HomeMy WebLinkAboutF301TYPICAL WALL OR GRADE
BEAM CORNER
CORNER BARS SIZE
AND SPACING AS MAIN
HORIZONTAL WALL REINFORCING
STEEL. PROVIDE 3-#4 VERTICAL
SUPPORT BARS WHEN MAIN
REINFORCING IS IN ONE FACE ONLY.
NOTE: MAIN WALL REINF.
NOT SHOWN
2' - 6"
2' - 6"
1'-0"
TYPICAL THICKENED FOOTING
AT UTILITY PIPE PENETRATION
MIN.
REINFORCING: SAME SIZE AND QUANTITY AS
TYPICAL WALL FOOTING
REINFORCEMENT
1' - 0"
1' - 0"
MIN.
1' - 6"
MIN.
TYPICAL FOOTING REINF.
SLEEVE THRU FOOTING TO BE
LARGER THAN UTILITY PIPE TO
ALLOW FOR 1" VERTICAL DOWNWARD
DEFLECTION OF FOOTING
REINF. TO MATCH
REINF. OF FOOTING
MAX.
U.N.O.
2' - 0"
1' - 6"
1' - 6"
4'-0" MIN. TO NEXT STEP OR
INTERSECTING FTG. U.N.O.
SAME THICKNESS
AS FOOTING
TYPICAL
STEP FOOTING
TYPICAL WALL OR
GRADE BEAM INTERSECTION
2' - 6"
2' - 6"
INTERSECTION BARS
SAME SIZE AND SPACING
AS MAIN HORIZONTAL
WALL REINFORCING STEEL
NOTE:
MAIN WALL REINF.
NOT SHOWN
1 1/2" CL
TYPICAL OPENING
IN CONCRETE WALL
CONST. JOINT OR
TOP OF CONC.
2-#6 TTOP & BOT. OVER
OPENINGS NOT OTHERWISE
COVERED. BARS 6'-0" LONGER
THAN WIDTH OF OPENING.
2-#5 FULL HEIGHT
OF WALL EA. SIDE
OF OPENING.
1EA. FACE
2-#6 UNDER OPENING.
BARS 6'-0" LONGER THAN
OPENING
2-#5 x 5'-0" DIAG.
AT EA. CORNER
1 EA. FACE
NOTE: FOR OPENINGS GREATER THAN 2'-6" EITHER DIRECTION
TYPICAL REALATION OF UTILITY TRENCH
TO BUILDING FOUNDATIONS
UTILITY
TRENCH
1) CONTRACTOR SHALL COORDINATE
FOOTING ELEVATIONS GIVEN ON
DRAWINGS WITH UTILITY
CONTRACTOR FOR CONFORMITY TO
THIS REQUIREMENT. BEFORE
POURING ANY FOOTINGS, REPORT
ANY DISC REPANCIES TO THE
ENGINEER BEFORE PROCEEDING
2) WHEN UTILITY PENETRATES FOOTING,
FOOTING SHALL BE THICKNENED, SO
UTILITIES PASS TRHROUGH FOOTING WITH
A MINIMUM SLEEVE CLEARANCE TO
ALLOW 1" VERTICAL DOWNWARD
DEFLECTION OF FOOTING - SEE TYPICAL
DETAIL
3) WHEN UTILITIES PASS THROUGH A
FOUNDATION WALL, PROVIDE A MINIMUM
SLEEVE CLEARANCE TO ALLOW 1"
VERTICAL DOWNWARD DEFLECTION OF
FOUNDATION WALL
4) FOOTINGS SHALL NEVER PASS OVER THE
TOP OF A UTILITY TRENCH UNLESS
APPROVED BY ENGINEER
UTILITY
TRENCH
WALL OR
COLUMN
FOOTING
D x 2
D
SEE FOUNDATION PLAN FOR
SIZE AND REINFORCING
3" COVER
3" COVER
TYPICAL COLUMN
FOOTING WITH PEDESTAL
SEE FRAMING PLAN
FOR COLUMN SIZE
SEE PLAN DETAILS
FOR REINFORCING.
SEE DRWGS. BY GEM
BUILDINGS FOR ANCHOR
BOLT QUANTITY, SIZE AND
LAYOUT.
