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1. GOVERNING BUILDING CODES: 2006 INTERNATIONAL BUILDING CODE, AS ADOPTED BY THE STATE OF INDIANA, 2008. MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, ANSI/ASCE, LATEST EDITION
BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318, LATEST EDITION SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, AISC, LATEST EDITION 2. DESIGN LIVE LOADS: ROOF: 30 PSF (W/ADDITIONAL
ALLOWANCES FOR SNOW DRIFT LOADING) NET UPLIFT = 12 PSF WIND: BASIC WIND SPEED -90 MPH (3-SECOND GUST) WIND EXPOSURE -C IMPORTANCE FACTOR -1.0 SEISMIC: BUILDING USE GROUP -II SITE CLASS
-C IMPORTANCE FACTOR -1.0 3. ROOF FRAMES: PROVIDE FABRICATED STEEL ANGLE FRAMES TO SUPPORT MISCELLANEOUS EXHAUST FANS, VENTS, AIR HOODS, ETC., USING L-4X4X1/4. COORDINATE DIMENSIONS
AND LOCATIONS OF FRAMES WITH MECHANICAL CONTRACTOR. 1. PRIOR TO CONSTRUCTION OF ANY PERMANENT STRUCTURE, THE SITE SHALL BE STRIPPED OF ALL SURFACE VEGETATION, TOP SOIL, AND ORGANIC MATERIAL;
ALL WET, SOFT, LOOSE, FROZEN, OR OTHERWISE UNDESIRABLE SOIL SHALL BE REMOVED. 2. THE 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 EXIST BELOW THE EXPOSED SUBGRADE. WHEREVER SUCH MATERIAL IS ENCOUNTERED, THE AREA SHALL BE UNDERCUT TO SUITABLE SOILS, AS DIRECTED
BY A QUALIFIED SOILS ENGINEER. 3. ALL STRUCTURAL FILL EXTENDING FROM SUITABLE SUBGRADES TO BOTTOM OF FOUNDATIONS OR FLOOR SLABS SHALL BE COMPACTED TO 95% OF THE MAXIMUM DRY DENSITY AS
DETERMINED BY ASTM D1557. 4. IN UNDERCUT AND FILL AREAS, THE STRUCTURAL COMPACTED FILL SHALL EXTEND A MINIMUM OF 1'-0" BEYOND THE EDGE OF THE FOUNDATION AND DOWN TO SUITABLE SUBGRADE
ON A MINIMUM OF 2 VERTICAL TO 1 HORIZONTAL SLOPE. 5. NON-STRUCTURAL FILL ADJACENT TO THE STRUCTURAL FILL SHALL BE PLACED IN UNISON TO PROVIDE LATERAL SUPPORT. 6. BACKFILL PLACED AGAINST
BOTH FACES OF ANY WALL SHALL BE PLACED SIMULTANEOUSLY. 7. ALL FILL MATERIALS SHALL BE TESTED AND APPROVED BY AN INDEPENDENT, QUALIFIED SOILS ENGINEER PRIOR TO PLACEMENT. 8. FOOTINGS
NOT SUPPORTED BY STRUCTURAL FILL SHALL BEAR ON FIRM, UNDISTURBED MATERIAL. 9. FOUNDATION DESIGN IS BASED ON THE FOLLOWING NET ALLOWABLE SOIL BEARING PRESSURES: ISOLATED COLUMN SQUARE
FOOTINGS = 2000 PSF CONTINUOUS WALL STRIP FOOTINGS = 1600 PSF 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) FEET AT CONTINUOUS WALL FOOTINGS PRIOR TO THE PLACEMENT OF CONCRETE. 11. IF UNSUITABLE MATERIAL IS FOUND, THE PROPOSED FOOTING SUBGRADE ELEVATION
SHALL BE RE-ESTABLISHED BY LOCALIZED UNDERCUTTING AND USING A SUITABLE FILL OR LEAN CONCRETE UP TO FOOTING DESIGN BEARING ELEVATION. 12. ALL FILL SHALL BE PLACED IN LAYERS WITH A MAXIMUM
LOOSE THICKNESS OF 8" UNLESS SPECIFICALLY APPROVED BY THE SOILS ENGINEER, TAKING INTO CONSIDERATION THE TYPE OF 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. 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. 15. ALL FLOOR SLABS ON GRADE SHALL BE SUPPORTED ON A 4" (MINIMUM
THICKNESS) COMPACTED GRANULAR BASE #53 STONE. ALL FOUNDATION AND UTILITY EXCAVATIONS SHALL BE BACKFILLED WITH STRUCTURAL FILL, SELECTED, PLACED, AND COMPACTED AS PREVIOUSLY DESCRIBED.
16. SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. 1. ALL CONCRETE WORK, EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE DETAILED OR SPECIFIED, SHALL BE IN STRICT CONFORMANCE WITH THE
FOLLOWING CODES AND STANDARDS: "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301, LATEST EDITION. "RECOMMENDED PRACTICE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION," ACI 302,
LATEST EDITION. "BUILDING REQUIREMENTS FOR REINFORCED CONCRETE," ACI 318, LATEST EDITION. "MANUAL OF STANDARD PRACTICE," CONCRETE REINFORCING INSTITUTE, LATEST EDITION. 2. ALL CONCRETE
EXPOSED TO WEATHER AND ALL INTERIOR AND EXTERIOR SLABS ON GRADE SHALL HAVE: F'c = 4000 PSI AT 28 DAYS, NORMAL WEIGHT CONCRETE, 520 LBS. OF CEMENT PER CU. YD., MINIMUM. ALL OTHER CONCRETE,
INCLUDING WALLS AND FOOTINGS, SHALL HAVE: F'c = 3000 PSI AT 28 DAYS, NORMAL WEIGHT CONCRETE, 470 LBS. OF CEMENT PER CU. YD., MINIMUM. REFER TO THE SPECIFICATIONS FOR FURTHER MIX REQUIREMENTS.
3. READY MIX CONCRETE SHALL COMPLY WITH ASTM C94 SPECIFICATIONS. 4. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. 5. NO CALCIUM
CHLORIDE SHALL BE INCORPORATED IN THE CONCRETE MIX DESIGN OR USED AS AN ADMIXTURE; NO CHLORIDES OF ANY TYPE SHALL BE USED AS AN ADMIXTURE FOR THIS PROJECT. 6. ALL REINFORCING STEEL DETAILS
SHALL BE IN ACCORDANCE WITH THE ACI "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE," ACI 318, LATEST EDITION. 7. PROVIDE SHEAR KEYS IN THE TOPS OF WALL FOOTINGS SUPPORTING CONCRETE
WALLS AND IN THE TOPS OF COLUMN FOOTINGS AT CONCRETE WALLS. 8. REINFORCEMENT IN WALLS SHALL BE CONTINUOUS. HORIZONTAL BAR LAP SPLICES SHALL BE STAGGERED. 9. PROVIDE CORNER BARS AT ALL
CONCRETE WALL CORNERS TO BE LAPPED WITH THE HORIZONTAL BARS. CORNER BARS ARE TO MATCH THE HORIZONTAL BARS IN SIZE, GRADE, AND SPACING. 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 CONCRETE IS PLACED. 11. REFER TO THE ARCHITECTURAL DRAWINGS AND THE
SPECIFICATIONS FOR THE LOCATION OF ANCHORS, CHAMFERS, AND OTHER DETAILS NOT SHOWN ON THE STRUCTURAL DRAWINGS. 12. MINIMUM LENGTH OF REINFORCING BAR LAP SPLICES SHALL BE 50 BAR DIAMETERS
FOR #6 BARS AND SMALLER AND 60 BAR DIAMETERS FOR #7 BARS AND LARGER, UNLESS NOTED OTHERWISE. 13. EARTH-CUT FORMS SHALL BE PERMITTED FOR FOUNDATIONS BEARING IN NATURAL SOILS. 14. PROVIDE
SHOP/PLACING DRAWINGS FOR APPROVAL FOR ANCHOR BOLTS AND REINFORCING 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). 15. FOOTINGS SHALL BE CENTERED ON COLUMN PIER CENTERLINES UNLESS SHOWN OTHERWISE. 16. PROVIDE A CONCRETE
ENCASED GROUNDING ELECTRODE IN THE FOUNDATION PER THE 2005 INDIANA ELECTRICAL CODE (NEC) ARTICLES 250.50 AND 250.52 (A) (2). 17. CONTROL JOINTS SHALL BE INSTALLED AT 15' O.C., MAX SPACING
EACH WAY FOR FLOOR SLABS ON GRADE, UNLESS SHOWN OTHERWISE. 18. SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. 1. JOIST DESIGNS SHALL BE IN STRICT CONFORMANCE WITH THE STEEL JOIST INSTITUTE'S
STANDARD SPECIFICATIONS AND LOAD TABLES, LATEST EDITION. JOIST DESIGNS SHALL ALSO MEET NET UPLIFT REQUIREMENTS AS SPECIFIED UNDER "DESIGN LIVE LOADS." 2. THE MAXIMUM SPACING OF STEEL
JOISTS SHALL BE AS SHOWN ON THE STRUCTURAL PLANS. 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 SHALL BE TYPE "R" AND MEET THE REQUIREMENTS OF THE STEEL
JOIST INSTITUTES'S CODE OF STANDARD PRACTICE. 5. ALL JOISTS FRAMING INTO COLUMNS SHALL BE FIELD BOLTED TO COLUMNS WITH A MINIMUM OF TWO A325 HIGH STRENGTH BOLTS. 6. ALL JOISTS SHALL
BE ANCHORED TO SUPPORTS BY WELDING TO STEEL FRAMING IN CONFORMANCE WITH THE STEEL JOIST INSTITUTE'S STANDARD SPECIFICATIONS. 7. ALL JOISTS SHALL BE PRIMED PAINTED. 8. SEE SPECIFICATIONS
FOR ADDITIONAL REQUIREMENTS. 1. ALL STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN STRICT CONFORMANCE WITH THE AISC SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS, LATEST
EDITION AS AMENDED. 2. ALL WELDING SHALL BE IN CONFORMANCE WITH THE AWS STRUCTURAL WELDING CODE AWS D1.1, LATEST REVISION USING E70 ELECTRODES. ALL WELDING SHALL BE PERFORMED BY CERTIFIED
WELDERS. 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 CONFORM TO ASTM A36
OR ASTM A572 GR.50. 4. ALL HOLLOW STRUCTURAL SECTIONS (HSS) SHALL CONFORM TO ASTM A500 GRADE B OR C. 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 BEAR ON 2" NON-SHRINK GROUT. 6. ALL STRUCTURAL BEAM TO COLUMN AND BEAM TO BEAM CONNECTIONS SHALL BE
MADE WITH ASTM A325 OR ASTM A490, TYPE N, HIGH STRENGTH 3/4" DIA. BOLTS, MINIMUM, UNLESS REQUIRED OTHERWISE BY DRAWINGS. 7. ALL HIGH STRENGTH BOLTED CONNECTIONS SHALL BE PRE-TENSIONED.
