HomeMy WebLinkAbout05050050.17PROOF (GRIDS 3, 6, E & F)
+(SEE PLAN)
ROOF PERIMETER
+(SEE PLAN)
,;ATTIC
+(SEE PLAN)
dSECOND FLOOR
+(SEE PLAN)
,iFlRST FLOOR
W +(SEE PLAN)
,ikUPPER LEVEL PARKING
+(SEE PLAN)
SLOWER LEVEL PARKING
W +(SEE PLAN)
COLUMN MARK
COLUMN SCHEDULE
C1 I C2 I C2A I C3 I C4 I C5 I C6 I C7 I C8 I C9 I C10 I C10A I C10B I C11 I C11A I C12 I C13 I C14 I C15
BASEPLATE 11Y4 "X16 "x14" 11Y4 "x16 "x14" 11Yi x16 "x14" I lWx16 "x14"
ANCHOR RODS 1 (4) 3/4" AR 1 (4) 3/4' AR 1 (4) 3/4" AR 1 (4) 3/4" AR
COLUMN SCHEDULE NOTES:
1. See typical details for column base construction.
1 Wx16 "x14" 11% "x16 "x14" 11% "x16 "x14" 11 % "x16 "x14" 11 Yz "x16 "x14" 11 Wx16 "x16" 11Wx16"x16" 1 116 "x16 "x16"
(4) 3/4" AR I (4) 3/4" AR I (4) 3/4" AR I (4) 3/4" AR I (4) 3/4" AR I (4) 1" AR I (4) 1" AR I (4) 1" AR
1 WX16 "x2O" 1 Wx14 "x9" 1142 "X16 "X16" 1116006%16" SEE 6/S404 SEE x /S4xx
(4) 1" AR (4) V4" A325 (4) 1" AR (4) 1" AR
V4 x10 "x10" V4 x7 "x6" V4 "X12 "x7"
SEE 8/S407 SEE X /S4XX SEE X /S4XX
FIELD WELD
(3) 3/4" AR SEE X /S4XX (4) 3/4" A325
STEEL BEAM TO CONCRETE
COLUMN OR WALL
CONNECTION SCHEDULE
SIZE
REMARKS
(50 KSI BEAMS ONLY)
F4.0
4' -0"
MARK
BEAM
No. ROWS
WELD A
4' -6"
ANGLE
ANGLE
(8) #5 EW
EMBED PLATE
CAPACITY KIPS
CONCRETE
x 14"
(8) #5 EW
(SEE
BELOWTE 5
OF BOLTS
SIZE
x 16"
SIZE (6)
LENGTH
6' -0"
x 6' -0"
H()
(8) 15 EW
T()
No. STUDS
x 6' -6"
x 18"
(10) #5 EW
F•O
7' -0"
x 7' -0"
x 20"
(11) #5 EW
F7•5
7' -6"
x 7' -6"
x 22"
(10) #6 EW
4 KSI
3 KSI
EP -A
C8, W8, W10
2
M6
L4x3x-%
5142
9
%"
4
18.3
18.3
EP -B
W12x14
3
M6
L4x3x%
8142
13
%"
6
33
33
EP -B
W12x16 -W14
3
M6
L4x3x-%
814i
13
%"
6
40.3
40.3
EP -C
W16, W18
4
M6
L4x3x-%
11Th
17
%"
8
58.4
58.4
EP -D
W21
5
X46
1-43xZ%
14142
21
%"
10
91.5
86
EP -E
W24
6
his
L4x3x-%
17M2
25
%"
12
111
105
EP -F
W27
7
Y4
L4x3xM6
20142
29
%"
14
125
124
EP -G
W30
8
144
1-400%
23Ys
33
%"
16
148
142
EP -G
W33
9
Y4
L430iie
261,1
33
%"
16
167
142
EP -H
W36, W40
10
144
1-43xM6
2916
37
%"
16
186
161
F/ CONC WALL OR CONC COLUMN
NOTES:
1.
PLATE AND ANGLE MATERIAL ASTM A36.
2.
BEAM MATERIAL PER GENERAL NOTES.
'A'
1" RETURN
3.
FOR BEAM REACTIONS, SEE FRAMING PLANS. SHOULD
T & B TYP
INDICATED REACTIONS EXCEED TABLE CAPACITIES FABRICATOR
S
T STL BM EL
1 T
4.
SHALL PROVIDE CONNECTION DETAIL.
BEAM WEB CAPACITY REQUIRES VERIFICATION FOR BEAM'S WITH
ASTM A36 MATERIAL
SEE PLAN
5.
UNO ON PLAN OR IF REACTION EXCEEDS TABULATED VALUE,
USE THIS CONNECTION AS TYPICAL FOR LISTED BEAM SIZES.
-- _
- --
r>= ==
6.
GALVANIZE PLATE AND ANGLE MATERIAL AT ALL EXTERIOR
CONDITIONS.
6" LG HS
EMBEDDED PLATE
DETAIL
4"0 A325N BOLTS IN DBL L4x3xTHICKNESS INDICATED
IN SCHEDULE, TYP. PROVIDE 'Me "x1142" HORIZ SLOTS
IN BEAM WEB AND INSTALL NUTS. "FINGERTIGHT" AND
PEEN THREADS OR PROVIDE ADDITIONAL LOCKNUT.
