HomeMy WebLinkAboutConstruction Set0
z
0
a
a
3
M
J
Q
U
N
Y
U
O
0
O
Cr
m
0
a
3
v
0
a
J
0
(N
0
E
0
M
O
1
Im
FOUNDATION NOTES
GENERAL NOTES
1. THE DESIGN AND CONSTRUCTION OF THE STRUCTURE AND/OR STRUCTURAL COMPONENTS DEPICTED
ON THIS PLAN ARE FULLY UNDER THE JURISDICTION OF THE FLORIDA BUILDING CODE 2014.
2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL PLANS PRIOR TO
COMMENCEMENT OF CONSTRUCTION. ANY DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE
ATTENTION OF THE ARCHITECT FOR COORDINATION OF CHANGES WITH THE ENGINEERING PLANS AND
SPECIFICATIONS.
3. CONTRACTOR SHALL COORDINATE SLAB ELEVATION, CHANGES, DEPRESSIONS, THRESHOLDS, PADS,
ETC. AND ANY UNKOWN FIELD CONDITIONS.
4. THE CONTRACTOR IS TO VERIFY ALL EXISTING CONDITIONS IN THE FIELD PRIOR TO FABRICATION AND
START OF CONSTRUCTION AND TO PROTECT AND MAINTAIN ALL THE CONSTRUCTION AND ITS
CONTENTS.
5. REFER TO THE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS NOT INDICATED. ANY DIMENSIONAL
DISCREPANCY FOUND ON THE STRUCTURAL DRAWINGS SHALL BE FURTHER VERIFIED WITH
ARCHITECT * ENGINEER.
G. FOR MOUNTING AND SECURING MECHANICAL EQUIPMENT, REFER TO THE MANUFACTURE'S
INSTRUCTIONS UNLESS INDICATED ELSEWHERE IN THE CONSTRUCTION DOCUMENTS.
7. THE GENERAL CONTRACTOR SHALL AT ALL TIMES MAINTAIN AT THE JOB -SITE, A CURRENT APPROVED
SET OF SHOP DRAWINGS.
8. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR OPENINGS,
SLEEVES, ETC. NOT SHOWN ON THE STRUCTURAL DRAWINGS.
9. ALL CONSTRUCTION PERFORMED IN ACCORDANCE WITH THESE PLANS MUST ALSO MEET OR EXCEED
ALL APPLICABLE AND CURRENT BUILDING CODE REQUIREMNT5 AND MUST BE PERFORMED IN
ACCORDANCE WITH FLORIDA DEPARTMENT OF ENVIRONMENTAL PROTECTION CCCL PERMIT.
10- AT ALL PHA5E5 OF CONSTRUCTION, IT 5HALL BE THE
RESPONSIBILITY OF THE GENERAL_ CONTRACTOR TO CONFIRM
THAT ALL PROP05ED CONSTRUCTION 15 IN ACCORDANCE WITH
THE M05T UP-TO-DATE CON5TRUCTION DRAWINGS A5
APPROVED BY THE ARCHITECT AND ENGINEER OF RECORD.
FOUNDATION NOTES
I . FOUNDATIONS SHALL BE PREPARED IN FULL CONFORMANCE WITH THE GEOTECHNICAL ENGINEERING
REPORT.
2. ALL RECESSES IN CONCRETE SLAB TO BE COORDINATED WITH ARCHITECT FOR DETAILS INCLUDING
BUT NOT LIMITED TO: THRESHOLDS, STEPS, RECESSED SHOWER LOCATIONS, FLOORING FINISH
MATERIALS, AND DRAIN LOCATIONS, ETC.
3. A VAPOR BARRIER IS TO TO BE PLACED UNDER ALL NILDING FOUNDATION BEAMS AND FLOOR
SLABS IN ACCORDANCE WITH ASTM E 1 993-98. TO BE INSTALLED PRIOR TO POURING CONCRETE
FOR FOUNDATION.
4. ALL ELECTRICAL CONDUIT, PLUMBING, A/C DUCTS, AND OTHER MECHANICALLY REQUIRED INTEKIOUK
COMPONENT LOCATIONS AND INSTALLATION MUST BE COORDINATED WITH THE ARCHTECT PRIOR TO
CONSTRUCTION OF THE FOUNDATION.
5. CONTRACTOR SHALL COORDINATE SLAB ELEVATION`a CHANGES AND ANY UNKNOWN FIELD
CONDITIONS.
G. THE FOLLOWING FREQUENCY OF TESTING SHALL BE REQUIRED BEFORE PLACING CONCRETE FOR
FOOTINGS AND SLABS:
CONTINUOUS FOOTING/GRADE BEAM SHALL BE TESTED EVERY 40 LINEAL FEET AT BEARING
ELEVATION AND ONE FOOT BELOW BEARING. COLUMN FOOTINGS - 25% OF FOOTINGS SHALL
BE TESTED AT BEARING AND ONE FOOT BELOW BEARING. BUILDING PAD 511ALL BE TESTED
EVERY 1000 SQUARE FEET OF FLOOR AT GRACE AND ONE FOOT BELOW GRADE.
IN AREAS OF THE BUILDING PAD WHERE 501L 15 BEING CUT IT 15 THE RESPONSIBILITY OF THE
SITE CONTRACTOR TO DEN5IFY THE TOP 12 INCHES OF EXISTING SOIL TO 95% OR MODIFIED
PROCTOR AS RECOMMENDED IN THE SOILS REPORT FOR THIS PROJECT PREPARED BY K5M
ENGINEERING, INC. DATED NOVEMBER 2009.
THESE SOIL TESTS SHALL MEET OR EXCEED 95% MODIFIED PROCTOR (ASTM D 1 557 METHOD A)
DEEP FOUNDATION
1. PILES SHALL BE CAST IN PLACE (AUGER) I G" DIA (SEE TYPICAL DETAIL)
2. ALL PILES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE SOILS
ENGINEER AND PROVIDE THE FOLLOWING CAPACITIES:
all piles @ 20'± below scour - 40 TONS COMPRESSION; 12 TONS TENSION
3. UNLESS OTHERWISE NOTED ON PLANS, CENTER ALL FILES/PILE CAPS UNDER RESPECTIVE COLUMNS.
4. CAST IN PLACE (AUGER) TYPE PILES SHALL CONSIST OF CONCRETE PLACED AFTER BEING DRILLED BY
A CONTINUOUS FLIGHT AUGER.
TOLERANCE FOR PILES IS 2" IN ANY DIRECTION UNLE55 NOTED OTHERWISE. ALL PILES TO PENETRATE
(-) 20.00 NAVD OR AS NOTED.
5HALLOW FOUNDATIONS
I . SOIL TO BE STRIPPED, COMPACTED AND TESTED IN ACCORDANCE WITH THE RECOMMENDATIONS
OF THE SOILS ENGINEER AND PROJECT SPECIFICATIONS.
2. CENTER ALL FOOTINGS UNDER THEIR RESPECTIVE COLUMNS OR WALLS UNLESS OTHERWISE SHOWN
ON PLANS. MAXIMUM MISPLACEMENT OR ECCENTRICITY SHALL BE 2". TOLERANCE FOR
M15LOCATION OF COLUMN DOWELS OR ANCHOR BOLTS TO BE PER ACI OR AISC STANDARDS.
3. WHERE VERTICAL CONSTRUCTION JOINTS OCCUR IN CONTINUOUS FOOTINGS, PROVIDE A KEYWAY
PER THE TYPICAL DETAIL. HORIZONTAL JOINTS IN FOOTINGS WILL NOT BE PERMITTED.
4. CONTRACTOR TO NOTIFY ARCHITECT/ENGINEER IF SOIL CONDITIONS ARE UNCOVERED THAT PREVENT
THE REQUIRED SOIL BEARING PRESSURE FROM BEING OBTAINED,
5. COORDINATE PLUMBING LINES WITH FOOTING LOCATIONS FOR INTERFERENCE. INDIVIDUAL
FOOTINGS SHOULD BE LOWERED WITH THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
CONTINUOUS WALL FOOTINGS SHOULD BE STEPPED AS DETAILED ON THE DRAWINGS.
G. EXCAVATING UNDER OR NEAR IN -PLACE FOOTINGS/FOUNDATIONS WHICH DISTURBS THE COMPACTED
SOIL BENEATH THE FOOTINGS/FOUNDATIONS WILL NOT BE PERMITTED.
7. REINFORCING SHALL BE SUPPORTED ON PRECAST CONCRETE PADS. DOWELS FOR COLUMNS AND
FILLED CELLS SHALL BE SECURED IN PLACE PRIOR TO POURING CONCRETE. USE TEMPLATES FOR
SETTING COLUMN DOWELS AND ANCHOR BOLTS.
CONCRETE REI N FORMCEMENT
I . CONCRETE REINFORCING BARS SHALL BE DEFORMED NEW BILLET STEEL CONFORMING TO ASTM
A-G 15, GRADE GO, WITH MINIMUM YIELD STRENGTH = GO,000 psi.
2. REINFORCEMENT FOR CONTINUOUS FOOTINGS SHALL BE CONTINUOUS AND SPLICED WITH A FULL 24
INCH LAP. PROVIDE CORNER BARS
3. ALL CONCRETE MASONAKY CONSTRUCTION SHALL CONFORM WITH ACI 530-88/A5CE 5-88. ALL
CONCRETE MASONRY UNITS SHALL COMPLY WITH ASTM C-90 WITH TYPE M OR S MORTAR
COMPLYING TO ASTM C-270, MASONRY UNITS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH
OF 2000 PSI ON THE NET AREA.
4. ALL SPLICES SHALL BE LAP SPLICES, SHALL BE A MINIMUM OF 48 BAR DIAMETERS, USING LARGER
BAR DIAMETER WHEN SPLICING DIFFEKL=_NT SIZE BARS.REINFOKCEMENT TERMINATIONS INTO TIE
BEAMS AND FOUNDATIONS OR AS NOTED.
5. REINFOKMCEMNT MAY BE BENT IN SHOP OR FIELD, PROVIDED THAT THE DIAMTERE OF BEND SHALL
BE GREATER THAN G BAR DIAMETERS. REINFORCEMENT PARTIALLY EMBEDED IN CONCRETE SHALL
NOT BE BENT.
G. SECURE REINFOKMCEMNT FROM DISPLACEMENT DURING PLACEMEMNT UTILIZING CHAIRS AND
BOLSTERS. WELDED WIRE MESH SHALL CONFORM TO ASTM A- 185. PROVIDE CHAIRS AND
BOLSTERS TO INSURE THAT THE MESH IS EMBEDDED I " FROM TOP OF SLAB.
7. STANDARD 90 DEGREE HOOK (STANDARD HOOK) SHALL TERMINATE WITH A 90 DEGREE BEND AND
AN EXTENSION FROM BEND AT LEAST 12 BAR DIAMETERS. THIS SHALL BE USED AT ALL VERTICAL
REINFORCEMENT TERMINATIONS INTO TIE BEAMS AND FOUNDATIONS OR AS NOTED.
8. MINIMUM CONCRETE COVER SHALL BE:
FOOTINGS * PILES 3"
BEAMS, SLABS, WALL 2"
GROUTED MASONRY 2"
9. ALL PILE VERTICAL REINFORCEMENT SHALL BE SHOP FABRICATED WITH CLEAN 900BENDS INTO
TRANSITION CAPS. HOOKS SHALL HAVE A MINIMUM LEG DIMENSION OF 15" AND SHALL BE TURNED
ACRO05 PILE INTO CAP CENTER (MAINTAIN A MINIMUM 3" CONCRETE COVER).
10. ALL BEAM STEEL SPLICES SHALL OCCUR, AT MID5PAN FOR TOP STEEL AND OVER COLUMNS FOR
BOTTOM STEEL.
CONCRETE NOTES
I . ALL CONCRETE DESIGN AND PLACEMEW SHALL BE IN STRICT ACCORDANCE WITH THE ACI "BUILDING
CODE REQUIREMENTS FOR STRUCTURAL_ CONCRETE," ACI 3 18-95.
2. CONTACT ENGINEER 48 HOURS PRIOR TO POURING CONCRETE SO ARRANGEMENTS CAN BE MADE
TO HAVE AN ENGINEER OR INSPECTOR PRESENT DURING THE POUR.
3. PROVIDE (4) TEST CYLINDERS FOR EACH 50 C.Y. OF CONCRETE PLACED OR FRACTION THEREOF.
4. STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS AND SHALL DEVELOP THE
FOLLOWING MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS:
SPREAD AND WALL FOOTINGS 3000 PSI
COLUMNS AND WALLS 3000 PSI
BEAMS AND SLABS 3000 PSI
USE REGULAR WEIGHT CONCRETE.
5. STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 AND HAVE THE FOLLOWING SLUMPS
AGGREGATE REQUIREMENTS:
LOCATION SLUMP MAX. AGGREGATE
FOOTINGS 411± I" ASTM #57
COLUMNS 5"± 1 " ASTM #57
BEAMS AND SLABS 511± I" ASTM #57
FILLED CELLS 811± I" ASTM #8 PEAROCK
TIE BM5 * TIE COL5 5"± 1 " ASTM #8 PEAKOCK
PILES 8"± I " ASTM #8 PEAKOCK
THE USE OF JITTERBUGS TO CONSOLIDATE CONCRETE WILL NOT BE PERMITTED,
G. ALL PUMPED CONCRETE WITH #57 AGGREGATE IS TO CONTAIN A HIGH RANGE WATER REDUCING
AGENT. MINIMUM SIZE OF DISCHARGE TO BE 4" I.D.
7. A 2" I.D. DISCHARGE MAY BE USED WITH #8 AGGREGATE. USE PLASTICIZER ADMIXTURE IF
NECESSARY TO INCREASE SLUMPS BEYOND THAT NOTED ABOVE.
8. CHAMFER ALL EDGES OF EXPOSED CONCRETE 3/4" UNLESS NOTED OTHERWISE.
9. ALL SLABS ON GRADE SHALL BE FIBER RFINFORCED CONCRETE, UNLESS NOTED OTHERWISE.
WELDED WIRE FABRIC SHALL CONFORM TO ASTM-A 185.
10. SLEEVE ALL PENETRATIONS THROUGH BEAMS AND SLABS INDIVIDUALLY. CORE DRILLING WILL NOT BE
PERMITTED. SUBMIT LOCATION AND 512L OF SLEEVES THROUGH BEAMS TO ENGINEER FOR REVIEW
PRIOR TO CASTING CONCRETE.
1 1. NO REINFORCING BARS SHALL BE CUT TO ACCOMMODATE THE INSTALLATION OF ANCHORS, EMBEDS
OR OTHER ITEMS.
12. AT CHANGES IN DIRECTION OF CONCRETE WALLS, BEAMS * STRIP FOOTINGS, PROVIDE CORNER
BARS OF SAME SIZE AND QUANTITY UNLESS NOTED OTHERWISE AS HORIZONTAL STEEL, REFER TO
TYPICAL DETAIL.
13. ALL EMBEDDED ITEMS SHALL BE SECURELY TIED IN PLACE PRIOR TO CONCRETE PLACEMENT.
14. WEDGE BOLTS SHALL BE ITW RAMSET/REDHEAD BOLTS OR APPROVED EQUIVALENT INSTALLED IN
ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. DO NOT CUT EXISTING REINFORCING TO
I N5TALL.
15. HEADED STUD ANCHORS SHALL BE ASTM A 106, GRADE 5, 1010 THROUGH 1020 AS
MANUFACTURED BY NELSON STUD OK APPROVED EQUIVALENT. STUD WELDING SHALL CONFORM TO
AWS D 1. 1 "STRUCTURAL WELDING CODE."
I G. FOOTING SIZES SHOWN ARE FOR FOOTINGS CONSTRUCTED WITH SIDE FORMS. IF SOIL MATERIAL
CAN HOLD A VERTICAL SHAPE, IT CAN BE USED AS AN EARTH FORM. ALL SLOUGHED MATERIAL
SHALL BE REMOVED FROM EXCAVATION BEFORE AND DURING PLACEMENT OF CONCRETE.
17. PLACEMENT OF CONDUIT AND PIPES IN CONCRETE SHALL CONFORM TO ACI 3 16, SECTION G.3.
THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED
"Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER.
ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL
JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS.
CONTRACTOR SHALL COORDINATE ALL DETAILS AND
ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION.
m
P2
P3
CONS RUCTION S
P4 P5 PG P7 Ive- a s
P25 P2G P27 P26 P29 P30 P3 I
PILING OVERVIEW
SCALE: 3/ 1 G" = I '-011
CODE * DESIGN CRITERIA
I.
ALL STRUCTURAL PLANS SHALL BE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE AND
FLOKIDA BUILDING CODE L,ESIDENTIAL 2014.
2.
BUILDING CLASSIFICATION ENCLOSED
3.
4. DESIGN WIND SPEED I GOmph Vult
IMPORTANCE FACTOR 1.0
5.
EXPOSURE CLASSIFICATION D
G.
51E5MIC ZONE 0
7.
MEAN BUILDING HEIGHT 27. 17'
8 .
ALLOWABLE SOIL BEARING PRESSURE 2,500 P5F ASSUMED. VERIFY WITH GEOTECHNICAL
ENGINEER PRIOR TO CONSTRUCTION
ASSUMPTIONS:
A. THE BUILDING IS "ENCLOSED" AS DEFINED IN "FLORIDA BUILDING CODE 2014
B. WIND VELOCITY PRESSURES AND COEFFICIENTS USED ARE FOR MAIN WIND FORCE RESISTING
SYSTEM; ALLOWABLE STRESS DESIGN, Kd = 0.85.
C. ALL PRE -MANUFACTURED COMPONENTS, I.E. WINDOWS, DOORS, JAMBS, TRUSSES ETC. SHALL
BE VERIFIED BY MANUFACTURER. TO BE CAPABLE OF SUSTAINING DESIGN WIND FORCES.
INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS.
D. ALL COMPONENTS AND CLADDING SUBJECT TO WIND LOADINGS: I.E. ROOF TILES, SOFFITS, ETC.
SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS FOR
ADEQUATELY RESISTING OR TRANSFERRING WIND LOADS TO THE MAIN WIND FORCE RESISTING
SYSTEM.
E. OWNER OR CONTRACTOR SHALL OBTAIN NECESSARY INSTALLATION SPECIFICATIONS AND
INSPECTIONS REQUIRED TO COMPLY WITH MANUFACTURERS RECCOMMENDATION5 FOR
INSTALLATION OF COMPONENTS AND CLADDING FOR HIGH WIND VELOCITY AREAS.
REFER TO SHEET 5-2 FOR PILING SCHEDULE
MA50NKY NOTES
I . MASONRY CONSTRUCTION SHALL CONFORM TO ACI 'BUILDING CODE EQUIREMENTS FOR MASONRY
STRUCTURES" (ACl/ASCE 530-88) AND SPECIFICATIONS FOR MASONRY STRUCTURES" (ACl/ASCE
530. 1-88) EXCEPT AS AMENDED BELOW,
2. STRUCTURE HAS BEEN DESIGNED AS A BEARING WALL STRUCTURE. ALL MASONRY UNITS SHALL BE
LAID PRIOR TO CONCRETE PLACEMENT OF COLUMNS, BEAMS AND SLABS FOR THE SAME STORY.
3. USE TYPE "M" MORTAR WITH MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI FOR ABOVE GRADE
APPLICATIONS AND TYPE "S" MORTAR WITH A MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI FOR
BELOW GRADE APPLICATIONS.
4. MASONRY UNITS SHALL CONFORM TO ASTM C90 WITH A MINIMUM COMPRESSIVE STRENGTH OF
2600 PSI ON NET SECTION, TO PROVIDE NET AREA COMPRESSIVE STRENGTH OF MASONRY (Fm') OF
2000 PSI.
5. PROVIDE FILLED CELLS AS SHOWN ON PLANS. IN ADDITION, PROVIDE FILLED CELLS:
A. AT ANCHORAGE OF CONNECTIONS OR BEARING OF BEAMS AND GIRDER TRUSSES.
B. AT ALL CORNERS AND INTERSECTIONS
C. (1) CELL ADJACENT TO OPENINGS FOR WALL SPANS LE55THAN 10'. (2) CELLS ADJACENT
TO OPENINGS FOR WALL SPANS GREATER THAN 10'
D. AS SHOWN ON ARCHITECTURAL PLANS
E. MAXIMUM 48" O.C. (UNLESS NOTED OTHERWISE)
G. PROVIDE FULL MORTAR BEDDING AROUND ALL FILLED CELLS WITH VERTICAL REINFORCING.
7. REINFORCING FOR FILLED CELLS SHALL CONFORM TO ASTM AG 15, GRADE GO, LAPPED 48 BAR
DIAMETERS.
8. ALL FILLED CELLS AND COLUMNS SHALL BE POURED AT LEAST TWO (2) HOURS PRIOR TO POURING
BEAMS AND LINTELS.
9. REINFORCE WALL WITH LADDER TYPE REINFORCEMENT ("DUR-O-WALL" OR EQUAL) IN BED JOINTS AT I G"
O.C. MEASURED VERTICALLY. LAP SPLICE ALL HORIZONTAL WALL REINFORCING G". PROVIDE
PREFABRICATED "TEE" OR CORNER SECTIONS AT ALL INTERSECTING WALLS. TP)
10. REFER TO TYPICAL WALL SECTIONS FOR MAXIMUM CONSTRUCTION HEIGHT OF MASONRY WALLS.
PROVIDE CLEAN -OUT HOLES AT BASE OF FILLED CELL WHEN THE CONCRETE POUR EXCEEDS 5 FEET IN
HEIGHT.
l
V1
U
1�
Gzr
7A
O
w
a
�
�
z
`rV
W
M�wz�
T�U�aw�
V
►--i ►�
c
H
Z
a
�
O
�
w
W
O
U
�
�+
cat
O
(t
w
CCj
7
U
�
�0
�
OCCU
�
•nr-I
16-0391
S-1
PI F2
7'-101, 8'
CRITICAL BEAR
35 kips CON
P32
F33
P39
0
r
COMBO PILING f
TRANSITION CAP
refer to sheet 5-3
13'
45 kips COMPRESSION
P3
P4
-6" 8 6t
—7—
TYPICAL PILING @GARAGE -
on SHEARWALL FOOTING
25 kips TYPICAL LOADING
TYPICAL PILING @ GARAGE
(NON SLOPED CAP)
1 7-0"
TYPICAL PILING @ GARAGE --
w/ PERIMETER CURB
;AL BEARING PILING
15 COMPRESSION
P9
LOAD
81- 10"
F(5
1 2 TYPICAL PILING @
F[5hIfAKWALL FOOTING3
p
EQU
CRITICAL BEARING PILING I 1 ER IT 'rR ENT F-4 G
27 kips COMPRESSION '
F34 LOAD i........................................._ ....... ...... ....... ....... ...... .....................................................
F35
COMBO PILING EXTENDED TYPICAL PILING AT SLAB ELEVATION
TRANSITION CAP CHANGE - ASSOCIATED CAP MAY BE
refer to sheet 5-3 for dimensions I 4 POURED LEVEL AT THIS LOCATION
FP47
P17 ��
F1 5 P18
— —� -- -
TYPICAL PILING EXTENDED
7' 2„— 7'_4" 6'-8" TRANSITION CAP ch
refer to sheet 5-3 for dimensions
CRITICAL BEARING PILING
35 kips COMPRESSION F22LOAD
F1 G
o
r TYPICAL PILING @ I
5HEARWALL FOOTING
.......... ... ....... ....... ...... ....... ....... .... L L
i
Sk 8'-8" 1105
TYPICAL PILING EXTENDED
TRANSITION CAP P 19 P 2 1 p
2 1 F23
refer to sheet 5-3 for dimensions TYPICAL PILING @
ELEVATOR PIT - REFER CRITICAL BEARING PILING
TO DETAIL SHEET 5-9 36 kips COMPRESSION
6" LOAD
P40 fTYPICAL PILING
TRANSITION CAP
F4 I
TYPICAL PILING AT SLAB ELEVATION
CHANGE - ASSOCIATED CAP MAY BE
POURED LEVEL AT THIS LOCATION
TYPICAL PILING 4- EXTENDED
TRANSITION CAP
refer to sheet 5-3 for dimensions �
5'-2" 18'-4" 14'-7"
If :
-1
P42
O o
TYPICAL PILING @
SHEARWALL FOOTING
30 kips MAX. LOADING
91
P2F276
5P2P28
AUGER-CAST PILE LAYOUT
SCALE: 114" = 1 '-0"
THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED
"Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER.
ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL
JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS.
CONTRACTOR SHALL COORDINATE ALL DETAILS AND
ELEVATIONS WITH ARCHITECT F'RIOR TO CONSTRUCTION.
19"
P45
6'- 10"
r
7'
13"
F29
I
13"
P30
rel
P31
ING @ PATIO
TH POOL DESIGNER
-ON FLI CTS
NG @ PATIO
-H POOL DESIGNER
;ON FLI CTS
CONSTRUCTIONS T
8"x I G" POURED -IN -PLACE
CONCRETE COLUMN w/ (4,'
#5'5 vert. * #2 STIRRUPS 4'
O.C. AT BASE * 1 2" O.C.
ELSEWHERE AS SHOWN
see column detail=
TRANSITION CAF
REFER TO TRANSITION CAF
DETAIL (sheet 5-3) FOR REINF,
CLEAN OUT G" BELOW TOP
OF PILE PRIOR TO CAP
CONSTRUCTION
#3 STIRRUPS SPACED 3" O.C,
@ TOP OF PILE THEN 10" O.G.
FOR REMAINDER AS SHOWN
I G" dla. AUGER CAST
PILE w/ (G) #G BARS
only (3) bars shown
PILE SHALL BE DRILLED w/ f
CONTINUOUS FLIGHT AUGEF
AND CAST w/ 5,000 PSI GROU1
WIRE TIE
(G) #3 BARS
TAPERED TO POINT * TIED
TO PILE CAGE AS SHOWN
>K ALL PILE REINF
'ARD5 CENTER OF
\151TION CAP
E TRAN5. CAP
EE _`)CHEDULE
3EDMENT
CAPACITY IS RELATIVE TO PILE DEPTH
>W THE SCOUR LINE. REFER TO DEEP
�DATION NOTES FOR DETAILS.
BOTTC_.`)M OF PILE CAGE
EL.=5EE 5CHEDULE
PILE/CAP/COLUMN DETA iL
SCALE: NOT TO SCALE
PILING
5CN EDU LE
DESIGNATION
TYPE
TOP OF PILE
PILE DEPTH
PILE length
CAP deation
P I -P4
I G"
AUGER -CAST
5.42
navd
I -24.58
navd
30.00 i
7. 17
P5-P 10
_ _
1 G"
AUGER -CAST
_...................._................................................
5.58
navd
-24.42
...........
navd
................................................
30.00'
7.33'
P I 1-F30
I G"
AUGER -CAST
5.92
navd
I
t -24.08
t
navd
30.00' I
7.G7'
P3 I ......._
OMITTED
......................................................._...............................................,......................_
_......................,........................._.....................
t
i
P32-P33
1 G"
AUGER -CAST
5.42
navd
................................
-24.58
..._..................1................................._...,..........-__............:................
navd
I
30.00
................................ ............................