SEE FOUNDATION PLAN
FOR PLAN DETAILS OF
COLUMN PEDESTALS. 2" NON-SHRINK
GROUT - TYP. VERIFY
W/ GEM BUILDINGS
SEE FOUNDATION PLAN FOR
SIZE AND REINFORCING
SEE
PLAN
SEE
PLAN
3" COVER
3" COVER
SEE FRAMING PLAN
FOR COLUMN SIZE
TYPICAL COLUMN
FOOTING WITHOUT PEDESTAL
2" NON-SHRINK
GROUT - TYP. VERIFY
W/ GEM BUILDINGS
SEE DWGS BY GEM BUILDINGS
FOR ANCHOR BOLT QUANTITY,
SIZE AND LAUOUT.
TYPICAL BOX-OUT
IN SLAB AT FOOTING
C. J.
TYPICAL
FROM EDGE OF
COL. BASE PLATE
BOTTOM EDGE OF
BOX OUT POUR
3"
W
W+8
6"
TYPICAL THICKENED SLAB
UNDER NON-LOAD BEARING
MASONARY PARTITIONS
2-#4 CONT.
CENTER
ON WALL
LOCATE JOINT IN SLAB
UNDER THRESHOLD -
SEE ARCHITECTURAL
DWG'S
SLOPE EXTERIOR SLAB
-SEE ARCHITECTURAL
DWGS.
CONTRACTOR HAS
OPTION TO FIELD
BEND SLAB DOWELS
#4 DOWELS @ 18" c/c
EA. FACE
SEE FOUNDATION
DETAILS FOR WALL
THICKNESS &
REINFORCEMENT
TYP.
TYP.
2' - 0"
2' - 0"
8"
TYPICAL HOLD DOWN IN
CONCRETE WALL
OR GRADE BEAM AT
DOOR
THICKNESS
"t"
SLAB
THICKNESS
"t"
SLAB
x
1/8" WIDE -
SAWCUT t/4 DEEP
MESH - PLACE IN
CENTER OF SLAB
THICKNESS
CUT EVERY OTHER
WIRE AT JOINT
3/4"x14" SMOOTH DOWEL @ 12" c/c
GREASE ONE END PLACE IN CENTER
OF SLAB THICKNESS
1/8" WIDE x 1/2" DEEP SAW
CUT WHERE JOINT FILLER IS SPECIFIED
TYPICAL SLAB ON
GRADE CONTROL JOINT
TYPICAL CONSTRUCTION
JOINT IN SLAB ON GRADE
x x x x
x x x x x
GENERAL NOTES:
CODE: THE 2003 INDIANA BUILDING CODE, LATEST REVISION
DESIGN LOADS:
THE DESIGN OF ALL STRUCTURAL STEEL FRAMING, STEEL DECK, CONCRETE SLABS ON STEEL DECK AND ANCHOR BOLT DIAMETERSARE THE
RESPONSIBILITY OF GEM BUILDINGS.
ALL COLUMN FOUNDATIONS, ANCHOR BOLT EMBEDMENTS AND STRUCTURAL STEEL EMBEDMENTS THAT SUPPORT STEEL BEAMS AND STEEL DECK THAT
ATTACHES TO CONCRETE WALLS ARE DESIGNED FOR THE FRAMING REACTIONS THAT ARE DETERMINED AND PROVIDED BY GEM BUILDINGS.
DESIGN CRITERIA FOR THE ESTABLISHMENT OF THESE COLUMN LOADS ARE LISTED ON THE DRAWINGS BY GEM BUILDINGS.
RETAINING WALLS AND RETAINING WALL FOOTINGS ARE DESIGNED FOR THE FOLLOWING DESIGN CRITERIA THAT IS DEFINED IN THE SOILS REPORT BY
PATRIOT ENGINEERING AND ENVIRONMENTAL, INC., PATRIOT PROJECT NO. 1-07-0690, WHICH IS INCLUDED IN THE PROJECT SPECIFICATIONS:
CANTILEVERED RETAINING WALLS ARE DESIGNED FOR AN EQUIVALENT ACTIVE FLUID PRESSURE EQUAL TO 38 psf.
FIXED RETAINING WALLS ARE DESIGNED FOR AN EQUIVALENT AT-REST FLUID PRESSURE EQUAL TO 57 PSF.
THE FLUID PRESSURES INCREASE LINEARLY FROM ZERO AT GROUND SURFACE TO A MAXIMUM AT THE BASE OF THE WALL.
COEFFICIENT OF FRICTION AGAINST SLIDING EQUAL TO 0.3.
