00-1210-003 i
GENERAL NOTES
REBARS
(BY OTHERS) PROVIDE 2 1/2" MIN. BEARING
� PROVIDE 2 1/2" MIN, BEARING OF SHOE ON THE PLATE, TYP,
1 . AERIAL ELEMENTS: FC=3000 psi GROUT AT 28 DAYS. OF SHOE ON THE PLATE, TYP. PL 1/4"X6"X7 3/4" W/
3" CONCRETE SLAB. TOTAL LOAD 90 psf. L4"x4"x 1/4" x a" - 1/2"0 X3" WELDED
FY=50000 psi FOR I BEAM WELDED ANCHORS PROVIDE 2 1/2 MIN. BEARING PROVIDE RECESS 3/4 HEADED ANCHORS
i OF SHOE ON THE PLATE, TYP. BETWEEN EACH SHOES, CONC. SLAB
2. MAXIMUM LIVE LOAD DEFLECTION ALLOWABLE: 1 /360. CONC. SLAB
CONC. SLAB GROUT o
0
(BY OTHERS) —��- oo
I 3. STANDARD JOIST SHOE: 4"X3"X1 /4"X2 1 /2" WIDE. �� KEBABS ° a d d' d N
a a a a d a d d' d (BY OTHERS) s. ° d d d 3" °¢
4. THIS DRAWING IS FOR AERIAL AND SHOULD BE USED ° ° ° 3 t ° Z Q Z
° . d d BRICK } m
IN CONJUNCTION WITH APPROVED ARCHITECTURAL, CONC. BEAM (BY OTHERS) w Z z °
STRUCTURAL, MECHANICAL AND AERIAL PLANS. (BY OTHERS) p ° „ a o < w
a 14 0 > > V, o
5. THE CONTRACTOR AND/OR THE OWNER IS RESPONSIBLE TO CONC. BEAM ° 14"
I �� � CONC. BEAM
VERIFY THAT ALL DIMENSIONS AND CONDITIONS SHOWN ON (BY OTHERS) a 1/8 3' 0 14 (BY OTHERS)
THESE DRAWINGS CORRESPOND WITH THOSE IN THE FIELD. 1/8° 2" co
ocn � °
THE FOLLOWING WILL BE ADVISED: AERIAL ENGINEER, THE 4 1/2" 3" 4 1/2" �- 0 1--- T �
STRUCTURAL ENGINEER AND THE ARCHITECT, OF ANY w z v
- — �-
VARIATIONS BEFORE THE START OF THE PREFABRICATION 2 O U)_ _ Ln
O = ) o
OF THE ELEMENTS. (2) - 1/4" WELDED E— v o
6" STIFFENER PL ® 3 APART O
(n
6. AMERICAN FLOOR INC. WILL NOT BE RESPONSIBLE OF ANY
Q Q x-�— r o
CHANGES OCCURRING AFTER THE SHOP FABRICATION 1 1/2" 9" 1 1/2" Wa(2)-/2"OX X 12" LONG 0-
1 (2) -3/4"0X8 1/2"
DRAWINGS HAVE BEEN APPROVED BY THE OWNER, THE
12„ WEDGE BY "REDHAED'
GENERAL CONTRACTOR, THE ARCHITECT OR THE STRUCT— "rRUBOLT" W/ 6 1/2" EMBEDMENT. ,
FRONT VIEW �tu►irhf�, '
URAL ENGINEER. SHOP FABRICATION WILL START ONLY
AFTER RECEIVING SHOP DRAWINGS APPROVAL FROM ONE
OF THE ABOVE. 1 JOIST TO CONC. BEAM CONNECTION 2 JOIST TO STEEL ANGLE CONNECTION 3 JOIST TO WALL CONNECTION
7. ALL BEAMS AND COLUMNS SHALL BE TRUE AND SQUARE AF-2 N.T.S. AF-2 N.T.S. AF-2 N.T.S, -, r'd
a�
READY TO INSTALL THE AERIAL. ^' .
8. DO NOT OVERLOAD THE AERIAL WITH SKIDS OF BLOCK,
SAND, DRYWALL, ETC.
GROUT
9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE TEMP— (BY OTHERS ) (BY OTHERS) 3/16" 7" � °
ORARY BRACING AS LONG AS THE PERMANENT BRACING 8" �
A THE SHEAR CONNECTIONS BETWEEN THE 1/4" EMBED PLATE 3/16" 7" 2 1 2" 2 1 " C co °I p
AND E E E WEEN E SLABS HAVE ® 4 0 O.C. TYP. / 3 /2 o
o) I
BEEN MADE. — -" d co d c
W Ci- M
10. DO NOT DRILL, BURN OR CUT ANY AERIAL COMPONENTS SEE TABLE 1.1 ° 8 3' " o �
AS THIS WILL REDUCE CARRYING CAPACITY. o VAR UP TO 8-D
d �.
