACING. SINGLE
BTM. PLATE TO BE PT,
PROVIDE DBL. TOP PLATE
SCALE: 3/4"=1'-0"
VERIFY HEIGHT
OF WALL W/ PLAN
PROVIDE BLOCKING
SECURE BT. PLATE TO
SLAB W/1Od MASONRY
NAIL 16" O/C STAGGERED.
E SLAB SCHEDULE
4 a
a �_a
o �q -
d
EQ. EQ. EE SCHEDULE
FOR WxD, BAR SIZE
AND BAR QUANTITY
INTERIOR CURB FOUNDATION WOOD WALL
SGALE:3/4"=1'-°' (NO UPLIFT)
FOR
NRY
.SET
EV:
1441 N. RONALD REAGAN BLVD
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
04
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SUHDIV. de LOT:
CREEKSIDE
LOT 44
PE2OJECT#
04321.000 044R1
MODEL:
4EHB
"2605-HAYDEN"
GAE2AGE STr'ING:
RIGHT
PAGE:
DETAILS
60 MPH EXP. C
Ups 05/23/18
SCALE: 1/4"=1'- 0"
S.(H��`E,�E�IIjIT �IIjI� /�/�\\
1'�._/ i s I L 1
STEEL REINFORCING IN GROUTED
CELL SEE PLAN FOR SIZE AND
z
SPACING REQUIREMENTS
STEEL REINFORCING IN GROUTED
MIN. 10" T EAD W/+1"NOSE
z
CELL SEE PLAN FOR SIZE AND
¢ CL
SPACING REQUIREMENTS
p
8" CMU WALL
PAVERS
#4 REBAR ( )
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+-0'-0"�
TOP OF SLAB
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+-0'-0"
TOP OF SLAB
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SEE SCHEDULE
FOR WxD, BAR SIZE
FOR WxD, BAR SIZE
AND BAR QUANTITY
AND BAR QUANTITY
TRENCH FOOTING
IOR STAIR
D IL
INTERIOR CURB
FOUNDATION
CMU WALL
INTERIOR FOUNDATION CMU WALL
(D
A
4
AT ALL PAVER AREAS SCALE: 1/2"=1'--0"
ALE: 1/2"=1'-0"
SCALE: 3/4"=1'-0"
SCALE: 3/4"=1'-0"
AP TOP PLATE A MIN. OF 48" — —_
NAIL W/ 16d COMMON
VERIFY HEIGHT
NAIL 2-ROWS, 4" O/C BTM.
LAP TO CCUR OVER STUD OF WALL W/ PLAN
2x4 OR 2x6 W D BEARING PROVIDE BLOCKING
WALL W/ SYP No TUDS SEE
PLANS FOR SPACIN SINGLE
U BT P E TO SLAB W/
BTM. PLATE TO BE PT.
1/ "x9" E ANCHOR W/ 2"
PROVIDE DBL. TOP PLAT
q ET IN HIGH STRENGTH
E 5-1/2" EMBED. MIN. @ 16"
USP SPTH4 OR SPTH6 BTM `�" J O AX
AND TOP PLATE ANCHORS W/
10d x 1 1/2" COMMON NAILS 10
FILL ALL HOLES, DO NOT USE
10dx3"
SEE SLAB SCHEDULE
TOP OF SLAB F
a
SEE S EDULE
FOR WxD, SIZE
ANBAR QUA TY
ZINTERIaOR
OUNDATION WOOD WAL
=1'-0" (W/ UPLIFT)
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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SVHDIV. & LOT:
CREEKSIDE
LOT 44
PROJECT#
04321.000 044R1
MODEL:
4EHB
"2605-HAYDEN"
GARAGE STrDCG:
RIGHT
PAGE:
DETAILS
60 MPH EXP. C
ARCHTECT-
STATE OF FLORIDA
M 29 Oi
K LAND A. A®OV ACRA
AR NO 93 23
PRINT 05/23/18
SCAT.'W.: 1/4"= V — 0"
ILL
24'-4"
17'-8"
2'-4"
oE a El 0 0 0 0 0
28'-2"
29'_4"
op
36'-2"
37'-6"
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FIRST FLOOR DOWEL PLAN
SCALE: 1/4" = 1'-0"
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-774-6078
FAX:407-774-4078
www.abdesigngroup.com
AA #: 0003325
07
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SUBDIV. Je LOT:
CREEKSIDE
LOT 44
PROJECT#0 04321.000 44RI
MODEL:
4EHB
"2605-HAYDEN"
GARAGE ST#MG:
RIGHT
PAGE:
FIRST FLOOR
DOWEL PLAN
60 MPH EXP.
ARCMTECT-
STATE OF FLORIDA
2
.
L d-AW j A ABOUCHACRA
AR NO 93723
PRINT
05/23/18
SCALE: 1/4"=1'- 0"
SIMEET
S1.2
BAR SIZE
48 BAR DIA.
#3
18"
#4
24"
#5
30"
#6
36"
#7
42"
TIE VERTICAL REBAR
TO HORIZATIONAL
REBAR W/ 10" HOOK
GROUTED BOND BEAM
TIE VERTICAL REBAR � VARIES PER ELEV.
TO HORIZONTAL a Q Q° 6°� q ° �—�
REBAR W/ 10" HOOK Z T— ! ° °
GROUTED BOND BEAM
1 VARIES PER ELEV.
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° CMU UNIT DIMENSIONS
ARE NOMINAL SIZES
OFFSET METHOD CONTINUOUS
METHOD
HORIZONTAL/VERTICAL HORIZONTAL/VERTICAL
REINFORCING REINFORCING
SCALE' 3/4"=1'-0" 2
v ttzt�j co
MASONRY SYMBOLS
SCALE:3/4"=1'-0"
SCALE. 3/4 -1 -0
BAR SIZE
48 BAR DIA.
#3
18"
#4
24"
#5
30"
#6
36"
#7
1 42"
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-7744078
www.abdesigngroup.com
L AA #: 0003325
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�7
BVHDIV. de LOT:
CREEKSIDE
LOT 44
PROJECTS
04321.000 044R1
DdODEL
4EHB
"2605-HAYDEN"
GARAGE SV ING:
RIGHT
PAGE:
DETAILS
�60 MPH EXP.
DATE: 05/23/18
SCALE: 1/4"=1'—O"
SHEET
S1.
1. 2
FRAMING NOTES:
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: USP DTC W/ (13) 10d x 1 1/2" HDG NAILS.
SMALL JACKS < 9' MAY BE NAILED W/ (10)d x 1 1/2" HDG NAILS, CONCRETE TO
WOOD FLOOR:
USP LPTA W/ (10) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD:
USP RT16A OR LUGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES.
2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER
SCHEDULE.
3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE
MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH
MANUFACTURER'S SPECIFICATIONS.
4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS
ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON LINTEL
MANUFACTURER SHOWN IN STRUCTURAL PLANS.
6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
CLEAR SPAN OPENINGS.
7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4").
8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE
SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE
FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS
LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND
APPROVAL.
9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED
FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C.
10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
12. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
HEADER SCHEDULE
MARK
SIZE &
REMARK
DESCRIPTION
(D
(2) 2X8
BEAM SCHEDULE
RZERM INDICATES OPENING BELOW / T.O.B.
= TOP OF BEAM / B.O.L. = BOTTOM OF LINTEL / T.O.A. = TOP OF ARCH / T.O.S = TOP OF SLAB
ABBREVIATIONS
E.E. = EACH END, O/C = ON CENTER F.E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT
MARK
DESCRIPTION
fc
(psi)
SIZE
W'xH'
REINFORCEMENT
STIRRUPS
REMARKS
BTM.
TOP
MID
SIZE
SPACING
B61
MASONRY
3000
8x16
—
(1)#5
(1)#5
N/A
—
GROUTED SOLID
BB2
MASONRY
3000
8x8
—
(1)#5
—
N/A
—
GROUTED SOLID
8F16/1T/OM/OB 8F1611T/OM/OB °�
1.1,1wLIV ", c . ,,,.� 1W .w rM s"
FIRST FLOOR LIFT BEAM PLAN
SCALE: 1/4" = V-0"
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-7744078
www.abdesigngroup.com
L AA #: 0003325
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SUBDIV. 8e LOT:
CREEKSIDE
LOT 44
PROJECTS
04321.000 044R1
MODEL:
4EHB
"2605-HAYDEN"
GARAGE STING:
RIGHT
PAGE:
FIRST FLOOR
LIFT BEAM
PLAN AND
NOTES
60 MPH EXP.
DATE: 05/23/18
AT
SCALE: 1/4"-1'— 0"
S2
NOTES TO THE INSPECTOR/CONTRACTOR TYP.8"x8" bol
1. PLACE LINTEL ACROSS TOP OF OPENING. BOND BEAM 1#5
2. IF BOTTOM STEEL IS REQUIRED PLACE #5 BAR IN LINTEL. bl�
3. PLACE MASONRY UNITS AS REQUIRED TO ACHIEVE THE REQUIRED BEARING 7�
PLACE STEEL HEIGHT.
OF REINFORCING (L2) 4. THE LAST COURSE WILL BE A BOND BEAM WITH (1) #5 BAR CONTINUOUS AROUND
AS DEPICTED HEREIN. STRUCTURE. A DOUBLE BOND BEAM MAY BE SPECIFIED SO THAT THEN THE LAST —1 #5
TWO COURSES ARE BOND BEAMS WITH A #5 BAR I N EACH COURSE. TYP. 8"x16" gp
5. SHOULD THE DOUBLE BOND BEAM COINCIDE WITH A LINTEL THE BOTTOM BOND BEAM
O� / COURSE OF BOND BEAM IS OMITTED AND A LINTEL IS PLACED, THE STEEL
#5 CORNER BAR W/ 30" LAP FOR EACH REINFORCING FOR THE BOTTOM BOND BEAM IS TO BE CONTINUOUS THROUGH THE 1#5
COURSE OF BOND BEAM TOP OF THE LINTEL. Rt,
VERTICAL REBAR W/ 10" HOOK
6. UNO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16" DEEP.
1 Qy`�' ��� 8x16 DBL. BOND TOP OF
FLti� BEAM W/ (1) #5 BAR BOND BEAM
EACH COURSE
• OQlG�\�G W8(BOND #5 BAR M °� BOOFO
ND BEAM
F F = FILLED W/ GROUT
30" TYPICAL ��O U = UNFILLED GROUT SOLID FROM - TOP
NOMINAL LINTEL TO TOP OF BOND OF OPENING
�J WIDTH /�# OF #5'S, IN 2ND BOND BEAM
#5 BAR IN BOND BEAM BEAM COURSE SEE NOTE 5
CRETE
16-1T/1 M/OB LINTEL /(1)#5CAST O R(1-2)
NOMINAL— � LENGTH OFIBARB WIDTH MASONRY
$Q� HEIGHT #OF#5'S,TOP OPENING-2" BEAM DESIGNATION
CORNER BOND BEAM COURSE OR
T IS THIS ENGINEER'S INTENT z
#5'S, BOTTOM 8x8 PRE -CAST CONCRETE
REINFORCING 0 F BOND BEAM THAT XFXX - 1T/1M/0B INDICATES A DOUBLE BOND BEAM PLACED IN LINTEL LINTEL, W/O STEEL (L1) REFER
SCALE: 3/4"=1'-0" AND XFXX - 1 T/OM/OB INDICATES A SINGLE BOND BEAM TO PLAN FOR LOCATIONS TOP
OF OPENING
P CAST HEADER(MIN)
2x4 (MI X3) 1-3/16
SINGLE BOND BF=AM TAPCON O RIVE PIN (MIN
AT HIGHER ELEVATION SHANKSIZE.1 MIN HEAD
WINDOW SIZE .300 MIN EM DMENT 1
SINGLE BOND BEAM 1/4") 8" FROM EACH D AND
18" O.C. MAX. MIN 1-1/4'
AT LOWER ELEVATION
EMBEDMENT IV
Ne^ VIA
#5 BAR BENT 2x6 (MIN 2 X 3) 2-3/16 TAPCON
AS SHOWN PRE -CAST 3 1/4" OR DRIVE PIN (MIN SHANK
WINDOW Q SIZE,145 MIN HEAD SIZE .300
SILL z MIN EMBEDMENT 1 1/4") 8"
SLOPE FROM EACH END AND 18"
7p., L�' m E1-1/4"
EMBEDMENT
0 2x8 (MIN 2 X 3) 2-3/16
TAPCON OR DRIVE PIN (MIN
SHANK SIZE.145 MIN HEAD
OPEN FACE SHELL SO SIZE .300 MIN EMBEDMEN 2X4 SOLID BLOCKING
AS TO ALLOW BENT 1/4") 8" FROM EACH END AN SECURE TO SHEATHING
BAR TO BE PLACED IN 18" O.C. MAX. MIN 1-1/4"
MIN. 2-12d PER BILK. EA. EN
UPPER AND LOWER #5 MIN. REQUIRED IN EMBEDMENT
BOND BEAM EACH CELL HOOKED IN
7/16" OSB SHEATHING
TOP BOND BEAM W/
STANDARD ACIHOOK TYPICAL MASONRY WINDOW CMU WALL
SILL CONSTRUCTION
CORNER BARS 5 ARCHWAY FRAMING DETAIL
AT CORNER STEP SCALE:11/2"=,'-0"
3 SCALE: 3/4"=1'-0"
SCALE 3/4"=1'-0'
��` , <�,•
PROVIDE 3" DIA. HOLE IN
LINTEL SO THAT VERT.
REINF. BAR CONTINUES
THROUGH LINTEL.
� I
.�
I -
ISINGLE #5 CC)RNER
I I (I , 30x3O TURNED UP
ORTURNED(DOWN INTO / STEEL REINF. OF
c� FL FILLED CELL BOND. BEAM
U
8x8 CMU PIER PROVIDE #5 BAR
I I / W/ SINGLE REINF. BAR, SEE PLAN. AT EACH SIDE
ENSURE THAT PIER GROUTS BENEATH STEEL REINF. OF OF ELEVATION
LINTEL. BOND.BEAM CHANGE
CHANGE IN
ELEVATION OF BOND BEAM
7 SCALE: 3/4"=1'-0"
6 SINGLE LINTEL, MULTIPLE OPENINGS
SCALE: 3/4"=1'-0"
1441 N. RONALD
REAGAN BLVD
LONGWOOD, FLm327550
PH: 407-77
4-6078
FAX: 407 747
www.abdesigngroup.com
#: 0003325
W
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4
SUHDIV. ee LOT:
CREEKSIDE
LOT 44
PROJECT#
04321.000 044R1
31w
4EHB
"2605-HAYDEN"
GARAGE SYnNG:
RIGHT
PAGE:
DETAILS
60 MPH EXP. JC
V:Nwr05/23/18
: 1/4
SHEET
S2.IA
FRAMING NOTES
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: USP DTC W/ (13) 10d x 1 1/2" HDG NAILS.
SMALL JACKS < 9' MAY BE NAILED W/ (10)d x 1 1/2" HDG NAILS, CONCRETE TO
WOOD FLOOR:
USP LPTA W/ (10) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD:
USP RT16A OR LUGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES.
2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER
SCHEDULE.
3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE
MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH
MANUFACTURER'S SPECIFICATIONS.
4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS
ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON LINTEL
MANUFACTURER SHOWN IN STRUCTURAL PLANS.
6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF VVI NDOW, DOOR AND
CLEAR SPAN OPENINGS.
7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4").
8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE
SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE
FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS
LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND
APPROVAL.
9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED
FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C.
10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
12. ALL ELEVATIONS ARE REFERENCED FROM U-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
TRUSS MANUFACTURER / ENGINEER NOTES:
1, ROOF GIRDERS W/ UPLIFT IN EXCESS OF 2,500 LBS SHALL BE
FABRICATED W/ A 2x6 BTM. CHORD (MIN.)
2. COORDINATE ANY TRAY/COFFERED CEILINGS, AND ATTIC ACCESS
WITH THE ARCHITECTURAL PLANS TRAYS AND COFFERS ARE NOT
SHOWN ON THIS PLAN IN ORDER TO AVOID CONFUSION AND MISTAKES,
3. TRUSS COMPANY / ENGINEER IS RESPONSIBLE FOR ALL TRUSS TO
TRUSS CONNECTIONS.
4. AVOID PLACING A TRUSS PERPENDICULAR TO A STEEL COLUMN,
MAINTAIN AT LEAST 8" FROM THE CENTER OF THE COLUMN,
COLUMN SCHEDULE
SIZE &
BASE PLATE OR
REMARK
MARK
DESCRIPTION
REINFORCEMENT
4X6 (3 Yz"x5 Yz") SYP.
PAU46 W/5/8" DIA x 5"
5/S3.1A
WD 1
PT., WOOD POST
EXP. BOLT
GIRDER TO CMU WALL W/USP
LGUM28-3 W1(4)%"x4" WEDGE
BOLTS AND (4) WS3 WOOD
SCREWS TO GIRDER
2
2-PLY
G: 4922 LBS
1-PLY
U: 345 LBS
G:1709 LBS
1A
3
_ Ii 11 11
IIr 1-PLY
U: 432 LBS
G: 164 LBS
EIA
w GT
o 3
�It
II II II II II II II 11 11 II IIII II II II It
II I II II II II I II 11 II II 11 I13.1
0E1111 II II II II
II 11 II II II II II II II II 11 II 11 IIII II II II II
I II I II II III I I II II
I I jII''II� I I ' 1 1 'I 1 I I I I 1 1 1 1 I I yIII IyI� I I 1 1 IIII I I
� I I �� �� I I � I JIIIJI'I_IIILIIIL__ llll Illl I I I I 11
II II II II II 11 11 I 1 I II 11 II II II IIII II II
i l I I I I I I I I I I I 31B I I I 2x4 WOOD
WALL W/ IIII II II II II
I I I I I I I I I I I I I I I I I I I I I I SYP. NO.2 I I I I IIII
2x4 WOOD STUDS @ N WALL W/ I I 12" O.C. I I I I SYP. NO.2 IIII II II it II
STUDS @ 11 i
1 I I I I I I I I I I
LVL 12" O.C.
-LII
till 11 II II it
— ------ -- ---� PLY
G
II� G: 5326 LBS
_ S3.1B I I
V.
II II 4 II II II
3.1
II II II II II
4 - II II II II II II II II II II
3.1- II II II II II II II II
10E TTj II II II II II II II 11 II II
_
PRE-FABRIGATED FLOOR _ ��� — I f'�r I t—rr — 1 r—I.r —1 r
TRUSSES @ 24" O.C.
S31161 II II
II
611 11 11 1
10
ciYI OF
II 11 �� II
DBL I ITUD
II II II 11
II II II � 1 11 II II 11 it l
II II II II II II I 10E I II II
II ii II II II 131
11 11 11 II II II 11 11 it 11
FIRST FLOOR FRAMING PLAN
SCALE: 1/4" = V-0"
4
4
1441 N. RONALD REAGAN BLVD
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325 J
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may..
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4
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ti
sVHDIV. 8e LOT:
CREEKSIDE
LOT 44
PROJECT#
04321.000 044R1
MODEL•
4EHB
"2605-HAYDEN"
GARAGE SWING:
RIGHT
PAGE:
FIRST FLOOR
FRAMING
PLAN
L60 MPH EXP.
rsuar s 05 23 18
DATE:
sCAxm: 1/4"=1'-0" 1
SHEET
s
PLYWOOD SHEATHING, SEE
A-USP DTC TRUSS ANCHOR "ROOF/WALL/FLOOR
B-(1) USP DTHA20 TRUSS ANCHOR (1 PLY) SHEATHING
WITH (18) 1Od x 1 1/2" TO TRUSS PLYWOOD SHEATHING, SEE ENGINEERED WOOD FASTENER SCHEDULE" # 1175 UPLIFT USP
C- (2) USP TA20R TRUSS ANCHORS (2 OR "ROOF/WALL/FLOOR TRUSSES @ 24" O/C, HTWM20 W/10 1Od TO
MORE PLY) WITH (10) 10dx 1 1/2" NAILS TO SHEATHING SUBMIT SHOP DRAWINGS TRUSS AND (4) 1/4"x 2 1/4"
TRUSS.PROVIDE 5" MINIMUM CONCRETE FASTENER SCHEDULE" FOR REVIEW TAPCONS TO CONT
EMBEDMENT. DBL STRAP, 1 EACH SIDE AND APPROVAL POURED LINTEL
WRAPS UP AND OVER TRUSS (NOT SHOWN)
(2) USP TA20R TRUSS # 1900 UPLIFT (2) USP
ANCHOR WITH (16) 1Od HTWM20 INSTALLED ON PRE-ENG TRUSS
x 1 1/2" NAILS TO OPPOSITE FACES OF
TRUSS. PROVIDE 5" BLOCK WALL W/10 1Od TO
MINIMUM CONCRETE TRUSS AND (4) 1/4" x 2 1/4"
EMBEDMENT. DBL TAPCONS TO CONT CONTINUOUS BOND BEAM
2x WOOD FASCIA SEE STRAP, 1 EACH SIDE POURED LINTEL
ARCHITECTURAL 2x6 Ll WRAPS UP AND OVER
SECURED W/ (2) 16d TRUSS (NOT SHOWN) (1A) USP RFUS STEEL CONNECTOR
GALV. COMMON NAILS. ENGINEERED WOOD USED IN CONJUNCTION WITH (4) 3/4"x6" WEDGE BOLTS AND
1x2 SECURED W/ 10d TRUSSES @ 24" O/C, WITH HEAVY UPLIFT (12) WS3 SCREWS
GALV. COMMON NAILS SUBMIT SHOP DRAWINGS CONNECTOR (2B) USP USC** WITH (2) 3/4"x6" WEDGE
12" O/C FOR REVIEW ANCHORS AND (8) 16d NAILS
AND APPROVAL 2x WOOD FASCIA SEE (2C) USP USC** WITH (4) 3/4"x6" WEDGE
ARCHITECTURAL 2x6 ANCHORS AND (8) 16d NAILS
SECURED W/ (2) 16d
MASONRY BOND BEAM GALV. COMMON NAILS. IF 4 BOLTS ARE USED
MASONRY BOND BEAM
SEE SCHEDULE lx2 SECURED W/ 10d ENSURE THAT CELLS ARE GROUTED
SEE SCHEDULE
A ALLOWABLE UPLIFT = 1825 LBS (1 STRAP) (1 OR MORE PLY) GALV. COMMON NAILS SOLID, 8" EACH WAY OF BOLTS TAP CONS MIN. 2"
B ALLOWABLE UPLIFT = 2430 LBS (1 STRAP) (1 PLY) 12" O/C A ALLOWABLE UPLIFT = 7910 LBS (4 WEDGE BOLTS IN RFUS) COVER 2" APART
C ALLOWABLE UPLIFT = 2410 LBS (2 STRAPS) (2 OR MORE PLY) B ALLOWABLE 223 LBS (2 WEDGE BOLTS)
C ALLOWABLE UPLIIFT = 102543 LBS (4 WEDGE BOLTS) REPAIR OF MULTIPLE
TYPICAL TRUSS/ TYPICAL ROOF MISPLACED EMBEDDED TRUSS ANCHOR
1a 1b 1c GIRDER CONNECTOR(S) SCALE:314"=1'-0" 2a 2b 2c GIRDER CONNECTOR(S) SCALE 3/4"=1'-0" SCALE:3/4"=1'-0"
3/4" T & G SUE3FLOOR GLUED AND BRACE W/ (3) 12dD@ EA. IAG 2x4 BLOCKING BETWEEN
X-BRACING IS PRESENT AT
LSTA12 20 GAUGE
SCREWED AS COVER 5DTRUSS S)E TO TRUSSES WHERE
4'-0" O.C. (AT SHEATHING
SEAMS)
W/ 10dx1/2 HPG COMMON NAILS. 0'-0" TO 30'-0" (1) "X" BRACE
@ EACH END TOTAL OF 10 6-0" MAX 30'-1" TO 60'-0 (3) "X" BRACE SECURE 2x8 PT. PLATE
PER ELEVATION
FLOOR SEE PLAN (1) "X" BRACE @CENTER TO BLK W/ 1/2" DIA.
GIRDER FOR LOCATION (2) "X" BRACE DIVIDED EQUALLY ANCHOR BOLT W/ 2"
v FROM CENTER TO END, WASHER SET IN HIGH
_ 2x WOOD FASCIA, STRENGTH EPDXY 6"
1x4 DIAGONAL SEE ARCHITECTURAL MIN. EMBED. AT 32" OC
MAX.
PER ELEVATION BTM. CHORD
BRACING, SEE PRE-ENG GABLE TRUSS SECURE GABLE TO 2x8
PRE-ENG FLOOR TRUSS P.T. PLATE W/ 12d's 8"
PLAN FOR LOCATION
tq STIFFBACK (AS PER O.C. MAX
5/8" GYPSUM BOARD OR 1/2" HIGH o J } MAY NOT BE TRUSS ENG)
STRENGTH CLG. BOARD iv p F REQUIRED CONT. 2x4 SECURED W/
(2) 10d's @ EACH TRUSS
SECURE TRUSS TO TOP PLATE w/ (2) TO BE INSTALLED @
16d TOENAILS BTM. CHORD OF 1U-0" O.C. MAX.
DOUBLE TOP PLATE HTT4 W/ 5/8" A.B. WITH WOOD ROOF TRUSSES
zz
MIN. 7" EMBEDMENT
TO SLAB & (20) 16d x SEE SCHEDULE FOR
2x4 OR 2x6 WOOD BEARING 2-1/2" NAILS TO POST.,
WALL W/ SYP No 2 STUDS SEE POST TO SIT DIRECTLY BOND BEAM REQ.
PLANS FOR SPACING. SINGLE ON SLAB
BTM. PLATE TO BE PT.
PROVIDE DBL. TOP PLATE vz
PROVIDE BLOCKING �a 1x4 BTM. CHORD END WALL OR OTHER
77
BRACING 6'-0" O/C END TYPE CONDITION, IF
1/2" GYP. WL BD. ° a MAX., SECURED W/ DEPICTED SEE PLAN
a° a Q (2) 10d COMMON
e NAILS AT EACH BTM. CHORD BRACING LOCK WALL W/ GABLE END
CHORD �+
NTERSECTIONTYP. 6 &_Pq_RE-ENG'D
TRUSS SCALE:3/4"=1'-0"
SCALE: 3/4"=1'-0"
, °� c GIRDERM/OOD POST CONNECTIONS
a o
a a
a
4 FLOOR TRUSS CONNECTION @ L.B.W.
SCALE:3/4"=V-0" (NO UPLIFT) SPACING
CENTRAL
SPACING SPACING
SEE SEE TRUSS BRG. OR BTM.
CHEDUL SCHEDULE SEE FRAMING PLAN
6" 7" T' 6" 7" 7" 5" 5" 5"
C3
a o ITO THE USE OF ALTERNATE MATERIALS MAY BE
SEE SCHEDULE FOR BOLT SIZE SEE LEDGER SCHEDULE
NOTCH DEPTH 1/4*D w - 5 1/2" MIN. EMBED. (TYP)
HOLE EDGE S/8" USED SO LONG AS THEY CONFORM TO THE
1. ENSURE THAT EXP. BOLTS ARE PLACED INTO
HOLE DIAMETER FOLLOWING
< 2/5*D SGL. STUD GROUTED CELLS, 8" ALL AROUND BOLT.
- z 2. ALL BOLTS TO HAVE WASHERS
OUTER 1/3 OF
c 3. EXP. BOLTS SHOULD NOT BE ANY CLOSER 1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS
SPAN ONLY THAN 6" O/C. A) AN ALTERNATE STRAP MAY BE USED SO LONG AS THE NEW STRAP HAS
D/E C A 8 - Z_ 4. IN LIEU OF HILTI PAF'S, 114" DIA. x 3" MASONRY EQUIVALENT OR GREATER UPLIFT AND LATERAL (Ft AND F2) LOAD CAPACITIES
—HOLE EDGE >5/8" A - USP THDH26 G < 1200 LBS, U < 1280 LBS W/ (1) 3/4"° USP WEDGE -BOLT, 5" MIN. 0 SCREWS JAPCONS) MAY BE USED, SAME AS THE ONE SPECIFIED, CONCURRENTLY. IT SHOULD BE NOTED FLOOR AND
_ EMBED (20) 16d GALV. COMMON NAILS AND (8) 16d VALV. COMMON NAILS. FL#17232 SPACING REQUIREMENT. ROOF TRUSSES ARE SUBJECT TO LATERAL LOADS DUE TO WIND AND REQUIRE
lie B - USPTHDH26 G < 2400 LBS, U < 1425 LBS W/ (2) 3/4"° USP WEDGE -BOLT, 5" MIN. (2) _ PT9 THE CONNECTIONS INDICATED. A FLAT OR TWIST STRIP IS NOT EQUIVALENT TO
EMBED (20) 16d GALV. COMMON NAILS AND (10) 16d VALV. COMMON NAILS. FL#17232
C - USP THDH28-2 G < 2400 LBS, U < 2560 LBS Wl (2) 3/4"° USP WEDGE -BOLT, 5" MIN.