7. 1 7'
P34-P35
.......................................................................................................................................................................
I G"
AUGER -CAST
.......:............................................................_.............i..........._...........................................................,................
5.58
navd
-24.42
navd
30.00' E
`..............................................., t
.. ..................
�/7.33'
/
. .
P3G-P43
I G"
AUGER -CAST
5.92
navd
t
E -24.08
navd
`..........,.,.....................................
30.00' t
7.67'
....--- ....------------ ........--._-._.-----_.._......................_..__,._.__....._........__..........._......._._..........__.__.._................._._._..........._....._,................_.,,,_.___..L----------.__---------...................,._-----_..._._..,.__'___........_.:__....._.,,._...__._.........._._.._._...,...............i_.._._--._____.
..... _._....._...----- -
-
P44 P 4G
......................................................................................................................................................................:..........................................................................
I G
AUGER -CAST
5.58
navd
-24.42
....................................................................................................................................
navd
1
30.00
7.3 3
P47
I G"
AUGER -CAST
5.92
navd
-24.06
navd
I
30.00 I
7 G7
P48-P54
I G"
AUGER -CAST
5.58
navd
E -24.42
navd
30.00' I
I
7.33'
INSTALLATION NOTE: TOP OE PILE STEEL SHALL
NOT
EXCEED 3"
(0.25
feet) BELOW THE
CAP ELEVATION
U
®
�
7O
4�
U
�
J
7
oAAVV-^I�/111;
r-I
O
W
R0JEC TU.
16-039
Q,HEE
S-2
CONSTRUCTIONS T
41
N
N
N
MONOLITHIC
FOOTER (typ.)
refer to details —
ALL STEEL
DISCONTINUOUS AT
TRANSITION CAPS
,_2"
2 1 THICKENED E
E
- _...under—patio
nt to
N I (t . pa . . . . . . . ... ...
(at under t'
y�
►: slab perimeter)
i
0
I
THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED
"Construction Set", DATED, SIC NED AND SEALED BY THE ENGINEER.
J
ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL
JURISDICTIONAL PERMITS, CONC)ITIONS AND CONTRACT DOCUMENTS.
E
CONTRACTOR SHALL COORDINATE ALL DETAILS AND
M
ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION.
4" thick FRANGIBLE SLAB
(A/C equipment pad — refer to
architecturals for locations)
71- ^ II
TRANSITION CAP LAYOUT
fRANG115LE FOOTINGS �SLABS
SCALE: 114" == 1 '-0"
refer to EXTERIOR
STEPS FOl)NDAfiION
PLAN sheet S-10
a
4" THICK CONCRETE SLAB
(MINIMUM 3000 PSI @ 28 DAYS)
MESH REINFORCED — SAW CUT AS SHOWN 60.
OVER 6 MIL. VISQUEEN VAPOR BARRIER
✓ER CLEAN COMPACTED TERMITE TREATED
FILL (COMPACTED TO 95% DENSITY)
typical for all GROUND FLOOR slabs SAW —CUT
FRANGIBLE 51-At5 DETAIL
SCALE: not to scale
.....
CONTINUOUS POOTER @
EXTERIOR PERIMETER
/ 2 #5' t TYP
#3 STIRRUPS MFR'd
w/ 9%4" INSIDE DIA.
(G) #GO IN
AUGER CAST PILE
exterior edge
r interior edge
�I G" AUGER CAST PILE
W ( ) 5 con ( ,)
PILE CAP
see detail
TYPICAL PILE @ TRANSITION CAP
(w/ a@acenL contlnUOUS footing)
#3 STIRRUPS MFK'd
#3 STIRRUPS MPR'd exterior edge of grade beam
w/ 9%4" INSIDE DIA.
w/ 9%4' INSIDE DIA.
@@ (G) #GO IN
AUGER CAST PILE
I G" AUGER CAST PILE
interior edge of grade beam
I G" AUGER CAST PILE
TYPICAL PILE @ GRADE BEAM
TYPICAL #G IN AUGER
CAST PILE
top of Ile
bottom of transltlon cap 7CAST
GERPILE
4.
-4.
I G
TYPICAL PILE PROIFILE
exterior edge of tirade beam
interior edge of grade beam
- (G) #GO IN
AUGER CAST PILE
TYPICAL PILE @ GLADE BEAM
(CORNER)
PILE REINfORCEMENT DETAILS
SCALE: NOT TO SCALE
(7) #Gx 16" @ 9"
O.C. AS 5MOWN
(3) #3 STIRRUPS
@ 9" O.C.
#Gx 18" EACH
SIDE AS SHOWN
PROVIDE A MINIMUM 3"
CONCRETE COVER FOR ALL
kEINFORCING STEEL
TRANSITION CAP DETAILS
SCALE: NOT TO SCALE
CCU
U
�
o
•
• ^+
•
CCU
V�
�
CCU
TT®
"V
U
O
U
0
cn
O
�
�
• rn-I
I�
PROJEC T ?C.
16-039
S-3
1
5-8
CONSTRUCTIONS T
x2 PRE f NGI NEERffD WOOD I ; i C-
{ cv ` "U
-00R TRJS5ffS G124n J.0 >
Jn f
rl -
SLOPE 1 -
reer td 5ho d awln _
(2) 2x 10 fs. 1`. LEDGER
CA CTB-1 C- I
101-0°
THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED
"Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER.
ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL
JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS.
CONTRACTOR SHALL COORDINATE ALL DETAILS AND
ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION.
I st FLOOR FRAMING PLAN
CONCRETE COLUMN LAYOUT
c LE 1/411 = .o
FI RST FLOOR CONCRETE TI E BEAM SCH EDU LE
MARK
PLAN 51ZE
REINFORCEMENT
TOP of
BEAM
REMARKS
D
W
TOP
M.
BOT.
5TIRRUP5
CTB- I
2411
8"
(2) #5
n/a
(2) #5
#3 @ 1 2" O.C.
+0'-0"
TYPICAL 15t FLOOR BEAM exterior
CT15-2
24"
1 2"
(3) #5
n/a
(3) #5
#3 @ 1 2" O.C.
+0'-O"
1 2" BEAM - FLOOR SUPPORTING
CTB-3
2411
1 G11
(3) #5
n/a
(3) #5
#3 @ 1211 O.C.
+0'-011
INTERIOR I G" BEAM @ GARAGE
CTB-4
24"
1 2"
(3) #5
n/a
(3) #5
#3 @ 1 2" O.C.
sloped
BOTTOM @ -2'-0" B.F.F.
CTB-5
24"
1 2"
(2) #5
n/a
(2) #5
#3 @ 1 2" O.C.
+0'-0"
1 2" BEAM - EXTERIOR WALL BEARING
CTB-5a
3G"
1 1 2"
(2) #5
n/a
(2) #5
#3 @ 1 2" O.C.
+0'-0"
DEPTH TO COINCIDE w/ WINDOW El.
CTB-G
20"
8"
(2) #5
n/a
(2) #5
#3 @ 1 2" O.C.
sloped
BOTTOM @ -2'-0" B.F.F.
CTB-7
20"
8"
(2) #5
n/a
(2) #51
#3 @ 1 2" O.C.
varies
TYPICAL PATIO SLAB BEAM
CTB-8
2311
1
81'
(2) #5
n/a
(2) #5
#3 @ 1 2" O.C.
-0'-2"
TYPICAL 15t FLOOR BEAM Interior
7r—W—�
CTB
2
C"TE3-5
�W "I
f
i
CTE3-2
_Je _ W ,
CTE3-G
G11 PATIO 5LA5
REINFORCEMENT
15 IDENTICAL
TO CTB- I
CTE3-1.-
CTE3-'-/"
�W�
o
i
CTE3-4
I
I
CTE3-8
SPECIALLY LOADED BEAM
W (3) #5's cont. TOP STEEL
4-4-41 (3) #5x72" left side TOP 5TEEL
(4) #3 5TIRRUP5 @ G" O.C.
o (typical at beam ends)
} #3'5 @ 1 2" O.C. elsewhere
k i
!. • .••:t (3) #55 cont. BOTTOM STEEL
CTt5--2a
CONCRETE COLUMN SCHEDULE
MARK
PLAN 51ZE
REINFORCEMENT
REMARKS
B
h
VERTICAL
TIES
C 1
811
1 G"
(4) #5
#3 @ 1 2" O.C.
TYPICAL FORM -POURED COLUMN
C2
811
1 G"
(G) #5
#3 @ 1 2" O.C.
TYPICAL CORNER FORM -POURED COLUMN
C3
12
I 0
(G) #5
#3 @ 1 2" O.C.
TYPICAL FORM -POURED COLUMN @ I G11 BEAM
C4
1 211
1 211
(4) #5
N/A
1 2" 561, PILASTER BLOCK COLUMN - see note below
C5
811
301
(8) #5
(2) #3 @ 1211 O.C.
BOUCLE "C- I " COLUMN
CG
2411
30'
(10) #5
(2) #3 @ 1 2" O.C.
ECCENTRIC CORNER COLUMN
C7
2411
3G"
(10) #5
(2) #3 @ 1 2" O.C.
DOUBLE 11C-2" CORNER COLUMN
C8
1 211
12"
(4) #5
#3 @ 1 2" O.C.
1 2" sc[. FORM -POURED COLUMN
5EE PLAN FOR ORIENTATION
C-7 51MILAR
rn
C - (f)
C-8 MAY BE U5ED IN PLACE OF C-4
I
PRO„ EC T NO,
16-039
S IFE I
S-4
E
0
0
0
Z
CONTRACTOR SHALL COORDINATE ALL DETAILS AND
ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION.
2nd FLOOR FRAMING PLAN
LOWER RO- -OfOA:MING FLAN.
scare. va.= P-o'
CONSTRUCTIONS T
LOWER ROOF/SECOND FLOOR CONNECTOR SPECIFICATION CHART
CONNECTOR MARK REACTIONS CONNECTOR ALLOWABLE FASTENERS REQUIRED per
TRUSS MANUFACTURER LOAD MFR's SPECIFICATIONS
& DESCRIPTION LABEL(s) UPLIFT 1 NUMBER
GRAVITY 1 GRAVITY 1 UPLIFT t TYPE QUANTITY
A ALL WOOD TO WOOD
CONNECTIONS, UNLESS
1950
MTS12
SIMPSON
t 1000
10d x Q2" NAILS
14
<xxxx NOTED BELOW.
max.
B ALL WOOD TO CONC.
CONNECTIONS, UNLESS
t 1800
HETA20
SIMPSON
11810
10d x 1)/2" NAILS
9
xxX
<XNOTED BELOW.
max.
SINGLE PLY GIRDER
C TRUSS TO CONCRETE
t 2400
DETAL20
SIMPSON
t 2480
10d x Q2" NAILS
18 (truss)
<xxxx LINTEL/BOND BEAM
Max.
WOOD TRUSS TO (2)
D
ALL TRUSS
LEDGER
t 458 max.
LUS26
SIMPSON
t 1165
10d NAILS
4 (truss)
<xXXx 2x8 LEDGER (bucket)
U. N. 0.
1918 max.
11070
4 (ledger)
GIRDER TRUSS TO (2)
E
D7
t 838 max.
LUS28
SIMPSON
1165
10d NAILS
4 (truss)
2x8 LEDGER (bucket)
11345 max.
11360
6 (ledger)
<xxxx
Jz
1=
<xxxx
G
<xxxx
SECOND FLOOR CONCRETE TIE BEAM SCMEDULE
MARK
PLAN 51ZE
REINFORCEMENT
TOP of
BEAM
REMARKS
D
W
TOP
M.
BOT.
STIRRUPS
CTB-9
24"
8"
(2) #5
n/a
(2) #5
#3 @ 1 2" O.C.
+ 1 3'-0''
8" BEAM - 2nd FLOOR WALL
CTB-1 0
24"
1211
(3) #5
n/a
(3) #5
#3 @ 1 2" O.C.
+ 1 1'-4''
1 2" PATIO ROOF BEARING
CTB- I 1
20"
1 2"
(3) #G
n/a
(3) #G
#3 @ 1 2" O.C.
+ 1 3'-0"
1 2" BEAM - COFFERED CLG BELOW
CTB- 1 2
24"
1 2"
(3) #5
n/a
(3) #5
#3 @ 1 2" O.C.
+ 1 2'-G"
BALCONY SLAB 5UPPORTING
CTB- 1 3
1 4"
1 G"
(3) #G
n/a
(3) #G
#3 @ 1 2" O.C.
+ 1 1'-4"
see notes on detail below
CTB- 1 4
24"
1 2"
(2) #5
1
(2) #5
#3 @ 1 2" O.C.
+ 1 3'-0"
1 2" BEAM - 21 FLOOR SLAB
CT13-1 5
24"
8"
(2) #5
n/a
(2) #5
#3 @ 1 2" O.C.
+ 13'-0"
21 FLOOR CANTILEVERED AREA
CTB- 1 5a
1 9"
8"
(2) #5
n/a
(2) #5
#3 @ 1 2" O.C.
+ 1 2'-1 1 "
with (2) #5x3G" TOP STEEL at ends
CTB- I G
23"
8"
(2) #5
n/a
(2) #5
#3 @ 1 2" O.C.
+ 1 2'-1 1 "
TYPICAL INTERIOR BEAM
3) #05 Cont. TOP
x3G" TOP at ends
#5x72" BOTTOM
(center)
"5 cont. BOTTOM
THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED
"Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER.
ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL
JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS.
CTE3--9
CTE5-13
N�e
CTE3-14
C715-11
CTE3-1 5
( ,'TE3-. I G 51MILAR
CT13-12
CT13-
LOWER ROOF CONCRETE LINTEL SCHEDULE
APPLIED LOADS ON ALL PRECAST LINTELS HAVE BEEN REVIEWED TO
INSURE THEY ARE WITHIN ALLOWABLE LIMITS.