COLUMN FOOTING SCHEDULE
MARK
SIZE
SIZE
REMARKS
REINFORCEMENT
F4.0
4' -0"
x 4' -0"
x 12"
(7) #5 EW
F4.5
4' -6"
x 4' -6"
x 12"
(8) #5 EW
F5.0
5' -0"
x 5' -0"
x 14"
(8) #5 EW
F5.5
5' -6"
x 5' -6"
x 16"
(8) #5 EW
F6.0
6' -0"
x 6' -0"
x 18"
(8) 15 EW
F6.5
6' -6"
x 6' -6"
x 18"
(10) #5 EW
F•O
7' -0"
x 7' -0"
x 20"
(11) #5 EW
F7•5
7' -6"
x 7' -6"
x 22"
(10) #6 EW
F8.0
8' -0"
x 8' -0"
x 22"
(10) #6 EW
wwmn rwllNu btmLUULL NUlt_v
1. Provide 3" concrete cover on bars.
2. Use concrete brick or CRSI Class 3, CHCP wire bar supports at 3' -0 ".
PIER SCHEDULE
MARK
SIZE
REINFORCEMENT
REMARKS
P2020
20" x 20"
(8) #fi VERT
2' -6" x 12"
(3) #5 Cont
WF36
3' -0" x 14"
ALL EMBED LOCATIONS
P2412
24" x 12"
(6) #6 VERT
ALL
5' -0" x 20"
(8) #5 Cont, #5 0 12" Trans
DOUBLE LAYER
EMBED LOCATIONS
P2022
20" x 22"
(8) #6 VERT
12- O
DOUBLE LAYER
ALL EMBED LOCATIONS
P2620
26" x 20"
(8) #6 VERT
12. OC
A
ALL EMBED OONS
rICR Jtd7C1JULt NV ILW
1. Provide %* concrete cover over ties.
2. See typical pier elevation for tie and vertical bar placement.
3. Where pier is extended from wall see 14/S404 for reinforcing tie into wall.
4. Provide CRSI Typ Bar Bend No T5 ties for all veritcal face bars, if there are
more than four vertical bars in the pier.
WALL FOOTING SCHEDULE
MARK
SIZE (W x D)
REINFORCEMENT
WF24
" "
2 -0 x 12
(3) 15 Cont
WF30
2' -6" x 12"
(3) #5 Cont
WF36
3' -0" x 14"
(4) #5 Cont
WF36A
3' -0" x MATCH EXISTING
(4) #5 Cont
WF60
5' -0" x 20"
(8) #5 Cont, #5 0 12" Trans
BALL rwI=7 N6mtVVLL NVILS:
1. Provide 3" concrete cover on bars.
2. Use concrete brick or CRSI Class 3, CHCP wire bar supports at 3' -0 ".
MASONRY WALL SCHEDULE
MARK
TYPE
REINFORCING
VERTICAL
MW8
8" CMU
#5 ® 48" OC
#5 ® 24" OC 0 ELEVATOR WALLS
0
10" CMU 1
#5 ® 48" OC
MP.-AMK T nw.L ZAALOULt NU ILS:
1. Grout all cores with rebar solid, unless noted otherwise.
2. Reinforcing steel in bond beams shall be continuous across control joints
unless noted otherwise.
BRICK LINTEL SCHEDULE
FOR ALL LINTELS NOT INDICATED ON PLANS
CLEAR OPENING
STEEL ANGLE
Up to 5' -0"
L3Xx3Xx9i6
5' -1" to 7' -0"
L 5 x 3h x 9(6 (LLV)
7' -1" to 10' -0"
L 6 x 3h x % (LLV)
I Tr UM- 13191UA UN ItL JllitUULL NU ILS:
1. All lintels shall have 8" bearing at each end.
2. All exterior lintels shall be galvanized.
3. All interior lintels shall be shop primed with two coats of epoxy paint.
CONCRETE WALL SCHEDULE
MARK
THICKNES
S
REINFORCING
REMAKE
HORIZ
VERT
DOWELS
CW8
8"
#4 ® 12"
#4 ® 12"
#4 ® 12"
SINGLE LAYER
CW12
12"
1 #5 ® 12"
#5 0 12"
#5 ® 12"
DOUBLE LAYER
CW16
16"
#5 ® 8"
#5 ® 12"
#5 ® 12"
DOUBLE LAYER
WIM.At I C WALL NALUULt NU I t5:
1. Single layer bars shall be placed in the center of the wall.
2. Double layer bars shall have 114" cover on both sides of wall, uno
3. Provide wheel spacers or CRSI Typ Bar Bend No T5 at 3' -0" each way to
assure adequate concrete cover.
4. See sections for all bars not included in schedule.
PEDCOR DESIGN GROUP
Architecture / Project Managment:
335 Ridgepoint Drive
Cannel, Indiana 46032
317.705.7979 (phone)
317.705.7980 (fax)
Engineer: C. Rodney McComas
pNEY 7C
No.
�. 860325
0. STATE OF
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MoCOMAS
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Developer:
P E D C 0 R
DEVELOPMENT CO.
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Issue Date Drawn By Checked By
02/28/05 njh All
Revisions:
MEI Project Number:
24187
Sheet Title:
Schedules
Sheet Number: