HomeMy WebLinkAbout33General Notes
Concrete And Foundations
Structural Steel
1.
GOVERNING BUILDING CODES:
1.
ALL CONCRETE WORK, EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE DETAILED OR
1.
ALL STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN STRICT CONFORMANCE
2006 INTERNATIONAL BUILDING CODE, AS ADOPTED BY THE STATE OF INDIANA, 2008.
SPECIFIED, SHALL BE IN STRICT CONFORMANCE WITH THE FOLLOWING CODES AND STANDARDS:
WITH THE AISC SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS, LATEST EDITION AS AMENDED.
MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, ANSI/ASCE, LATEST EDITION
BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318, LATEST EDITION
"SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301, LATEST EDITION.
2.
ALL WELDING SHALL BE IN CONFORMANCE WITH THE AWS STRUCTURAL WELDING CODE AWS D1.1,
SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, AISC, LATEST EDITION
LATEST REVISION USING E70 ELECTRODES. ALL WELDING SHALL BE PERFORMED BY CERTIFIED
"RECOMMENDED PRACTICE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION," ACI 302,
WELDERS.
2.
DESIGN LIVE LOADS:
LATEST EDITION.
ROOF: 30 PSF (W/ ADDITIONAL ALLOWANCES FOR SNOW DRIFT LOADING)
"BUILDING REQUIREMENTS FOR REINFORCED CONCRETE," ACI 318, LATEST EDITION.
3.
ALL WIDE FLANGE (W) SHAPES SHALL CONFORM TO ASTM A992. ALL M, S,HP,C AND MC
SHAPES SHALL CONFORM TO ASTM A36 OR ASTM A572 GR.50. ANGLES AND PLATES SHALL
NET UPLIFT = 12 PSF
CONFORM TO ASTM A36 OR ASTM A572 GR.50.
"MANUAL OF STANDARD PRACTICE," CONCRETE REINFORCING INSTITUTE, LATEST EDITION.
WIND: BASIC WIND SPEED - 90 MPH (3 -SECOND GUST)
4.
ALL HOLLOW STRUCTURAL SECTIONS (HSS) SHALL CONFORM TO ASTM A500 GRADE B OR C.
WIND EXPOSURE - C
2.
ALL CONCRETE EXPOSED TO WEATHER AND ALL INTERIOR AND EXTERIOR SLABS ON GRADE
IMPORTANCE FACTOR - 1.0
SHALL HAVE:
5.
ALL COLUMNS BEARING ON CONCRETE SHALL BE FURNISHED WITH 1/4" THICK SETTING PLATES
AND BEAR ON 1" NON -SHRINK GROUT OR FURNISHED WITH SETTING NUTS ON ANCHOR BOLTS AND
SEISMIC: BUILDING USE GROUP - II
F'c = 4000 PSI AT 28 DAYS, NORMAL WEIGHT CONCRETE, 520 LBS. OF CEMENT PER CU.
BEAR ON 2" NON -SHRINK GROUT.
SITE CLASS - C
YD., MINIMUM.
IMPORTANCE FACTOR - 1.0
6.
ALL STRUCTURAL BEAM TO COLUMN AND BEAM TO BEAM CONNECTIONS SHALL BE MADE WITH
ALL OTHER CONCRETE, INCLUDING WALLS AND FOOTINGS, SHALL HAVE:
ASTM A325 OR ASTM A490, TYPE N, HIGH STRENGTH 3/4" DIA. BOLTS, MINIMUM, UNLESS REQUIRED
3.
ROOF FRAMES:
OTHERWISE BY DRAWINGS.
F'c = 3000 PSI AT 28 DAYS, NORMAL WEIGHT CONCRETE, 470 LBS. OF CEMENT PER CU.
PROVIDE FABRICATED STEEL ANGLE FRAMES TO SUPPORT MISCELLANEOUS EXHAUST
YD., MINIMUM.
7.
