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03 TIES w I2" O
6 01 VERT. CONT. BARB
GRADE BEAD?
(REFER TO PILE LAYOUT)
EXTEND REINFORVIENTS
IS" INTO TIRADE BEAM
TYPIGAL 16" DIAM. A16ER-GA5T
GONGRETE PILE
NT5
SHORT WAY
LONG
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DOUBLE PILE
(DPC)
EACI-4 WAY
OF t SOT.
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SINGLE PILE CAP
(SPC)
I ono
IPILE NOTES
AUGERCAST CONCRETE PILES
PILES SHALL BE POURED TO PROPER ELEVATIONS ALLOWING A MINIMUM OF 12" OF
PILE STEEL TO PROJECT INTO CAPS AND GRADE BEAM. ALL PILE WORK SHALL BE DONE
ACCORDANCE WITH "RECOMMENDATIONS FOR DESIGN, MANUFACTURE, AND INSTALLATION OF
CONCRETE PILES" NO. 10-50 N ACI 543R-14(80). PILES SHALL HAVE THE SPECIFIED
CARRYING CAPACITY.
AU3ERCAST CONCRETE PILES SHALL BE MADE WITH A CONCRETE MIX DESIGNED BY
A RECOGNIZED TESTING LABORATORY TO ATTAIN A STRENGTH OF WOO PSI N 28 DAYS.
WITH A MNIMUM 6" SLUMP.
FOLLOW ACI RECOMMENDATIONS FOR SALT ENVIRONMENT.
fi��NG15LE FOOTING 50NEDULE
MARK
[,3T
WID. x HT.
ELEVATION AT
TOP OF FTG
REINFORCINCs
REMARKS
F-I
Up X 12
SEE NOTE w
FOOTING
345 CONT TOP/ BTM
05 1024" O/C TRANS.
STEM WALL FTG: FRANGIBLE
SEE NOTE AT FOOTING,
GRADE SEAM 5CNEDULE
MARK
51
In
WID. x HT
ELEVATION AT
TOP OF GB
F;ZC-INFORCING
03 HOOPS
(TYPE T-1)
REMARKS
TOP
MID
BTM
GBI
20 x 24
-50 FT. NAVD
(4) 06
-
4) %
8 8" T.O.
G52
28 x 24
C-30 FT. NAVO
(5) %
-
(5) %
a 8" T.O.
G53
20 x 24
8.06 FT. NAVD
(4) Mr,
-
(4) %
6 6" T.O.
G54
20 x 18
1100 FT. NAVD
(4) %
-
(4) %
s 6" T.O.
AT ELEV. PIT.
655
20 x 18
(POO FT. NAVD
(4) i16
-
(4) h6
6 6" T.O.
AT ENTRY
I
INDICATES 16" DIAMETER AUGERCAST PILE W/ A CAGE OF (6) 01 VERT. W/ In, TIES m 121, O/C
FULL DEPTH OF PILE,
PILE CAPACITY SHALL BE 30 TONS.
-611 5'-6" 8'-6"
31-16" 6'-2" V-2" 6 81_2"
GBI GBI GBI
GBI GBI GBI — — GB1
GBI
GBI GBI — GBI GBI r I I GBI I I GBI
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_
D. 0 25 Sa FT. TYP. THROUGHOUT.
STAIRS/ STR.ICTU%e ARE DESIGNED54
= C-I
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AIRSMAY CONCRETE. DESIGNED
STAIRS MAY REWIRE STRCdJTUR4L G83
g
7
61
SPA *It
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9,-2„ MODIFICATIONS.
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CONDITIONS. I
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Robert E. Apten f1
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MARK LEGEND
BEAM SC�EFDULE NOTES
L SCHEDULED HOOPS AND STIMM SHALL BE PLACED AT EACH
END (EP) OF BEAM OR 7NRMr:04OUT (TA) BEAM AS
INDICATED ON BEAM SCHEDULE. STIR W% NHALL BE TYPE 6-3
AND HOOPS SHALL BE TYPE T-I TYPICAL CR81 BAR BENDS
UNLE86 y OTWMIINe-NOTED.
4ALL BEAM (MARL 51) TOP BARB SHALL BE D:Y;NPmaz UNLESS
OhERVISE NOTED
3. ALL TIE BEAMS (MARK "751) RERFORCING SHALL BE
C0NTNUOUS THROUGH TIE -BEAMS ONLY.
4. DROP BOTTOM OF TIE SEAMS AS REQUIRE AT UENDOW 1 DOOR
HEADS f28" MAX) ADD 2-45 BOTTOM F DROP EXCEEDS B".
S. TIE BEAM SCHEDULE DEPTHS ARE MMIMIM ARID MAY BE
INCREASED 8" TO FIT BLOCK UIORC
6. ALL ADDED LOWsIT11DNAL BEAM RENFORCNG 8W4LL EXPEND 6'
MNIMIM NTO"Pow UNLESS OT'HMISE NOTED.
T. RVER TO GENERAL NOTES FOR INFORMATION ON CONCRETE AND
STEEL SPECFICATIONS,
S. CONCIRM FOR COLUMNS AND BEAMS SHALL HAVE 40W P81
COMPRE88NE STREWSTH AT AT 28 DAYS WIN SIPERPLASTICUM
EXCEPTION. FRONT DECKS) SEAMS WOO MI 1u) SUPERPLASTICIZ'ER
3 ALL TIE BEAMS SHALL HAVE (4) 03 TIES EACH WAY • 12" ES
• CORERS. ADDITIONALLY, AT EACH CORER ADD 0) 60" CORDER
BARS (30 " EW) n OUTSIDE FACE.
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Y 30DO Florida Boalevwd
------ Suite 206
ALLALL C r1U' WALLS ,eat?I II�r De➢ray Beach, FL 33483
LEVEL M6 • I6" ;.I/G _�] (561)272-3012
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Robert E.Agsten 1 III P.E.
3000 Rod& BoWevard
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FRA" LING NOTES
THE TRU55 LAYOUT SHOWN ON TH15 SFIEEET 15 SCHEMATIC IN
NATURE.HOWEVER, THE 5UPPORTIN6 5UPFR5TFXTURE HAS BEEN
DB16NEP LNOM THE ASSUMPTION THAT THE FRAMING 5GHEM
SHOWN WILL GL05E Y PARALLEL FINAL Tm% DE516PER5 LAYOUT.
T1415 FRAMIN6 5GH13-E (DIRECTION OF TRUSSES, MAJOR G.T.
BEARIN6 POINTS, ETC) CAN BE MODIFIED ONLY AFTER
OBTAINING PERM156ION FROM THE PRIME PROFESSIONAL OF RECORD
HNO MUST REVIE^I MOP05M CHANGES AND AUTHORIZE STRUCTURAL
REVISIONS AC40RDIN5LY.
FINAL 516NED AND SEALED EJ61NEERED TRL65 DE516N M)5T BE
SUBMITTED TO THI5 OFFICE FOR REVIEW AS PER 6EERAL NOTES.
TRU% DE516N AND BRAGIN6 OF ROOF SYSTEM 15 DE516NED FOR
BOTH POSITIVE AND NEGATIVE PRESSURE.
THE 5TRUGTURAL DE516N OF BUILDING HAS BEEN GALL"TIED FOR
ALL TR% LOADS.
ALL LATERAL LOADS ARE PERPENEDIGULAR TO PLATE
TRUSS DE510ER5 MU5T PROVIDE ALL M65 GONNECTIOt5 A5 PART
OF THE DE516N.
PROVIDE 2x4 BLOGCIN(9 OF ROOF 9-EATHIN6 FOR A 15 FT
PERIMETER AROUND ENTIRE ROOF.
HAIL WITH 6d GALV. RING-5HANKED NAILS o 4' 0/G o JOINTS AND 61 O/C IN FIELD.
NAIL PER AMERICAN PLYWOOD ASSOCIATION SPEGIFIGATIONS THROIEdi
5/5, GDX PLYWOOD.
ALL SFEATHIN6 SAY COX PLYWOOD.
