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I TOP /EMB. k TOP /EMB. It :� 1/S2.3
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VERT. BARS & TOP/EMB. It
- - - - - I TIES SEE 4/S2.3 ( -)2' -3 1/f
O F.D. VERIFY W/ VERT. BARS 0 I
I MEP PLANS TIES SEE 4/S2.3 2/S2.3
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EACH VIAY ""
I ( TOP / SUB EL F.D. (- )11' -Y I
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FOR MEP Puts (2) 3/ A.B.�(TYP) 3'-� t� 8' -a" 2'-d' 8'
28' -d' 17' -0" A 3' -6' 11' -Or' 10'-T 80 10' -0" 11' -0`
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2/S2.1 O O -
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8/S2.1 I
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N I SLOPE DOWN ONE LAYER #3 0 12' O.C.
EACH WAY 0 MID -DEPTH I I
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45' -0' 5T -0•
102' -0'
0
FOUNDATION PLAN-
SCALE: 1/8"=V-0*
NORTH ,
FOOTING SCHEDULE
MARK
SIZE
REINFORCING
PIER
F1
T-T x 7' -If x 1' -6'
(18) f6 - 1/2 EACH WAY
Date
F2
6'-Tx 6'-Tx 1' -6'
(16) f6 - 1/2 EACH WAY
F3
5#-Ox 5' -0'x 1' -3'
(14) J[5 - 1/2 EACH WAY
SEE 6/S2.1 FOR TYMCAL FOOTING SECTION
2 1/4
(2)3 HAIRPIN TIES nb
DETAIL
SCALE: 3 14" =1'_Cr 1.
b
( -)1' -2 1/2"
i
CONCRETE
1. ALL CONCRETE WORK SHALL CONFORM TO THE LATEST ISSUE OF
'BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE', ACI
318 AND 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR
BUILDINGS', ACI 301, UNLESS NOTED OTHERWISE ON THE PLANS.
2. ALL WEATHER EXPOSED CONCRETE SHALL BE AIR- ENTRAINED. AIR
CONTENT SHALL BE 4% TO 6% BY VOLUME.
3. MINIMUM 28 DAY CONCRETE COMPRESSIVE STRENGTH
FOOTINGS - PC = 4000 PSI
SLABS AND ALL OTHER - PC = 4000 PSI
4. CONTRACTOR SHALL SUBMIT A COMPLETE CONCRETE MIX DESIGN
FOR BOTH REGULAR WEIGHT, NON -AIR ENTRAINED AND REGULAR
WEIGHT, AIR ENTRAINED CONCRETE MIXES. MIX DESIGN SHALL
CONFORM TO THE REQUIREMENTS OF ACI 301, LATEST ISSUE.
MAXIMUM SLUMP FOR ALL CLASSES SHALL BE 4 INCHES.
5. CONCRETE FINISHING: INTERIOR SLABS - HARD TROWEL
EXTERIOR SLABS - BRUSH OR BROOM FINISH
ALL SLABS SHALL BE FINISHED FLAT AND LEVEL TO A TOLERANCE OF
1/4 INCH IN TEN FEET.
6. ALL CONCRETE SHALL BE CURED USING AN APPROVED MEMBRANE
CURING COMPOUND. EXPOSED INTERIOR SLABS SHALL BE SEALED WITH
SEALING COMPOUND. DO NOT PLACE ANY SLAB ON UNCOMPACTED FILL.
7. HOT WEATHER CONCRETING SHALL CONFORM TO ACI 305.
FORMWORK
1. FORMWORK SHALL BE DESIGNED, ERECTED, MAINTAINED AND
REMOVED ACCORDING TO THE PROVISIONS OF 'RECOMMENDED PRACTICE
FOR CONCRETE FORMWORK', ACI 347, LATEST ISSUE.
2. COMPLETED WORK SHALL NOT VARY FROM THE PLUMB, LEVEL,
INDICATED GRADE OR POSITION SHOWN ON THE PLANS BY MORE THAN
1/4 INCH IN TEN FEET. REFER ALSO TO ACI 301, LATEST ISSUE
FOR ADDITIONAL FORMWORK TOLERANCES.
REINFORCING STEEL
1. ALL DETAILING, FABRICATION, PLACING, AND SUPPORT OF
REINFORCING STEEL SHALL FOLLOW THE CURRENT ISSUE OF THE
'MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED
CONCRETE STRUCTURES', ACI 315, LATEST ISSUE, UNLESS NOTED
OTHERWISE.
2. ALL REINFORCING BARS SHALL HAVE DEFORMED SURFACES
CONFORMING TO ASTM A615.
3. WELDED WIRE FABRIC (WWF) SHALL BE LAPPED 1-1/2 MESH AND
WWF SHALL BE WIRED TOGETHER WHERE REQUIRED. WWF SHALL
CONFORM TO ASTM A185.
4. ALL REINFORCING STEEL IN FOOTINGS WITH LONGITUDINAL AND
TRANSVERSE STEEL SHALL BE ASSEMBLED INTO EQUALLY SPACED MAT
GRILLS AND WIRED TOGETHER AT ALTERNATE INTERSECTIONS BEFORE
CONCRETE IS PLACED.
5. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS WHICH CLEARLY INDICATE
SIZE, QUANTITY AND LOCATIONS AND DETAILS OF ALL REINFORCING
STEEL FOR REVIEW BEFORE THE START OF THE WORK.
6. LAP SPLICES SHALL BE ACI - CLASS B UNLESS NOTED
OTHERWISE.
7. ALL SLABS ON GRADE SHALL HAVE 6X6- W1.4XW1.4 WWF
REINFORCING UNLESS NOTED OTHERWISE ON THE PLANS.
8. DESIGN STRESSES FOR THE VARIOUS REINFORCING ARE AS
FOLLOWS:
WELDED WIRE FABRIC: FY = 60,000 PSI
ALL OTHER: FY = 60,000 PSI
STRUCTURAL STEEL
1. ALL STRUCTURAL STEEL SHALL CONFORM TO THE LATEST ISSUE OF
'SPECMTKMIS FOR STRUCTURAL STEEL BUILDINGS - ALLOWABLE
STRESS DESIGN AND PLASTIC DESIGN' AS ADOPTED BY THE AMERICAN
INSTITUTE OF STEEL CONSTRUCTION.
2. SUBMIT COMPLETE SHOP DRAWINGS AND ERECTION PLANS TO THE
ENGINEER FOR REVIEW BEFORE ANY FABRICATION IS BEGUN. REVIEW
WILL COVER THE SIZE AND ARRANGEMENT OF THE PRINCIPAL AND
AUXILIARY MEMBERS, AND THE STRENGTH OF CONNECTIONS.
3. STRUCTURAL STEEL' ASTM A36 ; FY = 36,000 PSI.
STRUCTURAL TUBING: ASTM A500, GRADE B ; FY = 46,000 PSI.
4. USE ONLY 3/4 DIAMETER ASTM. A325 BOLTS UNLESS NOTED
OTHERWISE.
5. FIELD WELDING SHALL BE DONE BY A CERTIFIED WELDING
OPERATOR. ALL WELDS ARE SUBJECT TO REVIEW BY THE ARCHITECT
OR ENGINEER.
6. STRUCTURAL STEEL SHALL RECEIVE SUPPLIER'S STANDARD SHOP
PAINT.
7. PROVIDE ADEQUATE TEMPORARY BRACING OF THE STRUCTURE. FIT,
PLUMB, LEVEL AND ALIGN STRUCTURAL STEEL BEFORE MAKING
PERMANENT FIELD CONNECTIONS.
WOOD ftMING
1. PREFABRICATED TRUSS MANUFACTURER SHALL DESIGN TRUSSES AND
DETERMINE WEB MEMBER CONFIGURATION AND WEB LATERAL BRACING U.N.
2. ALL METAL FRAMING ACCESSORIES AND HARDWARE INCLUDING
HANGERS, FASTENERS AND CONNECTORS.SHALL BE MANUFACTURED BY
SIMPSON STRONG -TIE COMPANY. ALL SUCH HARDWARE SHALL BE
SELECTED AND INSTALLED ACCORDING TO THE MANUFACTURERS
WRITTEN RECOMMENDATIONS. GALVANIZED AT EXTERIOR AND HIGH
HUMIDITY LOCATIONS,
3. PROVIDE BRIDGING /BLOCKING BETWEEN ALL JOIST AND RAFTERS
AT EACH SUPPORT, ENDS OF CANTILEVERS, AND MAXIMUM 8' -0'
O.C. BETWEEN SUPPORTS. PROVIDE PERMANENT BRIDGING, BLOCKING
AND BRACING FOR PREFABRICATED TRUSSES AS REQUIRED BY THE
MANUFACTURERS WRITTEN SPECIFICATIONS. PROVIDE PERMANENT
BLOCKING AT SUPPORTED ENDS BETWEEN ALL PREFABRICATED ROOF
TRUSSES. CONTRACTOR SWILL BE RESPONSIBLE FOR ALL TEMPORARY
BRACING OF PREFABRICATED TRUSSES DURING ERECTION AND
THROUGHOUT THE COURSE OF THE CONSTRUCTION.
4. WOOD FRAMING MEMBERS SHALL BE.ASSEMBLED ACCORDING TO THE
NAILING SCHEDULE - TABLE NO. 25 -Q, 1988 UBC CODE. BOLTED
CONNECTIONS: ASTM A307, GALVANIZED FINISH.
5. ALL MULTIPLE STUD COLUMNS SHALL BE SPIKED TOGETHER AT
12. O.C.
6. TRIPLE STUD ALL CORNERS AND PROVIDE A MINIMUM TWO STUDS
BENEATH ALL LINTEL REACTIONS UNLESS NOTED OTHERWISE ON
PUNS.
7. PROVIDE AT LEAST ONE 2X6 STUD UNDER ALL FLOOR OR ROOF
TRUSSES SUPPORTED BY STUD BEARING WALL
DESIGN DATA
FLOOR LIVE LOAD: 100 PSF
WIND LOAD: 1993 INDIANA BUILDING CODE (91 UBC)
ALLOWABLE NET SOIL BEARING PRESSURE: 3,000 PSF
ROOF LIVE LOAD -SNOW do ICE. 20 PSF - 1993 INDIANA BUILDING CODE (91 UBC)
4/S2.1
i
tB ANGLE „ „,,.,�„ TERRACE AND PLANTER PLAN-
SCALE:
NORTH
(2) 3/4 "0 x 18' A.B.
W /3' HOOK
12/S2.1
Browning Day Mullins Disrdorf Inc
4
334 North Senate Avenue
Indianapolis, Indiana 46204
317.635.5030
FAX 317.634.5409
STRUCTURAL CONSULTANT
4tr
LAWSON
ASSOCIATES
ENGINEERING
CONSULTANTS
650 EAST CARMEL DRIVE
SUITE 310
CARMEL, INDIANA 46032
317- 574 -9409
FAX 317 - 574 -9431
AN
rS
21487
o SfAIT OF 4,W
VON ` ��►
PRAIRIE
VIEW
GOLF
CLUB
Project No.
9443 9508S11
Drawn
JDF
Checked
MJL
Scale
1 /8" =1' -0"
Date
9 -21 -95
Revision
-
Clubhouse-
Foundation Plan