011, EMBED (36) 16d GALV. COMMON NAILS AND (10) 16d VALV. COMMON NAILS. FL#17232
D - USP THDH28-2 G < 4800 LBS, U < 2650 LBS W/ (4) 3/4"° USP WEDGE -BOLT, 5" MIN.
BTM.. HOLE DIAMETER EMBED (36) 16d GALV. COMMON NAILS AND (10) 16d VALV. COMMON NAILS. FL#17232
PLATE < 3/5*D DBL. STUD E - USP THDH28-3 G < 4800 LBS, U < 2650 LBS W/ (4) 3/4"° USP WEDGE -BOLT, 5" MIN.
EMBED (36) 16d GALV. COMMON NAILS AND (10) 16d VALV. COMMON NAILS. FL#17232
WOOD LEDGER
9 ATTACHMENT DETAIL
SCALE: 3/4"=1'-0"
STUD NOTCHING
A USP RT16A (FL#17236) OR LUGT2 (FL#17240). ROOF TRUSSES ARE SUBJECT TO UPLIFT, Ft,
AND F2 FORCES ALL AT THE SAME TIME. FLOOR TRUSSES NOT EXPOSED TO WIND ARE
SUBJECT TO Ft AND F2 FORCES.
11 ALTERNATE MATERIALS
SCALE: 3!4"=1'-0"
AND BORING LIMITS 10 WOOD LEDGER DETAIL
SCALE: 3!4"=1'-0"
LEDGER SCHEDULE
MARK
SIZE
BOLT SIZE
5' EDGE SPACING
CENTRAL SPACING
A
DOUBLE 2x8
1/2"
8" O/C
16" O/C
B
DOUBLE 2x8
3/4"
8" O/C
24" O/C
C
DOUBLE 2x10
1/2"'
8" O/C
16" O/C
D
DOUBLE 2x10
3/4"
8" O/C
24" O/C
E
DOUBLE 2x10
3/4"
6" O/C
16" O/C
F
DOUBLE 2x12
3/4"
6" O/C
12" O!C
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-774.6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
r
sysDly ae LOT:
CREEKSIDE
LOT 44
PROJECT#
04321.000 044R1
MODEL•
4EHB
"2605—HAYDEN"
GARAGE SWING:
RIGHT
PAGE:
DETAILS
60 MPH EXP.
DATE: 05/23/18
SCALE: 1/4"=1'-0"
S EMET IIII //-�\\
S a e I L y
sysDly ae LOT:
CREEKSIDE
LOT 44
PROJECT#
04321.000 044R1
MODEL•
4EHB
"2605—HAYDEN"
GARAGE SWING:
RIGHT
PAGE:
DETAILS
60 MPH EXP.
DATE: 05/23/18
SCALE: 1/4"=1'-0"
S EMET IIII //-�\\
S a e I L y
USP LFTA6 W/
8d COMMON NAILS
1/4
(16)
2x STUDS
USP LFTA6 W/ (16) 8d EACH END
DBL PT 2x6 BLK'NG BETWEEN
COMMON NAILS, EACH FL#17244
TRUSSES W/ 10d @ 3" O.C. 1ST PLY
INTO LEDGER AND 10d @ 3" O.C.
#8 WLONGOOD SCREWS x 2
FLOOR DECK
END EVERY STUD OR ON
"BUNDLE"
STAGGERED UPPER PLY INTO 2x6
HI
{II
EACH END OF
BELOW
STAGGERED
OF STUDS
#8 WOOD SCREWS t
AS SHOWN =
x 2" LONG @ 3" O.C.; �II
DBL 2X8 LEDGER
PLYWOOD FLOOR
STAGGERED OFF }
TO CMU W/ 1/2" EXP. BOLT
11
SHEATHING
CENTERLINE OFF 2x6;
{II
AT 16" O.C. AND 8" FROM {II
8" CMU WALL
3/4" AS SHOWN
8" CMU WALL END W/ MIN 5-1/2" EMBED.
REINF PER PLAN
4L
REINF PER PLAN
USP A3 EA.
Z//�_TRU
FLOOR DECK
PER ELEVATION
/q^
PER ELEVATION
NAILING PATTERN
¢ z NAILING PATTERN
a z
U)
mb=
OCQ<
� zsxw
Xo w
If
PER ELEVATION N m
PER ELEVATION N m �`-
2x6 PT TERMINATION
PRE- ENGINEERED WOOD
24" MA
2x4 STRONGBACK SECURED TO
BLOCKING SECURED TO WALL
PRE-ENGINEERED WOOD
2x4 P.T. CEILING FLOOR TRUSSES (SEE
EACH TRUSS W/ (3) 16d COMMON
W/ (6) 3/16" ° x 4 TAPCONS
FLOOR TRUSSES (SEE
NAILER W/ FRAMING PLAN)
NAILS PROVIDE 2-TRUSS LAP
1X2 FIRESTOP
FRAMING PLAN)
MASONRY NAILS
SPLICE LOCATED EITHER TOP OR
USP SPTH4/SPTH6 BTM.
DBL 2X_ LEDGER
SEE SCHEDULE
@ 12" O.C.
BOTTOM OF FLOOR TRUSS,
TYPICALLY 10'-0" BUT REFER TO
FLOOR TRUSS OR PLATE STRAPS W/ 10d x 1
1/2" HDGNAILSFL#17239
SECTION DETAIL
1X2 FIRE -STOP
SECTION DETAIL
TRUSS ENGINEERING
GIRDER TRUSS
WALL / FLOOR FRAMING, G,
AT TRUSSES BEARING
AT TRUSSES PARALLEL
2x4 STRONGBACK,
TRUSS PARALLEL TO WALL
ON EXTERIOR WALL
EXTERIOR WALL
FLOOR BRACING
2
(DITOQ SCALE:3/4"=1'-0"
SCALE: 314"=1'-0"
2x STUDS PER PLANS
2x STUDS PER PLANS
DBL PT 2x6 BLK'NG BETWEEN
2x4 CONT. W/ (8) 16d NAILS
TRUSSES W/ 10d @ 3" O.C. 1 ST PLY
#8 WOOD SCREWS
FLOOR DECK
NOTE:
@ TOP OF FLR TRUSS
INTO LEDGER AND 10d @ 3" O.C.
STAGGERED UPPER PLY INTO 2x6
x 2" LONG @ 3" O.C. {II
2x4 BLOCKING @ EA. BRACE.
TOENAIL INTO TRUSS W/ (4) 16d
STRUCTURAL SHEATHING
(TOP SUPPORTS BT.
O
PLATE OF 2ND FLR)
BELOW
STAGGERED OFF
CENTERLINE OFF 2x6;
NAILS @ EA. END
MUST NOT BREAK WITHIN
V-4" MIN. FROM 2ND. FLR.
FLOOR DECK
3/4" AS SHOWN
2x4 BRACE @ O.C. w/ (5) 1
LINE
2x6 CONT. W/ (8) 16d NAILS
DBL 2X8 LEDGER
D
NAILS @ EA. END
N
@ BT, OF FLOOR TRUSS
TO CMU W/ 1/2" EXP. BOLT {II
8d RING SHANK NAILS @ 4" O.C. MAX
(BT. 2X6 IS FOR WALL
8" CMU WALL
AT 16" O.C. AND 8" FROM
INTO BLOCKING
SHEATHING NAILER)
REINF PER PLAN
END W/ MIN 5-1/2" EMBED.
16d NAILS @ 8" O.C. MAX
1X2 FIRE -STOP
FLOOR DECK
ljop-3/4"
PER ELEVATION PER ELEVATION
PER ELEVATION
1
O
NAILING PATTERN
z
nOU
�z w
m
AdkPER ELEVATION PER ELEVATIONJ.
PER ELEVATION N V
PRE-ENGINEERED WOOD
PRE-ENGINEERED WOOD
2x4 P.T. CEILING
24" MA
FLOOR TRUSSES (SEE
FLOOR TRUSSES (SEE
NAILER W/
FRAMING PLAN)
PRE-ENGINEERED WOOD
FRAMING PLAN)
MASONRY NAILS
FLOOR TRUSSES (SEE
SEE SCHEDULE FOR SEE SCHEDULE FOR
USP HTA16 @EVERY
@12"o.a
REPAIR DETAIL IF
FRAMING PLAN)
BOND BEAM REQ. BOND BEAM REQ.
TRUSS (VERIFY W/
TRUSS PLAN)
1X2FIRE-STOP
LEDGER INSTALLED TOO LOW
USPHTA16@32"O.C.
FL#17680
AT TRUSSES PARALLEL
MAX.
(VERIFY W/TRUSS
SECTION DETAIL
PLAN)FL#17680
AT PARALLEL / PERPENDICULAR
q WALL
NOT USED
(DTIOEXTERIOR
,_
3/4'-1'-0"
PRE-ENG FLOOR TRUSSES
7
SCALE:
6
PRE-ENG GABLE TRUSS
2x4 BLOCKING BETWEEN TRUSSES
STRAP TRUSS TO PL.
PRE-ENG
AT FIRST TWO BAYS 4'-0" O.C. (AT
®• PRE-ENG'D
SEE SCHED. BELOW
ROOF TRUSS
SHEATHING SEAMS} (BLOCKING
/ TRUSS
) @ 24" O.C.
NOT SHOWN FOR CLARITY)
2X4 DIAGONAL BT ORD
PER ELEVATION
BRACING. SEE PLAN FO
FOR STRAPPING
PRE-ENG ROOF TRUSS
LOCATION
VERIFY
W/ TRUS S PLAN
TRUSS TO TOP PLATE
GYPSUM BOARD OR 1/2 HIGH
SECURE 2x8 PT. PLATE TO BLK
A - USP MTW-12 U < 1195 LBS44146
STRENGTH C G BO51811
RD
SYP NO. 2
W/ 1/2" DIA. ANCHOR BOLT W/ 2"
W/ (14) 10d GALV. COMMON
SECURE TRUSS TO TOP PLATE w/ (2)
WOOD POST TO
WASHER SET IN HIGH
NAILS.
16d TOENAILS
SLAB. SEE
STRENGTH EPDXY 6" MIN.
B - (2)USP MTW-12 U < 2390
DOUBLE TOP PLATE
SCHEDULE
EMBED. AT 32" OC MAX.
LBS 10d GALV.
BELOW FOR
SECURE GABLE TO 2x8 P.T.
COMMON NAILS EA.
2x4 OR 2x6 WOOD BEARING
CONNECTION
PLATE W/ 12d's 8" O.C. MAX
WALL W/ SYP No 2 STUDS SEE
PLANS FOR SPACING. SINGLE
CONC. POURED
BTM. PLATE TO BE PT.
LINTEL COURSE
PROVIDE DBL. TOP PLATE
0.
PROVIDE BLOCKING
:Q
.
USP SPTH4 OR SPTH6 BTM
1/2" GYP. WL. BD.
AND TOP PLATE ANCHORS W/
SECURE BT. PLATE TO SLAB W/
10d x 1 1/2" COMMON NAILS
1/2"x9" WEDGE ANCHOR W/ 2"
CONT. 2x4S EDW/(2)10d's@EACH
FILL ALL HOLES, DO NOT USE
WASHER SET IN HIGH STRENGTH
TRUSS/WOOD POST CONNECTIONS
TRUSS TO BE INS D @ 1 U-0" O.C. MAX.
10d x 3"
EPDXY 5-1/2" EMBED. MIN. @ 16"
10a 10b 10c
00 MAX.
GABLE END BRACING W/ PRE-ENG
as
GABLE TRUSS @ CMU WALL
a
TRUSS TO POST CONNECTION
8
SCALE: 3/4"=1'-0"
°'a
A - USP MTW-12 U < 1195 LBS W/ (14) 10d GALV. COMMON NAILS. FL#17244
a°
•
B - USP HTW-20 U < 2045 LBS W/ (20) 10d VALV. COMMON NAILS. FL#17244
°
C - USP MUGT/PHD4A U < 3715 LBS MUGT TO TRUSS W/ (4) 10d GALV.
COMMON NAILS TOP, (6) 10d GALV. COMMON NAILS FACE, (12) 10d
COMMON NAILS BACK, (1) 5/8"° A.T.R. TO PHD4A AND (10) WS3 WOOD
SCREWS TO POST FL#17240/FL#172419
TRUSS
CONNECTION @ L.B.W.
POST TO SLAB CONNECTION
9a 9b SCALE 3/4"=1'-0"
A&B - USP PAU44 POST BASE <U:2,265 G 6775 W/ 518 DIA. x 6" EXP. BOLT FL#17239
USP PAU46 POST BASE <U:2,265 GA 3,815 W15/8 DIA. x 6" EXP. BOLT FL#17239
C - USP HTT4 POST ON SLAB <U:4,465 W/ 5/8" A.B. WITH MIN. 7" EMBEDMENT TO SLAB
& (20) 16d x 2-1/2" NAILS TO POST. FL#17324
1441 N. RONALD REAGAN BLVD
LONGWOOD, FL 32750
PH: 407-7746078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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sLJHDIV. ee LOT:
CREEKSIDE
LOT 44
PROJECT�E
04321.000 044R1
MODEL:
4EHB
"2605—HAYDEN"
GARACM STOINGP:
RIGHT
PAGE:
DETAILS
60 MPH EXP. C
ARCHITECT-
STATE OF FLORIDA
NDAA
AR NO
'`-tea. `
DATE: 05 23 18
SCALE: 1/4"=1'-0" 1
SHEET
Sae IB
I
SECOND FLOOR PLAN
SCALE: 1/4" = V-0"
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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SUBDIV. 1!C LOT«
CREEKSIDE
LOT 44
PROJECT#
04321.000 044R1
MODEL:
4EHB
"2605-HAYDEN"
GARAGE B ViING:
RIGHT
PAGE:
SECOND
FLOOR PLAN
L160 MPH EXP. C
ARCHITECT
STATE OF FLORIDA
9 20I
r.Al
DATE: 05 23/18
SCALE: 1/4"=1'-O" 1
SHEET
S4
= a
LAP TOP PLATE A MIN. OF 48"
AND NAIL W/ 16d COMMON
NAILS, 2-ROWS, 4" O.C. BTM.
LAP TO OCCUR OVER STUD
3/4" DIA. x 8" MIN. EXPANSION
BOLT W/ 3x3 OVERSIZED
WASHERS PLACED 16" O.C. 4"
MIN. CONC. EMBEDMENT
2x MID -HEIGHT BLOCKING -
AND ANY PLYWOOD SEAMS
W/ (2) 16d TOE -NAILS, EACH
END
USP RT16A W/ 10d x 1 1/2"
GALV. COMMON NAILS, FILL
ALL HOLES FL#172367236
2x HEADER SEE PLAN FOR SIZE
AND QUANTITY PROVIDE 1x
WOOD OR 1/2" PLYWOOD
FILLER(S). NAIL ALL TOGETHER
W/ 16d COMMON NAILS,
2-ROWS, 6" O.C.
SHORT 2x STUDS
BETWEEN HEADER ABOVE AND
FRAMING DIRECTLY ABOVE
WINDOW
SHORT 2x STUDS
BENEATH WINDOWSILLS
2x HEADER SEE PLAN FOR —
SIZE AND QUANITY
PROVIDE 1x WOOD FILLER(S).
NAILS ALL TOGETHER W116d
COMMON NAILS, 2-ROWS, 6"
O.C.
--LJ OCCUR OVER STUD. NAILS, (7) EACH END TOTAL OF 14
4" NAILS. APPLIED TO INSIDE FACE
*TYP. ONLY FL#17244
SEE SCHED
FOR # STUDS
UNDER
HEADER
i0
SEE SCHED -
FOR # FULL
HEIGHT
'
.: 2x STUDS
(1) 2x FLAT TOE NAILED TO
JACK STUDS_
_ ..,...
4" 4" 3X3 OVERSIZED WASHERS PLACED 4" '
TYP. TYP. 32" O/C 6" MIN CONC.EMBED. TYP.
vPAAG�:1
PROVIDE (3) STUDS @
CORNERS LAP TOP
PLATE MEMBERS
PLYWOOD SHEATHING, SEE
"ROOF/VVALL/FLOOR SHEATHING
FASTENER SCHEDULE"
0
J
Cl
DEL. TOP PLATE
CONT.
26 BLOCKING FOR SHUTTER
INSTALLATION. PROVIDE 1/2"
PLYWOOD FILLER(S). NAIL
ALL TOGETHER W/ 16d
COMMON NAILS, 2-ROWS, 6"
O.0
(1) 2x6 FLAT TOE NAILED TO
JACK STUD 2x NAILED INTO
INSIDE AND OUTSIDE PLY OF
FILLER BELOW W/ 16d
COMMON NAILS, 6" O.C.
2x6 BLOCKING FOR SHUTTER
INSTALLATION. PROVIDE 1/2"
PLYWOOD FILLER(S). NAIL
ALL TOGETHER W/ 16d
COMMON NAILS, 2-ROWS, 6"
2x MID -HEIGHT BLOCKING
AND ANY PLYWOOD SEAMS
W/ (2) 16d NAILS EACH END
16" MAX.
(3) 2x12 HEADER PROVIDE DBL. TOP PLATE
1/2" PLYWOOD FILLER(S). NAIL
ALL TOGETHER W/ 16d CONT.
COMMON NAILS, 2-ROWS, 6" _ — —
O.0
1 r (V
N -
�
0)
2x12's 2x10's 2x8's
(5) 2x STUDS IN CORNER. NAIL
THE (3) CORNER STUDS
TOGETHER W/ 16d NAILS, 3"
O.C.
2x STUDS
SPACING SPECIFIED
ON PLANS
(4) 2x STUDS IN CORNER. NAIL
THE (3) CORNER STUDS
TOGETHER Wt 16d NAILS, 3"
O.C.
NUMBER OF HEADER STUD SUPPORTING HEADER ON EACH SIDE
NUMBER OF KING STUDS
EACH END OF HEADER
HEADER SIZE
(2) 2x6
(3) 2x6
(2) 2x8
(3) 2x8
(2) 2x10
(3) 2x10
(2) 2x12
(3) 2x12
STUDSPACING @ 16'' O C
STUD SPACING @ 24' O C.
E34
N
0-
O
ly
(D
0
D
ce
Q
(2 2x4
2) 2x4
2) 2x4
(3) 2x4
(3) 2x4
SEE PLAN
SEE PLAN
SEE PLAN
SPAN
KINGS
SPAN
KINGS
2x6
(2) 2x6
(2) 2x6
(2) 2x6
(2) 2x6
(2) 2x6
(2) 2x6
(3) 2x6
0 - 2 ft
1
0 - 2 ft
1
2x4
2x4
2) 2x4
2 2x4
(2) 2x4
(3) 2x4
(3) 2x4
SEE PLAN
3 - 4 ft
2
3 - 4 ft
2
2x6
2x6
2x6
(2) 2x6
(2) 2x6
(2) 2x6
(2) 2x6
(2) 2x6
5 - 6ft
2x4
2x4
2x4
(2 2x4
2 2x4
(2) 2x4
(2 2x4
2 2x4
5 - 6ft
3
5 - 6ft
2
2x6
2x6
2x6
2x6
2x6
(2) 2x6
(2) 2x6
(2) 2x6
7 - 8 ft
3
7 - 8 ft
3
7 - 8 ft
2x4
2x4
2x4
2x4
(2) 2x4
2 2x4
(2) 2x4
(2) 2x4
9 - 10 ft
5
9-loft
3
2x6
2x6
2x6
2x6
2x6
2x6
2x6
(2) 2x6
9-loft
2x4
2x4
2x4
2x4
2 2x4
(2) 2x4
(2) 2x4
2 2x4
10 - 12 ft
5
10 - 12 ft
4
2x6
2x6
2x6
2x6
2x6
2x6
2x6
2x6
10 - 12 ft
2x4
2x4
2x4
2x4
2x4
(2) 2x4
2 2x4
(2 2x4
2x6
2x6
2x6
2x6
2x6
2x6
2x6
2x6
TYPICAL EXTERIOR WOOD FRAME
WALL CONSTRUCTION DETAIL
NAIL STUDS '`—NAIL STUDS
TOGETHER W/ TOGETHER W/
12d @ 6" O.C. 12d @ 6" O.C.
PROVIDE (3) STUDS @
CORNERS LAP TOP
PLATE MEMBERS
PLYWOOD SHEATHING, SEE
"ROOFMALUFLOOR SHEATHING
FASTENER SCHEDULE"
1/2" DIA. USP 7250SD
BOLTS 5" MINIMUM
EMBEDMENT INTO GROUTED
CELL, 4" FROM ENDS AND
16" O.C. VERTICALLY MAX
NAIL STUDS
TOGETHER W/
12d @ 12" O.C.
C2
EXTERIOR MASONRY / WOOD
CONNECTIONS
1/2" DIA. USP 7250SD
BOLTS 5" MINIMUM
EMBEDMENT INTO GROUTED
CELL, 4" FROM ENDS AND
16" O.C. VERTICALLY MAX
SCALE: 1 1 /2"=1'-U"
0
L
f7
0
16" MAX.
PROVIDE (3) STUDS @
CORNERS LAP TOP
PLATE MEMBERS
NAIL STUDS
TOGETHER W/
12d@6"O.C.
PLYWOOD SHEATHING, SEE —
"ROOF/WALL/FLOOR SHEATHING
FASTENER SCHEDULE"C3
SCALE: 3/4"=1'-U"
1441 N. RONALD REAGAN BLVD
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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SVHDIV. de LOT:
CREEKSIDE
LOT 44
PROJECT*
04321.000 044R1
MODEL:
4EHB
"2605-HAYDEN"
GARAGE SWING:
RIGHT
PACE:
DETAILS
60 MPH EXP. C
ARCMTECT.
STATE OF FLORIDA
IMAY 2 9 018
A AB QU ACRA
AR NO 93 3
` 05/23/18
DATAT E:
SCALE: 1/4"=1'-0"
SHEET S4. IIIII1 /®�
l 1
37'-6"
33'-8" Xf
27'-8"
23'-4"
16'-4"
6'_2"
2'-4"
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3'-4" i r
10'-4" '
14'-2"
2,_9„
L-------- —� 6_8..
11'-0"
SECOND FLOOR DOWEL PLAN
SCALE: 1/4" = 1'-0"
1441 N. RONALD REAGAN BLVD
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325 oo
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StmDIV. & LOT:
CREEKSIDE
LOT 44
PROJECT#
04321.000 044R1
MODEL:
4EHB
"2605-HAYDEN"
GARAGE STfMG:
RIGHT
PAGE:
SECOND FLOOR
DOWEL PLAN
60 MPH EXP. C
AFCHTECT:
STATE OF FLORDA
D TE 05/23/18
SCALE: 1/4"=1'-0"
SHEET
S4.2
FRAMING NOTES:
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: USP DTC W/ (13) 10d x 1 1/2" HDG NAILS.
SMALL JACKS < Y MAY BE NAILED W/ (10)d x 1 1/2" HDG NAILS, CONCRETE TO
WOOD FLOOR:
USP LPTA W/ (10) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD:
USP RT16A OR LUGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES.
2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER
SCHEDULE.
3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE
MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH
MANUFACTURER'S SPECIFICATIONS.
4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS
ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON LINTEL
MANUFACTURER SHOWN IN STRUCTURAL PLANS.
6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
CLEAR SPAN OPENINGS.
7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4").
8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE
SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE
FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS
LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND
APPROVAL.
9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED
FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C.
10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
12. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
HEADER SCHEDULE
MARK
SIZE &
REMARK
DESCRIPTION
90
(2) 2X8
BEAM SCHEDULE
ZNZM INDICATES OPENING BELOW / T.O.B.
= TOP OF BEAM / B.O.L. = BOTTOM OF LINTEL / T.O.A. = TOP OF ARCH / T.O.S = TOP OF SLAB
ABBREVIATIONS
E.E. = EACH END, O/C = ON CENTER, F.E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT
MARK
DESCRIPTION
Pc
(psi)
SIZE
W'xH'
REINFORCEMENT
STIRRUPS
REMARKS
BTM.
TOP
MID
SIZE
SPACING
BB1
MASONRY
3000
8x16
—
(1) #5
(1) #5
N/A
—
GROUTED SOLID
3132
MASONRY
3000
8x8
—
(1) #5
—
N/A
—
GROUTED SOLID
"CAST-CRETE" SAFE LOAD TABLES
SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS
SAFE LATERAL LOADS FOR
8" PRECAST & PRESTRESSED U-LINTELS
SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS
SAFE LOAD -POUNDS PER LINEAR FOOT
�~m
SAFPLOAD
C~C��
�/
SAFE LOAD -POUNDS PER LINEAR FOOT
TYPE
LENGTH
6U$
8F8-OB
8F12-0B
8F16-0B
8F20-08
BF24-OB
BF28-0B
6F32-08
TYPE
LENGTH
8U8
8F8
RCMU
TYPE
LENGTH
8F&1T
8F12-1T
8F16-1T
8F20-1T
8F24-IT
8F28-iT
8F32-1T
8F8-1B
8F12-1B
8F16-1B
BF20.1B
BF24-18
BF26AB
8F32-1B
BF8-2T
8F12-2T
8F16-2T
8F20-2T
8F24-2T
8F28-2T
8F32-2T
3'-6" (42') PRECAST
2231
3069
3719
5163
6607
8054
9502
10951
3'-6" (42) PRECAST
025
024
1598
3'-8" (42') PRECAST
1569
2655
3524
4394
5263
6132
7001
3069
4605
6113
7547
8974
10394
11609
1569
2655
3524
4394
5263
6132
1 7001
2561
2751
3820
4890
5961
7034
8107
1363
2305
3060
3815
4570
5325
1 8079
4'4" (48') PRECAST
1966
2693
4605
6113
7541
8974
10394
11809
4-0 (48) PRECAST
765
763
1309
1
4-0 (48) PRECAST
136:
4'-6" (54') PRECAST
15gg
1969
2110
2931
3753
4576
5400
M4
4'-8" 54' PRECAST
( )
592
591
073
4'-6" (54') PRECAST
1201
2189
4375
1 6113
7547 )
8672
10294
11809
120i
5-4"" (64') PRECAST
1217
1349
1438
1999
2560
3123
3686
4249
5'4„ (641 PRECAST
411
411
745
5'-4" (64") PRECAST
101E
18,3
3090
5365
7541m)
7342(,er
8733,y
10127)ig)
101E
6-10" (70') PRECAST
082
1105
1173
1631
2090
2549
3009
3470
5'-1C" (70) PRECAST
340
339
616
I
5'-10" (70') PRECAST
909
1451
2622
4360
7168,ws7
6036),e)
7161 r;
8328 ¢a)
929
6'-6" (78") PRECAST
908
1238
2177
3480
3031
3707
4383
5061
6-6(781 PRECAST
507
721
490
6'-6" (78") PRECAST
635
1236
2177
3480
5381
6380
103947.
8825 )14)
635
T-6" (90') PRECAST
743
1011
1729
2632
2205
2696
3191
3685
T-6" (90) PRECAST
424
534
363
T-6" (90") PRECAST
727
loll
172s
2661
3898
5681
8467,t;
6a7z s
727
9'-4" (112") PRECAST
SSq
699
1160
1625
2564
3486
2818
3302
9-4' (112') PRECAST
326
512
230
9'-4" (112') PRECAST
591
752
1245
1843
2564
3486
4705srr
8390,an
591
10'-8" (126") PRECAST
475
535
890
1247
2093
2777
2163
2536
10'-6'" (126") PRECAST
284
401
180
0'-6" (126") PRECAST
530
643
1052
1533
2093
2781
3643r,;
4754 )as)
530
1T-4" (136") PRECAST
362
582
945
1366
1846
2423
3127
4006
1T-4^ (136') PRECAST
260
452
154
11'-4" (136') PRECAST
474
5ez
945
366
eae
zaz3
31z7
ao96
494
12'-0" (144") PRECAST
337
540
B73
1254
1684
2193
2805
3552
12'-0" (144') PRECAST
244
402
137
12'-0" (144') PRECAST
470
Sao
673
z5a
se4
2193
zeds
3552
470
13'-4" (160") PRECAST
296
471
755
1075
1428
1838
2316
2883
13'-4^ (180) PRECAST
217
324
0
13'-4" (160') PRECAST
411
471
755
1075
1428
1326
1838
2316
26E3
428
14'4" (168') PRECAST
279
424
706
1002
1697
2127
2630
14'-V' (1W) PRECAST
205
293
100
14'-0" (168') PRECAST
364
4az
706
99z
1326
ts97
2127
2639
410
14'-8" (176') PRESTRESSED
N.R.