SEISMIC DESIGN CRITERIA:
SITE CLASS C
Ss = 0.176
S1 = 0.088
SDs = 0.141
SD1 = 0.101
SEISMIC DESIGN CATEGORY B
FOUNDATIONS:
FOOTINGS SHALL BEAR ON NATURAL, STIFF, UNDISTURBED SOILS OR ENGINEERED COMPACTED FILL AS DEFINED IN THE SOILS REPORT BY PATRIOT
ENGINEERIING AND ENVIRONMENTAL, INC., PATRIOT PROJECT NO. 1-07-0690, INCLUDED IN THE CONTRACT SPECIFICATIONS.
FOUNDATIONS ARE DESIGNED FOR THE MAXIMUM ALLOWABLE SOILS BEARING PRESSURES STATED IN THE SOILS REPORT WHICH ARE:
COLUMN FOOTINGS: 2,750 psf.
WALL FOOTINGS: 2,250 psf.
ALL FOOTING EXCAVATIONS SHALL BE INSPECTED BY A LICENSED SOILS ENGINEER BEFORE CONCRETE FOR FOOTINGS IS POURED.
CONCRETE:
ALL CONCRETE CONSTRUCTION SHALL CONFORM TO THE BUILDING CODE REQUIREMENTS OF THE AMERICAN CONCRETE INSTITUTE.
28 DAY CONCRETE COMPRESSIVE STRENGTH SHALL BE:
FOOTINGS: 3,000 psi.
INTERIOR SLABS ON GRADE, FOUNDATION WALLS AND GRADE BEAMS: 4,000 psi.
EXTERIOR SLABS ON GRADE AND EXTERIOR WALLS EXPOSED ABOVE GRADE: 4,500 psi., AIR-ENTRAINED 6% PLUS OR MINUS 1.5%
REINFORCING STEEL SHALL BE ASTM A 615, GRADE 60
WELDED WIRE FABRIC SHALL BE ASTM A 185.
PROVIDE REINFORCING STEEL SHOP DRAWINGS DETAILED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE ACI 301 MANUAL OF STANDARD
PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES.
PLANT PRECAST STRUCTURAL FLOOR PLANKS:
PLANKS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER WHO IS REGISTERED IN THE STATE OF INDIANA AND ENGINEERED SEALED SHOP DRAWINGS
SHALL BE SUBMITTED.
THE DESIGN SHALL CONFORM TO THE BUILDING CODE REQUIREMENTS OF THE AMERICAN CONCRETE INSTITUTE.
PLANKS SHALL BE DESIGNED FOR A UNIFORM FLOOR LIVE LOAD EQUAL TO 100 psf. AND A CONCENTRATED LOAD EQUAL TO 2,000 lbs OVER 6.25 SQUARE
FEET.
IN ADDITION, PLANKS SHALL BE DESIGNED FOR ALL SUPERIMPOSED OR SUSPENDED WEIGHTS IMPOSED BY OTHER TRADES. CONTRACTOR SHALL
COORDINATE ALL LOADING INFORMATION.
WHERE DETAILED ON THESE DRAWINGS, WELD PLATES SHALL BE INCLUDED.
CONTRACTOR SHALL COORDINATE ALL TRADES SO THAT ALL OPENING SIZES AND LOCATIONS ARE KNOWN IN ADVANCE.
HOLES REQUIRING THE CUTTING OF PRESTRESS STRANDS SHALL BE PLANNED FOR IN ADVANCE OF INSTALLATION.
NO PRESTRESS STRANDS SHALL BE CUT WITHOUT APPROVAL OF PLANK DESIGNER.
FOLLOW THE PLANK DESIGNER’S INSTRUCTIONS WHEN CUTTING HOLES.
MASONRY:
ALL MASONRY SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES, ACI 530-95/ASCE 5-
02/TMS 402-02, AND THE SPECIFICATION FOR MASONRY STRUCTURES, ACI 530.1-02/ASCE 6-02/TMS 602-02.
ALL REINFORCED MASONRY SHALL HAVE A MINIMUM F’m = 1500 psi.
ALL CONCRETE MASONRY UNITS SHALL BE NORMAL WEIGHT, CONFORMING TO ASTM C55 OR C90 WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH =
2,150 psi.
ALL CLAY MASONRY UNITS THAT HAVE A GROUTED REINFORCED CORE DIRECTLY ADJACENT TO THE CLAY UNITS SHALL CONFORM TO STM C 62, ASTM C
216, OR ASTM C 652 WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH = 4,150 psi.
ALL REINFORCING STEEL SHALL BE ASTM A615, GRADE 60.
ALL MORTAR WHICH IS BELOW GRADE SHALL BE TYPE S AND SHALL BE MADE WITH MASONRY CEMENT.
ALL MORTAR WHICH IS ABOVE GRADE SHALL BE TYPE N AND SHALL BE MADE WITH MASONRY CEMENT.
ALL GROUT SHALL CONFORM TO ASTM C 476 WITH A MINIMUM COMPRESSIVE STRENGTH OF 2,000 psi.
MASONRY SHEAR WALLS SHALL NOT BE INTERRUPTED BY CONTROL JOINTS. CENTER REINFORCING IN CELL OF CMU. REINFORCING SHALL CONTINUE
FULL HEIGHT WITH A MINIMUM LAP LENGTH = 2'-6". GROUT REINFORCED CELLS SOLID.
GROUT 2 COURSES SOLID UNDER ALL BEAM AND LINTEL BEARINGS, EXTENDING THE LENGTH OF GROUTED SECTION A MINIMUM OF 16" BEYOND THE END
BEARING.
REINFORCE 8" BOND BEAM W/ (1) #5 TOP & BOT.
REINFORCE 12" BOND BEAM W/ (2) #5 TOP & BOT.
USE GALVANIZED LADDER-TYPE HORIZONTAL JOINT REINFORCEMENT AT 16" ON CENTER IN MASONRY WALLS WITH 2-3/16" DIAMETER LONGITUDINAL
GALVANIZED WIRES IN THE CMU BACKUP WITH 3/16" CROSS WIRES AT 16" ON CENTER.
USE 3/16" DIAMETER HOOK AND EYE TYPE ADJUSTABLE GALVANIZED TIES INTO THE VENEER AT 16" ON CENTER EACH WAY. ADJUSTABLE TIES SHALL
ATTACH TO THE LADDER REINFORCEMENT AT THE CROSS TIES.
GROUT TYPE AND MAXIMUM POUR HEIGHT SHALL CONFORM TO TABLE 1.15.1 OF ACI 530-02/ ASCE 5-02/ TMS 402-02.
TYPICAL DETAILS:
DETAILS LABELED "TYPICAL DETAILS" ON THE DRAWINGS SHALL APPLY TO ALL SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR
TO THOSE SPECIFICALLY DETAILED. SUCH DETAILS SHALL APPLY WHETHER OR NOT THEY ARE KEYED AT EACH LOCATION. CONTRACTOR SHALL DETAIL
ALL SHOP DRAWINGS WITH APPLICABLE TYPICAL DETAILS SHOWN AT EACH INDIVIDUAL LOCATION.
SHORING EXISTING STRUCTURES:
CONTRACTOR IS COMPLETELY RESPONSIBLE FOR PROPERLY SHORING, SUPPORTING, BRACING AND PROTECTING THE EXISTING BUILDING STRUCTURE
DURING ALL CONSTRUCTION.
SHORING NEW EXCAVATIONS AND EXISTING STRUCTURES:
THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY AND SAFETY OF ALL EXCAVATIONS AND SHOULD EXERCISE ALL NECESSARY CAUTIONS TO SHORE,
SLOPE OR OTHERWISE MAINTAIN STABLE EXCAVATIONS TO PROTECT WORKERS. ALL EXCAVATIONS SHOULD BE MADE AND MAINTAINED IN ACCORDANCE
WITH ALL FEDERAL, STATE AND LOCAL REGULATIONS.
IF THE EXCAVATION RESULTS IN SIDE SLOPES STEEPER THAN 2H:1V, SHORING IS REQUIRED TO PERMANENTLY PROTECT THE STABILITY OF THE EXISTING
BUILDING FOUNDATIONS AND TO PREVENT UNDERMINING OF THE EXISTING FLOOR SLAB AND ANY POSSIBLE EXISTING UTILITIES. THE DESIGN AND
CONSTRUCTION OF THE EXCAVATION SUPPORT AND PROTECTION SHALL BE PROVIDED BY THE CONTRACTOR AND ENGINEERED SEALED SHOP DRAWINGS
SHALL BE PROVIDED.
CONSTRUCTION:
CONTRACTOR SHALL BRACE THE STRUCTURE AS REQUIRED TO MAINTAIN STABILITY UNTIL COMPLETE AND FUNCTIONING AS THE DESIGNED UNIT. UNLESS
OTHERWISE NOTED, ALL FOUNDATION WALLS ARE DESIGNED AS CANTILEVERED RETAINING WALLS AND DO NOT NEED TO BE BRACED BEFORE
BACKFILLING.
EXISTING CONDITIONS:
FIELD VERIFY ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS BEFORE FABRICATING ANY MATERIALS. NOTIFY ARCHITECT IMMEDIATELY OF ANY
EXISTING CONDITIONS THAT DIFFER FROM THE CONSTRUCTION DOCUMENTS BEFORE PROCEEDING.
SAFETY:
IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, THE CONTRACTOR WILL BE SOLELY RESPONSIBLE FOR CONDITIONS OF THE
JOB SITE, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY DURING PERFORMANCE OF THE WORK. THIS REQUIREMENT SHALL APPLY CONTINUOUSLY
AND SHALL NOT BE LIMITED TO NORMAL WORKING HOURS.
IF ENGINEER PROVIDES CONSTRUCTION REVIEW SERVICES, SUCH SERVICES SHALL NOT INCLUDE REVIEW OF THE CONTRACTOR'S SAFETY MEASURES IN,
ON, OR NEAR THE CONSTRUCTION SITE.
S5
C
T/PED 832' - 1 5/8"
6" 6"
1' - 0" 1' - 0"
1' - 0" 1' - 0"
COL.
COL.
SEE FOUND PLAN FOR
T/WALL EL.
SEE DWG'S BY GEM BUILDINGS
FOR ANCHOR BOLT SIZE
& SPACING
8-#7 VERT. W/
8-#7 DOWELS INTO FTG.
PROJECT DOWELS
4'-6" ABOVE T/FTG.
# 3 TIES AT 1'-2" c/c.
6" 6"
C
T/PED 832' - 1 5/8"
1' - 0" 6"
1' - 0" 1' - 0"
6" 6"
CENTER OF
STEEL COL.
SEE FOUND PLAN FOR
T/WALL EL.
SEE DWG'S BY GEM BUILDINGS
FOR ANCHOR BOLT SIZE
& SPACING
6-#6 VERT. W/
6-#6 DOWELS INTO
FOOTING
PROJECT DOWELS
4'-6" ABOVE T/FTG.
#3 TIES @ 1'-2"c/c
COL.
COL.
O
P10
85.04°
1' - 3" 1' - 3"
1'-0" 1' - 6 3/8"
1' - 0"
T/PED 816' - 11 5/8"
COL.
COL.
SEE FOUND PLAN FOR
T/WALL EL.
SEE DWG'S BY GEM BUILDINGS
FOR ANCHOR BOLT SIZE
& SPACING
8-#7 VERT. W/
8-#7 DOWELS INTO FTG.
PROJECT DOWELS
4'-6" ABOVE T/FTG.
# 3 TIES AT 1'-2" c/c.
1' - 0"
O
P9 T/PED 816' - 11 5/8"
1' - 0" 1' - 0"
91.04°
1' - 0"
1' - 0" 1' - 1 3/8"
SEE FOUND PLAN FOR
T/WALL EL.
SEE DWG'S BY GEM BUILDINGS
FOR ANCHOR BOLT SIZE
& SPACING
8-#7 VERT. W/
8-#7 DOWELS INTO FTG.
PROJECT DOWELS
4'-6" ABOVE T/FTG.
# 3 TIES AT 1'-2" c/c.
COL.
COL.
1' - 0"
@ COL.
O
L3
97.14°
1' - 0" 1' - 0"
1' - 0"
T/PED 816' - 11 5/8"
1' - 0" 11 7/8"
COL.
COL.
SEE FOUND PLAN FOR
T/WALL EL.
SEE DWG'S BY GEM BUILDINGS
FOR ANCHOR BOLT SIZE
& SPACING
10-#7 VERT. W/
10-#7 DOWELS
INTO FOOTING
PROJECT DOWELS 4'-6"
ABOVE T/FOOTING
#3 TIES @ 1'-2"
O
P8
80.46°
81.50°
1' - 3" 1' - 3"
1' - 0" 2' - 8 3/8"
1' - 0"
1' - 0"
T/PED 816' - 11 5/8"
COL.
COL.
SEE FOUND PLAN FOR
T/WALL EL.
SEE DWG'S BY GEM BUILDINGS
FOR ANCHOR BOLT SIZE
& SPACING
12-#7 VERT. W/
12-#7 DOWELS
INTO FOOTING
PROJECT DOWELS 4'-6"
ABOVE T/FOOTING
#3 TIES @ 1'-2"
M2
L4
L
T/PED 807' - 11 5/8"
1' - 0" 1' - 0" 1' - 0"
6"
1' - 0"
1' - 0"
1' - 0"
92.69°
87.31°
COL.
COL.
SEE FOUND PLAN FOR
T/WALL EL.
SEE DWG'S BY GEM BUILDINGS
FOR ANCHOR BOLT SIZE
& SPACING
8-#7 VERT. W/
8-#7 DOWELS INTO FTG.
PROJECT DOWELS
4'-6" ABOVE T/FTG.
# 3 TIES AT 1'-2" c/c.
L3
L
1' - 0" 1' - 0"
1' - 0"
79.10°
82.75°
1' - 2 5/8"
1' - 0"
1' - 0"
2' - 3 5/8"
T/PED 807' - 11 5/8"
COL.
COL.
SEE FOUND PLAN FOR
T/WALL EL.
SEE DWG'S BY GEM BUILDINGS
FOR ANCHOR BOLT SIZE
& SPACING
10-#7 VERT. W/
10-#7 DOWELS
INTO FOOTING
PROJECT DOWELS 4'-6"
ABOVE T/FOOTING
#3 TIES @ 1'-2"
H4
P6
L
1' - 0" 1' - 0"
1' - 4 3/8" 1' - 0"
9" 9"
T/PED 816' - 11 5/8"
T/ GRADE BM 816' - 11 5/8"
COL.
COL.
CENTER
OF STEEL COL.
8-#7 DOWELS INTO
FOOTING W/ #3 TIES
@ 1'-2"
SEE DWG'S BY GEM BUILDINGS
FOR ANCHOR BOLT SIZE
& SPACING
H5
4.3
AD
9" 9"
1' - 0" 1' - 0"
T/PED 816' - 11 5/8"
COL.
COL.
EXIST. CONCRETE
FOUND. WALL.
REMOVE EXIST.
BRICK AS REQUIRED
TO PLACE NEW PEDESTAL
6-#7 DOWELS
DRILL & EPOXY
14" INTO EXIST.
CONCRETE FOOTING.
USE #3 TIES @ 1'-2"c/c
SEE DWG'S BY GEM BUILDINGS
FOR ANCHOR BOLT SIZE
& SPACING
H5
N
AD
N4
1' - 6"
11" 1' - 0"
10"
T/PED 816' - 11 5/8"
COL.
COL.
EXIST. MASONRY
FOUND WALL
NOTE: VERIFY DIMENSION
IN THE FIELD
SEE FOUND PLAN FOR
T/LEDGE & T/WALL EL.
SEE DWG'S BY GEM BUILDINGS
FOR ANCHOR BOLT SIZE
& SPACING
8-#7 VERT. W/
8-#7 DOWELS INTO FTG.
PROJECT DOWELS
4'-6" ABOVE T/FTG.
# 3 TIES @ 1'-2" c/c.
4"
LEDGE
1' - 2"
1' - 8"
T/ GRADE BM 816' - 11 5/8"
SEE FOUND PLAN
FOR GRADE BM.
DIMENSIONS
SEE DWG'S BY GEM BUILDINGS
FOR ANCHOR BOLT SIZE
& SPACING
3" MIN.
COVER
NOTES:
ALL MATERIAL IS TO BE ASTM F1554
WITH MIN. Fy=36ksi A LEVELING NUT,
TOP NUT AND WASHER
MAY BE REDUCED TO MAINTAIN
3" MIN. COVER
TYPICAL ANCHOR BOLT DETAIL
TOP OF
CONCRETE
WASHER
BOTTOM OF
CONCRETE
SEE DWG'S BY
GEM BUILDINGS
FOR ANCHOR BOLT
PROJECTION
13" @ 3/4"Ø A.B.
16" @ 1"Ø & LARGER
A.B.
*
SEE DWG'S BY GEM BUILDINGS
FOR QUANTITY, SIZE & SPACING
OF ANCHOR BOLTS
*
*
1' - 3" 1' - 3"
1'-3" 1'-3"
T/PED 816' - 11 5/8"
COL.
8-#7 VERT. W/
8 #7 DOWELS INTO FTG.
PROJECT DOWELS 4'-6"
ABOVE FTG.
#3 TIES @ 1'-2"c/c
SEE DWG'S BY GEM BUILDINGS
FOR ANCHOR BOLT SIZE
& SPACING
COL.
Date: Scale
Drawn By
Checked By
Project
Number
ARCHITECTURE
PLANNING
INTERIOR DESIGN
STRUCTURAL ENGINEERING
424 East Fourth Street
Cincinnati, Ohio 45202
w w w . c h a r c h i t e c t s . c o m
tel: 513/241/4474 fax: 513/241/0081
ISSUANCES
COMPUTER FILE
1400 West Dorothy Lane
Dayton, Ohio 45409-1310
Tel: (937) 224-0861
Fax: (937) 224-5777
3417 South Sherman Drive
Beech Grove, IN 46107
Tel: (317) 780-1555
Fax: (317) 780-6525
750 North Orleans, Suite 400
Chicago, IL 60610
Tel: (312) 944-8230
Fax: (312) 944-8297
117 East Washington
Street, Suite 200
Indianapolis, IN 46204
Tel: (317) 637-2222
Fax: (317) 637-2260
1137 West Taylor St.
Suite 316
Chicago, IL 60607
Tel: (312) 224-8460
Fax: (312) 224-8961
1025 N.Watery Ln.
Brigham City, UT 84302
TEL: (453) 723-5000
FAX: (453) 538-5506
6622 Kingspointe
Parkway
Orlando, FL 33819
Tel: (407) 816-9400
Fax: (407) 816-9300
No. Description Date
As indicated
6/12/2008 10:29:19 AM
C:\Documents and Settings\mb\My
Documents\nvclc\NVCLC_foundation_mb.rvt
F301
TYPICAL CONCRETE
DETAILS, PLAN
DETAILS AND
GENERAL NOTES
NEW WORSHIP
CENTER
MB
KI
06-04-2008
535-3581
F301 3/8" = 1'-0"
3 TYPICAL CORNER
F301 3/8" = 1'-0"
1 TYPICAL THICKENED FOOTING
F301 3/8" = 1'-0"
2 TYPICAL STEP FOOTING
F301 3/8" = 1'-0"
4 TYPICAL INTERSECTION
F301 1/8" = 1'-0"
5 TYPICAL OPENING
F301 3/8" = 1'-0"
6 TYPICAL UTILITY TRENCH
F301 3/8" = 1'-0"
7 TYP COLUMN FOOTING
F301 3/8" = 1'-0"
8 TYP. COLUMN FOOTING
F301 3/8" = 1'-0"
9 TYP BOX-OUT
F301 1/2" = 1'-0"
10 TYP THICKENED SLAB
F301 3/8" = 1'-0"
12 TYP. HOLD DOWN
F301 3/4" = 1'-0"
11 TYP JOINT DETAILS
1 PERMIT SET 04.25.08
1 ADDENDUM NO. 2 05.16.08
2 ADDENDUM NO. 3 05.23.08
F301 1/2" = 1'-0"
O1 PLAN DETAIL O1
F301 1/2" = 1'-0"
P1 PLAN DETAIL P1
F301 1/2" = 1'-0"
Q1 PLAN DETAIL Q1
F301 1/2" = 1'-0"
R1 PLAN DETAIL R1
F301 1/2" = 1'-0"
S1 PLAN DETAIL S1
F301 1/2" = 1'-0"
T1 PLAN DETAIL T1
F301 1/2" = 1'-0"
U1 PLAN DETAIL U1
F301 1/2" = 1'-0"
V1 PLAN DETAIL V1
F301 1/2" = 1'-0"
W1 PLAN DETAIL W1
F301 1/2" = 1'-0"
X1 PLAN DETAIL X1
F301 1/2" = 1'-0"
Y1 PLAN DETAIL Y1
F301 1/2" = 1'-0"
Z1 PLAN DETAIL Z1
3 ADDENDUM NO. 4 05.30.08
F301 3/4" = 1'-0"
13 TYPICAL ANCHOR BOLT DETAIL
4 ADDENDUM NO. 5 06.04.08
F301 1/2" = 1'-0"
A2 PLAN DETAIL A2
PERMIT SET 06.10.08