LINTEL
NO.
LENGTH
SAFE GRAVITY
LOAD
APPLIED GRAVITY
LOAD
SAFE UPLIFT
LOAD
APPLIED UPLIFT
LOAD
COMPOSITE BEAM
REMARKS
L�
3'-10"
10394
240
5740
175
8F28-1 B/1 T
0
6'-2"
10394
495
3498
130
8F28-1 B/1 T
L3
13'-6"
2127
265
1052
210
8F28-1 B/1 T
L4
4'-6"
10294
210
5077
150
81`28-1 B/1 T
L5
6'-2"
10394
550
3498
260
8F28-1 B/1 T
L6
3'-6"
10394
300
6613
100
81`28-1 B/1 T
L�
3'-6"
10394
240
6613
175
8F28-1 B/1 T
L8
6'-6"
10394
180
3498
100
8F28-1 B/1 T
L9
3'-6"
10394
NL
6613
NL
8F28-1 B/1 T
SCHEDULE TO BE FILLED IN BY ENGINEER
LINTEL DEPTHS MAY BE INCREASED, BUT NOT REDUCED
NOTE: R=RECESS
NOTE: ALL GABLES &
JACKS = <250PLF
NOTE: USE CASTCRETE
F=FILLED w/ GROUT-- . - QUANITY OF #5
U=UNFILLED Q 1 j REBAR AT TOP
NOMINAL WIDTH,,,,,,,,,,,,,,OF I ��' 1 B/l T
;_ QUANITY OF #5 REBAR AT
NOMINAL HEIGHT ...,,_„_„% -- ------ ---"- BOTTOM OF LINTEL CAVITY
rJ
rl.
v
o
Z
Zw
�<
x
d�
UaW,G
OA��E
>W�
�iov
E
�
^r E
Wz
c
V
�
E
t
..
5z, E
�U00z
�
Z
o
a
x
blJ
O�
�
o
O
O
7�
N
U �
O
c
.0
• r� r
Vl
C
Ufa
� c
�
PPojr r No.
16-039
S-5
E
0
M
O)
04
0
Z
0
CL
a
a
3
M
O
Q
0
U
Y
U
O
a
O
m
m
M
0
0
U
.3
0
a
a
0
0
E
0
C,
to
UPPER ROOF fRAMING PLAN
SCALE: 114" = I '-0"
THESE PLANS ARE NOT FOR CONSTRUCTION UNLE �S STAMPED
"Construction Set", DATED, SIGNED AND SEALED by THE ENGINEER.
ALL CONSTRUCTION SHALL BE IN COMPLIANCE WI1I-1 ALL
JURISDICTIONAL PERMITS, CONDITIONS AND CONTR/\CT DOCUMENTS.
CONSTRUCTIONS T
UPPER ROOF CONNECTOR SPECIFICATION CHART
CONNECTOR MARK
TRUSS
REACTIONS
CONNECTOR
ALLOWABLE
FASTENERS REQUIRED per
& DESCRIPTION
LABEL(s)
UPLIFT 1
NUMBER
M
MANUFACTURER
LOAD
MFR's SPECIFICATIONS
TYPE
QUANTITY
GRAVITY 1
GRAVITY ! UPLIFT t
A ALL WOOD TO WOOD
CONNECTIONS, UNLESS
t 950
MTS12
SIMPSON
t 1000
10d x 1Y2" NAILS
14
`xxxx NOTED BELOW.
max.
ALL WOOD TO CONC.
D
CONNECTIONS, UNLESS
HJ7A,
t 1684
HETA20
SIMPSON
t 1810
10d x 1Y2" NAILS
9
<xxxx NOTED BELOW.
A7, A8,
max.
G7, et. al.
C SINGLE PLY GIRDER
A8
TRUSS TO CONCRETE
t 2409
DETAL20
SIMPSON
t 2480
10d x 1Y2" NAILS
18 (truss)
`xxxx LINTEL/BOND BEAM
max.
2+ PLY GIRDER TRUSS
D
G6
TO CONCRETE
t 23.
(2) HETA20
SIMPSON
t 2700
16d NAILS
12 (truss)
`xxxx LINTEL/BOND BEAM
max.
E GIRDER TRUSS TO
CONCRETE BEAM
A8A
t 2985
MGT
SIMPSON
t 3965
10d NAILS
22 (truss)
� xxxx
5/8" ATR in EPDXY
1 (beam)
1=
`xxxx
G
`xxxx
Ir
(2) #G Cont. TOP
BOTTOM w/ #3
STIRRUPS @ 12" O.C.
7
� SET TRUSSES TO
51MP5ON VTCR @
lin. 2 per tru55)
ALL MASONRY WALL TOP Of REAM
(upper roof bearing) @ +23'-0"
A. F. E unless noted otherw15e
ALL UPPER ROOF SEARING Sr iALL
DE ON 8"x24" (3-COURSE) E )ND
REAM, UNLESS NOTED OTHER\NISE
refer to 5ectlon5 and detail-)
UPPER ROOF CONCRETE LINTEL SCHEDULE
APPLIED LOADS ON ALL PRECAST LINTELS HAVE BEEN REVIEWED TO
INSURE THEY ARE WITHIN ALLOWABLE LIMITS.
LINTEL
NO.
LENGTH
SAFE GRAVITY
LOAD
APPLIED GRAVITY
LOAD
SAFE UPLIFT
LOAD
APPLIED UPLIFT
LOAD
COMPOSITE BEAM
REMARKS
L�
10'-10"
2423
765
1272
850
185
650
150
NL
600
8F24-1 B/1 T
L2
9'-7"
2781
290
1458
8F24-1 B/1 T
L3
4'-6"
8672
1320
4292
81`24-1 B/1 T
L4
4'-6"
8672
220
4292
8F24-1 B/1 T
L5
11'-4"
2423
NL
1272
8F24-1 B/1 T
Ls
4'-0"
8974
1175
4853
8F24-1 B/1 T
L�
3'-6"
10394
220
5591
150
8F24-1 B/1 T
L8
L9
SCHEDULE TO BE FILLED IN B1 ENGIN-ER
LINTEL DEPTHS MAY BE INCREASED, 1'UT NOT REDUCED
NOTE: R=RECESS F=FILLED w/ GROUT a„ ............................ QUANITY OF #5
NOTE: ALL GABLES & U=UNFILLED '`` REBAR AT TOP
JACKS == <250PLF NOMINAL WIDTH ....... gF 16— 1 BA T
NOTE: USE CASTCRETE NOMINAL HEIGHT • --' QUANITY OF #5 REBAR AT
` BOTTOM OF LINTEL CAVITY
)ATSTOP
R Q'D W%
1-1 /2" CLEAR ._
i-
C.M.U.
_
GROUT—
7..
w <
= -)
_ _I �--
Q U
z
BOTTOM REINFORCING
PROVIDED IN LINTEL
0 0
o�
z i�
#5 REBAR AT BOTTOM
C° `n
(TYP. VARIES)
7-5/8
ACTUAL
8" NDMINAL
WIDTH
OF LINTEL
CAVITY
PRECAc>T LINTEL NOTES
1. PROVIDE FULL MORTOR BED AND HEAD JOINTS.
2. SHORE FILLED LINTELS AS REQUIRED.
3. INSTALLATION OF ALL LINTELS MUST COMPLY WITH THE
ARCHITECTURAL and/or STRUCTURAL DOCUMENTS.
4. U-LINTELS ARE MANUFACTURED WITH 5 1 /2" LONG NOTCHES AT THE
ENDS TO ACCOMODATE VERTICAL CELL REINFORCING AND GROUTING.
5. REFERENCE THE CAST-CRETE LOAD DEFLECTION GRAPH ROCHURE
FOR LINTEL DEFLECTION INFORMATION.
6. BOTTOM FIELD ADDED REBAR TO BE LOCATED AT THE BOTTOM OF THE
LINTEL CAVITY.
7. 7�32" DIAMETER WIRE STIRRUPS ARE WELDED TO THE BOTTOM STEEL
F R MECHANICAL ANCHORAGE
8. CAST -IN -PLACE CONCRETE MAY BE PROVIDED IN COMPOSITE LINTEL
IN LIEU OF CONCRETE MASONRY UNITS.
9. SAFE LOAD RATING BASED ON RATIONAL DESIGN ANALYSIS PER ACI
318 AND ACI 530.
10. PRODUCT APPROVALS: MIAMI-DADE COUNTY FLORIDA NOS.
03-0606.05 & 03-0605.04. FLORIDA CERTIrICATE OF PRODUCT
APPROVAL NUMBER FL158.
11. THE EXTERIOR SURFACE OF LINTELS INSTALLED IN EXTERIOR CONCRETE
MASONRY WALLS SHALL HAVE A COATING OF STUCCO APPLIED IN
ACCORDANCE WITH ASTM C-296 OR OTHER APPROVED COATING..
12. ALL RACEWAYS AND PIPES PLACED IN OR THROUGH ANY CONCRETE
SLAB SHALL BE SPACED A MINIMUM OF THREE DIAMETERS OF THE
LARGEST CONDUIT OR PIPE FROM ANY OTHER SERVICE.
ADDIied ve tical load + A lied horizontal load
Safe ver cal load afe horizontal load 51.0
13. ADDITIONDESIGNER Eft LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE
Y PROVIDING ADDITIONAL REINFORCED CONCRETE
MASONRY ,ABOVE THE LINTEL. SEE DETAIL AT RIGHT.
c
r� C
c_
0 2 r=
ice_ rr _
C; o (j U,
L�
o
Vl
w M
bUD
E
M
W
J'
en
�U
w
o
�vi�wo
dx�min
w
�wz`�
V
�y
W
ZO
�
�
U
i�Vow
�
00
a
w
�
l�
U
0
M
�
�
O
U
0
�
�
0
0c
,
lM�1
•�
PPOJFC. T NO.
16-039
HEFT
S-6
CONSTRUCTION SET 11
2x4 P.T. CONT. LEDGER
w/ 4'x3" T.C. @ 24" O.C.
SIMPSON H2.5A at each
TRUSS TAIL to NAILI�,R
0
0
MASONRY WALL (beyond)
8"x3G" CONCRETE TIC BEAM w/
(2) #55 TOP, BOTTOM 4 MIDDLE
and #3 STIRRUPS @ I G" O.C.
TOP @ + 13-0" A.F.F.
Oj #5 REBAR ?n FILLED CELL
COLUMN
refer to plank for locations
E
0
m
0
0
o
-
Z
C
W
d
m
d
a
L
a
3
v
n
0
Q
N
Y
O
O
0
0
m
rn
0
i
o
U
2
in
N
m
3
0
0
i
a
RAILING per ARCH
G" nominal
CONCRETE SLAB w/
#415 1 2" O.C. E.W.
MASONRY WALL (beyond)
FRANGIBLE ENTRY
STOOP * STEPS
refer to architecturals
TILE ROOFING over 32" CDX PLYWOOD
over WOOD TRUSSES by others
WOOD ROOF TRU55E5 DE5IGNED DY' OTHER5.
5IMP50N HETA 20
typical at all trusses
unless noted otherwise
8"x24" (3-COUR5E) BOND
BEAM w/ (1) #5 cont. TOP
$ BOTTOM - PRECAST
LINTEL AT OPENINGS
refer to schedule � details
#5 REBAR in PILLED CELL
COLUMN
refer to plans for locations
9
TYPICAL 8" CMU I
CONSTRUCTION -
typical wall sectio
E
E
g
O
M
#5x8' REBAR w/ 30" LAP at FILLED
CELL COLUMN STEEL IN
MASONRY ABOVE $ BELOW
E
L o
TYPICAL 8" CMU MASONRY
CONSTRUCTION - refer to
typical wall section sheet 5-8
I #5 REBAR LAP 30" w/
FILLED CELL COLUMN STEEL
f
1:
G" STRUCTURAL
E CONCRETE SLAB w/
ir.
#4'5 1 2" O.C. E.W.
�._...........
................. ...... .........._
Frame Ceiling by
---1
2" HOOK
CONTRACTOR
<'
8"x24" CONCRETE TIE BEAM
8"x 19";CONCRETE TIE BEAM
w/ (2) #55 TOP t BOTTOM
w/ (2) #,5'5 TOP * BOTTOM
and #3 STIRRUPS @ I G" O.C.
and #3STIRRUP5 @ I G" O.C.
TOP @ +0'-0" Finish Floor
TOP @( -0'-1 " B.F.F.
8"x24" (3-COUR5E) BOND
BEAM w/ (1) #5 cont. TOP
BOTTOM - PRECAST
LINTEL AT OPENINGS
refer to schedule * details
SIMPSON META 20
typical at all trusses
unless noted otherwise
FRANGIBLE MASONRY (beyond)
�FKflFT3A 11 ;..�T I�FT
TILE ROOFING over 32" CDX PLYWOOD
over WOOD TRUSSES by others
SIMPSON HETA 20
\� typical at all trusses
\\ unless noted otherwise
Is
4" thick 3000psi CONCRETE
E I 4" thick 3000ps1 CONCRETE SLAB - TYPICAL SHEARWALL FOOTING ELEVATOR PIT t- ASSOCIATED 4" thick 3000ps1 CONCRETE SLAB - SLAB - FIBERMESH REINF. -
g TYPICAL FRANGIBLE FOOTING FIBERMESH REINF. - FRANGIBLE - - refer to details sheet 5-9 PILING and FOUNDATION (before) FIBERMESH REINF. -FRANGIBLE - g FRANGIBLE -SAW CUT into 5'x5'
SAW CUT Into 5'x5' max. SECTIONS mak. SECTIONS - refer to plans g
- refer to details sheet 5-9 SAW CUT Into 5'x5' max. SECTIONS �m refer to plans and details m
O - refer to plans for cut locations for,, out locations O
1s
c
w
-
J
w
ca
L
T
CP
L.J
•
U
;~
Z
U
N
V1
W M
E
M
M
bA
�
O
�W
�x
9z
z
z
�
w
w�Qneq
ex
�
ZF
�
V
�*
vi
x
�
r
z
h�l
2011 max.
Z
Z
._:. ._ ..... _..... ..,.
r�
U
� C)
J
h°VI
refer to plans for cut locations :
I
CC$
17
-
MM
� l
0
24"501. SHEARWALL FOOTING.
refer to plans details (before)
1 2"x 1 2" THICKENED EDGE
f
2 # CONT
(frangible) w/ O 5's
N
.............. ..............
/
.``
G" AUGER CAST PILE AND
...
AUGER -CAST PILE AND
» »
I G" AUGER -CAST PILE I G" AUGER -CAST PILE
TYPICAL (before) TYPICAL (before)
BUILDING
24"s TRANSITION CAP
5ECTION a
I refer to plans * details
24" TRANSITION CAP
refer to plans � details
I G AUGER -CAST FIL4
TYPICAL (beyond) 1
SCALE: 112" _ 1 5-7 PRoJEC T No.
THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS S.AMPED
"Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER.
ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL
0
JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS.
16-039
CONTRACTOR SHALL C 00 F D I NATE ALL DETAILS AND SHEET
� CONSTRUCTION. S-7
ELEVATIONS WITH AR:c�HITE_�T PRIOR TO
E
N
m
0
0
z°
0
0
m
a
a
a
.o
3
n
0
U
F-
V)
Y
0
0
0
X
m
oD
n
0
1
10
0
in
0
0
/
d
a
0
0
0
C
O
E
En
0
to
CID
-13
THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS
STAMPED "Construction Set' , DATED, SIGNED AND
SEALED BY THE ENGINEER. ALL CONSTRUCTION SHALL
BE IN COMPLIANCE WITH ALL JURISDICTIONAL PERMITS,
CONDITIONS AND CONTRACT DOCUMENTS.
5IMP50N HETA 20
typical at all trusses
unless noted otherwise
REFER TO ARCHITECTURAL
PLANS FOR FASCIA, SOFFIT
* DRIP EDGE DETAILS
REFER TO ARCHITECTURAL
PLANS FOR INTERIOR
OEXTERIOR WALL FINISHES
#5 REBAR in FILLED CELL
COLUMN
refer to plans for locations
5IMP50N HETA 20
typical at all trusses
unless noted otherwise
TILE ROOFING over 32"
O CDX PLYWOD
over WOOD TRUSSES
by others
- 8"x24" (3-COURSE) BOND
BEAM w/ (1) #5 cont. TOP
BOTTOM - PRECAST
LINTEL AT OPENINGS
REFER TO ARCHITECTURAL • refer to schedule details
PLANS FOR FASCIA, SOFFI- - --- --- - ----- --
DRIP EDGE DLTAILS?
#5 REBAR in FILLED CELL
COLUMN
frefer to plans for locations
REFER TO ARCHITECTURAL
PLANS FOR INTERIOR
EXTERIORWALL FINISHES TYPICAL 8" CMU MASONRY
CONSTRUCTION - refer to
Itypical wall section at right
0
�
1�
I
ELEVATOR SHAFT (beyond)
TYPICAL 8" CMU MASONRY
CONSTRUCTION
.
I
............. t
'• zf #5x50" REBAR w/ 30" LAP
I.
I I : at FILLED CELL COLUMN
STEEL IN MASONRY ABOVE
TILE ROOFING over CDX
PLYWOOD over WOOD
TRUSSES by others o
' f r GYP-CRETE OVER
'•, PLYWOOD SUBFLOOK
_......,,_...__._ _..._ ._.,..,...____ \._.,......_
2;x4 (or better) P.T
` FONT. NAILER
COFFER CEILING _._------------- �..... ... ........_ _...._,,. �._.. _ _ ...,.._.,,,. .........
...__ ..
refer to architecturals '
CONCRETE TIE BEAM
8"x26" (32-COURSE) BOND EMBEDDE STEEL refer to plans * schedule
BEAM w/ (1) #5 cont. TOP WELq PLATE
* BOTTOM - PRECAST (before)
LINTEL- AT OPENINGS refer to?details
refer to schedule $ details I
TYPICAL 8" CMU MASONRY
1 CONSTRUCTION - refer to
typical wall section at right
#5x50" REBAR LAP 30" w/
FILLED CELL COLUMN STEEL
E
Q LAP VERTICAL STEEI
0 A MINIMUM OF 48
(9 k;.
BAR DIAMETERS
G" nominal 3000p51
CONCRETE SLAB w/
#4's 1 2" O.C. E.W. 12" HOOK
8"x24" CONCRETE TIE BEAM €
w/ (2) #5'5 TOP * BOTTOMS ........................2, 8.._....................
and #3 STIRRUPS @ I G" O.C.
CAN I ILCVCK
STUB #5 REBAR into
CONCRETE BEAM
max. G" embedment
#5 REBAR in FILLED CELL
COLUMN
refer to plans for locations
STUB #5 REBAR into
TRANSITION CAP
max. G" embedment
I G" AUGER -CAST PILE
24"5q. TRANSITION CAP
refer to plans * details
GYP-CRETE OVER PLYWOOD SUBFLOOP,
2x4 PT. CONT. NAILED? W0017 FLOOR TRUSSES:'•
(ty icap DES16N?ED BY OTHERS
'............._..__................................................._...._.......... ..... ®.............._.__..._........._.....�I.........................._.................i�l............................._:: _
f-2-3z3G-60NCRETE TIE BEAM
w/ (2) #5'� TOP * BOTTOM
(bottom of beam @ top of
window elevation)
FRANGIBLE I?" CMU
MASONRY CONSTRUCTIO
0
N
ELEVATOR SHAFT (beyond)
TUBE STEEL TYPICAL 8" CMU MASONRY
COLUMN (before) CONSTRUCTION
refer to details
ANCHORED STEEL
4" thick 30001251 CONCRETE SLAB - WELD PLATE
r--FIBERMESH REINF. - FRANGIBLE - (before)
SAW CUT into 5'x5' max. SECTIONS refer to details
- refer to plans for cut locations
I G" AUGER -CAST PILE AND
24" TRANSITION CAP
(before)
WALL SECTION �3�
SCALE: 112" = 1'-0"
SIMPSON META 20
typical at all trusses
unless noted otherwise
REFER TO ARCHITECTURAL
PLANS FOR FASCIA, SOFFIT
* DRIP EDGE DETAILS
REFER TO ARCHITECTURAL
PLANS FOR INTERIOR �
EXTERIOR WALL FINISHES
E
0-
TILE ROOFING over32
CDX
PLYWOOD over WOOD p
TRUSSES by othersn
SIMFSON HETA 20
apical at all trusses
iy
unless noted otherwise
TO ARCHITECTURAL
-0R FASCIA,! SOFFIT
DRIP EDGE DETAILS
8"x28" (32 COUR$Q BOND
BEAM w/ (1) #5 co nt. TOP
* BOTTOM - PRE(tAST
LINTEL AT OFENINGS
refer to schedule ® details
_FER TO ARCHITECTURAL---`
:PLANS FOR INTERIOR
-XTERIOR WALL FINISHES TYPICAL " CMU MA-4ONRY
O ; CONSTRICTION - refs to
typical wall section atricjht
#5 REBAR in FILLED CELL
COLUMN
refer to plans for locations
TILE ROOFING over 32"
CDX PLYWOOD
over WOOD TRUSSES
by others
WOOD ROOF TRUSSES
DESIGNED BY OTHERS.
8"x24" (3-COUR5E) BOND
BEAM w/ (1) #5 cont. TOP
* BOTTOM - PRECAST
LINTEL AT OPENINGS
refer to schedule * details
#5 REBAR in FILLED ICE
COLUMN
refer to plans for locatio
TYPICAL 8" CMU MASONRY
CONSTRUCTION - refer to
typical wall section at right
#5x50" REBAR w/ 30? LAP at
FILLED CELL COLUMN; STEEL IN
MASONRY ABOVE I
(2) 2x 10 P.T. LEDGER
-5/b"x7' WEDGE ANCHORS @
24" O.C. STAGGERED
GYP CRETE OVER PLYWOOb SUBFLOOR
............. .
WOOD FLOOR TRUSSES
DESIGNED BY OTHERS
7z depth to be determined
8"x24" CONCRETE TIE BEAM w/
(2) #5's TOP * BOTTOM and #3
STIRRUPS @ I G" O.C.
TOP @ + 1 3'-0" A.F.F. i
L` A,560" REBAR LAP 30" w/ FILLED
l CELL COLUMNSTEEL
E I (2) 2x 10 P:T• LEDGER
Q I 5/g'x7" WEDGE ANCHORS @
LAf VERTICAL 124" I
(` O.C. STAGGERED
( A MINIMUM Off BAR DIAMETE4GYP CRETE OVER PLYWOOD SUBFLOOR....... .......... ) . ..............._..._.. �.
's6 nominal3000P51-7Z
:CONCRETE SLAB w/ WOOD FLOOR TRUSSES
#4'5 12" O.C. E.W. DESIGNED BY OTHERS
depth to be determined
12"HOOK
8"x24' CONCRETE TIE BEAM
w/ (�) #5'5 TOP $ BOTTOM `• `
and #3'=:=:5TIRRUP5 @ I G" O.C.
CANTILEVERji
' I G"x42" CONCRETE TIE BEAM
w/ (3) #5'5 TOP It BOTTOM
and #3 STIRRUPS @ I G" O.C.
TOP @ +0'-0" finish Floor
i
FORM -POURED CONCRETE COLUMN
refer to plans * schedule
o FRANGIBLE MASONRY (beyond)
I
i
4" thick 3000p5i CONCRETE SLAB -
FIBERMLSH REINF. - FRANGIBLE -
I
RECESS FOR GARAGE SAW CUT into 5'x5' max. SECTIONS
(4) STANDARD HOOKS-± -nr,,p --Z-- �- A-4-1 -refer to plans for cut locations
—�r
TRANSITION CAP
refer to plans * details
SCALE: 112" = 1 '-0"
CONSTRUCTIONS T
METAL ROOFING over 3 ,
CDX PLAWWOOD over
WOOD TRUSSES
by others
SIMPSON META 20
typical at all trusses
unless noted otherwise
REFER TO ARCHITECTURAL
PLANS FOR rASCIA, SOFFIT
DRIP EDGE DETAILS
_I
REFER TO ARCHITECTURAL
PLANS FOR INTERIOR �
EXTERIOR WALL FINISHES
j c::i"ccz
3
8"x24" CONCRrTL TIE BEAM
ip
w/ (2) #5'5 TOP BOTTOM =.
and #3 STIRRUPS @ 16" O.C.
TOP @ +0'-O" Finish Floor
8"x28" (32-COURSE) BOND
BEAM w/ (1) #5 cont. TOP
* BOTTOM - PRECAST
LINTEL AT OPENINGS
refer to schedule � details
�-TYPICAL 8" C.M.U. MASONRY WALL w/
9ga. LADDER TYPE HORIZONTAL
REINFORCEMENT AT EVERY OTHER
COURSE (I G" O.C.) * #5 vert. IN FILLED
CELL COLUMN AS INDICATED ON PLANS
�-FILLED CELL COLUMNS SHALL BE
LOCATED MAX. 4'-0" O.C. � ...
a) EACH SIDE OF ANY OPENING
b) AT ALL CORNERS
c) AT ALL WALL ELEVATION CHANGES
d) AS INDICATED ON PLAN
#5x50" REBAR LAP 30" w/
-FILLED CELL COLUMN STEEL
-2x P.T. CONT. NAILER
GYP-CRETE OVER PLYWOOD SUBFLOOR
....................
#PRE ENGINEERED rLC OR
I TRUSSES @ 24"IOjC.
3
ra ivniviivi�ivi vi -tc�
BAR DIAMETERS
E
g Cif
O
4" min. CURB
m
TYPICAL @GARAGE
SLAB PERIMETER
:... •V •rI
rI
STANDARD 10"w® ^ Q�
HOOK I v 1
E l..
4" thick 3000p5i CONCRETE SLAB
FIBERMESH REINF. - FRANGIBLE
I G" AUGER -CAST FILE SAW CUT into 5'x5' max. SECTIONS
24"5q. TRANSITION CAP
refer to plans for cut locations
`' -
refer to plans * details
TYPICAL WALL
SCALE: I /2" = I ' 0"
SECTION
CONTRACTOR (-'--' HALL COORDINATE ALL
DETAILS AND ELEVATIONS WITH
ARCHITECT PRIOR TO CONSTRUCTION. -
SHrLT
S-8-
COFFER CEILING _._------------- �..... ... ........_ _...._,,. �._.. _ _ ...,.._.,,,. .........
...__ ..
refer to architecturals '
CONCRETE TIE BEAM
8"x26" (32-COURSE) BOND EMBEDDE STEEL refer to plans * schedule
BEAM w/ (1) #5 cont. TOP WELq PLATE
* BOTTOM - PRECAST (before)
LINTEL- AT OPENINGS refer to?details
refer to schedule $ details I
TYPICAL 8" CMU MASONRY
1 CONSTRUCTION - refer to
typical wall section at right
#5x50" REBAR LAP 30" w/
FILLED CELL COLUMN STEEL
E
Q LAP VERTICAL STEEI
0 A MINIMUM OF 48
(9 k;.
BAR DIAMETERS
G" nominal 3000p51
CONCRETE SLAB w/
#4's 1 2" O.C. E.W. 12" HOOK
8"x24" CONCRETE TIE BEAM €
w/ (2) #5'5 TOP * BOTTOMS ........................2, 8.._....................
and #3 STIRRUPS @ I G" O.C.
CAN I ILCVCK
STUB #5 REBAR into
CONCRETE BEAM
max. G" embedment
#5 REBAR in FILLED CELL
COLUMN
refer to plans for locations
STUB #5 REBAR into
TRANSITION CAP
max. G" embedment
I G" AUGER -CAST PILE
24"5q. TRANSITION CAP
refer to plans * details
GYP-CRETE OVER PLYWOOD SUBFLOOP,
2x4 PT. CONT. NAILED? W0017 FLOOR TRUSSES:'•
(ty icap DES16N?ED BY OTHERS
'............._..__................................................._...._.......... ..... ®.............._.__..._........._.....�I.........................._.................i�l............................._:: _
f-2-3z3G-60NCRETE TIE BEAM
w/ (2) #5'� TOP * BOTTOM
(bottom of beam @ top of
window elevation)
FRANGIBLE I?" CMU
MASONRY CONSTRUCTIO
0
N
ELEVATOR SHAFT (beyond)
TUBE STEEL TYPICAL 8" CMU MASONRY
COLUMN (before) CONSTRUCTION
refer to details
ANCHORED STEEL
4" thick 30001251 CONCRETE SLAB - WELD PLATE
r--FIBERMESH REINF. - FRANGIBLE - (before)
SAW CUT into 5'x5' max. SECTIONS refer to details
- refer to plans for cut locations
I G" AUGER -CAST PILE AND
24" TRANSITION CAP
(before)
WALL SECTION �3�
SCALE: 112" = 1'-0"
SIMPSON META 20
typical at all trusses
unless noted otherwise
REFER TO ARCHITECTURAL
PLANS FOR FASCIA, SOFFIT
* DRIP EDGE DETAILS
REFER TO ARCHITECTURAL
PLANS FOR INTERIOR �
EXTERIOR WALL FINISHES
E
0-
TILE ROOFING over32
CDX
PLYWOOD over WOOD p
TRUSSES by othersn
SIMFSON HETA 20
apical at all trusses
iy
unless noted otherwise
TO ARCHITECTURAL
-0R FASCIA,! SOFFIT
DRIP EDGE DETAILS
8"x28" (32 COUR$Q BOND
BEAM w/ (1) #5 co nt. TOP
* BOTTOM - PRE(tAST
LINTEL AT OFENINGS
refer to schedule ® details
_FER TO ARCHITECTURAL---`
:PLANS FOR INTERIOR
-XTERIOR WALL FINISHES TYPICAL " CMU MA-4ONRY
O ; CONSTRICTION - refs to
typical wall section atricjht
#5 REBAR in FILLED CELL
COLUMN
refer to plans for locations
TILE ROOFING over 32"
CDX PLYWOOD
over WOOD TRUSSES
by others
WOOD ROOF TRUSSES
DESIGNED BY OTHERS.
8"x24" (3-COUR5E) BOND
BEAM w/ (1) #5 cont. TOP
* BOTTOM - PRECAST
LINTEL AT OPENINGS
refer to schedule * details
#5 REBAR in FILLED ICE
COLUMN
refer to plans for locatio
TYPICAL 8" CMU MASONRY
CONSTRUCTION - refer to
typical wall section at right
#5x50" REBAR w/ 30? LAP at
FILLED CELL COLUMN; STEEL IN
MASONRY ABOVE I
(2) 2x 10 P.T. LEDGER
-5/b"x7' WEDGE ANCHORS @
24" O.C. STAGGERED
GYP CRETE OVER PLYWOOb SUBFLOOR
............. .
WOOD FLOOR TRUSSES
DESIGNED BY OTHERS
7z depth to be determined
8"x24" CONCRETE TIE BEAM w/
(2) #5's TOP * BOTTOM and #3
STIRRUPS @ I G" O.C.
TOP @ + 1 3'-0" A.F.F. i
L` A,560" REBAR LAP 30" w/ FILLED
l CELL COLUMNSTEEL
E I (2) 2x 10 P:T• LEDGER
Q I 5/g'x7" WEDGE ANCHORS @
LAf VERTICAL 124" I
(` O.C. STAGGERED
( A MINIMUM Off BAR DIAMETE4GYP CRETE OVER PLYWOOD SUBFLOOR....... .......... ) . ..............._..._.. �.
's6 nominal3000P51-7Z
:CONCRETE SLAB w/ WOOD FLOOR TRUSSES
#4'5 12" O.C. E.W. DESIGNED BY OTHERS
depth to be determined
12"HOOK
8"x24' CONCRETE TIE BEAM
w/ (�) #5'5 TOP $ BOTTOM `• `
and #3'=:=:5TIRRUP5 @ I G" O.C.
CANTILEVERji
' I G"x42" CONCRETE TIE BEAM
w/ (3) #5'5 TOP It BOTTOM
and #3 STIRRUPS @ I G" O.C.
TOP @ +0'-0" finish Floor
i
FORM -POURED CONCRETE COLUMN
refer to plans * schedule
o FRANGIBLE MASONRY (beyond)
I
i
4" thick 3000p5i CONCRETE SLAB -
FIBERMLSH REINF. - FRANGIBLE -
I
RECESS FOR GARAGE SAW CUT into 5'x5' max. SECTIONS
(4) STANDARD HOOKS-± -nr,,p --Z-- �- A-4-1 -refer to plans for cut locations
—�r
TRANSITION CAP
refer to plans * details
SCALE: 112" = 1 '-0"
CONSTRUCTIONS T
METAL ROOFING over 3 ,
CDX PLAWWOOD over
WOOD TRUSSES
by others
SIMPSON META 20
typical at all trusses
unless noted otherwise
REFER TO ARCHITECTURAL
PLANS FOR rASCIA, SOFFIT
DRIP EDGE DETAILS
_I
REFER TO ARCHITECTURAL
PLANS FOR INTERIOR �
EXTERIOR WALL FINISHES
j c::i"ccz
3
8"x24" CONCRrTL TIE BEAM
ip
w/ (2) #5'5 TOP BOTTOM =.
and #3 STIRRUPS @ 16" O.C.
TOP @ +0'-O" Finish Floor
8"x28" (32-COURSE) BOND
BEAM w/ (1) #5 cont. TOP
* BOTTOM - PRECAST
LINTEL AT OPENINGS
refer to schedule � details
�-TYPICAL 8" C.M.U. MASONRY WALL w/
9ga. LADDER TYPE HORIZONTAL
REINFORCEMENT AT EVERY OTHER
COURSE (I G" O.C.) * #5 vert. IN FILLED
CELL COLUMN AS INDICATED ON PLANS
�-FILLED CELL COLUMNS SHALL BE
LOCATED MAX. 4'-0" O.C. � ...
a) EACH SIDE OF ANY OPENING
b) AT ALL CORNERS
c) AT ALL WALL ELEVATION CHANGES
d) AS INDICATED ON PLAN
#5x50" REBAR LAP 30" w/
-FILLED CELL COLUMN STEEL
-2x P.T. CONT. NAILER
GYP-CRETE OVER PLYWOOD SUBFLOOR
....................
#PRE ENGINEERED rLC OR
I TRUSSES @ 24"IOjC.
3
ra ivniviivi�ivi vi -tc�
BAR DIAMETERS
E
g Cif
O
4" min. CURB
m
TYPICAL @GARAGE
SLAB PERIMETER
:... •V •rI
rI
STANDARD 10"w® ^ Q�
HOOK I v 1
E l..
4" thick 3000p5i CONCRETE SLAB
FIBERMESH REINF. - FRANGIBLE
I G" AUGER -CAST FILE SAW CUT into 5'x5' max. SECTIONS
24"5q. TRANSITION CAP
refer to plans for cut locations
`' -
refer to plans * details
TYPICAL WALL
SCALE: I /2" = I ' 0"
SECTION
CONTRACTOR (-'--' HALL COORDINATE ALL
DETAILS AND ELEVATIONS WITH
ARCHITECT PRIOR TO CONSTRUCTION. -
SHrLT
S-8-
WALL SECTION �3�
SCALE: 112" = 1'-0"
SIMPSON META 20
typical at all trusses
unless noted otherwise
REFER TO ARCHITECTURAL
PLANS FOR FASCIA, SOFFIT
* DRIP EDGE DETAILS
REFER TO ARCHITECTURAL
PLANS FOR INTERIOR �
EXTERIOR WALL FINISHES
E
0-
TILE ROOFING over32
CDX
PLYWOOD over WOOD p
TRUSSES by othersn
SIMFSON HETA 20
apical at all trusses
iy
unless noted otherwise
TO ARCHITECTURAL
-0R FASCIA,! SOFFIT
DRIP EDGE DETAILS
8"x28" (32 COUR$Q BOND
BEAM w/ (1) #5 co nt. TOP
* BOTTOM - PRE(tAST
LINTEL AT OFENINGS
refer to schedule ® details
_FER TO ARCHITECTURAL---`
:PLANS FOR INTERIOR
-XTERIOR WALL FINISHES TYPICAL " CMU MA-4ONRY
O ; CONSTRICTION - refs to
typical wall section atricjht
#5 REBAR in FILLED CELL
COLUMN
refer to plans for locations
TILE ROOFING over 32"
CDX PLYWOOD
over WOOD TRUSSES
by others
WOOD ROOF TRUSSES
DESIGNED BY OTHERS.
8"x24" (3-COUR5E) BOND
BEAM w/ (1) #5 cont. TOP
* BOTTOM - PRECAST
LINTEL AT OPENINGS
refer to schedule * details
#5 REBAR in FILLED ICE
COLUMN
refer to plans for locatio
TYPICAL 8" CMU MASONRY
CONSTRUCTION - refer to
typical wall section at right
#5x50" REBAR w/ 30? LAP at
FILLED CELL COLUMN; STEEL IN
MASONRY ABOVE I
(2) 2x 10 P.T. LEDGER
-5/b"x7' WEDGE ANCHORS @
24" O.C. STAGGERED
GYP CRETE OVER PLYWOOb SUBFLOOR
............. .
WOOD FLOOR TRUSSES
DESIGNED BY OTHERS
7z depth to be determined
8"x24" CONCRETE TIE BEAM w/
(2) #5's TOP * BOTTOM and #3
STIRRUPS @ I G" O.C.
TOP @ + 1 3'-0" A.F.F. i
L` A,560" REBAR LAP 30" w/ FILLED
l CELL COLUMNSTEEL
E I (2) 2x 10 P:T• LEDGER
Q I 5/g'x7" WEDGE ANCHORS @
LAf VERTICAL 124" I
(` O.C. STAGGERED
( A MINIMUM Off BAR DIAMETE4GYP CRETE OVER PLYWOOD SUBFLOOR....... .......... ) . ..............._..._.. �.
's6 nominal3000P51-7Z
:CONCRETE SLAB w/ WOOD FLOOR TRUSSES
#4'5 12" O.C. E.W. DESIGNED BY OTHERS
depth to be determined
12"HOOK
8"x24' CONCRETE TIE BEAM
w/ (�) #5'5 TOP $ BOTTOM `• `
and #3'=:=:5TIRRUP5 @ I G" O.C.
CANTILEVERji
' I G"x42" CONCRETE TIE BEAM
w/ (3) #5'5 TOP It BOTTOM
and #3 STIRRUPS @ I G" O.C.
TOP @ +0'-0" finish Floor
i
FORM -POURED CONCRETE COLUMN
refer to plans * schedule
o FRANGIBLE MASONRY (beyond)
I
i
4" thick 3000p5i CONCRETE SLAB -
FIBERMLSH REINF. - FRANGIBLE -
I
RECESS FOR GARAGE SAW CUT into 5'x5' max. SECTIONS
(4) STANDARD HOOKS-± -nr,,p --Z-- �- A-4-1 -refer to plans for cut locations
—�r
TRANSITION CAP
refer to plans * details
SCALE: 112" = 1 '-0"
CONSTRUCTIONS T
METAL ROOFING over 3 ,
CDX PLAWWOOD over
WOOD TRUSSES
by others
SIMPSON META 20
typical at all trusses
unless noted otherwise
REFER TO ARCHITECTURAL
PLANS FOR rASCIA, SOFFIT
DRIP EDGE DETAILS
_I
REFER TO ARCHITECTURAL
PLANS FOR INTERIOR �
EXTERIOR WALL FINISHES
j c::i"ccz
3
8"x24" CONCRrTL TIE BEAM
ip
w/ (2) #5'5 TOP BOTTOM =.
and #3 STIRRUPS @ 16" O.C.
TOP @ +0'-O" Finish Floor
8"x28" (32-COURSE) BOND
BEAM w/ (1) #5 cont. TOP
* BOTTOM - PRECAST
LINTEL AT OPENINGS
refer to schedule � details
�-TYPICAL 8" C.M.U. MASONRY WALL w/
9ga. LADDER TYPE HORIZONTAL
REINFORCEMENT AT EVERY OTHER
COURSE (I G" O.C.) * #5 vert. IN FILLED
CELL COLUMN AS INDICATED ON PLANS
�-FILLED CELL COLUMNS SHALL BE
LOCATED MAX. 4'-0" O.C. � ...
a) EACH SIDE OF ANY OPENING
b) AT ALL CORNERS
c) AT ALL WALL ELEVATION CHANGES
d) AS INDICATED ON PLAN
#5x50" REBAR LAP 30" w/
-FILLED CELL COLUMN STEEL
-2x P.T. CONT. NAILER
GYP-CRETE OVER PLYWOOD SUBFLOOR
....................
#PRE ENGINEERED rLC OR
I TRUSSES @ 24"IOjC.
3
ra ivniviivi�ivi vi -tc�
BAR DIAMETERS
E
g Cif
O
4" min. CURB
m
TYPICAL @GARAGE
SLAB PERIMETER
:... •V •rI
rI
STANDARD 10"w® ^ Q�
HOOK I v 1
E l..
4" thick 3000p5i CONCRETE SLAB
FIBERMESH REINF. - FRANGIBLE
I G" AUGER -CAST FILE SAW CUT into 5'x5' max. SECTIONS
24"5q. TRANSITION CAP
refer to plans for cut locations
`' -
refer to plans * details
TYPICAL WALL
SCALE: I /2" = I ' 0"
SECTION
CONTRACTOR (-'--' HALL COORDINATE ALL
DETAILS AND ELEVATIONS WITH
ARCHITECT PRIOR TO CONSTRUCTION. -
SHrLT
S-8-
TRANSITION CAP
refer to plans * details
SCALE: 112" = 1 '-0"
CONSTRUCTIONS T
METAL ROOFING over 3 ,
CDX PLAWWOOD over
WOOD TRUSSES
by others
SIMPSON META 20
typical at all trusses
unless noted otherwise
REFER TO ARCHITECTURAL
PLANS FOR rASCIA, SOFFIT
DRIP EDGE DETAILS
_I
REFER TO ARCHITECTURAL
PLANS FOR INTERIOR �
EXTERIOR WALL FINISHES
j c::i"ccz
3
8"x24" CONCRrTL TIE BEAM
ip
w/ (2) #5'5 TOP BOTTOM =.
and #3 STIRRUPS @ 16" O.C.
TOP @ +0'-O" Finish Floor
8"x28" (32-COURSE) BOND
BEAM w/ (1) #5 cont. TOP
* BOTTOM - PRECAST
LINTEL AT OPENINGS
refer to schedule � details
�-TYPICAL 8" C.M.U. MASONRY WALL w/
9ga. LADDER TYPE HORIZONTAL
REINFORCEMENT AT EVERY OTHER
COURSE (I G" O.C.) * #5 vert. IN FILLED
CELL COLUMN AS INDICATED ON PLANS
�-FILLED CELL COLUMNS SHALL BE
LOCATED MAX. 4'-0" O.C. � ...
a) EACH SIDE OF ANY OPENING
b) AT ALL CORNERS
c) AT ALL WALL ELEVATION CHANGES
d) AS INDICATED ON PLAN
#5x50" REBAR LAP 30" w/
-FILLED CELL COLUMN STEEL
-2x P.T. CONT. NAILER
GYP-CRETE OVER PLYWOOD SUBFLOOR
....................
#PRE ENGINEERED rLC OR
I TRUSSES @ 24"IOjC.
3
ra ivniviivi�ivi vi -tc�
BAR DIAMETERS
E
g Cif
O
4" min. CURB
m
TYPICAL @GARAGE
SLAB PERIMETER
:... •V •rI
rI
STANDARD 10"w® ^ Q�
HOOK I v 1
E l..
4" thick 3000p5i CONCRETE SLAB
FIBERMESH REINF. - FRANGIBLE
I G" AUGER -CAST FILE SAW CUT into 5'x5' max. SECTIONS
24"5q. TRANSITION CAP
refer to plans for cut locations
`' -
refer to plans * details
TYPICAL WALL
SCALE: I /2" = I ' 0"
SECTION
CONTRACTOR (-'--' HALL COORDINATE ALL
DETAILS AND ELEVATIONS WITH
ARCHITECT PRIOR TO CONSTRUCTION. -
SHrLT
S-8-
TYPICAL WALL
SCALE: I /2" = I ' 0"
SECTION
CONTRACTOR (-'--' HALL COORDINATE ALL
DETAILS AND ELEVATIONS WITH
ARCHITECT PRIOR TO CONSTRUCTION. -
SHrLT
S-8-
CONSTRUCTIONS T
E
CN
0
z
C
O
N
a
ta
cL
a
3
M
o
J
of
D
U
U
Y
U
o
0
0
m
m
rn
o
i
i
a
V
3
0
a
J
N
O
0
o
o
v)
0
refer to TYPICAL WALL SECTION
(sheet 5-5) for masonry
construction specifications
TYPICAL 8" CMU
MA50NRY
CONSTRUCTION 4" thick 3000p5i CONCRETE
l SLAB - FIBERME5H REINF. -
I' FRANGIBLE - SAW CUT into
5'x5' max. SECTIONS - refer
1... to plans for cut locations
4 MIN. CURB—\
STANDARD
I. HOOK
FINISH
GRADE._..____
�0 18"deep x 1 2'
N 3000p5i CONCRETE
T O MONOLITHIC FOOTER
(2) #5'5 (3" MIN. PROTECTION) Emil VISQUEEN VAPOR BARRIER
DISCONTINUE STEEL MIN. 3" FROM over TERMITE TREATED COMPACTED
TRANSITION CAP - refer to TYPICAL PILE FILL (96% max. density)
@ PILE CAP detail sheet 5-3 similar "
TRANSITION CAP
(2) #5'5 SHALL BE CONTINUOUS (beyond)
AT ALL 5HEARWALL FOOTINGS -
refer to plans for locations AUGER CAST
PILE (beyond)
OUNDATION SECTION
SCALE: 3/4" = I '-0"
refer to TYPICAL WALL SECTION
(-iheet 5-8) for masonry
construction specifications
TYPICAL 8" CMU 4" thick .3000p5; CONCRETE
MASONRY SLAB - FIBERMt5H REINF. -
CONSTRUCTION FRANGIBLE - SAW CUT into
5'x5' max. SECTIONS - refer
to plans for cut locations
STANDARD
HOOK
FINISH
GRADE 1
18"deep x 1 2"
1 N 3000p5i CONCRETE
0 0 MONOLITHIC FOOTER
Gmil VISQUEEN VAPOR BARRIER
(2) #5'5 (3" MIN. PROTECTION) over TERMITE TREATED COMPACTED
DISCONTINUE STEEL MIN, 3 FROM
TRANSITION CAP - refer to TYPICAL PILE 1 FILL (98% max. density)
@ PILE CAP detail sheet 5-3 (similar) 1 2;;........
TRANSITION CAP
(2) #5'5 SHALL BE CONTINUOUS (beyond)
AT ALL 5HEAKWALL FOOTINGS -
refer to plans for locations AUGER CAST
PILE (beyond)
FOUNDATION SECTION
SCALE: 3/4" = I '-0"
4" thick 3000p5; CONCRETE
SLAB - FIBERME511 REINF. -
FRANGIBLE - SAW CUT into
5'x5' max. SECTIONS - refer
to plans for cut locations
refer to TYPICAL WALL SECTION
(sheet 5-8) for masonry
construction specifications
F2
STANDARD elevation changes may occur at
HOOK SHEAR WALL FOOTING - refer
to plans for locations
i 6O, .
clean termite treated granular file N clean termite treated granular fill
24" x 24" deep FOOTING w/ (3) #5's "'"', "` "" CLEAN OUT G" BELOW TOP
CONT. (top * bottom) * #3 STIRRUPS OF PILE PRIOR TO BEAM
@ I G" O.C. - TYPICAL at ALL SHEAR CONSTRUCTION
WALL5 $ ELEVATOR WALLS
.::'`�:.._.............. 1 8" .......,.,........fit:
3" MIN. PILE' TYPICAL AUGER CAST PILE
EMBEDMENT REFER TO DETAILS
I G"
refer to TYPICAL WALL SECTION refer to TYPICAL WALL SECTION
(sheet 5-8) for masonry (sheet S-8) for masonry
construction specifications construction specifications
4" thick 3000p5; CONCRETE 4" thick 3000p51 CONCRETE
SLAB - FIBERMESH REINF. - STANDARD STANDARD I SLAB - FIBERMESH REINF. -
FRANGIBLE -SAW CUT into HOOK HOOK FRANGIBLE -SAW CUT into
5'x5' max. SECTIONS - refer 5'x5' max. SECTIONS - refer to
to plans for cut locations I plans for cut locations
7" STRUCTURAL SLAB clean term to
Ln
(elevator pit base) - #4'5 treated granular fill
12" O.C.E.W.
18"x24" deep ELEVATOR
SHAFT FOUNDATION w/
(3) #55 CONT. (top
bottom) * #2 TIES @ I G"
O.C. - TYPICAL @
TYPICAL AUGER CAST FILE ELEVATOR PERIMETER
REFER TO DETAILS (beyond)
2" MIN COVERAGE
typ. for all slab steel
ELEVATOR PIT DETAIL
SCALE: 3/4" = 1'-0"
refer to TYPICAL WALL SECTION
(sheet 5-8) for masonry
construction specifications
TYPICAL 8" CMU :I
MASONRY- 4" thick 3000p5; CONCRETE
CONSTRUCTION SLAB - FIBERME5H REINF. -
FRANGIBLE - SAW CUT into
5'x5' max. SECTIONS -refer
to plans for cut locations
4" THICK 3000p5; STEP - STANDARD
FM REINFORCED refer to HOOK
CONCRETE SLAB plans
------------
77
18"deep x 1 2"
N 3000p5i CONCRETE
0 o MONOLITHIC FOOTER
(2) #5'5 CONT. Gmil VISQUEEN VAPOR BARRIER
3" MIN. PROTECTION - over TERMITE TREATED COMPACTED
DISCONTINUE STEEL MIN. 3" _ FILL (98% max. density)
FROM TRANSITION CAP - refer °"°\ 1 2""
to TYPICAL PILE @ PILE CAP TRANSITION CAP
(beyond)
detail sheet 5-3 (similar)
AUGER CAST
FILE (beyond)
FOUNDATION SECTION
SCALE: 3/4" = I '-0"
4" thick 3000p;i CONCRETE
SLAB - FI13ERMP5H REINF. - CONCRETE COLUMN
FRANGIBLE - SAW CUT into or MASONRY WALL
5'x5' max. SECTIONS - refer (beyond)
to plans for cut locations
1/2" RECESS
i. .. _.S _...._ ....._..
-------- _- o. PAVE�DRIVE
18"deep x 12"
1
3000p5i CONCRETE I C0
MONOLITHIC FOOTER
_,
Gmil VISQUEEN VAPOR BARRIER —
over•: \(2) #5's CONT.
TERMITE TREATED COMPACTED -" ---- i 7° :"° 3" MIN. PROTECTION -
a•,
FILL (98% max. density) DISCONTINUE STEEL MIN. 3"
FROM TRANSITION CAP - refer
TRANSITION CAP to TYPICAL PILE @ PILE CAP
(beyond) detail sheet 5-3 (similar)
AUGER CAST
PILE (beyond)
TYPICAL 5HEAR WALL FOOTING �`' FOUNDATION SECTIONI F6
SCALE: 3/4" = I'-0" SCALE: 3/4" = I'-0"
4" thick 3000p5i CONCRETE
SLAB - FIBERME511 REINF. -
FRANGIBLE - SAW CUT into
5'x5' max. SECTIONS - refer
to plans for cut locations
4" STEP
TYPICAL SLAB TRANSITION
SCALE: 3/4" = 1 '-0"
WINDOW
FR/\ME--\
/4" x 311
TAPCON
GLA`35
2x4 P.T
BUCK
JAMB DETAIL
PRE EN
WOOD
CONCRETE OR
BLOCK BEAM
BUCK/FRAME ATTACHMENT
2x4 (MAX.) P.T. WINDOW BUCK
�I #5 BAR
(i (TYP . )
#5 CORNER BAR w/
24" LEG
II j COLUMN BELOW
I I
- -
PRECAST
45 DEG. MITER CUT
CPRECAST LINTEL
ORNER
LI NTEL
CORNER DETAIL
SCALE: 3/4" = I '-0"
FILLED CELL MASONRY COLUMN W/ I
#5 VERT. IN EA. CEL
L, LAPPED @
O O FOOTING AND EXTENDED INTO TIE
� o BEAM. FILL W/ 3000 PSI
CONCRETE. (REFER TO PLAN AT LEFT
FOR SPECIFIC LOCATIONS)
FASTEN TO C.B.S. w//4"x2 4" MIN. FILLED CELL MASONRY COLUMN W/ 1
TAPCONS G" MAX. FROM ENDS AND #5 VERT. IN EA. CELL. LAPPED @
1 2" O/C MAX. (TYP. THREE SIDES) El 11M O O FOOTING AND EXTENDED INTO TIE
1x3 (MIN.) P.T. WINDOW BUCK BEAM. FILL W/ 3000 PSI
FASTEN TO C.B.S. w/ 3/6"x2/4" MIN. CONCRETE. (REFER TO PLAN AT LEFT
TAPCONS G" MAX. FROM ENDS AND FOR SPECIFIC LOCATIONS)
1 2" O/C MAX. (TYP. THREE SIDES)
OPTIONAL FASTENING (WINDOW & DOOR)
OPTIONAL FASTENING: /4"x3"MIN. COLUMN DETAIL
TAPCONS THRU FRAME, BUCK $ INTO
C.B.S. (I 2" MIN. EMBEDMENT).
TAPCONS REQ'D AT EACH SCREW SCALE: 3/4" = I '-0"
LOCATION PROVIDED BYMANUFACTURER
"DETAILS ABOVE DEPICT THIS OPTION- FILLED CELLS SHALL BE LOCATED NO FURTHER APART
THAN 46" O.C., UNLE55 SPECIFICALLY DIMEN51ONED
OTHEKW15E ON THE FOUNDATION PLAN.
=D
SIMPSON HETA20
CONNECTOR DETAILS
SCALE: NOT TO SCALE
C❑NDITI❑N #1; STRAP IS ❑' TO 3/8' AWAY FROM
EDGE OF TRUSS.