ALL SHEATHIN6 NAILING bd RIN6 SHANK® NAILS o 41 O/G JOINT5
AND 6' O/G FIELD PER ZONE 3).
ALL STRAPS ARC TRIPLE GALVANIZED
(SMIPSON ANCHORS) TRUSS ANCHOR r..)' CHEDULE (SM1P60N Z-MAX COATMG OR EQUIV-)
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HANGER
SPECS.
6 ALL IFLFS WN m wo be UNO- WEE ANOCR'A- A6 TTFUJIL
b NAU ARE 9Od a iP LOG
C 9" FOR WTO GWAF6 AI5 FOE EAd1 ETD LF 57W.
d FMOM OT W"M- SM W MM 61RC6
ALL CMU WALLS AT TI.11S
LEVEL: 65 a 4W O/C
WIND PRESSURES
(SEE It")
MARK
A❑
-11 / 433
B❑
-51 / 4S3
bb ! 4-i1
0
-55 / 451
it
-52 / +41
E
-55 / .45
H❑
-W / +45
PERMIT SET
12-18-18
01 ' ; f r
I'
RobertE. ,.:.: I li,
i A
LL1
2�
t ' Q
0�
��.0 ,
Wan
ROOF FRANUNGPLAN
SCALE: 1/4" ,11.0"
S-4
OF STL BM4
3/8
SPIN 1
SPIN 2
SPAN 3
CANT'L
1/4
1/4
1/4
1/2
St
rTOP
S2
S2
S2
END
iDP
84R
BTU. 134R 6"MINI
RIM. BAR
M.BAR
END 8AR
END BAR
HOOPS OR STIRRUPS
HOOPS OR STIRRUPS
SPACED FROM
SPACED FROM
SUPPORT FACE
SUPPORT FACE
AS SCHEDULED
AS SCHEDULED
BENDING
DIAGRAM
(FOR CAST IN PLACE CONCRETE LAMS)
OGcT TO STL. COL.
SCALE: N.T.S.
BOLTS
OF GIFEA TNANOr12'12
4D COW FROM SEAM
el oAR8i
!TOTAL
��ppp
A°FivcW
PROVIDE MIN. a°
IBEARWS
y
b
MABIA L
pILLEDCELL
TYP. ARCHED
BEAM DETAIL -GONG.
SCALE: NTA
BEAM
O*ALL
rE
PLATE W/ 2-516" DIA
ANCWORS.
FABRICATE AS SHOWN
T112" X 1112" X 5/8"
SASE tEFILLET WELDS
WLUMNAROUND
DIA x 2" sTUDs + iv, O/G
OFF CENTER FOR JOISTS AN
6" SLAB -
11'-gam :.lt
•„�rr!1
0TYP STEEL COLUMN CAP FOR
2 CONC. BEAMNTS
3" PRECAST DECK
BEAM (BY OTHERS)
/ `"• 12" O/C MOT.
�5 9*12"O/C
15"q x4" STUD& a
Ib" O/C AT ANGLE
b"XIVIX- r" L W/ 11 WELDS x
2" LONG W18" PITCH
O BALCONY DETAIL AT STEEL BEAM- REAR ELEV.
NTS
— -40) 15T x 16, THEN 4' CRANK
INTO STIR THROAT. SEE 5-2.
/ a (10) +5 BTM. TYR ALL
a ' o STAIR RUNS IN 8"
THROAT/LANDINGS.
5 ® 1211 O/C TEMP. TYP.
STAIRS/ STRUCTURE ARE DESIGNED
AS CONCRETE. CUSTOM DESIGNED
STAIRS MAY REQUIRE STRCCTURAL
MODIFICATIONS.
SEE 1/6-6 FOR TYPICAL
SECTION SHOWING FOR
LAPS, THROAT, AND STEEL
PLACEMENT LOCATIONS.
0" MASONRY WALL
BELOW LANDING
POP OPEN BLOCK
FOR REBAR AND
CONC. FILL.
9 e
ura111111111w ui�rr�rl°
WINF. STL. SHALL BE 1
ASTM A106 GRADE 66
OR FIELD WELD USING
HYDROGEN ELECTROL•
Tor B&O BAR erl n TO
all
VERT. BAR NO. AND LENGTH AS
REQVD FOR LAP AT CON- COL
TYPICAL CONC. SLIK, WALL
ANCHOR "A" FOR WOOD- SEE SCH.
TYPICAL ROOF CONSTRUCTION
(2) 2x8 LEDGER W/ 3/4" THREADED RODS
(OR "J" BOLTS") • 16" O.G. MAX W/ 2" WASHERS
EMBEDED S" MIN. INTO GROUT FILLED MAO,
WITH DROP LEG
(2) 2x8 LEDGER W/ 3/4" THREADED RODS
• It," O.C. MAX W/ 2" WASHERS IN FULLY GROUTED
CELL. STAGGER I" OF CENTERLINE.
0TYPICAL TRUSS TO MAS. WALL
NTS
SEE PLANS FOR STAIR LANDING
SLAB STL.
a d
ca e. a
3" DECK
4" X 4" X 3/&" ANGLE w/ C$J 1/2"
DIA. X 3" STUDS, WELD ANGLE
TO BM. U)/ 2" LNG is 2" LNG 11411
FILLET WELDS U)/ 61, PITCH.
(D STEEL BEAM DETAIL TO STAIR CONNECTION
NTS
SIMULATED CEDAR S
ROOF TILE PER MANUF. SPECS.
23'-6" AFF TB
435IV 9? NAVp
AIN12'-11"" AFF TB _
`F 32.92 NAVD
97--11
F175 FT NAVD
BFF ENT
SBO FT NAVD
APPROX
GRAD
-13'-6" EsFF
6.50 FT NAVD
TBI
r
RI'
GENERAL NOTE:
L CON5TRUCTION SHALL FOLLOW 'FLORIDA BUILDING CODE 2011" AND "ABLE T-10"
AND ALL APPLICABLE AMENDMENTS AS ADOPTED BY
St. LUCIE COUNTY.
2. BUILDER SHALL GO -ORDINATE ALL P(� U,O@'C OF AL_L TRADES.
3. BUILDER SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT JOBSITE
PRIOR TO STARTING ANY WOW AND NOTIFY ENGINEER IN WRITING
11-MDIATELY OR THE BUILDER SHALL ACCEPT FULL RESPONSIBILITY FOR
ANY ERRORS OR OMISSIONS. DO NOT SCALE DRAWINGS,
4. SUBMIT MINIMUM THREE (3) COPIES OF SHOP DRAWINGS AS FEQUIRED.
GLOW ONE WEEK FROM DATE OF RECEIPT FOR REVIEW.
5. BUILDER 18 RESPONSIBLE FOR ADEQUATE BRACMG OF STRUCTURAL OR
NON-STRUCTURAL MEMBERS DURING CONSTRUCTION.
6. REINFORCING STEEL SMALL BE LAPPED 48 BAR DIA. MIN. WERE SPLICED
AND SMALL BE WIRED TOGETHER PROVIDE GB cm ER BARS SAME SIZE
AS 14ORIL BEAM REINFORCING AT OUTSIDE FACE. LAP 48 BAR DIA
MIN.
T. STRUCTURAL WOOD AND TIMBER FRAMING SHALL CONF-OR1 TO THE 'TIMBER
COOTiRUCTION MANUAL" AS PUBLISHED BY THE AME:RICAN INSTITUTE OF
TIMBER CONSTRICTION LUMBER SMALL BE SYP NOZ OR BETTER
8. STRUCTURAL STEEL SMALL CONFORM TO THE AISC "SPECFICATION FOR THE
DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR
BUILDINGS" LATEST EDITION. MATERIALS SHALL CONFORM to THE
APPLICABLE ASTM SPECIFICATION AS FOLLOWS:
SHAPES, PLATES, ANCHOR BOLTS - A 50
MACHINE BOLTS - A 325
TUE31JLAR - A -NW- GRADE B (46 KSU
EXTERIOR STRUCTURAL MEMBERS ONLY SMALL BE HOT DIPPED GALVANIZED.
9. WELDED CONSTRUCTION SMALL CONFORM TO THE AMERICAN UELDMG SOCIETY
"STRUCTURAL ULELDING CODE". ELECTRODES FOR FIELD AND SHOP WELDS
SMALL BE A.W.B. A5.1 ETOXX
10. TRUSS MANUFACTURER SMALL SUBMIT FOUR (4) COPIES OF SHOP
DRAWINGS AND ENGINEERING CALCULATIONS, SIGNED AND SEALED BY A
FLORIDA REGISTERED ENGINEER OF THEIR ROOF TRUSS DESIGN FOR
APPROVAL FOR REVIEW PRIOR To FABRICATION
IL ENGINEER ACCEPTS No RESPONSIBILITY FOR GRADE BEAMS, SLABS, FOOTINGS,
AND OTHER STRUCTURAL ELEMENTS UNTIL REVIEW 1?F APPROVED CONCRE'ilE ROOF AND
FLOOR SHOP DRAWINGS SIGNED AND SEALED BY A FLORIDA REGISTERED ENGINEER
12. CONCRETE 814ALL CONFORM TO A5TM c94 AND SMALL PAVE 4000 P81
COMPRESSIVE STRENGTH IN 28 DAYS. EXCEPTIONS: PILES ARE 5000 PSI, REINF MAS. 30M PSI.
COMPRESSNE STRENGTH IN 28 DAYS. EXCEPTION: PILES ARE 5WO PSI, REINF MAS. 3WO PSI,
AND SOW PSI At FRONT (LLESV IST LEVEL FLOOR SEE PLANS.
ACI 30L ALL CONCRETE MASONRY WOW SMALL BE IN :ACCORDANCE
WITH ACI 530. REINFORCED MASONRY GROUT SHALL BE 3000 pet. ft • 1500 per,
13. MNIMUM CONCRETE COVER OVER REINFORCING SMALL BE:
SLABS ON VAPOR BARRIER - 314"
BEAMS AND COLUMNS - 1 1/2"
FORMED CONCRETE BELOW GRADE - 2"
UNFORMED CONCRETE BELOW GRADE - 3"
H. REINFORCING STEEL: GRADE 60 (FT •60.000) ASTM A615.
IS. PLACING DRAWINGS ON BAR LIST& SHALL CONFORM TO ,ACTS "MANUAL OF
STANDARD PRACTICE FOR DETAILING REINFORCES:) CONCRETE CONsTRUCr10N"
AS PUBLISHED BY THE CONCRETE REINFORCING SiIEEL INSTITUTE UNLESS
NOTED OTHERWISE.
I& DETAIL OF CONCRETE REINFORCEMENT SMALL BE IN ACCORDANCE WITH "THE
MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION"
AS PUBLISHED BY THE CONCRETE REINFORCING STEEL INSTITTJTE UNLESS
NOTED OTHERWISE.
TI. ADEQUATE VERTICAL AND HORIZONTAL SHORING SHALL BE PROVIDED TO
SAFELY SUPPORT ALL LOADS DURWx CON5TRUGTION
18 . ALL CONCRETE SHALL HAVE SUPERPLASTICIZER ADDED FOR INCREASED
WORKABILITY AND PREVENTION OF REINFORCING STEEL COFTWSICN. EXCEPTION
V NON REINFORCED GARAGE SLAB.
IS. NOTE To STEEL 0ETAILERfABRC.4TOR HOOP SIZE ON GRADE BEAM& SHALL BE
CALCULATED AS FOLLOWS: 11/j" RECESS PLUS ILA"' VER AT TOP- 3". PL.U& 3" COVER AT
BOTTOM (STEEL WILL REST ON PILE) . 6". 24"W-. 6" . IB" CAGE. ALL CAGES NOT SIZED
ACCORDINGLY BY N- P WILL BE REJECTED, CONTACT THIS OFFICE To DISCUSS.
STRUCTURAL CERTIFICATION
These plans have been designed
in accordance with FBC R322.2.6
and meet all the requirements
for frangible construction.
5" THK CONE.
W/ 1 1/2" DEEP e
(25 Sa FTi. MAX
AU)CUTO if 5' O/C.
PANEL SITE).