'�- d 1 1 2" z3
c d d . 3"
11 . NO PART OF THE ROOF LOAD SHALL BE APPLIED ON THE ° ° ° ° ° a °. a B_2 0 1 1/2" 3/4' COVER 3/4" COVER co t ° �
(2) EMBED PL. 8'X8"X3/8' 0 z3 �+ .'s•
SLAB SYSTEM. W/ (4) 3/4 0X6" LONG 8„ 3,. o a _ _ --o-a 4 a Q, t.
CONC. BEAM NELSONS STUDS. d
12. AMERICAN FLOOR IS RESPONSIBLE TO PURCHASE GRADE 50 (BY OTHERS) p ° 3/16" 3" d 3 1/2" 1" COVER
STEEL I BEAMS � 14"
° a CONCRETE SLAB 3000 PSI `
L 5"X3"X1/4"THK-4" LONG
13. PRECAST COMPOSITE HAS BEEN DESIGN IN ACCORDANCE W/ LOCATED ® 4'-0" o.c. ° $" W1RE MESH W2.9 - 6"x6°
ACI 318-253 ALL STEEL TO BE WELDED SHALL BE LOW W/ (2) 1/2"0 X 5 v STEEL JOIST §:
ALLOY ASTM 706 WEDGE ANCHORS FRONT VIEW .
'.
CONC. BEAM STEEL BEAM
(BY OTHERS)
M P O R TA N T L 3"X3"X3/8"X6" LONG
O 1
WELDED CONNECTION TO TOP CHORD O i^ tip
BAR SIZE WELD LENGHT WELD SIZE 1/16/IN CAPACITY �r �
5/8" 2.075" --3/16" 925 LB 7978 LB.
3 4" 3.85" 3/16" 925 LB 9019 LB. p
ALL STEEL REBARS IN TIE BEAM, MUST BE AT LEAST 4" FROM 7/8" 3.625 3/16" 925 LB 10059 LB.
1" 4" 3/16" 925 LB 11100 LB. _ _ -Y----
INSIDE WALL FOR OUR BEARING OF FLOOR SYSTEM.
TABLE 1.1
- IT'S THE GENERAL CONTRACTOR RESPONSIBILITY TO GIVE US 4 SLABS EDGE TO STEEL ANGLE CONNECTION 5 STEEL BEAM TO CONC. BEAM CONNECTION 6 ti
AF-2 N.T.S.
AU REA SEC. FL. SL ; B - TYP C�� SETI
FREE AND EASY ACCESS FOR OUR CRANE. AF-2 N.T.S. AF-2 N.T.S.
STEEL BEAM
(PROVIDE MIN.
3" BEARING ON „
PL 8X6 X3 8" W 2
THE STEEL ANGLE,) 3/8"0 X 1 1/2" EMB. )A.B. PROVIDE 2 1/2" MIN. BEARING
I T
/
OF SHOE ON THE BEAM, TYP. 4 ,
OOi
„ SEE PLAN CONC. SLAB CONC. SLAB GROUT ci W
2 1 4 1 4 2 SEE PLAN cF. ^
/ / �(1
d
• � . ° EMBED 1/4 4„„
d ° ° d d a °Q ° ° dd d 3� 4 ° ° d ° d 3 O
d d -
v d
3pp Q � J
�
1/4” EMBED PLATE
® 14" 4 a. W = W
4'-0" O.C. TYP. 14"
FULLY WELD EMBED
W/ THE STEEL BEAM. #5 REBAR 6" LONG 3/8 , � Oo Z
0 N
STEEL BEAM
STEEL BEAM
O
W m a
-� 0 0
PLATE 4"X2"X3/8" I (CONNECTION LOCATED ® 48" o.c.) O
0- E3 � -
W �
L 4"X4"X3/8" X12" LONG L 3"X3"X3/8" FROM TOP PLATE N
TO BOTTOM CHORD ANGLE NOTE: ALL REINFORCEMENT BARS TO BE WELDED
SHALL BE LOW ALLOY IN CONTENT,
SHEET N0.
1/4" ;.��
10 STEEL BEAMS TO JOIST CONNECTION SLAB EDGE TO STEEL BEAM CONNECTION 8 JOIST TO STEEL BEAM CONNECTION 9 A � - 2 1 ► '
SLAB JOINT DETAIL .�
AF-2 N.T.S. SEE 2/AF-1 AF-2 N.T.S. AF-2 N.T.S. AF-2 N.T.S. SECUENCE
' II �