HomeMy WebLinkAboutAddition Structural Plans 1999-3-912#-0"
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OVER BEAM
SEE FLOOR � * '
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54'- 7 3/4' Y55,_11T y
OTEFOR EXTERIOR
RETAINING WALL ELEVATION
SEE SHT S2.2
FOR BASEMENT FOUNDATION PLAN | | CL
SEE THIS SHEET.
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Lo FOR EXT WF 2. 0 FOR 6HEAR PLATE
DETAIL SEE
00 'co SEE SH. S2.2 SECTION 4/S2.2
FT
co (-4-0") 1 3- 0 (-3 [A
00 30-0
In
(-4-0") r6 WIF 2. 0 1 1 1 1
S2.1 I
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10.10
98226S11 98226 3-9-99 RE\/, AC/\DR14 GCR PLOT S[ALEt}=96
2
FOUNDATION NOTES:
1' DATUM FOR ALL ELEVATIONS GIVEN ON PLAN SHALL BE FINISH SECOND FLOOR ELI VAT|0H
277.00^ = O^ -O".
2. TOP OF CONCRETE SLAB IS AT +U' -O~ UNLESS OTHERWISE INDICATED ON PLAIT yOR
LOCATIONS OF SLAB DEPRESSIONS AND FLOOR SLOPES, SEE ARCH 0WGS.
J. TOP OF EXTERIOR FOOTING SHALL BE AT ELEVATION (-J'-O") AND |NTER|OR F001|N(" 0|ALL
BE AT ELEVATION (-S-O-BELOW FINISH FLOOR UNLESS
OTHERWISE INDICATED THUS /- )ON PLAN.
4. FLOOR CONSTRUCTION SHALL BE 4" CONCRETE SLAB -(}N -GRADE. SLAO SHALL BE PLACED
ON VAPOR BARRIER OVER 4° OF POROUS FILL. REINFORCE SLAB VWTH ONE LAlER OF `
6x0-Yy2.1xW2.1 WWF LOCATED 2" CLEAR FROM TOP OF SLAB UNLESS Q[HERYY|S[ H0TED,
5. DIMENSIONS SHOWN ON PLAN ARE TO FAC[ OF CONCRETE WALL UNLES'S OTHFRYY|SE \N(}>CA\[U�
ALL WIDTHS OF CONCRETE WALL SHOWN ARE NOMINAL.
8. FOR FOOTING SECT|(JNS, SCHEDULE AND DETAILS, SEE SHEETS S2.1 & S2�2
7. FOR GENERAL NOTES AND DETAILS, SEE SHEET S4.1
REVISION DATE DESCRIPTION 13'f A P P
DORAL ARROWWOOD
VILLAGE OF RYE BROOK, NEW YORK DRAWN GICR
PROJECT NO. 98226
CE
*RLDRETH CONSULTING ENGINEERS, P.C.
9220 RUMSEY ROAD, SUITE 202
COLUMBIA, MARYLAND 21045 SIJEEJ S1.1
FLOOR FRAMING NOTES: -
FOUNDATION PLAN
1,
DATUM FOR ALL ELEVATIONS ON PLAN SHALL BE FINISH
SECOND FLOOR H[VA||0|1
3RD AND 41H LEVEL [-RAMING
277,(]0^ = O` -O".
2.
TOP OF STEEL BEAM ELEVATIONS ARE SHOWN THUS <
> ON PLANS. |MU|CA||NG
DISTANCE ABOVE DATUM.
ROOF LE\ -,Et- FRAMING K -AH
3.
FOR GENERAL NOTES AND TYPICAL DETAILS SEE SHEET
S4.1
4.
TYPE -3 DECK CONSTRUCTION
WITH 6x6-W2,1xW2.1 WWF OVER | 1/7~
COMPOSITE DECK
(TOTAL THICKNESS 4~). DECK SHALL HAVE THE FOLLOWING
STRUCTURAL PR0PERl\E5�
DEPTH = 1 1/2 -
THICKNESS = 18 GAGE (0.0474")
Sxx = 0'327 ino .
jrqq[R��jIONAL, INC -
|xx = 0`295 in* /FT.
REVISION DATE DESCRIPTION 13'f A P P
DORAL ARROWWOOD
VILLAGE OF RYE BROOK, NEW YORK DRAWN GICR
PROJECT NO. 98226
CE
*RLDRETH CONSULTING ENGINEERS, P.C.
9220 RUMSEY ROAD, SUITE 202
COLUMBIA, MARYLAND 21045 SIJEEJ S1.1
Sl.l
FOUNDATION PLAN
S1.2
3RD AND 41H LEVEL [-RAMING
PLAN
S1.3
5TH LEVEL FRAMING PLAN
S1.4
ROOF LE\ -,Et- FRAMING K -AH
jrqq[R��jIONAL, INC -
REVISION DATE DESCRIPTION 13'f A P P
DORAL ARROWWOOD
VILLAGE OF RYE BROOK, NEW YORK DRAWN GICR
PROJECT NO. 98226
CE
*RLDRETH CONSULTING ENGINEERS, P.C.
9220 RUMSEY ROAD, SUITE 202
COLUMBIA, MARYLAND 21045 SIJEEJ S1.1
|
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A. REVISION DATE DESCRIPTION Hy APP
ZZ
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STAIR cj -H
221 C14 EXT. FACE OF F- 0
EXIST. BUILDING
4r- R 5 - I E 1 3:
BW #3 3W #1 A [4 3W #1 A
to 4
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00
TYPE- 1
[7A - . i - - -
-x/ 4�
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Ll
00
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FLOOR FRAMING NOTES:
--v, — - (o 1 DATUM FOR ALL ELEVATIONS ON PLAN SHALL BE FINISH FLOOR ELLVA IION
32 - - ----- 2. 3 1/2- COMPOSITE CONCRETE SLAB OVER 1 5/16" DEEP (24 GAGE) SILEL FI-Ook' P[Gk, VdIff
-j 6X6-W2,9XW2.9 WWF OVER 7" DEEP VESCOM STEEL JOIST @ 4'-0" OC. MAX
sw #11 T1 00
IF 00
BW #2A
LL C.10
3. REQUIRED JOIST BEARING ELEVATIONS ARE SHOWN THUS -0'--3 1 12") ON f
#2 8-1 4 DISTANCE ABOVE DATUM.
131-4ft 7' - 4. TOP OF STEEL BEAM ELEVATIONS ARE SHOWN THUS <
BW #3 5. FOR BEARING PLATE SCHEDULE AND DETAILS SEE SHEET S22
3- 6. FOR GENERAL NOTES AND TYPICAL DETAILS SEE SHEET S4.1
10" T I I I
n S3.2 6 S3.2 ^00 7. (a) TYPE -1 DECK CONSTRUCTION
01 2 172" CONIC. SLAB NTH 6x6-W2.1xW2.1 WWF OVER 1 1/2" COMPOSFTF DECK (10fAl IIIICTJff,�:�S I"),
< DECK SHALL HAVE THE FOLLOWNG STRUCTURAL PROPERTIES:
m m THICKNESS = 16 GAGE (0.0598")
It C14 Sxx 0.411 in /FT.
S,3.2 ) I I N (b) TYPE -2 DECK CONSTRUCTION
DECK SHALL HAVE THE FOLLOWING STRUCTURAL PROPERTIES:
6. ALONG OPENING THRU SLAB PROVIDE L1=L3X3X1/4"
7'-7t 7'-11 5/8" 8'-11" 7-7- 7'-7#' W-11" 81-1111 7'-7" 7'-7-, L 8' -pi" 8--11"" 7'- 7 70-7#' 48�#-1110 8$-11" 7'-9 5/8"
7r roofN
' |
DORAL HOTEL ADDITION
DORAL ARROWWOOD
L/��) | � ) ( lUj DRAWN GCR
\� -'/\� VILLAGE OF RYE BROOK, NEW YORK
| Ll >STRUCTURAL CH£C6LD AAP
3RD AND 4TH LEVEL FRAMING PLAN
98226S12 96226 3-9-99 REV. ACADR14 GCR PLOT SCALE11=96
S. PROIC(A H0, 98226
DA IF 3-9-99
mW, HILDRETH CONSULTING ENGINEERS, P.C.
9220 RUMSEY ROAD, SUITE 202 SI IF I I
COLUMBIA, MARYLAND 21045 S1.2
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32 (34) 4.6
40'-8 'T
1/4-Y
25-2 1/2-
15-0 1/8- 8'-2 3/8" 6'-11 1/4" 8'-6 1/L4
o"
V-6 3/4" L
5-3 7/A'
0
17'd1 1 314-
07' 10 1/2" 8'-6 1/2"
33'-6 3/8" 1
3
15'-6 5/8"
17'-1 3/8" 16'-6#' 16'-6"
126S14 98226 3-9-99 REV. ACADR14 GCR PLOT SCALEil=96
11
N
54'-7 3/4"
A
(9.4) (9.6) (10.1
Y5 )
5 '_ 11T
25-2 1/2" 50-6't 25-2 1/2"
15-0 1/8" 8-2 3/8" 5-6" 15-0 1
I
12'-3 5/801, L 11 4'-2 3/8f.