GRADE BEAM- WE GB SCHEDULE FOR
SIZE AND REIN-ORCEMENT
16" DlAM. A"RCAST PILE
I Ili,50NR W)4LL MOTES:
I. WALL 5E6M1ENT5 SHALL BE REINFORCED WITH q 6A. GALVANIZED
LATERAL REINFORGEMENT ® 16" O/G HORIZONTAL. EXTEND
REINFORCING 8" INTO POURED ELBIENT5 AND AROUND ENGA5ED
`fTKJAGE GELL5 ADJACENT TO ANY EXTERIOR HALL OPENING.
W/ REINFORGING A5 CALLED FOR. GROUT GELL FULL HEIGHT.
3. PLACE GEI I AT ALL GORNER5.
4. ALL MA50WY REII-ORGED CELL5 5HALL BE FILLED WITH
3000 P51 GROUT MIX.
5. 5PEGIAL INSPEGTION REWIRED FOR REINFORCED MA5ONRY WORK.
I)ESIGN [�1,41'A:
WIND SPEED: 110" MPH ULTIMATE (3 SEC. GUST)
WIND IMPORTANCE FACTOR: 1.0, BLDGs CAT.: II
WIND EXPOSURE: D
INTERdAL PRESSURE COEFF: +/- 0.18
COMPONENTS AND C ADDING: SEE PLANS
GRAVITY DESIGN LOADINGS AS FOLLOWS:
IST 4 2ND FLOOR DECKS
DEAD LOAD: 25 PSF
LIVE LOAD: 50 PSF
IST 4 2ND FLOOR AERIAL
DEAD LOAD: 25 PSF
LIVE LOAD: 40 PSF
TRUSSED 4 FRAMED ROOFS:
DEAD LOAD: 25 PSF
LIVE: LOAD: 30 PSF
12-15-18
I.." I
I.,
✓
.��1'i. •
J��
,
-`rz
2
tLpo W::
_LLl�twi r
'J-
STAIR I- GROUND TO IST
STAIR 2- I5T TO 2ND
TYPICAL WALL SECTION
SCALE: N.T.S.
S" NON-RENPOR"-ED PLAIN CITE
SLAB ON GRADE W/ I" DEEP SAWCUTS a
V OIC EACH WAY (2S SO. FT. PANELS MAX)
850 NAVD FT.
�BLAB s'+ s o-t
Z bbe N'a Fr.
TOP GEi "—
CiEd .
IV' DIAM AWERCAST PILE--�
BEYOND
11"4P F.F.
VERT. • Ib" o/C
IN FULLY CVOUTED CELL
48 BAR DIAM LAP
M i v "to IN I
• u ":s
CONC. FLR BY OTHERS
20.0 FT NAVD BLAB
INSIDE HOUSE
P a R TOP COURSE OF MASONRY
WITH CONCRETE STRUCTURAL BEAM ABV
8" FRANGIBLE MASONRY WALL PANELS
INFILL BETWEEN 8" CONCIRM COLS.
DO NOT TIE WALL$ TO C:OLUMVSiFOUJDATICN
FLOOR SUPPORT BEAMS
S' NONAWINFORC V PLAN CONCRETE
SLAB ON GRADE U4 I" DEEP SAUCUTS a
V OIC EACH UA4Y (26 Sa Ft. PANELS MAX)
J,850 F7 NAVD
Z 6.60 FT. NAVD
,I.
I6' DIAM AU ERCAST PILE—+
BEYOND
SCALE: 1/211= I`-®"
/'// o/ i
01/
10T. BAR COlvt'IlRXM
)K 1H-11
— TE K AO TO NOW
Fi NAVD TOP OF TB.
— STRUCTURAL BEAM
ISO FT NAVD- BOTTOM OF TB
STRUCTURAL MENDERS
IBis FT. NAVD
POOL. ow
'I VERT. a *1 O/C
IN FULLY CIROUTED Cxl I
DO NOT TIE To w OR am BM ASV.
0
i GRADE VARIES
Q
I ► G U /' 6 C
CoNC. FLR BY OTIRB
200 FT. NAVD BLAB
INSIDE HOUSE
STRUC1URALS C4OLLM W1 LINATTACNED
WILL MASONRY WALLS BETWEEN
DO NOT TIE WALLS TO CoLU'NSvfoUIDATICN
OR FLOOR SUPPORT BEAMS
S° NON -REINFORCED PLAN CONCIIETE
BLAB ON GRADE W/ In DEEP SAWCUTB •
B' OIC EACH WAY (2S Sa FT. PANELS I1WV
IB-14
s a as• oa
STFWTURAL BEAM TIED TO COLUMN
'°d— ABOVE PILES
I Ism
EMP STL.
TiP. EXTER. STAIR SECT.
NTS
RN
COLUMN ASV. PILE
SUPPORTp.4^a BEAM ADOVE
S" THROAT
IB-I3 BEYOND
IW-�.r7 2
STEEL FROM STAIR
INTO LANDING
F
O COLUMN SCHEZ) lLE
MARK
SIZE
w1w.
TIES
REMARKS
C-1
8"42" CONC. COL.
4 % VERT.
3 TIES a 8" O/C
—
C-2
8"xlb" CONC. COL.
6 % VERT.
3 TIES • 8" O/C ^^
--
C-3
8"x8 IFWMCs. CONC. COL.
7 % VER7:
03 TIES a 8" O/C _--
--
C-4
i3 3 V)' X 3 lR' X/4' STL COI
• 46KSI GAL VANI2ED
GALu I COLp� PLATES
AND !�. SEE NOTES I. L, 3.
C-5
I6"xib" CONG. COL.
8 °7 VERT.
3 TIES a 10" O/C
C-b
le"x10" CONC. COL.
4 % VERT
3 TIES a ion OIc
_
C-7
12"A4" CONC. COL.
4 % VERT.
03 TIES a 811 O/C
—
C-8
12'xl3' CONC. COL.
4 % VER7
3 TIES a 8" O/C
C-9
1211x12" CONC. COL.
8 % VERT.
03 TIES a fell O/C
c-ie
8"x2V" CONC. COL.
8 % VERT.
113 TIES a 8" O/C
C-11
8"X36" CONC. COL.
10 % YEW.
03 TIES a 811 O/C
C42
TA 3 V)' X 3 0" XI/4" 81L COL
• 46KSI 11REP IRON" -
_
;3EE NOTES i, 2, 3.
C-13
12"x 24" 02 C. COL.
8 % VERT.
3 TIES • 10" o/C
--
C-14
ON 14" Cam. COL.
4 % VERT.
03 TIES a 811 O/c
— —
C-15
NOT USED
--
C-I6
811X 241" CCNC. COL
8 V, VERT-
3 TIES a 8" O/C
--
NOTE:
I. 7 112" x 7 1/2" x5/0' STL. BASE PLATE Ul/ (4) 5/8" PIA. "J" BOLtB 8" LONG (612).
2. STEEL COLLMIVS SHALL HAVE SOLID BOTTOM AND TOP PLATES. CONC. FILLED STEEL. COLLMMS ARE NOT REQUIRED.
CUTOUT PLATES ARE NOT ACCEPTABLE.
3. TOP PLATES 514ALL BE 7 1/2" x 7 1/2" x 5/8" THICK LINO.
C� TiE BEAM SCHEG)ULE
MARK
SIZE
/lU x H)
ELEV
Ne VD
�U60RGINCs
3 STIRRUPS
I HOOPS
REMARKS
TOP
M1D
E301T
751
8"xl2"
VARIES
2 5
2 ®5
NONE REO'P.
TYP. TIE BEAM
TB2
12"xl2"
VARIES
3 5
3 5
NOW RE010.
TYP. 12" TIE BEAM
I93-1
12"X21°
-01- "
3 •i
2 5
301
HOOPS a 8'° TA.
I5-2
8"x16"
-0'-3"
2 5
2 5
ST. A 6" Y.O.
IB-3
12"x32"
-0'-411
T 96
4 5
2%
HOOPS a 7" W.