NR
NR
NR
NR,
NR
NR
NR
14'-8" (17e) PRESTRESSED
N.R.
284
91
14'-8" (176') PRESTRESSED
z39
458
783
1370
1902
2245
2517
2712
246
16 4" (184') PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
15'4" (184') PRESTRESSED
N.R.
259
83
15'-4" ( 184') PRESTRESSED
224
412
710
1250
1733
2058
2320
2513
230
1T-4" (208') PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
17' 4" (2W8 PRESTRESSED
N.R.
194
64
17'-4" (208') PRESTRESSED
187
300
548
950
1326
1609
1649
2047
192
19'-4" (232") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
cft
NR
19'4' (232") PRESTRESSED
N.R.
148
52
19'-4" (232") PRESTRESSED
162
235
420
750
1031
1282
1515
1716
166
21'-4" (256') PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
21'-4" (256") PRESTRESSED
N.R.
125
42
21'-4" (256') PRESTRESSED
142
180
340
598
845
1114
1359
1468
142
22-0" (264') PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
22'-0" (284') PRESTRESSED
N.R.
116
40
22'-0" (264') PRESTRESSED
137
165
315
550
784
1047
1285
1399
137
24'-0" (288') PRESTRESSED
N R
NR
NR
NR
NR
NR
NR
NR
24'-0" (288') PRESTRESSED
N.R.
91
33
24'-0" (288') PRESTRESSED
12q
2040
2707
3375
2040
2707
3375
IZ2.LL
2276 a
2838
1715
2276
2838
1567,s
206 ,3
2593
1567
2060
2593
1407)2s)
186 2,)
2329
1407
1868
2329
1065ps)
1624pi)
2025
1224
1624
2025
708 2s
1136 a
1474
862
1318
1643
575 za
916,E
1188
695
1180 6)
1472
504 rrm
800 n,,
1037
550
940 m
1302
326p2
607 .m
785
480
780 0r
1159
358 an
560,n
724
425
717 sr
1063
334,2q
520 psr
672
395
663
980
313 0
486 2s)
627
368
618
908
263 \e
405 us
521
306
506 Br
740
229 (n)
348 rzs)
447
263
429
623
204 n�
307 on
393
4043 4711 5379
4043 4711 5379
3399 3961 4522
3399 3961 4522
3107 s) 3620 a) 4133 4T
3107 3620 4133
2790,s 3251 ,a 3712„2)
2790 3251 3712
2426z� 2827� 3228(ea)
2426 2827 3228
18153a 2157 3a 2500 34
1969 2294 2619
1461 1736 33 2011(,)
1763 m 2055 2346
889,301 1054
1358;23, 158:
825 pq) 978
13032s 151E
769 ze 911
1240,2s 14R
638 , 756
1005,27t 1271
547 O 647
141 R@ 105£
4B0 n 568
1220 um
1734 ¢a;
EHE
166gL
ELL
1473 p�;
747 E
12M
655 nm
128 250 450 654 884 1092 1222 1241 202 1 319 (7)1 455 16)606 23 757(27) 876 27
(#) THE NUMBERS IN PARENTHESIS ARE PERCENT (#) THE NUMBERS IN PARENTHESIS ARE PERCENT
REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR.
- ALL VALUES TAKEN FROM "SAFE LOAD TABLES" BY CASTCRETE MAY 2015 EDITION - PRECAST PRODUCTS BY OTHERS TO MEET OR EXCEED VALUES STATED ABOVE
-ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS - PROVIDE MINIMUM 4" OF BEARING PAST EACH SIDE OF WINDOW OPENING
PRODUCT CONTROL NOTICE OF ACCEPTANCE F.E.C.P. CORPORATION-CASTE-CRETE
DIVISION ACCEPTANCE#: 16-0126.03
msa > su..1_� - _--, - w nN't% x- wwx M, sxc M VAAIv sww nxx v+c, ;.. , ,.. -
.. x ra MN msn »ms M = D .anww MI,
u V\ v
8F16-1T/OM/OB 8F16-1T/OMIOB 8F16-1T/0M/0B
2 4�
o
2.1
%
'6 1eY
\
GT\\
Tr,
1%
U.N.O. PROVIDE BB2 WHERE
ROOF TRUSSES BEAR,
u TOP OF WALL EL 18'-8"
use..
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110
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� SiyS AlE 'N3' � ia9'. 3y$ grypni t\ii@
FW\° PHU tU\\'tt
$A'A\
____
—
SECOND FLOOR LIFT BEAM PLAN
SCALE: 1/4" = V-0"
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-774-6078
FAX:407-774-4078
www.abdesigngroup.com
AA #: 0003325
Ig
0
03
A
F
ti
SVHDIV. 8e LOT:
CREEKSIDE
LOT 44
PROJECT#
04321.000 044R1
MODEL:
4EHB
"2605-HAYDEN"
GFAl2ACM ST ING4:
RIGHT
PAGE:
SECOND
FLOOR
LIFT BEAM
PLAN
60 MPH EXP. C
ARCM ECT-
WATE OF FLORIDA
AY 18
A CHACRA
AR NO 93723
PRINT
TEE- 05/23/18
SCALE: 1/4"=1'-0"
SHEETC
A�_.J 5
FRAMING NOTES:
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: USP DTC W/ (13) 10d x 1 1/2" HOG NAILS.
SMALL JACKS < 9' MAY BE NAILED W/ (10)d x 1 1/2" HDG NAILS, CONCRETE TO
WOOD FLOOR:
USP LPTA W/ (10) 1Od x 1 1/2" HDG NAILS, WOOD TO WOOD:
USP RT16A OR LUGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES.
2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER
SCHEDULE.
3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE
MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH
MANUFACTURER'S SPECIFICATIONS.
4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS
ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON LINTEL
MANUFACTURER SHOWN IN STRUCTURAL PLANS.
6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
CLEAR SPAN OPENINGS.
7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4").
8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE
SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE
FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS
LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEWAND
APPROVAL.
9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
SECURE 2x MEMBERS TO WALL WITH HILT[ X-ZF, POWDER ACCTUATED
FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C.
10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
12. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
TRUSS MANUFACTURER / ENGINEER NOTES:
1. ROOF GIRDERS W/ UPLIFT IN EXCESS OF 2,500 LBS SHALL BE
FABRICATED W/ A 2x6 BTM. CHORD (MIN.)
2. COORDINATE ANY TRAY/COFFERED CEILINGS, AND ATTIC ACCESS
WITH THE ARCHITECTURAL PLANS TRAYS AND COFFERS ARE NOT
SHOWN ON THIS PLAN IN ORDER TO AVOID CONFUSION AND MISTAKES.
3. TRUSS COMPANY / ENGINEER IS RESPONSIBLE FOR ALL TRUES TO
TRUSS CONNECTIONS.
4. AVOID PLACING A TRUSS PERPENDICULAR TO A STEEL COLUMN.
MAINTAIN AT LEAST S" FROM THE CENTER OF THE COLUMN.
COLUMN SCHEDULE
MARK SIZE & BASE PLATE OR
DESCRIPTION REINFORCEMENT
WD-1 4X6 (3 y"x5 Y") BYP. PAU46 W/5/8" DIA x 5"
PT., WOOD POST EXP. BOLT
REMARK
SS3.1 A
4
2 PLY
U:-2072
G: 3113
2 PLY
U:-1500
G:3800
ROOF FRAMING PLAN
SCALE: 114" = V-0"
2 PLY
U:-2040
G: 3084
U:-900
G:2100
1 PLY
U:-1050
G:2600
1441 N. RONALD REAGAN Bl
LONGWOOD, FL 32750
PH: 407-7746078
FAX: 407-774-4078
www.abdesigngroup.com
1 AA #: 0003325
E
W
0
4
E
SVHDIV. & LOT:
CREEKSIDE
LOT 44
PROJECT
04321.000 044R1
MODEr •
4EHB
"2605- HAYDEN"
;ARAGE S7rMG:
RIGHT
PAGE:
ROOF
FRAMING
PLAN AND
NOTES
60 MPH EXP. C
ARCHITECT-
STATE OF FLONDA
U
AC
AR NO 937,
`' &N `
DATE: 05 23 18
SCALE: 1/4"=11— 0"
SHEET
S
USP RT16A WHEN INSTALLING (1) USP
(1 OR 2
) RT16A ON THE INSIDE 1 OR 2} USP LUGT2
TRUSS ANCHOR WITH
FASTEN EACH STUD TO DBL. TRUSS ANCHOR WITH
1 Odxl 1/2" HDG NAILS TO TOP PLATE W/ USP SPT24 PLYWOOD SHEATHING, SEE PLYWOOD SHEATHING, SEE
TRUSS AND 10dx3" HDG NAIL PER MANUF. SPECS. "ROOF/WALL/FLOOR 1Odxl 1/2" GALV. COMMON "ROOFNVALL/FLOOR
NAILS TO SHEATHING NAILS, FILL ALL HOLES. SHEATHING
TOP PLATE. FIRST ONE FASTENER SCHEDULE" FIRST ONE FASTENER SCHEDULE"
APPLIED TO INSIDE FACE APPLIED TO INSIDE FACE
OF WALL. IN ADDITION, OF WALL. IN ADDITION,
ADD (4) 16d TOE -NAILS, 2 ADD (4) 16d TOE -NAILS, 2
EACH SIDE OF TRUSS. EACH SIDE OF TRUSS
2x WOOD FASCIA SEE 2x WOOD FASCIA SEE ROOF TRUSS UPLIFT
ARCHITECTURAL 2x6 ARCHITECTURAL 2x6 CONNECTOR NOT SHOWN
SECURED W/ (2) 16d SECURED W/ (2) 16d FOR CLARITY (SEE SHOP
GALV. COMMON NAILS. ENGINEERED WOOD GALV. COMMON NAILS. ENGINEERED WOOD DWGS.)
1x2 SECURED W/ 1 Od TRUSSES @ 24" O/C, 1x2 SECURED W/ 1 Od TRUSSES @ 24" OlC,
GALV. COMMON NAILS SUBMIT SHOE' DRAWINGS GALV. COMMON NAILS SUBMIT SHOP DRAWINGS FASTEN EACH STUD TO
12" O/C FOR REVIEW 12" OC FOR REVIEW DBL. TOP PLATE W/ USP
AND APPROVAL AND APPROVAL SPT24 NAIL PER MANUF.
SPECS.
2x STUDS 2x STUDS
2x BLOCKING 2x BLOCKING
AT ALL PLYWOOD AT ALL A ALLOWABLE UPLIFT = 1160 LBS (1 STRAP) SEAMS PLYWOOD A ALLOWABLE UPLIFT = 2260 LBS (1 STRAP) TOP PLATE ROLLOVER
SEAMS B ALLOWABLE UPLIFT = 2320 LBS (2 STRAPS)
B ALLOWABLE UPLIFT = 4520 LBS (2 STRAPS)
3 STRAP DETAIL NOT USED
SCALE: 3!4"=1'-O" A
TYPICAL TRUSS/GIRDER CONNECTOR(s) TYPICAL GIRDER/TRUSS CONNECTOR(S) `F
1 a 1 b SCALE: 3/4"=1'-0" 2a Zb SCALE 3/4"=1'-0"
PRE-ENG GABLE TRUSS
2x4 BLOCKING BETWEEN TRUSSES
AT FIRST TWO BAYS 4'4' O.C. (AT
SHEATHING SEAMS) (BLOCKING
NOT SHOWN FOR CLARITY) PRE-ENG'D WOOD
TRUSS (TYP) @ 24" O.C.
® MAX
2X4 DIAGONAL BT ORD FOR STRAPPING
VERIFY
BRACING. SEE PLAN FO
W/ TRUSS PLAN
LOCATION
SECURE 2x PLATE TO WALL
W/ 3/8"x6" THRU-BOLTS @
32" O.C. MAX THEN SECURE
GABLE TO 2x4 PLATE W/
12d's 8" O.C. MAX OR
SECURE GABLE TO DBL TOP
PLATE W/USP HGA1OKT
@ 24" O.C. MAX
2x STUDS
C 2x4 SECURED W/ (2) 10d's @ EACH
TRUSS INSTALLED @ 10'-0" O.C. MAX.
GABLE END BRACING W/ PRE-ENG
2x STUDS 5 GABLE TRUSS @FRAME WALL
SCALE: 3/4"=1'-O"
1441 N. RONALD REAGAN Bl
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
F
W
V
W
0
w
4
E
64
Sv$Div at LOT:
CREEKSIDE
LOT 44
PROJECT#
04321.000 044R1
MODEL•
4EHB
"2605— HAYDEN"
GARAGE SYMIM:
RIGHT
PAGE:
DETAILS
460 MPH EXP. C
DATE: 05/23/18
SCALE: 1/4 v1=11—0"
SHEET
S6. 1 A
kWIMUM AGGREGATE SIZE SHALL BE 31T.
WOOD:
rHER
NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER. Fb = 1100 PSI AND A MODULUS OF
ANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON
ELASTICITY= 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
PE.
PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES
SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM
CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
'E BEAMS, SLABS, COLUMNS, WALLS,
REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED
IN ACCORDANCE WITH ACI 347,
W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
CONTAINS MORE THAN''/2" OF HEARTWOOD.
MINIMUM NAILING PER FBCR 2017, 6th EDITION. SEE NAILING SCHEDULE ON PLANS.
:PARATION, OR OTHER NON STRUCTURAL ITEMS PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER
NOT CONSIDERED TO BE STRUCTURAL.DEPENDING
ALL MAY BE REQUIRED BUT ARE BY OTHERS. SYP #2.
UNTREATED WOOD SHALL NOT BE INDIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES,
D BE PLACED IN ACCORDANCE WITH THE ACI WOOD TRUSSES:
US TWO INCHES. WIRE MESH FOR SLABS SHALL BE
TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR
STRESS -GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND
SEALED BYA PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS.
FREE FROM OIL, SCALE, AND RUSTAND PLACED IN
LACING DETAILS OF THE ACI STANDARDS AND
10P DRAWINGS FOR REVIEW PRIOR TO
AP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE
- 25" #6 BAR - 36"
30" #7 BAR - 42"
DIED AND TIED TO EACH BEAM REBAR, SEE DETAILS
CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036" AND BE MANUFACTURED FROM STEEL
MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL
STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "TPI/WTCA BCSI 1"
COMMENTARYAND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
WOOD TRUSSES.
TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982.
ALL BE ANCHORED IN THE FOOTING,
E WALL AT THE TOP AND BOTTOM WITH HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
,ONTIN000S THROUGHOUT THE HEIGHT OF THE
"SPLICES AND AROUND CORNERS. DOWEL
ROGER SPLICES WHEREVER POSSIBLE.
)MMODATE THE INSTALLATION OF EMBEDDED ITEMS
ORM WITH ALL REQUIREMENTS OF THE
5rrMS 402, BUILDING CODE REQUIREMENTS FOR
)N RY STRUCTURES AND COMMENTARIES), AS
rTEE.
ETE MASONRY REGULAR SIZE BLOCK
ADE Pm = 15OO PSI. BLOCK SHALL BE PLACED USING
,SONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
ED TO FILL MASONRY CELLS SHALL COMPLY WITH
DIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
4, THE GROUT MIX SHALL HAVE A MAXIMUM 3/8"
P OF 8" TO 10". USE ONLY MECHANICAL VIBRATION
)N THIS PROJECT. MORTAR SHALL BE
)-270. HORIZONTAL AND VERTICAL MORTAR JOINTS
VE MORTAR PROTRUSIONS THAT EXTEND INTO
CEIVE EXPANSION ANCHORS AND/OR VERTICAL
U.N.O.
ruRAL STEEL SHALL COMPLY WITH THE
IECTION OF STRUCTURAL STEEL FOR BUILDINGS,
NSTRUCTION, STRUCTURAL STEEL SHALL BE ASTM
iRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B,
®, TYPE E OR S, Fy = 35 ksi. TUBE AND PIPE
A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL
IERS UNDER THE TURNED ELEMENT. BOLTS SHALL
E-NUT METHOD.
.TS ARE TO BE STEEL.
CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
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 TRUSS! HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE
STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OFTRUSSES. THE TRUSS FABRICATOR SHALL
PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
LICENSED PROFESSIONAL ENGINEER.
THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
PROVIDED BY THE TRUSS ENGINEER.
THETRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT
AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
ALL TRUSS TO TRUSS CONNECTIONS.
ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "USP STRUCTURAL
CONNECTORS" BY USP, OR EQUAL UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS
WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE MANUFACTURER IN THE
LATEST CATALOG.
FASTENER
SCHEDULE
R BUCK
FASTENERS
FASTENER
TYPE
SPACING
REMARKS
APPLICATION
SIZE
TYPE
SPACING
REMARKS
8" O/C
GARAGE DOOR BUCK
TO MASONRY/CONC.
SEE DETAIL
SEE DETAIL
SEE DETAIL
SEE DETAIL
91,0/C
WINDOW/DOOR/FASTENED
GARAGE DOOR BUCK
SEE DETAIL
SEE DETAIL
SEE DETAIL
SEE DETAIL
STAGGERED
INTO MASONRY/CONC.
TO MASONRY/CONC.
91,O/C
WINDOWIDOOR/FASTENED
METAL STRAP TO
- CONTACT THIS ENGINEER FOR SPACING
STAGGERED
INTO MASONRY/CONC.
MASONRY/CONC.
REQUIREMENTS
ARCON" 11/2"EMBED, 4"END.
NON -BEARING WOOD
W.. EXPANSION
4"EMBED, 4"END
12"0/C DIST .,11/2"EDGE DIST.
gQTNER
WALLTOCONC. SLAB
W/WASHER BOLT 24 0/C
DIST., 3"EDGE DIST.
9" O/C 4" END, DIST., 1 1/2"
STAGGERED EDGE DIST.
`TURAL APPLICATIONS
ID EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE
AS PER MANUFACTURER'S SPECS AND / OR NOA
2 EQUAL SAME DIAMETER AS SPECIFIED HEREIN
E THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAILED ABOVE
OR WIDER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. 1x MEMBERS ARE NAILED AND
= TO THE SUBSTRATE.
1441 N. RONALD REAGAN BLVD
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-7744078
www.abdesigngroup.com
AA #: 0003325
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PAGE:
DETAILS
60 MPH EXP. C
ARCHR'ECT-
STATE OF FLORIDA
MAY 9
A CHACRA
AR NO 96723
05/23/18
SCALE: 1/4"=1'-0" 1
F="
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