6#-60' 16'-6" 16'-6"
99,1: o"
7
10,101
ROOF LEVEL FRAMING PLAN
10.101 11
A
CCS
53.2 53.2 k\ 5 �32 00
Pao
0
0
04
------------ ----------- ---
------------------- -------
B1=TS 8 6-X1/4- nj
2'-0"
L7_
8'-11" 8'-11"
16'-8 5/8" 2'-0"
I. 18'-8 5/8" 1.
N
-0630%1*
9 10
1010
4. F nF
7,8 (8,10
(9,4 9,6
L. 17'-0 1/8" \-U-8'-2 3/8" 5'-.6
C
4-2 k/8"
11'x`3 3/8j' 7'I!
xx
5'- '6"
x\1
ELEV.
W8x1 5
"(c)
MECH UNIT
(CHILLER)
l(I 10)
14
TT_
it
PARTIAL PLAN AT SCREEN POOF
FLOOR FRAMING NOTES:
1. DATUM FOR ALL ELEVATIONS ON PLAN SHALL BE FINISH FLOOR [I LVA 11t4l
FIFTH FLOOR EL 313.00' = 0'-0".
2. 3 1�2"COMPOSITE CONCRETE SLAB OVER 1 5/16" DEEP (24 GACJ) S'ff 1, 1 1 ['""R P[ t T, wl 1-11
6X6 W2.9XW2.9 WWF OVER 7" DEEP VESCOM STEEL JOIST @ 4'---11" OC. HA'v
3. REQUIRED JOIST BEARING ELEVATIONS ARE SHOWN THUS ( -C-13 112") t T] 11t,41, 1H0K','A1'1HG
DISTANCE ABOVE DATUM.
4. TOP OF STEEL BEAM ELEVATIONS ARE SHOWN THUS < > ON PI -ANS, 1HOWAIRIG
DISTANCE ABOVE DATUM.
5. FOR GENERAL NOTES AND TYPICAL DETAILS SEE SHEET S4.1
6. AT MECH UNIT AREA PROVIDE L2=L3X3X3/8" 0 4'-0" MAX UNDI-J" S[AH
AND CONNECT BETWEEN PANEL POINTS OF JOIST
7. FOR OTHER FRAMING NOTES, SEE SHEET S1.2
0
od
x
0
10,101
ROOF LEVEL FRAMING PLAN
10.101 11
A
CCS
53.2 53.2 k\ 5 �32 00
Pao
0
0
04
------------ ----------- ---
------------------- -------
B1=TS 8 6-X1/4- nj
2'-0"
L7_
8'-11" 8'-11"
16'-8 5/8" 2'-0"
I. 18'-8 5/8" 1.
N
-0630%1*
9 10
1010
4. F nF
7,8 (8,10
(9,4 9,6
L. 17'-0 1/8" \-U-8'-2 3/8" 5'-.6
C
4-2 k/8"
11'x`3 3/8j' 7'I!
xx
5'- '6"
x\1
ELEV.
W8x1 5
"(c)
MECH UNIT
(CHILLER)
l(I 10)
14
TT_
it
PARTIAL PLAN AT SCREEN POOF
FLOOR FRAMING NOTES:
1. DATUM FOR ALL ELEVATIONS ON PLAN SHALL BE FINISH FLOOR [I LVA 11t4l
FIFTH FLOOR EL 313.00' = 0'-0".
2. 3 1�2"COMPOSITE CONCRETE SLAB OVER 1 5/16" DEEP (24 GACJ) S'ff 1, 1 1 ['""R P[ t T, wl 1-11
6X6 W2.9XW2.9 WWF OVER 7" DEEP VESCOM STEEL JOIST @ 4'---11" OC. HA'v
3. REQUIRED JOIST BEARING ELEVATIONS ARE SHOWN THUS ( -C-13 112") t T] 11t,41, 1H0K','A1'1HG
DISTANCE ABOVE DATUM.
4. TOP OF STEEL BEAM ELEVATIONS ARE SHOWN THUS < > ON PI -ANS, 1HOWAIRIG
DISTANCE ABOVE DATUM.
5. FOR GENERAL NOTES AND TYPICAL DETAILS SEE SHEET S4.1
6. AT MECH UNIT AREA PROVIDE L2=L3X3X3/8" 0 4'-0" MAX UNDI-J" S[AH
AND CONNECT BETWEEN PANEL POINTS OF JOIST
7. FOR OTHER FRAMING NOTES, SEE SHEET S1.2
0
(3.4) (3,10) (4.6
vp 101-81/4*"'� "T
25-21/2"
7.8 7.10(T i
(9.4) (9.6) (1 10.10 11
T55'-11"
54'-7 3/4" l
25'-2 1/2- 50-6" 25-2 1/2*
15-0 1/8 8 -2 3/8 6 -11 1/4 8 -6 1/2 L 1 15-0 1/8 8'-2 3/8 5* -6" 8-2 3/8 1 15-0 1/5 L 2'-0"
L 1, V -00I i I I I
-1 7/8-
Z Z
tn
LlI R5
wm
z
It 0
00 P
zz'a
c'4
C14 EXT. FACE OF a .1
I EXIST.
IN,
BUILDING x j
-(SHINGES REMOVED) wm wI
_
o
2
H.10 4
Ll 3.2
IN
4'-3 .1/4*
0
Ll
lb
Ll
cc
Ll
ca Ll Ll
Iii I } } } Ll
cc OD
to
II
-79- *6 2'-3 5/8'
CL. TYPE -1 r- *c
DECK
3.11
CC
TYPE -1 4
DECK� 49'-6" -r' r,
4'-2 13/8- 1
9 1/ - 2 -ion ' to
I
16'-6* 16'-6" 16'-6" 7
-CLI 1 . -1'7
8'-11" 7* -7" 7* -7" 8* -11" 8* -11" ,. 7#-7" 11 3 3/8� 7- 1/
7 1/8" 1
2 .-1 1 0
Bi
Ll 5 6III04
Ll IXO io it
2 I I I 17
OZ Ll 1
CD I \ N I
7 V(455)
c1r, ELEV. I
(Typ)
'co
lly
p'-2 .3/4"L Ll it
7 V(888)
.*/-
N ---T-TY-P) 1 1'- 6 1/4" L
1/4" Li 1 1 16'-811/2- 1 1 -3 1/4% 10'-2 3/4- 101-2 3/4- j6p-3 11/4� 00
Ty .1 Tl
P, UN TYP, UNO
:88)l
L1:5 �10* jL
I Tl 00 .00
x
-j -j
HFU wu
11- 111 A- W -0
3'
Li x
1/4"
(0
STAIR 10'-2 3/4" 1 w lo, -7-3)4- 8
I 14--7 13'-4" 7'-� 1/8-
5,3.
-j -j -j -j
5 6 C14
ionS3.2 I
S3.2 �Sl 2
40-6 1/8- IN
1 IL
C4
I
00
7 V(455)
(TYP)
2. li(420, 160)-
04
1-6 3/4" '*X6"Xl/4,!*
5'- 3 7/f 2#-0' 20-0*
0-0. L7' -ll 5/8" -on '-9 5/8-
7 8'-Ilm 7* -7* 7'-7- 8'-llm 8'-11" 7#.-7* 7P-70 L 8'-1 1" 7#-7" 48�- 1-1 8#-lln 7
02 fflam
ING PLAN
98226S13 98226 3-9-99 REV. ACADR14 GCR PLOT SCALEtl=96
----- -------- -----------------
m
m
m
W-0
�zl
0
FLOOR FRAMING NOTES:.
1 DATUM FOR ALL ELEVATIONS ON PLAN SHALL BE FINISH FLOOR EL,EVAT10H
FIFTH FLOOR EL 304.00- - 0'-0".
2. 3 1/2- COMPOSITE CONCRETE SLAB OVER 1 5/16- DEEP (24 GAGE) STEEL R-OOR I)ECI< WITI-i
6X6-W2.9XW2.9 WWF OVER 7" DEEP VESCOM STEEL JOIST 0 4'-4" O.C. MAX
. . ... .....C.10 3. REQUIRED JOIST BEARING ELEVATIONS ARE SHOWN THUS ( -0*-,3 1/2") ON Pt. -AN, INDICATING
DISTANCE ABOVE DATUM.
4. TOP OF STEEL BEAM ELEVATIONS ARE SHOWN THUS < > ON PLANS, RIDICAONG
_PC DISTANCE ABOVE DATUM.
5. FOR GENERAL NOTES AND TYPICAL DETAILS SEE SHEET S4.1
6. FOR OTHER FRAMING NOTES SEE SHEET S1.2
K
A.1
A
MAR
L
0 #1*91=0011
DORAL HOTEL ADDITION DESIGNED AAP
DORAL ARROWWOOD
VILLAGE OF RYE BROOK, NEW YORK
STRUCTURAL CHECKED AAP
5TH LEVEL FRAMING PLAN
PROJECT NO. 98s.226
IHCE
I HILDRETH CONSULTING ENGINEERS, P.C.
9220 RUMSEY ROAD, SUITE 202
COLUMBIA, MARYLAND 21045
PH: (410)-884-1470 FAX: (410)-884---1476
F
F
-If -. -
NB Is
MIN
IF FORMED JOINT IS USED INSERT 1/8" PREMOLDED OR
METAL STRIPS WHEN CONCRETE IS PLACED. IF SAWED JOINT
IS USED, SEAL IF SLAB IS EXPOSED.
1-11,
0
z 1/8" MIN
WWF LSEALIF REQD
1/8" DEEP MIN
77
�__ II I V_ - I .`v I- I - 1-1 T KInTE1-Ul ALT VVYVr
BOND. 3/4.0XV-4"012 - 4", 5"&6" SLAB CONTROL JOINTS (CLJ) SHALL BE STRANDS @ JOINT
EITHER CONSTRUCTION OR z
CONTRACTION JOINTS. POROUS FILL
CONSTRUCTION JOINT CONTRACTION JOINT
NO SCALE NO SCALE
FOOTING SCHEDULE
MARK
NIDTH X LENGTH
THICKNESS
REINF (BOT)
REMARKS
WF2.0
2'-0"
it -o"
3-#5 CONT
WF2.5
2'-6"
1'-0"
3-#5 CONT
WF3.0
3'-O"
it -o"
3-#5 CONT
ADD 3-#6 CONT AT SHEAR WALLS
WF4.0
1 4'-0"
it -on
SEE WALL SECTION 1ZS2.1
ALTERNATE FOOTNG SCHEDULE
EXTERIOR WALL FTG
4'-6"
11-0"
4-#5 CONT
#5 024" O.C. TRANSVERSE
CORRIDOR WALL FTG
S-Olf
it -off
3-#5 CONT
#5 @24" O.C. TRANSVERSE
I
I
I
I I
EXTERIOR
CONCRETE WALK
SEE SITE
DRAWINGS
TOP OF SLAB POROUS FILL
ELEV. SEE PLAN
DETAIL AT DOORr2
SCALE: NONE �2.
1-#4 CONT.
TOP OF SLAB
DATUM ELEV.
2-#6 CONT.
ALONG WALL
c
NOTE:
DO NOT BACKFILL AGAINST
THIS WALL UNTIL UPPER
LEVEL AND LOWER LEVEL
SLABS HAVE BEEN IN PLACE.
ul W.-mlig
#4012"C/C DWLS.—
#5@12-C/C OWLS.
#50M"C/C DWLS.
4'-0" LONG (AT STAIR)
F OR "TOP OF 4" DIA.
PERFORATED?
FOOTING ELEVATION
SEE FOUNDATION PLAN DRAIN PIPE,
(SLOPE 1/32"/FT
�7�
7W-
3" CLR
TYP.
11.
29)
H< 20-0"
SEE FOOTING SCHED
FOR REINF
z
LDC
(D z
T
4 u
114
MIN
TYPICAL FOOTING STEP
NO SCALE
TOP OF SLAB
DATUM ELEV. 0'-
0"
COORD. W/ STAIR MFR.
•
WWF-\ TOP OF SLAB
SEE PLAN
41 �4
_L4
'c14
#5 0 18" O.C.
— — — — — — — — — — — — --- — — — — — —
\-2-#5 CONT
0
— — -----_Y----
---------- — — -- — — — — — — — — — —
SEE SCHEDULE
----------
SECTION 4
SCALE: NONE1��S 2. J1
/—WALL PA
JWELD DECK
\TO L @ 6"c. c.
2'-0" #4 @ 12 O.C.
SLAB -ON -GRADE
Q_
4
--L3"x3"x1/4" CONT. W/ 3/8" DIA WWF
HEADED STUDS @ 12"c.c. VAPOR BARRIER
POROUS
OROUS FILL
—#4@12"c.c. HORIZ. 7 3/4" 1 4 1/4" z
MSANIW.11�
WF 4. 0
SEWEVT TAL
_j
1 0 Q.
WALL
#5@12"c.c. VERT. Lu
#4@ 12"C/C V)
#4@12"c.c. HORIZ. EF, EW`5@12'
r,�l a 1 4 SEE N(
F71
co
<
_j 4•
W 0 t, V q*
<
CL
z w
#4 CONT. 4 @ 12" C/C 0
# 0
SECTION
SCALE: NONE �52 - 1
W_
! ob p Mot OM R
-4-#5CONT.
2"x4" KEY
#5 @ 24"C/C TOP & BOT.
98226S21 98226 3-9-99 REV. ACADR14 GCR PLOT SCALE: 1=1
WALL & FTG #5 0
NOTE: 1. ADD 2#5 AT
2. ADD WATERF
TYP
SECTION r,3
SCALE: NONE � �2.1
-FACE OF EQUIPMENT
NOTE: ALL EQPT SHALL BE SECURELY
FASTENED TO THE PAD FOR THE
INDICATED WIND LOADS. (SEE NOTE ON
SHT S4.1)
SEE CIVIL/ELEC DWGS FOR
LOCATION & SIZE.
"'
r#4012 EW
----2-#5
TYPICAL EXTERIOR EQUIPMENT
t- M L) DETAIL
NO SCALE I—
NOTE:
FOR LOCATION & SIZE
SEE ELEC/MECH/ARCH DWGS
1 6" [-o--FACL 01- t:oP1
(MIN) NJ) #3012EW
TO SUIT EQPT WW
PROVIDED (4"MIN)
Igo
W_
_r__1 (TYP)
SLAB -ON -GRADE
WWF WWF
VAPOR BARRIER
POROUS FILL
ROUGHEN SURFACE
-off
CL
0
-FOR TOP OF cv w W
FOOTING ELEVATION #40 12"C/C
SEE FOUNDATION PLAN EF, EW
EI EQ. FOR TOP OF
Q
E FOOTING ELEVATION
• SEE PLAN
Z' w
CD
o
'4 W
W W
3" CLR
REINF, SEE
SEE SChEDULESCHEDULE
Q WALL & FTG
AT INTERIOR LOAD
BEARING WALL FOOTING
SECTION
SCALE: NONE S2.1
WALT , IV4,1f I A130,`I
#4 0 12" C/C (-ryp)
p covi'l.
SLAB -ON -GRADE HII (;RADE,
SFI", civil
1) WGI S)
•-7_7
1 4
WWF —
ri=li 1 T 1
- �, L --t.
VAPOR BARRIER _..._._.-
•
POROUS FILL
8 3/8" 3 5/8"
•
qo
-1 1,..1
W
M
EQ EQ FOR [OF (f'
FOOTING
Et EVATION
SEE PLAN
J
_j
Ld
3" CLR ULd )
0
U)
REINF, SLF
SEE SCHEDULE SCHEI)l A I�
WALL &
TYP EXTERIOR WALL FOOTING
SECTION
SCALE: NONE S2
6
COL &
ci
3/16
14
2C - 4"x 3 x 1 /1
00
COLUMN
(01. & (D
16�
L 2 1/2"x2 1/2"01/4"
WELDED TO FLIBE
34"0 ANCHORS 3/4" THICK BAST_ PLAIl_
7' LONG
(TYP OF 9)
PLAN
TYP EXTERIOR COLUMN BASE PLATE
OF N
DETAIL r8
SCALE: NONE S 2�1
063
REVISION DATE L DESCRIPTION H) APP
STING DORAL HOTEL ADDITION DESK -41H) AAP
DORAL ARROWWOOD IA
1,
VILLAGE OF RYE BROOK, NEW YORK DRAM (31Cf?
STRUCTURAL CIiE
I E ('kl LAAI
FOUNDATION SECTIONS AND DETAILS -1
TYP, WALL FTG ALONG EXISTING FTG PR011f,cl H0. q8226
F r TI n Ki SCAT f AS S11OWN
SCALE: NONE
HILDRETH CONSULTING ENGINEERS, P.C.
9220 RUMSEY ROAD, SUITE 202
COLUMBIA, MARYLAND 21045 SHE S2.1
PH: (410)-884-1470 FAX: (410)-884-1476
3 5/8'
4 1/8' 11
#5 @ 12"C/C-
NORMAL
—
WALL REINF.
2ND FLOOR
EL, = (0'-0")
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FOR LOCATION
SEE SH SIJ
11-01 Al
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98226522 98226 3-9-99 REV. ACADR14 GCR PLOT SCALE: 1=16
2ND FL.
FL, EL. (-277'-0')
DATUM EL. (-0'-0*
BASEMENT
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4 1/8"-, 3`5!8' FILL WITH CONC.
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RETAINING WALL ALO
SCALE: NONE
12
_NT
- EL, 267'-6'
— FIN, GRADE
-2#5 CONT
7 (TOP)
NOTE: FOR OTHER
INFORMATION SEE
FRAMING DETAILS
SLAB -ON
GRADE —1 46
WWF
VAPOR BARRIEyR(q=t_itTF_ii:
3" CLR
POROUS FILL
21
1/ 4'
CL.
EL.
1273'-0 3/4
CD
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(TOTAL 4)
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98226522 98226 3-9-99 REV. ACADR14 GCR PLOT SCALE: 1=16
2ND FL.
FL, EL. (-277'-0')
DATUM EL. (-0'-0*
BASEMENT
FL. EL, (-
4 1/8"-, 3`5!8' FILL WITH CONC.
2ND FLOOR
EL. = (0'-0")
N I'An CONC.
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is
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NORMAL��
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RETAINING WALL ALO
SCALE: NONE
12
_NT
- EL, 267'-6'
— FIN, GRADE
-2#5 CONT
7 (TOP)
NOTE: FOR OTHER
INFORMATION SEE
FRAMING DETAILS
SLAB -ON
GRADE —1 46
WWF
VAPOR BARRIEyR(q=t_itTF_ii:
3" CLR
POROUS FILL
21
CL.
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z
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BETWEEN
BOTH WALLS
OF WALL &
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WALL PANEL
LIGHTGAGE
1/4"x6"x8" PLATE
ON BOTH SIDE.
PL. 1'x11"08"
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*04
#6 x 2'-8" L.G. "U" BAR z z
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(MIN. 3 PER PLATE)
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FOR TOP OF
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SEE PLAN
A
MAR 1 0 1999,
P,;tJJ`ibL' U'LLS-E-1
INTERNATIONAL, INC.
;CoF Nies
REVISION DATE DESCRIPTION
DORAL HOTEL ADDITION AAP
DORAL ARROWWOOD DRAM] G C, R
VILLAGE OF RYE BROOK, NEW YORK
STRUCTURAL C I I (A, F� D AAP
�TD f A �,,j
'111(
FOUNDATION SECTIONS AND DETAILS -2
[lfMljI,Cf H0, 98226
SCAIJ�l AS SHOWN
HCE DA 11 9-._.99
V�F
C.
HILORETH CONSULTING ENGINEERS, P
AD, SUITE 202
'OFF S! k 9 2' RUMSEY ROAD,
S-2.2
CRUMBIA, MARYLAND 21045
,Z -884.- 1 76
M� PH: (410)-884-1470 FAX: (410) =3
FLAT
STRAP
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,
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ANGLE (CUT & CONNECT
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5TH FL
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EMBEDED AT
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GOLD FORMED STEEL. FRAMING NOTES:
1, DESIGNATIONS SHOWN ON DRAWINGS ARE FOR "MARINO\WARE, STUD -RITE
LIGHTWEIGHT STEEL FRAMING". EQUIVALENT PRODUCTS OF OTHER
MANUFACTURERS MAY BE PROPOSED FOR CONSIDERATION.
2.. ALL STRUCTURAL PROPERTIES SHALL BE COMPUTED IN ACCORDANCE WITH THE
A.I.S.I. "SPECIFICATIONS FOR THE DESIGN OF COLD FORMED STEEL
STRUCTURAL MEMBERS".
3. ALL COLD FORMED STEEL. STUDS AND JOISTS, INCLUDING ACCESSORIES, SHALL BE
GALVANIZED WITH A MINIMUM G-60 COATING.
4. STUDS, RUNNERS, BRACING AND BRIDGING SHALL BE MANUFACTURED PER ASTM C-955.
5. ALL GALVANIZED STUDS, TRACKS AND ACCESSORIES,
SHALL BE FORMED FROM STEEL THAT CONFORMS TO THE REQUIREMENTS OF ASTM
A-924, AS SET FORTH IN SECTION 1.2 OF THE A..I.S.I. "SPECIFICATION FOR THE
DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS", LATEST EDITION.
16 GAGE OR HEAVIER -GRADE 50 KSI.
18 GAGE OR LIGHTER -GRADE 33 KSI.
6, ALL COLD FORMED STEEL FRAMING SHALL BE DESIGNED FOR LOADS SHOWN ON
DRAWING. AS A MINIMUM, ALL MEMBERS SHALL BE DESIGNED TO MEET ALL
REQUIREMENTS OF BOCA. EXTERIOR WALL STUDS SHALL BE SIZED TO LIMIT LATERAL
LOAD DEFLECTION TO L/720. INTERIOR WALL STUDS SHALL BE SIZED TO LIMIT
LATERAL LOAD DEFLECTION TO L/360. a
98226531 98226 3-9-99 REV, ACADR14 GCR PLOT SCALE -1=1
7. ALL BEARING WALLS AND SHEAR WALLS ARE TO BE SHOP PREFABRICATED PANELS.
ADD BRACING AS REQUIRED FOR TRANSPORT, LIFTING AND ERECTION OF WALL PANEL.
8. ALL SHEAR WALLS STRAPS SHALL BE PULLED TIGHT TO RELIEVE SLACK BEFORE
CONNECTIONS ARE MADE. STRAPS SHALL BE ATTACHED TO EVERY OTHER STUD THAT THEY CROSS.
9. FOR STUD WALLS PROVIDE BRIDGING AT 4'-4"o.c. VERTICALLY AND ATTACHED AT
EACH STUD AS PER MANUFACTURER'S RECOMMENDATIONS.
10. PROVIDE WALL PANEL TOP & BOTTOM TRACK THAT ARE SAME GAGE AS VERTICAL STUDS.
11. BEFORE FABRICATION, VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS.
12. FOR NON—LOAD BEARING STUDS SEE ARCHITECTURAL DRAWINGS.
13. ALL BEARING WALLS STUDS MUST ALIGN WITH STUDS IN THE FLOORS ABOVE AND BELOW.
14. FOLLOW ALL MANUFACTURER'S RECOMMENDATIONS IN THE DESIGN AND DETAILING OF
COLD FORMED STEEL FRAMING.
15. PROVIDE COLD FORMED BOX HEADER OVER OPENING IN THE WALL.
10. ALL EXTERIOR WALL PANEL SILL AND HEAD TRACKS ARE MINIMUM 18 GAGE FOR OPENING LESS THAN 6'-0"
4
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ADD BRACING AS REQUIRED FOR TRANSPORT, LIFTING AND ERECTION OF WALL PANEL.
8. ALL SHEAR WALLS STRAPS SHALL BE PULLED TIGHT TO RELIEVE SLACK BEFORE
CONNECTIONS ARE MADE. STRAPS SHALL BE ATTACHED TO EVERY OTHER STUD THAT THEY CROSS.
9. FOR STUD WALLS PROVIDE BRIDGING AT 4'-4"o.c. VERTICALLY AND ATTACHED AT
EACH STUD AS PER MANUFACTURER'S RECOMMENDATIONS.
10. PROVIDE WALL PANEL TOP & BOTTOM TRACK THAT ARE SAME GAGE AS VERTICAL STUDS.
11. BEFORE FABRICATION, VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS.
12. FOR NON—LOAD BEARING STUDS SEE ARCHITECTURAL DRAWINGS.
13. ALL BEARING WALLS STUDS MUST ALIGN WITH STUDS IN THE FLOORS ABOVE AND BELOW.
14. FOLLOW ALL MANUFACTURER'S RECOMMENDATIONS IN THE DESIGN AND DETAILING OF
COLD FORMED STEEL FRAMING.
15. PROVIDE COLD FORMED BOX HEADER OVER OPENING IN THE WALL.
10. ALL EXTERIOR WALL PANEL SILL AND HEAD TRACKS ARE MINIMUM 18 GAGE FOR OPENING LESS THAN 6'-0"
MAR 0 1999,
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INTERNATIONAL. 11
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_-__.-_ - - - t
I ' NOTE:
SEE FRAMING PLANS,
M MECH AND ARCH
} OPENING i DWGS FOR SIZE AND
I a i LOCATION OF ROOF
► AND FLOOR OPENINGS
i
y i
s
1 PLAN
{
POUR STOP '
(AT FLOOR OPNGS)
w1m
L3 X3 Xl /4 (L1)
L3X3X1 /4 FOR JOISTT (OR
(Al- FLOOR/ROOF) SPA LESS THAN 5-6"
1/4 % OPENING T
SIZE VARIES 1/4
I
SEE FRAMING PLAN
SECTION
TYPICAL FRAMING FOR ROOF AND
i
NOTE: DETAIL 1S SHOWN FOR PIPING SUSPENDED BELOW THE JOIST. PROVIDE
SIMILAR DETAILS FOR PIPING RUN WITHIN THE JOIST SPACE. CENTER
PIPING MAINS BETWEEN JOIST SPANS.
ADD ,JL 2x2x1 /4 IF LOAD DOES NOT OCCUR AT
CONCENTRATED PANEL POINT LOCATION
LOADS ---- - - --► STL JOIST --\
t
�-- PIPE ROLLERS
OR CLAMPS
VTRAPEZE AS REQD
HANGER
TRAPEZE HANGER MAY BE FABRICATED USING SPECIAL
CHANNELS (UNISTRUT) OR STANDARD ROLLED CHANNELS
OR ANGLES OF ADEQUATE CAPACITY.
TYP RIPE MANGER DETAIL FOR
CONCENTRATED LOADS GREATER
THAN 50 IBS ON A JOIST
NO SCALE
98226541 9826 -9--99 REV. ACADRI4 GCR PLOT SCALE: 1=1
1, DESIGN LIVE LOADS
ASTM A 53 GRADE B, TYPE E OR S Fy =
ROOF
30 PSF PLUS SNOW DRIFT
SLAB ON GRADE
150 PSF
STAIRS
100 PSF
HOTEL ROOM
40 PSF
CORRIDOR SERVING ROOM
MECHANICAL ROOM
40 PSF
150 PSI`' (OR EQUIPMENT WT IF GREATER)
2 DESIGN SNOW LOAD IS IN ACCORDANCE WITH
ASCE 7-95
GROUND SNOW LOAD, Pg=30 PSF, Ce=1.0,
Ct-1.0, 1=1.0
3. DESIGN WIND LOADS ARE BASED ON A BASIC
WIND SPEED OF 110 MPH (EXP. B) IN ACCORDANCE
ASCE 7-95
F2.0 INDICATES FOOTING TYPES. SEE SCHEDULE, SHEET S2.1
4. SEISMIC DATA IN ACCORDANCE WITH ASCE 7-95
SEISMIC HAZARD EXPOSURE GROUP = I
(-2'-6") INDICATES ELEVATION OF TOP OF FOOTING. FOOTING
EFFECTIVE PEAK ACCELERATION COEFFICIENT
(AQ)=0.10
EFFECTIVE PEAK VELOCITY RELATED ACCELERATION COEFFICIENT Av=0.10
SEISMIC COEFFICIENT (Ca)=0.12
(Cv)=0.17
SEISMIC PERFORMANCE CATAGORY=C
SEISMIC SOIL PROFILE TYPE =C
SHOWN OR INDICATED.
RESPONSE MODIFICATION FACTOR R=7
NO FOUNDATION CONCRETE SHALL BE INSTALLED UNTIL ALL FOUNDATION WORK HAS BEEN
DEFLECTION AMPLIFICATION FACTOR (Cd)=4.5
COORDINATED WITH UNDERGROUND UTILITIES. FOOTINGS SHALL
5. MATERIALS
CONCRETE
f c = 4000 PSI FOR PIERS SLAB -ON -GRADE SIDEWALKS,
SUPPORTE6 FLOOR SLAB, ANb ALL
CONCRETE NOT OTHERWISE SPECIFIED
f c = 3000 PSI FOR ALL FOOTINGS AND FOUNDATIONS
REINFORCING BARS
ASTM A 615 GRADE 60, DEFORMED Fy = 60 KS1
STRUCTURAL STEEL
STEEL PIPE
11 r
MAR 1 p 1999
INTERNAT1044, INC,
pF NEW
aE�.
10. ALL REINFORCEMENT SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH ACI 315-80
(REV 1986) UNLESS OTHERWISE NOTED. MINIMUM SPLICE LENGTHS AND EMBEDMENT LENGTHS
SHALL BE AS TABULATED THEREIN (UNO). ALL TENSION DEVELOPMENT LENGTHS SHALL BE
21 INCHES AND ALL TENSION LAP SPLICES SHALL BE 27 INCHES FOR NO. 5 BARS AND
SMALLER.
11. CONTINUOUS REINFORCING IN WALLS AND FOOTINGS MAY BE SPLICED, AS REQUIRED,
PROVIDING BARS ARE OF THE LONGEST PRACTICABLE LENGTH AND ALL SPLICES ARE SHOWN
ON REINFORCING SHOP DRAWINGS. WHEREVER POSSIBLE, SPLICES SHALL BE STAGGERED.
FIELD CUTTING OF REINFORCEMENT WILL NOT BE PERMITTED.
12. UNLESS OTHERWISE NOTED, PROVIDE CONCRETE PROTECTION FOR ALL REINFORCING IN
ACCORDANCE WITH PARAGRAPH 7.7 OF BUILDING CODE REQUIREMENTS FOR REINFORCED
CONCRETE (ACI 318-89).
13. PROVIDE DOWELS TO MATCH REINFORCEMENT IN ALL FOOTINGS, PIERS AND WALLS.
14. ALL EDGES OF PERMANENTLY EXPOSED CONCRETE SURFACES SHALL BE CHAMFERED 3/4 -INCH.
15. THE CENTERLINES OF ALL BEAMS SHALL BE LOCATED ON COLUMN CENTER LINES UNLESS
OTHERWISE SHOWN.
16. ALL BOLTS SHALL BE 3/4" DIAMETER ASTM A325 -X UNLESS OTHERWISE SHOWN OR NOTED.
17. WELDING ELECTRODES SHALL CONFORM TO REQUIREMENTS SHOWN IN TABLE 4.1 OF AWS
D1.1-94, AND FILLER METAL SHALL HAVE A MINIMUM YIELD STRENGTH OF 60 KSI.
18. SHEAR CONNECTIONS SHALL BE DESIGNED FOR REACTIONS INDICATED ON THE FRAMING
PLANS. WHERE NONE ARE INDICATED, SIMPLY SUPPORTED BEAMS SHALL BE DESIGNED
FOR AN END REACTION EQUAL TO 1/2 OF THE TOTAL UNIFORM LOAD CAPACITY TABULATED
IN THE ALLOWABLE UNIFORM LOAD TABLES OF THE AISC MANUAL, 9TH EDITION,
PLUS 2 KIPS.
19. WHERE THE WORK OF OTHER TRADES REQUIRES CUTS, HOLES, ETC., IN STRUCTURAL STEEL
MEMBERS; CUTS, HOLES, ETC., SHALL BE MADE IN THE SHOP AND SHALL BE SHOWN ON THE
SHOP DRAWINGS. MAKING HOLES OR CUTS IN THE FIELD WILL NOT BE PERMITTED WITHOUT
SPECIFIC APPROVAL OF THE ARCHITECT -ENGINEER.
20. STEEL JOIST SPACING SHALL NOT EXCEED SPACING INDICATED ON DRAWINGS AND
PLACEMENT OF JOISTS SHALL BE CAREFULLY COORDINATED WITH PARTITIONS AND WORK OF
OTHER TRADES TO AVOID INTERFERENCES.
21. CONCENTRATED LOADS IN EXCESS OF 50 POUNDS APPLIED TO JOISTS SHALL BE APPLIED AT
PANEL POINTS, UNLESS AN ADDED WEB MEMBER IS PROVIDED FROM POINT OF APPLICATION
OF LOAD ON CHORD TO THE NEAREST PANEL POINT ON OPPOSITE CHORD.
22. THE CONTRACTOR SHALL VERIFY THE SIZE AND LOCATION OF ALL OPENINGS, SLEEVES,
INSERTS, ETC., WITH SHOP DRAWINGS OF THE EQUIPMENT TO BE INSTALLED. SEE
MECHANICAL DRAWINGS FOR LOCATIONS OF PIPE SLEEVES. SEE ARCHITECTURAL DRAWINGS
FOR LOCATIONS OF OPENINGS IN ROOF.
23. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, ETC., NECESSARY FOR THE
PROPER CONSTRUCTION AND ALIGNMENT OF THE NEW PORTIONS OF THE STRUCTURE TO THE
EXISTING STRUCTURE. THE CONTRACTOR SHALL VERIFY ALL MEASUREMENTS NECESSARY
FOR PROPER FABRICATION AND ERECTION OF ALL STRUCTURAL MEMBERS,
24. BEFORE PROCEEDING WITH ANY WORK WITHIN OR ADJACENT TO THE EXISTING STRUCTURE,
THE CONTRACTOR SHALL BECOME FAMILIAR WITH EXISTING CONDITIONS. DURING THE
PROCESS OF CONSTRUCTION, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO MAINTAIN
THE INTEGRITY OF THE EXISTING STRUCTURE WHERE THE EXISTING STRUCTURE IS MODIFIED
TO ACCOMMODATE NEW CONSTRUCTION AND TO PROTECT FROM DAMAGE THOSE PORTIONS OF
THE EXISTING STRUCTURE WHICH ARE TO REMAIN.
v
REVISION DATE I DESCRIPTION BY I APP
DORAL HOTEL ADDITION DESIGNED AAP
DORAL ARROWWOOD DRAM GCR
VILLAGE OF RYE BROOK, NEW YORK
STRUCTURAL CHECKED AAP
GENERAL NOTES AND TYPICAL DETAILS
PROJECT NO. 98226
H �T4 SCALE AS SHOWN
CE _.�„�...,..,,�. ,......,._.�..._ DATE 3-9-99
HILDRETH CONSULTING ENGINEERS, P.C.
9220 RUMSEY ROAD, SUITE 202
COLUMBIA, MARYLAND 21045 SHEET S4,1
PH: (410)--884--1470 FAX: (410)--884-1476
w
ASTM A 53 GRADE B, TYPE E OR S Fy =
35 KSI
STRUCTURAL TUBING
ASTM A 500 GRADE 8 Fy =
46 KS1
ALL OTHER STRUCTURAL STEEL ASTM A 36 Fy =
36 KSI
LIGHTWEIGHT METAL FRAMING
Fy =
50 KSI 16 GAGE &HEAVIER)
ASTM A44fi
Fy =
33 KS1 (18 GAGE & LIGHTER)
6.
F2.0 INDICATES FOOTING TYPES. SEE SCHEDULE, SHEET S2.1
FOR SIZE AND REINFORCING.
(-2'-6") INDICATES ELEVATION OF TOP OF FOOTING. FOOTING
ELEVATIONS SHOWN
REPRESENT THE MINIMUM DEPTH TO WHICH FOOTING SHALL BE
CARRIED. FOOTINGS SHALL
BE LOWERED AS REQUIRED TO OBTAIN SUITABLE BEARING. ALL UNSUITABLE FOUNDATION
MATERIAL SHALL BE REMOVED WITH FOOTINGS RESTING ON UNDISTURBED SOIL WITH A
MINIMUM BEARING CAPACITY OF 3000 PSF UNLESS OTHERWISE
SHOWN OR INDICATED.
7.
NO FOUNDATION CONCRETE SHALL BE INSTALLED UNTIL ALL FOUNDATION WORK HAS BEEN
COORDINATED WITH UNDERGROUND UTILITIES. FOOTINGS SHALL
BE LOWERED WHERE
REQUIRED TO AVOID UTILITIES.
8.
TO MINIMIZE WEATHERING, THE LAST 6 INCHES OF EXCAVATION
FOR ALL FOOTINGS SHALL
BE MADE IMMEDIATELY PRIOR TO PLACEMENT OF FOOTINGS.
9.
UNLESS OTHERWISE SHOWN, THE CENTER LINES AT ALL PIERS AND COLUMN FOOTINGS SHALL
BE LOCATED ON COLUMN CENTER LINES.
11 r
MAR 1 p 1999
INTERNAT1044, INC,
pF NEW
aE�.
10. ALL REINFORCEMENT SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH ACI 315-80
(REV 1986) UNLESS OTHERWISE NOTED. MINIMUM SPLICE LENGTHS AND EMBEDMENT LENGTHS
SHALL BE AS TABULATED THEREIN (UNO). ALL TENSION DEVELOPMENT LENGTHS SHALL BE
21 INCHES AND ALL TENSION LAP SPLICES SHALL BE 27 INCHES FOR NO. 5 BARS AND
SMALLER.
11. CONTINUOUS REINFORCING IN WALLS AND FOOTINGS MAY BE SPLICED, AS REQUIRED,
PROVIDING BARS ARE OF THE LONGEST PRACTICABLE LENGTH AND ALL SPLICES ARE SHOWN
ON REINFORCING SHOP DRAWINGS. WHEREVER POSSIBLE, SPLICES SHALL BE STAGGERED.
FIELD CUTTING OF REINFORCEMENT WILL NOT BE PERMITTED.
12. UNLESS OTHERWISE NOTED, PROVIDE CONCRETE PROTECTION FOR ALL REINFORCING IN
ACCORDANCE WITH PARAGRAPH 7.7 OF BUILDING CODE REQUIREMENTS FOR REINFORCED
CONCRETE (ACI 318-89).
13. PROVIDE DOWELS TO MATCH REINFORCEMENT IN ALL FOOTINGS, PIERS AND WALLS.
14. ALL EDGES OF PERMANENTLY EXPOSED CONCRETE SURFACES SHALL BE CHAMFERED 3/4 -INCH.
15. THE CENTERLINES OF ALL BEAMS SHALL BE LOCATED ON COLUMN CENTER LINES UNLESS
OTHERWISE SHOWN.
16. ALL BOLTS SHALL BE 3/4" DIAMETER ASTM A325 -X UNLESS OTHERWISE SHOWN OR NOTED.
17. WELDING ELECTRODES SHALL CONFORM TO REQUIREMENTS SHOWN IN TABLE 4.1 OF AWS
D1.1-94, AND FILLER METAL SHALL HAVE A MINIMUM YIELD STRENGTH OF 60 KSI.
18. SHEAR CONNECTIONS SHALL BE DESIGNED FOR REACTIONS INDICATED ON THE FRAMING
PLANS. WHERE NONE ARE INDICATED, SIMPLY SUPPORTED BEAMS SHALL BE DESIGNED
FOR AN END REACTION EQUAL TO 1/2 OF THE TOTAL UNIFORM LOAD CAPACITY TABULATED
IN THE ALLOWABLE UNIFORM LOAD TABLES OF THE AISC MANUAL, 9TH EDITION,
PLUS 2 KIPS.
19. WHERE THE WORK OF OTHER TRADES REQUIRES CUTS, HOLES, ETC., IN STRUCTURAL STEEL
MEMBERS; CUTS, HOLES, ETC., SHALL BE MADE IN THE SHOP AND SHALL BE SHOWN ON THE
SHOP DRAWINGS. MAKING HOLES OR CUTS IN THE FIELD WILL NOT BE PERMITTED WITHOUT
SPECIFIC APPROVAL OF THE ARCHITECT -ENGINEER.
20. STEEL JOIST SPACING SHALL NOT EXCEED SPACING INDICATED ON DRAWINGS AND
PLACEMENT OF JOISTS SHALL BE CAREFULLY COORDINATED WITH PARTITIONS AND WORK OF
OTHER TRADES TO AVOID INTERFERENCES.
21. CONCENTRATED LOADS IN EXCESS OF 50 POUNDS APPLIED TO JOISTS SHALL BE APPLIED AT
PANEL POINTS, UNLESS AN ADDED WEB MEMBER IS PROVIDED FROM POINT OF APPLICATION
OF LOAD ON CHORD TO THE NEAREST PANEL POINT ON OPPOSITE CHORD.
22. THE CONTRACTOR SHALL VERIFY THE SIZE AND LOCATION OF ALL OPENINGS, SLEEVES,
INSERTS, ETC., WITH SHOP DRAWINGS OF THE EQUIPMENT TO BE INSTALLED. SEE
MECHANICAL DRAWINGS FOR LOCATIONS OF PIPE SLEEVES. SEE ARCHITECTURAL DRAWINGS
FOR LOCATIONS OF OPENINGS IN ROOF.
23. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, ETC., NECESSARY FOR THE
PROPER CONSTRUCTION AND ALIGNMENT OF THE NEW PORTIONS OF THE STRUCTURE TO THE
EXISTING STRUCTURE. THE CONTRACTOR SHALL VERIFY ALL MEASUREMENTS NECESSARY
FOR PROPER FABRICATION AND ERECTION OF ALL STRUCTURAL MEMBERS,
24. BEFORE PROCEEDING WITH ANY WORK WITHIN OR ADJACENT TO THE EXISTING STRUCTURE,
THE CONTRACTOR SHALL BECOME FAMILIAR WITH EXISTING CONDITIONS. DURING THE
PROCESS OF CONSTRUCTION, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO MAINTAIN
THE INTEGRITY OF THE EXISTING STRUCTURE WHERE THE EXISTING STRUCTURE IS MODIFIED
TO ACCOMMODATE NEW CONSTRUCTION AND TO PROTECT FROM DAMAGE THOSE PORTIONS OF
THE EXISTING STRUCTURE WHICH ARE TO REMAIN.
v
REVISION DATE I DESCRIPTION BY I APP
DORAL HOTEL ADDITION DESIGNED AAP
DORAL ARROWWOOD DRAM GCR
VILLAGE OF RYE BROOK, NEW YORK
STRUCTURAL CHECKED AAP
GENERAL NOTES AND TYPICAL DETAILS
PROJECT NO. 98226
H �T4 SCALE AS SHOWN
CE _.�„�...,..,,�. ,......,._.�..._ DATE 3-9-99
HILDRETH CONSULTING ENGINEERS, P.C.
9220 RUMSEY ROAD, SUITE 202
COLUMBIA, MARYLAND 21045 SHEET S4,1
PH: (410)--884--1470 FAX: (410)--884-1476
w
(Typ.)
1/ �11/�242'
FLOOR SLAB FLOOR SLAB
EL. (0'-0") EL. = (0'-0")
3 1/2" CONC. 3 1/2" CONC.
SLAB SLAB
CORR.
JL
STUD
WALL t7" VESCOM JOIST
@ 4'-0" MAX.
LOAD DISTRUBUTION
3 5/8" ANGLE
AT INT, CORRIDOR WALLS
SECTION
SCALE: NONE
�.2
Kivu
WALL
CUT HORIZ. LEG OF
ANGLE FOR PIPE
OPENING.
ADD PL. 3/8"x2" AT
VERT. LEG
LOAD DISTRUBUTION
ANGLE
LARGER THAN 3"
NOTE: (1) FOR PIPE OPENING THROUGH LOAD
DISTRIBUTION ANGLES. ADD 3/8" PLATE
12" MIN. LENGTH (OR 6" LONG ON BOTHSIDE
OF OPENING).
I IA" 01 VWOOD
AT SCREEN WALL
SECTION
rio
SCALE: NONE 53.2
98226532 98226 3-9-99 REV. ACADR14 GCR PLOT SCALE: 1 =12
STUD '--7" VESCOM JOIST
WALL 0 4'-0" MAX.
L 3#x3px3/8" (TYP. U.N.O.)
L 3"x2 1/2"x3/8"(LLV)
6 AT TYP.CORRIDOR WALL
L 3 1CHANICAL
"x3/8(LLV)AT MROOM (BW#4)
AT INT. BEARING WALLS
SECTION 2
SCALE: NONE 53.2
1.1 1
2'-0"
l' -O 3/8" 1 11 5/8"t
CL.
8rs
3 5/8))
CONC SLAB
W/WWF
SLAB EL. T—
SEE PLAN
0-4
3 1/2" CONC.
SLAB
WOOD SHINGLES
METAL DECK
(1 5/16")
AT STORE FRONT
L3x3xl/4"
MC12xlO.
10
AT STAR
SECTION
9
SCALE: NONE 53.2
AT 5th LEVEL
SECTION
K 11
SCALE: NONE �.2
5th FL. EL.= 304'-0"
FLOOR SLAB
EL. (OF—opt
3 1/2" CONC
SLAB
POUR F---
CONC. SLAB
W/WWF
SLAB EL.
SEE PLAN
5 1/2" CONI
NC
SLAB
METAL
(1 5/1
7" VESCOM JOIST J
@ 4'-0" MAX.
i I
LOAD DISTRUBUTION
ANGLE
611
AT EXT. WALLS
SECTION r3
SCALE: NONE �.2
10.1
l'-6 1/4"
l-2 5/8"
CL.
3 1/2"
)/8"
6" STUD
WALL
WOOD SHINGLES
AT STORE FRONT
STORE FRONT
AT CORRIDOR 532
SECTION
SCALE: NONE � �-2
1 7/8"
PLAN
DETAIL AT COLUMN
SECTION 12
SCALE: NONE �.2
N JOINT
um
Z
0
0 V)
ALONG WALL EXPANSION JOINT
SECTION 4
SCALE: NONE �.2
CONC. SLAB
I
04
1 Kwli
1 1/2"-OAD DISTRUBUTION
COMPOSITE DECK ANGLE
3 4"
STEEL STUDS
0 2'-0" O.C.
CORRIDOR ROOM
SIDE SIDE
-;5 5/8"
SECTION 5
SCALE: NONE
�.2
MAR 0 1999
PA 0 i - z; 4 k;.; i L* �4 L L
INTERNATIONAL, INC.
TS 4"x3"x1/4
L2 1/2"x2 1/2")
WELDED TO TUB[
PLAN
DETAIL AT COLUMN
SECTION 7
—
SCALE: NONE S3.2
16' 1 1112'(RI 8"
CO�']C, ",A AR
-1-
cli
ul
ANGLI
3" DEEP
COMPOSITE DECK
L3X3X3/8" CONT @ 2_0 0. C'
CORRIDOR RoOf"ll
SIDE
3 5 /8"
SECTION 6
SCALE: NONE
NOTE:
LOAD DISTRIBUTION ANGLE: L3"x3"x3/8" (TYPICAL) EXCEPT AT
MECHANICAL ROOM, USE L3 1/2"x3 1/2"x3/8"
�
`
(WT.115
ppF)
- ---
4~ MAX.)
RIGID INSULATION------,
,x^.o C/^o
rwnn",*
^- |
VESCOM JOIST
"
CONC.
SLAB
METAL DECK
SINGLE LAYER
SF'.CTION ALONG JOIST
BALLAST -
A8# MAX]
ROOFING
L|GHTWECHl COWCRE|L
(WT, 115 PCI-)
(2" NUN, 4" MAX]
R|QD|NSULAl0N -----
T P=^1" RISE PER 8 FT.
(2" kJ|N.. O^ WAX.)
`
CONC. SLAB
/
SLOPE 3/16"
PER FT.
|
'8" _/ L_
8 FURRING LL
iANHEL
:
7/8" FURRING ��
=.ANNEL
01
2 HOUR FIRE RATING
7~ SCOM JOIST
TOP OF ROOF
SLAB w/WWF
METAL DECK
(1 5/10")
VESCON [| UUA |UTST NUTES/ 1' 3 1/2" DEEP N0RIJAL WEIGHT CONCRETE SLAB /3000 PSI.) WITH 8x8-W2.\xW2.1 WWF -
2, ALL JOIST ARE 7" DLEP AT 4'-4''o.c. MAX., UNLESS OTHERWISE NOTED.
3, CORRUCAlEU S[[L |ORN DECK ARE 1 5/16" DEEP (24 GAGE)
4. PROVIDE P0NR 3|UP 0kJ11118 CA(A) ALONG ALL PERIMETER OF ELEVATED SLAB
AND FLOOR 0PEN|NC.
[`DMi-,OST]t.-UD1 ySTL H
|. CO�P0S||[ [L[)]R SYSTLW SHALL BE VESC0M OR APPROVED EQUAL
2 COWPOS|TL FLOUR SYSTEW SHALL BE DESIGNED FOR LIVE LOAD AND DEAD LOADS
'3HOVYN~N URAVWNGS IN ACCORDANCE WITH THE LATEST SPECIFICATION OF THE
STEEL J«|S|NST|TU/
TE SJ|\ AND THE LATEST SPECIFICATION FOR STRUCTURAL
STELL UT 0NC Of T||E`A'~ER|CAM INSTITUTE OF STEEL CONSTRUCTION /A|SC\.
3. JOIST TU |iAV[ C[U|N� EXTENSiUNS�
4 ALL AD0l|ON�L FRAN|NG REQUIRED AT SLAB OPENINGS SHALL BE SUPPLIED AND
'|NSTALLED BY [U[ FLOOR SYSTEM CONTRACTOR. COORDINATE WITH THE
ARCH|TECll|RAL AND'#ECHAN|CAL DRAWINGS TO OBTAIN SIZE AND LOCATIONS OF
ALL FLOOR OPENINGS -
5. R[|NF0RC[ JO|Sl AS R[UU|RED Al CONCENTRATED LOADS. SEE PLANS FOR
LOCATK]N :,|/D SIZES 0F |HESE iUADS.
PLOT SCALE:1=12
BALLAST -
/1O#WAX.\
ROOFING �
MEMBRANE
LIGHTWEIGHT CONCRETE-
(WT.115
ppF)
(2° MIN.,
4~ MAX.)
RIGID INSULATION------,
STEP=l"
RISE PER 8 FT.
(2" MIN.,
6",MAX.)
CONC. SLAB
7" VESCOM JOIST
�
::::�3 1/2" CONC.
_ SLAB
< METAL DECK
DRYWALL
(5/8") SINGLE LAYER
CONI{. SLAB
SLOPE 3/16"
PER FT.
7K8" FURRING
METAL DECK
DRYWALL
LAYER
2 HOUR FIRE -RATING
UGHTWEIGHT CON��RETE TOPPING
BALLAST
(1O# MAX.))FING RIGID INSULATIONSLOPE 3/16" � ROOF DRAINER FT. AT LOW POINT[(P�:;",
7K8" FURRING
SECTION -THROUGH -ROOF
TOP OF ROOF SLAB
METAL DECK
—7" VESCOM JOIST
DRYWALL
(5/8-) SINGLE LAYER
DORAL HOTEL ADDITION DESIGNED AAP
DORAL ARROWWOOD DRAWN GCR
VILLAGE OF RYE BROOK, NEW YORK
STRUCTURAL CHECKED AAP
FLOOR SECTIONS AND DETAILS PROJECT NO. 98226
HCE SCALE AS SHOWN
DATE 3-9-99
HILDRETH CONSULTING ENGINEERS, P.C.
9220 RUMSEY ROAD, SUITE 202
COLUMBIA, MARYLAND 21045 SHEET S3.3
"�
s
�.
•,.
,. � � ;
� �
�. , �, �,
r �.
v.,
FOOTING SCHEDULE
MARK
IDTH X LENGTH
THICKNESS
REINF (BOT)
REMARKS
WF2.0
2'-0"
1'-0"
3—#5 CONT
WF2.5
2a-6"
1'-0"
3—#5 CONT
WF3.0,'
3'-0"
1'—fl°'
3--#5 CONT
ADD 3—#6 CONT AT SHEAR WALLS
WF4.0
4#—Os'
SLAB—ON—GRADE
SEE WALL SECTION 1/S2.1
ALTERNATE FOOTNG SCHEDULE
EXTERIOR WALL FTG
4'-6y`
1'-0"
4-#5 CONT
15 X24" O.C. TRANSVERSE
CORRIDOR WALL FTG
31--0"
1'— }"
3—#5 CONT
#5 @24" O.C. TRANSVERSE
WALLPANEL ABOVE
k
NU �;UALL F 1—N L,/ U != I f'i I L
NO SCALE"—
�.
7ir"tL.»#.. $` f"iF#GLtACd�E
#4 � I �" �.+ f 1I
(TYP)
i
T , Ci✓rY T. ,
SLAB—ON—GRADE
FIN ORADE,
.
SEE CIVIL,,',"
WALLPANEL ABOVE
k
DWGS
TOP OF SLAB I
SLAB—ON—GRADEll
DATUM ELEV. 0'-0" I
WWF -I\'-
fa
I
Cj6l
VAPOR BARRIER lll==
.. ..
.�rw+..A
r
` t
r
. �r i
a
POROUS FILL
COORD. W1 STAIR MFR_
8 3 8*,
5/6»
4 T
\ LOAD DISTRIBUTION
-
_ O N
W
ANGLE (CUT & CONNECT - 0
TO SHEAR PLATE) 0
it
DETAIL.. B-- -
SCALE-: NONE
5TH FL
l•�fii
"iiii�ii�iii�i�iiii�i
E
4'-6" < OPNG < 8'-0"
26d FLOOR
1/4"
iiiiiii%iiii�f�c
8-
�
1/4"
x 5 1/2" x
2'-0"
4th FLOOR
1/4-
x. 3 1/2" x
2'-O"
5th FLOOR
1/4"
x 3 1/2" x
2'-0-
2-6SW16
2-3 5/8T16
2-8SW16
.2---3 5/8T16
I
INT. BEARING WALLS
2-6SW14
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SEE FOUNDATION PLAN
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DETAI.La A co
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SCALE: NONE s ,
SEE
DETAIL
{TYP.) 3RD FL
SHEAR
PLATE
SCHEDULE
4'-6" < OPNG < 8'-0"
26d FLOOR
1/4"
x 5 1/2- x
8-
3rd FLOOR'
1/4"
x 5 1/2" x
2'-0"
4th FLOOR
1/4-
x. 3 1/2" x
2'-O"
5th FLOOR
1/4"
x 3 1/2" x
2'-0-
SEE
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( TYP. )
2ND FL
uj
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SCALE: NONE
SW #1
BOX HEADER SCHEDULE
__f..._
2'-0" < OPNG < 4'-6"
4'-6" < OPNG < 8'-0"
8'-0" < OPNG 101-C
N
--
.--_-_
IT
_ -. _
_----_
HEADER
TRACK
EXT. WALLS
2-6SW16
2-6T16
2-8SW16
2-6T16
3-8SW12
2-6T12
CORRIDOR WALLS
2-6SW16
2-3 5/8T16
2-8SW16
.2---3 5/8T16
I
INT. BEARING WALLS
2-6SW14
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uj
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SCALE: NONE
SW #1
BOX HEADER SCHEDULE
WALL TYPE
2'-0" < OPNG < 4'-6"
4'-6" < OPNG < 8'-0"
8'-0" < OPNG 101-C
N
HEADER
TRACK
HEADER
TRACK
HEADER
TRACK
EXT. WALLS
2-6SW16
2-6T16
2-8SW16
2-6T16
3-8SW12
2-6T12
CORRIDOR WALLS
2-6SW16
2-3 5/8T16
2-8SW16
.2---3 5/8T16
I
INT. BEARING WALLS
2-6SW14
2-6T14
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J1
., w. .• CONC. SLAB
CONC. SLAB
W/wWF
W/WWF
7" VESCOM JOIST 7" VESCOM JOIST
0 4'-4" MAX, 0 4'-4" MAX.
3 1 /2" CONC, —:::Z32" CONC>
fA n rA.11 C3 1/SLABSLAB
a
METAL DECK METAL DECK
(1 5/16") (1 5/16")
7/8" FURRING DRYWALL 7/8" FURRING DRYWALL
C, ANNEL (5/8") SINGLE LAYER CHANNEL (5/8") SINGLE LAYER
SECTION ALONG JOIST SECTION PERPENDICULAR TO JOIST
ELOOR CONSTRUCTION
2 HOUR EIRE RATING
BALLAST BALLAST TOP OF WOOD BLOCKING
(10# MAX.) (10# MAX.) EL. 314,-6" BALLAST LIGHT WEIGHT CONCRETE TOPPING
CONC. SLAB CONC. SLAB (10# MAX.) (2" MIN. TO 4" MAX.)
ROOFING W/WWf ROOFING W/WWF ROOFING RIGID INSULATION
MEMBRANE MEMBRANE MEMBRANE STEP= 1" RISE PER 8 FT.
z (2 MIN., 6 MAX.)
00
LIGHTWEIGHT CONCRETE SLOPE 3/16» LIGHTWEIGHT CONCRETE SLOPE 3/16" SLOPE 3/16" ROOF DRAIN
(WT. 115 PGF) 7" VESCOM JOIST (WT. 115 PCF) 7" VESCOM JOIST PER FT. AT LOW POINT
PER FT. , PER FT. . :. ,
(2„ MIN., 4 MAX.) 0 4-4” MAX. (2„ MIN., 4» MAX.) CSD 4-4” MAX. �t (32 MAX. RUN)
RIGID INSULATION TOP OF ROOF RIGID INSULATION TOP OF ROOF TOP OF ROOI
STEP=1" RISE PER 8 FT. . , ;
- - EL. 313'-0" STEP=1" RISE PER 8 FT. - "`
2" MIN., 6" EL. 313,-0„ • . .. _ z EL. 313,0„
( MAX.)) _.. (2 MIN., 6' MAX.) r Wit- M
I fill Aill [fit
3 1/2" CONC. __ __ _ ` — 3 1/2" CONC.3
NC.
0
" SLAB w/WWF SLAB w/WWF SLAB w/WWF
I I
METAL DECK METAL DECK METAL DECK
._ ... (1 5/16") (1 5/16") (1 5/16")
7" VESCOM JOIST
8" FURRING DRYWALL 7
7 8" FURRING DRYWALL 7�j 8" FURRING DRYWALL @ 4'- 4MAX.
CHANNEL (5/8") SINGLE LAYER~-` CHANNEL »
(5/8 }SINGLE LAYER CANNEL {5/8 }SINGLE LAYER
SECTION ALONG JOIST SECTION PERPENDICULAR TO JOIST SECTION THROUGH ROOF
ROOF CONSTRUCTION
2 HOUR EIRE RATING
I COM FLUOR JOIST NOTES;
1. 3 1/2" DEEP NORMAL WEIGHT CONCRETE SLAB (3000 PSI.) WITH 6x6—W2.1xW2.1 WWF,
2., ALL JOIST ARE `7" 'DEEP AT 4'-4"o.c. MAX., UNLESS OTHERWISE NOTED.
. CORRUGATED STEED FORM BECK ARE 1 5/16" DEEP (24 GAGE)
4. PROVIDE POUR STOP (MIN. 18 GAGE) ALONG ALL PERIMETER OF ELEVATED SLAB
AND FLOOR OPENING.
`CompoSITE FLOOR SYSTEM
1. COMPOSITE FLOOR SYSTEM SHALL BE VESCOM OR APPROVED EQUAL.
2. COMPOSITE FLOOR SYSTEM SHALL BE DESIGNED FOR LIVE LOAD AND DEAD LOADS
SHOWN ON DRAWINGS IN ACCORDANCE WITH THE LATEST SPECIFICATION OF THE °I
STEEL JOIST INSTITUTE (SJI) AND THE LATEST SPECIFICATION FOR STRUCTURAL
STEEL BUILDING OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (RISC).
3 JOIST TO HAVE CEILING EXTENSIONS.
4. A'L ADDITIONAL FRAMING REQUIRED AT SLAB OPENINGS SHALL BE SUPPLIED AND
INSTALLED BY THE FLOOR SYSTEM CONTRACTOR. COORDINATE WITH THE
ARCHITECTURAL AND MECHANICAL DRAWINGS TO OBTAIN SIZE AND LOCATIONS OF
ALL FLOOR OPENINGS.
5. REINFORCE JOIST AS REQUIRED AT CONCENTRATED LOADS. SEE PLANS FOR
LOCATION ,AND SIZES OF THESE LOADS.
71
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2