ALL HIGH STRENGTH BOLTED CONNECTIONS SHALL BE PRE -TENSIONED. TENSION -CONTROL BOLTS
FANS, VENTS, AIR HOODS, ETC., USING L-4X4X1/4. COORDINATE DIMENSIONS AND
OR DIRECT TENSION LOAD INDICATOR WASHERS MAY BE USED, INSTALLED IN ACCORDANCE WITH
LOCATIONS OF FRAMES WITH MECHANICAL CONTRACTOR.
REFER TO THE SPECIFICATIONS FOR FURTHER MIX REQUIREMENTS.
MANUFACTURER'S INSTRUCTIONS. TURN -OF -NUT TIGHTENING AND CALIBRATED WRENCH
TIGHTENING MAY ALSO BE USED.
Site Preiparation
3.
READY MIX CONCRETE SHALL COMPLY WITH ASTM C94 SPECIFICATIONS.
8.
ALL FRAMING ANGLE CONNECTIONS SHALL BE AISC STANDARD CONNECTIONS AS DETAILED IN THE
AISC MANUAL, AND SHALL BE SELECTED TO SUPPORT ONE-HALF THE TOTAL UNIFORM LOAD
4.
ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60. WELDED WIRE FABRIC
CAPACITY OF THE CONNECTED MEMBER, UNLESS GREATER END REACTIONS ARE NOTED ON THE
1.
PRIOR TO CONSTRUCTION OF ANY PERMANENT STRUCTURE, THE SITE SHALL BE STRIPPED OF
SHALL CONFORM TO ASTM A185.
DRAWINGS. BOLTS SHALL BE DESIGNED AS BEARING -TYPE CONNECTIONS WITH THREADS INCLUDED
ALL SURFACE VEGETATION, TOP SOIL, AND ORGANIC MATERIAL; ALL WET, SOFT, LOOSE, FROZEN,
5.
NO CALCIUM CHLORIDE SHALL BE INCORPORATED IN THE CONCRETE MIX DESIGN OR USED AS AN
IN SHEAR PLANE.
OR OTHERWISE UNDESIRABLE SOIL SHALL BE REMOVED.
ADMIXTURE; NO CHLORIDES OF ANY TYPE SHALL BE USED AS AN ADMIXTURE FOR THIS PROJECT.
9.
' INDICATES BEAM TO COLUMN MOMENT CONNECTION.
2.
THE EXPOSED SUBGRADE SHALL THEN BE PROOF -ROLLED WITH A MEDIUM WEIGHT ROLLER OR
OTHER APPROVED EQUIPMENT TO DETERMINE IF ANY POCKETS OF SOFT, COMPRESSIBLE SOILS
6.
ALL REINFORCING STEEL DETAILS SHALL BE IN ACCORDANCE WITH THE ACI "BUILDING CODE
10.
ALL STRUCTURAL STEEL ELEVATIONS SHOWN ON THE DRAWINGS ARE TO TOP OF STEEL MEMBER,
EXIST BELOW THE EXPOSED SUBGRADE. WHEREVER SUCH MATERIAL IS ENCOUNTERED, THE
REQUIREMENTS FOR REINFORCED CONCRETE," ACI 318, LATEST EDITION.
UNLESS NOTED OTHERWISE.
AREA SHALL BE UNDERCUT TO SUITABLE SOILS, AS DIRECTED BY A QUALIFIED SOILS ENGINEER.
7.
PROVIDE SHEAR KEYS IN THE TOPS OF WALL FOOTINGS SUPPORTING CONCRETE WALLS AND IN
11.
SIMILAR OR SAME CONNECTIONS SHALL BE MADE AS SHOWN ON THE DRAWINGS IN SIMILAR
3.
ALL STRUCTURAL FILL EXTENDING FROM SUITABLE SUBGRADES TO BOTTOM OF FOUNDATIONS OR
THE TOPS OF COLUMN FOOTINGS AT CONCRETE WALLS.
SITUATIONS.
FLOOR SLABS SHALL BE COMPACTED TO 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED
BY ASTM D1557.
8.
REINFORCEMENT IN WALLS SHALL BE CONTINUOUS. HORIZONTAL BAR LAP SPLICES SHALL BE
12.
ANY CAMBER EXISTING IN BEAMS SHALL BE TURNED POSITIVE UPWARD.
STAGGERED.
4.
IN UNDERCUT AND FILL AREAS, THE STRUCTURAL COMPACTED FILL SHALL EXTEND A MINIMUM OF
9.
PROVIDE CORNER BARS AT ALL CONCRETE WALL CORNERS TO BE LAPPED WITH THE HORIZONTAL
13.
A MINIMUM BEARING OF 6" SHALL BE PROVIDED FOR LOOSE ANGLE LINTELS.
1'-0" BEYOND THE EDGE OF THE FOUNDATION AND DOWN TO SUITABLE SUBGRADE ON A
MINIMUM OF 2 VERTICAL TO 1 HORIZONTAL SLOPE.
BARS. CORNER BARS ARE TO MATCH THE HORIZONTAL BARS IN SIZE, GRADE, AND SPACING.
14.
BURNING OF HOLES IN STRUCTURAL STEEL IS NOT PERMITTED WITHOUT PRIOR APPROVAL OF
THE STRUCTURAL ENGINEER.
5.
NON-STRUCTURAL FILL ADJACENT TO THE STRUCTURAL FILL SHALL BE PLACED IN UNISON TO
10.
THE CONTRACTOR SHALL VERIFY DIMENSIONS AND LOCATIONS OF ALL OPENINGS, PIPE SLEEVES,
ANCHOR BOLTS AND ALL OTHER BUILT-IN ITEMS AS REQUIRED BY ALL TRADES BEFORE
PROVIDE LATERAL SUPPORT.
CONCRETE IS PLACED.
15.
ALL STRUCTURAL STEEL SHALL BE PRIME PAINTED OR GALVANIZED (AS REQUIRED).
6.
BACKFILL PLACED AGAINST BOTH FACES OF ANY WALL SHALL BE PLACED SIMULTANEOUSLY.
11.
REFER TO THE ARCHITECTURAL DRAWINGS AND THE SPECIFICATIONS FOR THE LOCATION OF
16.
CONTRACTOR SHALL PROVIDE TEMPORARY SHORES, GUYS AND BRACING DURING ERECTION TO KEEP
STRUCTURAL STEEL STABLE, PLUMB AND IN ALIGNMENT AGAINST TEMPORARY CONSTRUCTION LOADS
7.
ALL FILL MATERIALS SHALL BE TESTED AND APPROVED BY AN INDEPENDENT, QUALIFIED SOILS
ANCHORS, CHAMFERS, AND OTHER DETAILS NOT SHOWN ON THE STRUCTURAL DRAWINGS.
AND DESIGN LOADS. TEMPORARY SUPPORTS AND BRACING SHALL REMAIN IN PLACE UNTIL PERMANENT
ENGINEER PRIOR TO PLACEMENT.
12.
MINIMUM LENGTH OF REINFORCING BAR LAP SPLICES SHALL BE 50 BAR DIAMETERS FOR #6 BARS
BUILDING BRACING SYSTEM IS FULLY INSTALLED.
8.
FOOTINGS NOT SUPPORTED BY STRUCTURAL FILL SHALL BEAR ON FIRM, UNDISTURBED MATERIAL.
AND SMALLER AND 60 BAR DIAMETERS FOR #7 BARS AND LARGER, UNLESS NOTED OTHERWISE.
17.
SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.
13.
EARTH -CUT FORMS SHALL BE PERMITTED FOR FOUNDATIONS BEARING IN NATURAL SOILS.
9.
FOUNDATION DESIGN IS BASED ON THE FOLLOWING NET ALLOWABLE SOIL BEARING PRESSURES:
ISOLATED COLUMN SQUARE FOOTINGS = 2000 PSF
14.
PROVIDE SHOP/PLACING DRAWINGS FOR APPROVAL FOR ANCHOR BOLTS AND REINFORCING
CONTINUOUS WALL STRIP FOOTINGS = 1600 PSF
STEEL; PROVIDE MANUFACTURER'S DATA FOR ADMIXTURES, JOINT MATERIALS, ETC.; PROVIDE
CONCRETE MIX DESIGNS FOR APPROVAL PRIOR TO PLACING ANY CONCRETE (REFER TO THE
SPECIFICATIONS FOR REQUIREMENTS).
10.
A QUALIFIED SOILS ENGINEER SHALL VERIFY THE NET ALLOWABLE PRESSURES STATED ABOVE
AT EACH ISOLATED SQUARE FOOTING LOCATION AND AT INTERVALS NOT TO EXCEED FIFTEEN
15.
FOOTINGS SHALL BE CENTERED ON COLUMN PIER CENTERLINES UNLESS SHOWN OTHERWISE.
(15) FEET AT CONTINUOUS WALL FOOTINGS PRIOR TO THE PLACEMENT OF CONCRETE.
16.
PROVIDE A CONCRETE ENCASED GROUNDING ELECTRODE IN THE FOUNDATION PER THE 2005
11.
IF UNSUITABLE MATERIAL IS FOUND, THE PROPOSED FOOTING SUBGRADE ELEVATION SHALL BE
INDIANA ELECTRICAL CODE (NEC) ARTICLES 250.50 AND 250.52 (A) (2).
RE-ESTABLISHED BY LOCALIZED UNDERCUTTING AND USING A SUITABLE FILL OR LEAN
CONCRETE UP TO FOOTING DESIGN BEARING ELEVATION.
17.
CONTROL JOINTS SHALL BE INSTALLED AT 15' O.C., MAX SPACING EACH WAY FOR FLOOR
12.
ALL FILL SHALL BE PLACED IN LAYERS WITH A MAXIMUM LOOSE THICKNESS OF 8" UNLESS
SLABS ON GRADE, UNLESS SHOWN OTHERWISE.
SPECIFICALLY APPROVED BY THE SOILS ENGINEER, TAKING INTO CONSIDERATION THE TYPE OF
18.
SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.
MATERIALS AND COMPACTION EQUIPMENT BEING USED. UNDER NO CIRCUMSTANCES SHALL
BULLDOZERS OR SIMILAR TRACKED VEHICLES BE CONSIDERED AS COMPACTION EQUIPMENT.
13.
SOIL EXPOSED AT THE BASE OF ALL SATISFACTORY FOUNDATION EXCAVATIONS SHALL BE
PROTECTED AGAINST ANY DETRIMENTAL CHANGE IN CONDITION SUCH AS FROM FREEZING, RAIN,
OR DISTURBANCE. SURFACE RUNOFF SHALL NOT BE ALLOWED TO ENTER THE EXCAVATION.
Steel Joists
14.
FOOTING CONCRETE SHALL BE PLACED THE SAME DAY EXCAVATIONS ARE OPENED. IF THIS IS
IMPOSSIBLE, STEPS SHALL BE TAKEN TO ADEQUATELY PROTECT THE OPEN EXCAVATIONS.
1.
JOIST DESIGNS SHALL BE IN STRICT CONFORMANCE WITH THE STEEL JOIST INSTITUTE'S
15.
ALL FLOOR SLABS ON GRADE SHALL BE SUPPORTED ON A 4" (MINIMUM THICKNESS)
STANDARD SPECIFICATIONS AND LOAD TABLES, LATEST EDITION. JOIST DESIGNS SHALL
COMPACTED GRANULAR BASE #53 STONE. ALL FOUNDATION AND UTILITY EXCAVATIONS SHALL BE
ALSO MEET NET UPLIFT REQUIREMENTS AS SPECIFIED UNDER "DESIGN LIVE LOADS."
BACKFILLED WITH STRUCTURAL FILL, SELECTED, PLACED, AND COMPACTED AS PREVIOUSLY
DESCRIBED.
2.
THE MAXIMUM SPACING OF STEEL JOISTS SHALL BE AS SHOWN ON THE STRUCTURAL PLANS.
16.
SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.
3.
SLOPED BEARINGS SHALL BE PROVIDED FOR ALL JOISTS WITH SLOPES GREATER THAN 1/4" PER
FOOT.
4.
ALL JOIST BRIDGING SHALL BE SIZED AND ANCHORED TO STEEL BEAMS OR MASONRY WALLS AS
DESCRIBED IN THE STEEL JOIST INSTITUTE'S CODE OF STANDARD PRACTICE. JOIST EXTENSIONS
Metal
Roof Deck
SHALL BE TYPE "R" AND MEET THE REQUIREMENTS OF THE STEEL JOIST INSTITUTES'S CODE OF
STANDARD PRACTICE.
1.
CONSTRUCTION SHALL BE IN STRICT CONFORMANCE WITH THE FOLLOWING CODES AND
5.
ALL JOISTS FRAMING INTO COLUMNS SHALL BE FIELD BOLTED TO COLUMNS WITH A MINIMUM OF
STANDARDS:
TWO A325 HIGH STRENGTH BOLTS.
"SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS",
6.
ALL JOISTS SHALL BE ANCHORED TO SUPPORTS BY WELDING TO STEEL FRAMING IN
AMERICAN IRON AND STEEL INSTITUTE.
CONFORMANCE WITH THE STEEL JOIST INSTITUTE'S STANDARD SPECIFICATIONS.
"STRUCTURAL WELDING CODE," AMERICAN WELDING SOCIETY.
"DESIGN MANUAL FOR FLOOR DECKS AND ROOF DECKS," STEEL DECK INSTITUTE.
7.
ALL JOISTS SHALL BE PRIMED PAINTED.
2.
1 1/2" - 20 GAGE TYPE "B" METAL ROOF DECK SHALL BE PRIME PAINTED AND CONFORM TO
8.
SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.
ASTM A1008,SS, GRADE 33 OR BETTER. FASTEN ROOF DECK UNITS TO STEEL SUPPORTING
MEMBERS BY NOT LESS THAN 5/8" DIA. PUDDLE WELDS SPACED NOT MORE THAN 12" O.C. AT
INTERMEDIATE SUPPORTS AND AT 6" O.C. AT END LAPS. WELDS SHALL BE SPACED 6" O.C.
WITHIN 12 FEET OF BUILDING PERIMETER. SECURE DECK TO EACH SUPPORTING MEMBER
IN RIBS WHERE SIDE LAPS OCCUR. FASTEN SIDE LAPS OF ADJACENT DECK UNITS BETWEEN
SUPPORTS AT INTERVALS NOT EXCEEDING 18" O.C., USING SELF -TAPPING NO. 10 OR
LARGER MACHINE SCREWS.
3.
3" - 16/18 GAGE CELLULAR ROOF DECK SHALL BE GALVANIZED AND PRIMED PAINTED AND
CONFORM TO ASTM A653, SS, GRADE 33 OR BETTER. VULCRAFT TYPE 3NP, OR EQUAL.
FASTEN ROOF DECK UNITS TO STEEL SUPPORTING MEMBERS BY NOT LESS THAN 5/8" DIA.
PUDDLE WELDS SPACED NOT MORE THAN 8" O.C.. FASTEN SIDE LAPS OF ADJACENT DECK
UNITS BETWEEN SUPPORTS AT INTERVALS NOT EXCEEDING 18" O.C. USING SELF -TAPPING
NO. 10 OR LARGER MACHINE SCREWS.
4.
SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.
SO
MSKTD
& Associates, Inc.
ARCHITECTURE ENGINEERING INTERIOR DESIGN
1715 MAGNAVOX WAY 930 NORTH MERIDIAN
FORT WAYNE, IN 46804 INDIANAPOLIS, IN 46204
voice 260.432.9337 voice 317.917.1190
fax 260.436.2402 fax 317.822.6236
http://www.msktd.com
CERTIFICATION
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; 19500182
i * STATE OF :*
• %VD I ANP •.•'
TSG.
The concepts, ideas, designs, plans, and details as
shown on this document are the sole property of
MSKTD & Associates, Inc., and were created,
developed and presented for use on this specific
project. None of the concepts, ideas, designs, plans,
and details shall be used by any person, firm, or
corporation for any purpose whatsoever, without the
expressed written consent of MSKTD & Associates,
Inc. The Owner shall be permitted to retain copies
for information and reference in connection with this
project.
Revisions: Date: By:
SHEET TITLE
Structural Notes &
Typical Details
E
SION NUMBER DATETD 5629 2-11-11D 65076
SHEET NUMBER
S1161
4 `