REPAIR; NO REPAIR NECESSARY,
C❑NDITI❑N #2; STRAP IS 3/8' TO 1-1/2' AWAY
FROM EDGE OF TRUSS. REPAIR; PLACE MAXIMUM 2x4
BLOCK BETWEEN TRUSS AND STRAP, BEND PER
DETAIL AND NAIL 7-10d,
C❑NDITI❑N #3; STRAP IS MORE THAN 1-1/2' AWAY
FROM EDGE OF TRUSS. REPAIR; PER DETAIL SHOWN
USING USP RT18112 ANCHORED TO WALL WITH (3)
1/4'x2-1/4' (MIN,) TAP -CONS AND NAILED TO
TRUSS WITH 7-10d, MAXIMUM 1200 LBS. UPLIFT,
APPLIES TO MULTIPLES AND C❑NSECUTIVE TRUSSES,
AND MAY BE USED ON EITHER SIDE OF WALL,
NOTE: USP-RT 1 61 12 MAY BE SUBSTITUTED
WITH 51MP50N HT5M I G AT ANY LOCATION
1/4' X 2-1/4' TAPC❑NS SPACED
Y AT LEAST 2' FROM TOP
STRAP MISALIGNMENT REPAIR
SCALE: not to scale
THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED
"Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER.
ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL
JURISDICTIONAL PERMITS, I�ONDITIONS AND CONTRACT DOCUMENTS.
0 �>
CONTRACTOR R SHALL COORDINATE R D I HATE ALL DETAILS AN D
ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION.
s
' w
U
' o
�Aoa�
W
�
i
Z
r�
O
h
xO a
� V
~ O
a
p
U
4_4
C)
U
I.-�
c�
U
CC
U
�
�
//C)
O
�
Q
17,
16-039
S-9.
CONTRACTOR SHALL COORDINATE ALL DETAILS AND
ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION.
CONSTRUCTIONS T
E
0
0
z
0
ir
a
a
r
3
M
U
ir
0
U
U
0
0
m
m
10
0
i
0
U
i
0
o,
c
0
0
a
0
J
y
c
c
0
E
0
0
CONTRACTOR SHALL
COORDINATE ELEVATION
w/ FINISH SURFACE
POOUPATI O
EXTEND POUR AS
NECESSARY TO
COMPLETE STEPS - NO
STEEL CONNECTION TO
MAIN STRUCTURE
8"x8" C.M.U.
MASONRY FILLED
CELL COLUMN w/
(1) #50 vert.
PROPOSED GRADE
I GN I G" SPREAD
FOOTING w/ (2)
#5's Cont.
I
THE ILLUSTRATED STEPS ARE DESIGNED TO
DE ENTIRELY INDEPENDANT OF THE MAIN
STRUCTURE AND SHALL NOT DE
CONNECTED IN ANY SIGNIFICANT MANNER
L„ I 1 _:J #4 "LONG" STEEL
G) ,— #4 "SHORT" STEEL
�s
8"x 18"deep CONC. -
1-
BEAM w/ (4) #4'5 #2
I G"x8" C.M.U.
Q STIRRUPS @ I G" o.c.
QMASONRY
FILLED
J
J
^
CELL COLUMN w/
-
(2) #5 s vert.
I GN(5" C.M.U.
STANDARD
�j
O MASONRY FILLED '
m
O
8" HOOK
CELL COLUMN w/-
m
I
(long direction)
IJT
(2) #5's vert.
IBLE
FOOTER w/ (2) #5
BARS Cont.
STANDARD 8" HOOK
(long direction)
�, �,
CENTER -TO -CENTER of COLUMNS CENTER -TO -CENTER of COLUMNS COLUMN CENTER to FOOTING CENTER
EXTERKDRE� IDETAIL
FORM -POURED CONC. STEPS
w/ (4) #4'5 @ 1 0" o.c. (long)
#4'5 @ 1 4" o.c. (short)
8" min. CONC. THICKNESS
\ ) T
t
I G"x I G" S11 PRE1. AI
FOOTING w/ (2)
#5's Cont.
SCALE: 112" = I '-0"
refer to sheet 5-4 1 v
17-0"
f_XTERIOR STEMS fOUNDATION PLAN_.,_
SCALE: 1 /4" = I '-0"
THESE PLANS ARE NOT FOR CON§TRUCTION UNLESS STAMPED
"Construction Set", DATED, SIGNEd AND SEALED BY THE ENGINEER.
ALL CONSTRUCTION SHALL BE IN POMPLIANCE WITH ALL
JURISDICTIONAL PERMITS, CONDITIdNS AND CONTRACT DOCUMENTS.
IVA
a
#4x30N24" STAIR
'HOOK"- TYP. at
each "LONG" STEEL
PROPOSED GRADE
TO BE ADJUSTED TO
COINCIDE WITH STEPS
N CONSTRUCTION
12"x24" CONCRETE SPREAD
E FOOTING (FIRST READ/RISER)
w/ (2) #5'5 T*B � #3 STIRRUPS
@ I G" O.C.
E
�e
Pik
C
4" thick 3000p51 CONCRETE
SLAB - FIBERMESH REINF. -
FRANGIBLE - SAW CUT into E
5'x5' max. SECTIONS - refer
to plans for cut locations""
VAPOR BARRIER
clean termite treated granular Ni N
20" x 24" deep FOOTING w/ (3) #5'5 "`
CONT. (top * bottom) * #3 STIRRUPS
@ I G" O.C. - TYPICAL at ALL SHEAR
WALLS � ELEVATOR WALLS20
E
3" MIN. PILE
EMBEDMENT
refer to TYPICAL WALL SECTION
(sheet 5-8) for masonry
construction specifications
CURB TYPICAL AT GARAGE
PERIMETER - VARIES BETWEEN
4" min. $ G" max. (94" WIDE typ.)
- STANDARD
HOOK
TYPICAL AUGER CAST PILE
REFER TO DETAILS
f ............... 511EAR WALL FOOTING w/ CURBF
SCALE: 3/4'= I'-0"
refer to TYPICAL WALL SECTION
(sheet 5-8) for masonry
construction specifications
r.
4" thick 3000p5i CONCRETE
SLAB - FIBERMESH REINF.
FRANGIBLE - SAW CUT into
5'x5' max. SECTIONS - refer 2°
to plans for cut locations ,�: EXPANSION JOINT
n E per contractor
4" frangible SLAB
VAPOR BARRIER t 7K.8_
clean termite treated granular fill N -� E € VAPORARRIf
I clean termite treated granular 41J
20" x 24" deep FOOTING w/ (3) #5's
CONT. (top * bottom) * #3 STIRRUPS STANDARD
@ I G" O.C. - TYPICAL at ALL SHEAR �__ I HOOK
WALLS * ELEVATOR WALLS f
; ` .-,,,,,,,,,,,,,,,,, 20- ...........,,, -� TYPICAL AUGER CAST PILE
3" MIN. PILE EMBEDMENT REFER TO DETAILS
I G"
SHEAR WALL FOOTING @ TRAN51TIO
SCALE: 3/4" = 1'-0"
NF8
CONCRETE TIE BEAM
E
E
ADDITIONAL 1 #5
O
— �-- -� — (1) 24"x24"x#5 .::..... � _ � .,�.�.., � 12 0 C
CORNER each side m.
COMPOSITE LINTEL I 4 MIN
,LAP C E
N ..�.._.,.,........S ... w/ (1) #5
,_,,. __.,,._,,,,,.,,,_,,,.,,_ 90"
411 MIN _ ? ,,,..,.., '. max. A.,..------
#5 VERT. IN FILLED I E I I # VERT INFILLED-
CELL1 1`" 5 _ �............... L... ...A.
COLUMN (typ.) ? € ? E_.,_..
�- 0 P EN FOR CELL COLUMN (typ
') W
I I WINDOW -� I I "_ "_,__ "„_, - NDOW OPENING
i I 1
E `
"DEMONSTRATED
................. Y
-E
OOR OPENING
IS
MASONRY ROUGH SIMILAR (no sill, etc.) ..... OPENING - REFRTO.,,......................
A R C H I TECTU R ALS _....................._,W,.
ANGIBLE FOOTER NOTE: POUR SOLID 8" CHEEP I = r
p.) w/ (2) #5'5 (MIN) ® EACH WINDOW SILL ? I FORM -POUR 8'x8" min. PRECAST CAST-CRgTE SILLS
CONCRETE CONCRETE SILL w/ (1) #5
MAY BE USED IN ttEU OF "" ...,I,,,,, I (" BLOCK WALL or j' TYPICAL C.M.U.
POURED ILL I PRECAST CAST-CRETE "" T MASON Y WALL
.,Y,
SILL (or equal)
I E i 1
FINAL K15ER/a
i i
FOOTING ( I E E r
w/ (2) #5's top, center, ;._... ),�,,,..<.........,,._..
_W..,......._ __.......
bottom - refer to details EXISTING LAP VERT. -
STANDARD HOOK A MINIMUM OF I j ? LAP VERT STEEL &
48 BAR DIAVE.TAR.S....:..............L...L.......................,.. ..........................__... L....................., 411
MINIMUM a
STANDARD HOOK A
E
BAR *-:z 4" MIN E
M 0 F 48 "
E E,... DIAMETERS"min.) t„
(30
..... ,..�,...�................ y
E i 1
MONOLITHIC FOUNDATION
J_ FOUNDATION or
— _ CONCRETE BEAM (below)
nF ENING WINDOWE
SC/- LE: NOT TO SCAAE
i�
n�
CCU
• p..i
O ct
� O
N
U � �
0
7
Q
e
PPOJECT NO.
16-039
S-10
B -- e o., -�:-->
rq
P r\i �f
1st F oor
a n e r-, <E--1 o w n e 1-1 UL\, 2 b
FOR CONSSTANCY 1MTH STRUCTURAL DESIGN
SC TT B. WG U I RE + P. E.
FL REG. #3953
DT I
45# Tile Loading
12
Reef Pitch 4,
TYPICAL TRUSS END
ALL BEAMS BY OTHERS
UNLESS NOTED ON LAYOUT.
BEARING HEIGHTS
i
-----------------
NOTE
IT IS THE RESPONSIBILITY CIF THE BUILDING UES1GNER DR
ARCHITECI TD PROVIPC AN APPR❑PRIATE CaNNECTION FOR TRUSSES
70 S UPPDR7 9 NG Tk'UCT L1RE PER REACTI❑NS SHOWN` ON TRUSS
ENGINEEPING. SPECIAL C❑NSIDER'ATI❑NS FOR MECHANICAL EQUIPMENT
AND/OR PLUMBING <AND THEIR CONNECTION IN TRUSS ''PACE
MUST BE DIAGRAMMED BY BUILDER ❑N APPROVED TRUSS LAB 667
PRIOR TO FABRICATION,
THIS COMPANY IS A TRUSS MANUFACTURER WHOSE
RE PDNSII3ILITIES: ARE LIMITED TO THOSE DESCPIBEB IN WTCA
7-1995 'DESNI N RESPONhI IRILITIES'- ACCORDINGLY, IT D13C'LAIMS
ANY RESPONSJDILITIE^ AND/OR LIABILITY FOR THE C-UNSTRUCTIDN
DESIGN, DRAWINGS, DOCUMENTS INCLUDING THE INSTALLATI❑N AND
BRACING OF TRUSSES MANUFACTURED BY THIS COMPANY,
\A/T R, N I N
CONVENTIONAL FRAMING, ERECTION AND/OR PERMANENT DRACINE IS
NOT THE RESPONSIBILITY OF THE TRUSS DESIGNER, PLATE
MANUFACTURER, OR TRUSS MANUFACTURER, PERSONS ERECTING
TRUSSES ARE CAUTIONED TD SEED PROFESSIONAL ADVICE
REGARDING EREC-TION BRACING WHICH IS ALWAYS REQUIRED TO
PREVENT TDPPLING AND DOMINOING DUR1NC ERECTI❑ICI; AND
P RMANENT BRACING 'WHICH MAY BE REQUIRED IN SP C:IEiC
APPLICATIDN . SEE 'G111DI:; TO FjD DD PRACTICE FUR HANDLING,
INSTALLING, RESTRAINING Px BRACING OF METAL PLATE IONNEIrTED
WOOD TRUSSES RECLIMh'€ENDATIONS`
(BCSI 2006) FOR FURTHER I'NFORMATI❑N,
TRUSSCS SHALL BE INSTALLED IN A STRAIGHT AND PLUMB
POSITION, WHERE NO SHEATHING IS APPLIED DIRECTLY TO TOP
3 ACID/DR BOTTOM CH❑RDS, THEY SHALL BE BRACED AS SPECIFIED
DPI THE ENGINEERED DESIGN, TRUSSES SMALL BE HANDLED WITH
s REASONABLE CARE DURING ERECTION TO PREVENT DAMAGE OR
PERSDNAL INJURY.
ATTENTICIN
APPPDVAL DE THIS TRUSS LAYOUT I
NECESSARY BEFORE EA IC:ATION CAN BEGIN,
VERIFY SPANS, PITCHES, OVERHANGS, GS, HEELS
AND BEARING CONDITIONS. AC C[PTANCE FJF
THIS LAYDUT ASSUMES TOTAL RESPONSIBILITY.
TRUSSES WILL BE BUILT PER THIS LAYDUT,
ROOF
TRUSSES
FLOOR
TRUSSES
Y Y Y JL i
407- 3 1-14401386- 872— 50 98 f 352- 557- 4901
LUNG OUP / LIRMUN BEACH / f AS DTTE
Customer Y
Phoenl:-: ReaAy Homes e Iric,
LOT/BLK/SUBDIV
Lot I Diamond Sards
SCALE DATE DRAWN BY M JDB NUMBER
evlsi-0r Date(s) - in /i g /lc..
FT T HJ> F PFP I AYFIIJT ANIT) F 1f iTNFi-- IN F, THAT , FFTI iPANY THE TRU FS A T TTI T '7 RY