POORSShu
8"x22°
-0'-4"
2 a'1
2 5
206
HOOPS a 6" T.O-
AT—IB-4
COL
8"x22"
-0'-6"
2 %
2 5
2 %
St. a b" to.
coNn��ToO C-I COL N- o
6-6
12"x21"
-0-3"
3%
2 5
3 *7
HOOPS a 811 to.
0-7
"x21"
- '-3"
1 2 %
205
2 *1
HOOPS a 8" T.O.
8-8
12"x22"
-0'-b"
3%
243
3 5
HOOPS a 6" T.O.
I13-9
8"x28"
0'-0"
2 5
205
2 01
HOOPS a 101, TA.
—
18-10
VVRX364
'-0"
4%
2 5
410
1-'OOPS 8 8" T.O.
aam,eRi
93-11
16"x48"
0'-0"
4 %
445
408
HOOPS a 8" to.
9
CRAW: MA" 0 SiEP.
15-12
8"x22"
-0'-b"
2%
2 5
2 96
ST, o 8" T.O.
AmMCTIGM ON 8-6
A~ Pot CONMIRETIF
15-13
I6"x28"
01-0"
400
2 5
4 5
HOOPS a 6" T.O.
mm Pei CCNCREM
IE3-14
Ib"x28°
0'-0"
407
2 5
408
HOOPS a 5" T.O.
71011-m5CUCM ON
SaeOP+Jp
0-15
i0" IS"
- '-6"
2 07
2 *1
HOOPS a 7" T.O.
15-16
8442"
-0'-3"
2%
2 5
2 5
ST. a 8" T.U.
847
12"x24 "
-0-3"
3%
2151
3 115
HOOPS a 8" T.O.
I5-18
12°x2 "
_e'_
3%
2 5
306
HOOPS a 61110.
IB-19
8"xl2 "
-0'-3"
2%
-
2 08
ST a 4" To
28-i
12°x18"
D1-811
3%
3 07
HOOPS a 7" T.O.
215-2
12OX21K
'-2"
3%
308
HOOPS a 7" T.O.
213-3
12'x1S`
12'-8"
3%
-
307
HOOPS a 411 T.U.
_
28-4
8"x21"
Yl'-II"
2 5
2 47
St a 8" T.O.
28-5
12"xl8"
12'- "
3%
3 *8
HOOP8 a 611 T.O.
2E3-6
8"XIS"
12'-8"
215 1
405
2 #1
ST. is 7" T.O.
28-7
8"xi8"
12'-11"
2 5
-
2 07
ST. a 5" T.O.
2E3-8
8" 4"
13'- "
2%
4 5
2 %
at. a 6" T.O.
213-9
8"x3e"
131-21,
2 Ya
445
2 01
HOOPS *all to
2E3-10
8"XI8"
12'-8"
2 119
-
2%
HOOPS • 4" T.O.
Hoar TOP DAM 36' INTO C-18
2E3-11
8"a 8"
12'-8"
2%
215
2 5
HOOPS a 4" T.O.
213-12
8"x21"
12'-II"
2 16
2 5
2 07
HOOPS a 4" T.O.
28-I3
8"x21"
121-11"
2 5
215
2 08
ST. a 8" T.O.
213-14
"x12"
12'-11"
2 5
2 96
ST. a 4" T.O.
RI3-I
8"xl4"
23'-611
2 5
-
2 5
NONE REO'D.
RI3-2
8"xl4"
23'-61,
2 5
-
2 %
ST. a 5" T.U.
R15-3
12"xl4"
23'- "
2%
-
3 96
ST. o 511 T.O.
R0-4
8"xi4"
231-611
2 5
-
2 5
ST a 5" T.O.
RB-5
8"x14°
23'-b"
2%
Ya
HOOPS a 411 TO.
HOCK2
Cowes o
R13-b
8°xl4"
II'-2"
2 5
2 "16
ST. o 5" T.O.
L-i
8" X 8`
VARI 8
145
8" PRECAST CONC. LINTEL
OR PRECAST CONC. LNTEL
PERMIT SET
12-16-18
' I • • "ice {:I; I I �. :•
III 1 1:
11 I 11•
I
C.
by • ul