TENSION-CONTROL BOLTS OR DIRECT TENSION LOAD INDICATOR WASHERS MAY BE USED, INSTALLED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. TURN-OF-NUT TIGHTENING AND CALIBRATED WRENCH TIGHTENING
MAY ALSO BE USED. 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
CAPACITY OF THE CONNECTED MEMBER, UNLESS GREATER END REACTIONS ARE NOTED ON THE DRAWINGS. BOLTS SHALL BE DESIGNED AS BEARING-TYPE CONNECTIONS WITH THREADS INCLUDED IN SHEAR PLANE. 9.
INDICATES BEAM TO COLUMN MOMENT CONNECTION. 10. ALL STRUCTURAL STEEL ELEVATIONS SHOWN ON THE DRAWINGS ARE TO TOP OF STEEL MEMBER, UNLESS NOTED OTHERWISE. 11. SIMILAR OR SAME CONNECTIONS
SHALL BE MADE AS SHOWN ON THE DRAWINGS IN SIMILAR SITUATIONS. 12. ANY CAMBER EXISTING IN BEAMS SHALL BE TURNED POSITIVE UPWARD. 13. A MINIMUM BEARING OF 6" SHALL BE PROVIDED FOR LOOSE
ANGLE LINTELS. 14. BURNING OF HOLES IN STRUCTURAL STEEL IS NOT PERMITTED WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. 15. ALL STRUCTURAL STEEL SHALL BE PRIME PAINTED OR GALVANIZED
(AS REQUIRED). 16. CONTRACTOR SHALL PROVIDE TEMPORARY SHORES, GUYS AND BRACING DURING ERECTION TO KEEP STRUCTURAL STEEL STABLE, PLUMB AND IN ALIGNMENT AGAINST TEMPORARY CONSTRUCTION
LOADS AND DESIGN LOADS. TEMPORARY SUPPORTS AND BRACING SHALL REMAIN IN PLACE UNTIL PERMANENT BUILDING BRACING SYSTEM IS FULLY INSTALLED. 17. SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.
1. CONSTRUCTION SHALL BE IN STRICT CONFORMANCE WITH THE FOLLOWING CODES AND STANDARDS: "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS", AMERICAN IRON AND STEEL
INSTITUTE. "STRUCTURAL WELDING CODE," AMERICAN WELDING SOCIETY. "DESIGN MANUAL FOR FLOOR DECKS AND ROOF DECKS," STEEL DECK INSTITUTE. 2. 1 1/2" -20 GAGE TYPE "B" METAL ROOF DECK SHALL
BE PRIME PAINTED AND CONFORM TO 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. JAMES R. KRATZAT ARCHI TECTREGISTERED19500182 STATE OF I I NDA AN No. COMMISSION NUMBER DATE SHEET NUMBER
SHEET TITLE 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. 1715 MAGNAVOX WAY FORT WAYNE,
IN 46804 voice 260.432.9337 fax 260.436.2402 930 NORTH MERIDIAN INDIANAPOLIS, IN 46204 voice 317.917.1190 fax 317.822.6236 http://www.msktd.com ARCHITECTURE ENGINEERING INTERIOR DESIGN
CERTIFICATION MSKTD 5629 BUILD 65076 CONSTRUCTION SET 3-21-11 3/18/2011 1:18:52 PM 100 W 96th St Indianapolis, Indiana 46290 S1.12-11-11 Indianapolis North Structural Notes & Typical
Details Lake City Bank General Notes Site Preparation Concrete And Foundations Steel Joists Structural Steel Metal Roof Deck Revisions: Date: By: