HomeMy WebLinkAboutS000 - NOTES1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FOLLOWING ALL APPLICABLE SAFETY PRECAUTIONS OR
REGULATIONS DURING CONSTRUCTION. THE STRUCTURAL ENGINEER WILL NOT ADVISE NOR ISSUE
DIRECTION ON SAFETY PRECAUTIONS.
2. THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR PROCEDURES REQUIRED TO PERFORM
WORK ON THIS PROJECT. SUPERVISION OF ALL WORK IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
3. NO STRUCTURAL MEMBER SHALL BE NOTCHED, CUT, OR OTHERWISE REDUCED IN STRENGTH WITHOUT
WRITTEN AUTHORIZATION BY THE STRUCTURAL ENGINEER.
4. DRAWINGS INDICATE TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY
SHOWN, SIMILAR CONSTRUCTION TYPE AND STYLE SHALL BE USED AND SHALL BE SUBJECT TO APPROVAL
BY THE STRUCTURAL ENGINEER.
5. STRUCTURAL ELEMENTS ARE NON-SELF SUPPORTING AND REQUIRE INTERACTION WITH OTHER ELEMENTS
FOR STABILITY AND RESISTANCE TO LATERAL FORCES. FRAMING AND WALLS SHALL BE TEMPORARILY
BRACED BY THE CONTRACTOR UNTIL PERMANENT BRACING, FLOOR AND ROOF DECKS, OR WALLS HAVE
BEEN INSTALLED AND PERMANENT CONNECTIONS BETWEEN THESE ELEMENTS HAVE BEEN MADE. THE
CONTRACTOR IS RESPONSIBLE FOR PROVIDING ADEQUATE SUPPORT AND STABILITY OF STRUCTURE
DURING ALL PHASES OF CONSTRUCTION.
6. THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS, SHALL VERIFY EXISTING
TOPOGRAPHY, AND GRADE ELEVATIONS, AND SHALL NOTIFY KJG ENGINEERING OF ANY DISCREPANCIES
PRIOR TO PROCEEDING WITH THE PROJECT.
7. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO INFORM KJG ENGINEERING OF ANY UNSAFE ITEMS OR
CODE VIOLATIONS, BOTH STATE AND LOCAL, PRIOR TO THE START OF CONSTRUCTION.
8. THESE PLANS ADDRESS STRUCTURAL ENGINEERING PORTIONS OF THIS PROJECT ONLY. SEE
ARCHITECTURAL DRAWINGS FOR INFORMATION REGARDING FINISHES NOT SHOWN.
9. IF FIELD CONDITIONS EXIST THAT REQUIRE ALTERATIONS TO THESE PLANS, KJG ENGINEERING MUST BE
NOTIFIED AT ONCE AND BEFORE ANY FURTHER CONSTRUCTION TAKES PLACE.
10. DO NOT SCALE DRAWINGS, USE ONLY WRITTEN DIMENSIONS.
11. ALL CONSTRUCTION MATERIALS AND INSTALLATION MUST COMPLY WITH CODE REQUIREMENTS OF THE
INDIANA ADMINISTRATIVE BUILDING COUNCIL, THE STATE FIRE MARSHALL, AND THE LOCAL GOVERNING
AUTHORITY.
12. THE CONTRACTOR SHALL BE RESPOSBILE FOR ALL CONSTRUCTION MEANS AND METHODS.
1. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE DRAWINGS OF ALL OTHER
DISCIPLINES. THE CONTRACTOR SHALL VERIFY THE REQUIREMENTS OF THE MECHANICAL, ELECTRICAL,
PLUMBING, AND OTHER TRADES AS TO SLEEVES, CHASES, HANGERS, INSERTS, ANCHORS, HOLES, AND
OTHER ITEMS TO BE PLACED OR SET IN THE STRUCTURAL WORK.
2. THERE SHALL BE NO VERTICAL OR HORIZONTAL HOLES CUT OR DRILLED IN ANY BEAM OR COLUMN UNLESS
IT IS EXPLICITLY SHOWN ON THE STRUCTURAL DRAWINGS OR APPROVED IN WRITING BY THE STRUCTURAL
ENGINEER.
3. ANY OPENINGS THROUGH SUPPORTED SLABS AND WALLS THAT ARE 8" IN DIAMETER OR LARGER AND NOT
SHOWN ON THE STRUCTURAL DRAWINGS MUST BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER.
4. THE CONTRACTOR SHALL VERIFY THE SIZE AND LOCATION OF ALL PLUMBING, MECHANICAL AND
ELECTRICAL REQUIREMENTS AND CLEARANCES PRIOR TO PROCEEDING WITH THE PROJECT AND SHALL
NOTIFY KJG ENGINEERING OF ANY STRUCTURAL INTERFERENCE PRIOR TO THE START OF CONSTRUCTION.
PENETRATIONS THROUGH THE STRUCTURE SHALL BE SUBJECT TO APPROVAL BY KJG. REFER TO
MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR OPENING LOCATIONS NOT SHOWN ON
STRUCTURAL DRAWINGS.
5. PROVIDE SLEEVES FOR ALL OPENINGS, SUCH AS BUT NOT LIMITED TO GAS, WATER, SEWER, ELECTRIC, ETC.
IN EXTERIOR WALLS OR FOUNDATION TO SEPARATE PIPE FROM MATERIAL.
6. DO NOT INSTALL CONDUIT IN SUPPORTED SLABS, SLABS ON GRADE, OR CONCRETE WALLS UNLESS
SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS.
7. DO NOT SUSPEND ANY ITEMS, SUCH AS DUCTWORK, MECHANICAL OR ELECTRICAL FIXTURES, CEILINGS,
ETC. DIRECTLY FROM STEEL DECK, UNLESS SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS.
8. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF RECORD OF ANY MECHANICAL UNIT SUPPORTED BY
THE STRUCTURE NOT SHOWN ON THE STRUCTURAL DRAWINGS WHOSE WEIGHT IS GREATER THAN 500 LBS.
9. THE MECHANICAL CONTRACTOR SHALL VERIFY THAT MECHANICAL UNITS SUPPORTED BY THE STEEL
FRAMING ARE CAPABLE OF SPANNING THE DISTANCE BETWEEN SUPPORTING MEMBERS ON THE
STRUCTURAL DRAWINGS. THE MECHANICAL CONTRACTOR SHALL SUPPLY ADDITIONAL SUPPORT FRAMING
AS REQUIRED.
1. A SPECIALTY ENGINEER IS DEFINED AS A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF INDIANA,
WHO IS NOT THE STRUCTURAL ENGINEER OF RECORD, AND WHO PERFORMS STRUCTURAL ENGINEERING
FUNCTIONS NECESSARY FOR THE STRUCTURAL INTEGRITY OF THE PROPOSED WORK. CONTRACTORS
ARE REFERRED TO THE STRUCTURAL DRAWINGS FOR ELEMENTS REQUIRING SPECIALTY ENGINEERING,
AND EXAMPLES OF THESE COMPONENTS INCLUDE, BUT ARE NOT LIMITED TO:
· SHORING AND BRACING SYSTEMS
· STRUCTURAL STEEL CONNECTIONS NOT SHOWN ON DRAWINGS
· STEEL STAIRS
· SKYLIGHTS
· TEMPORARY RETAINING SYSTEM
· WOOD TRUSS SYSTEMS
2. IT IS THE SPECIALTY ENGINEER'S RESPONSIBILITY TO REVIEW THE CONSTRUCTION DRAWINGS AND
SPECIFICATIONS TO DETERMINE THE APPROPRIATE SCOPE OF ENGINEERING.
3. IT IS THE INTENT OF THE STRUCTURAL DRAWINGS TO PROVIDE SUFFICIENT INFORMATION FOR THE
SPECIALTY ENGINEER TO PERFORM HIS OR HER DESIGN AND ANALYSIS. IF THE SPECIALTY ENGINEER
DETERMINES THAT THERE ARE CONFLICTS WITH THE PROJECT AS INDICATED IN THE PROJECT
DOCUMENTS, THE SPECIALTY ENGINEER SHALL CONTACT KJG ENGINEERING FOR THE RESOLUTION OF
CONFLICTS.
4. THE SPECIALTY ENGINEER SHALL SUPPLY THE STRUCTURAL ENGINEER DOCUMENTS FOR REVIEW THAT
SHALL BEAR THE STAMP OF THE SPECIALTY ENGINEER AND INCLUDE:
A. DRAWINGS INDICATING THE CONFIGURATION OF STRUCTURAL COMPONENTS AND/OR THEIR
ASSEMBLY INTO STRUCTURAL SYSTEMS.
B. CALCULATIONS, EITHER MANUAL OR COMPUTER GENERATED, THAT ARE ACCOMPANIED BY
SUFFICIENT DESIGN ASSUMPTIONS AS WELL AS INPUT AND OUTPUT INFORMATION.
5. ANY MODIFICATIONS PROPOSED TO ELEMENTS DESIGNED BY THE SPECIALTY ENGINEER SHALL BE
SUBJECT TO THE APPROVAL OF THE SPECIALTY ENGINEER, AND SHALL ALSO BE SUBMITTED TO THE
STRUCTURAL ENGINEER FOR REVIEW PRIOR TO PERFORMING THE PROPOSED MODIFICATIONS.
1. ALL EXTERIOR FOOTINGS OR PIERS SHALL BEAR ON UNDISTURBED SOIL AT OR BELOW LOCAL FROST LINE MINIMUM. LOCAL
FROST LINE IS 30" BELOW GRADE. WHERE FOOTINGS ARE REQUIRED TO BE STEPPED, STEP DOWN IN VERTICAL
INCREMENTS OF 2'-0" FOR EVERY 6'-0" MINIMUM OF HORIZONTAL DISTANCE. INTERIOR FOOTINGS SHALL BEAR ON
UNDISTURBED SOIL AT THE ELEVATIONS INDICATED ON THE FOUNDATION PLAN.
2. COLUMN AND WALL FOOTINGS ARE TO BEAR ON FIRM NATURAL SOILS OR WELL COMPACTED ENGINEERED FILL WITH AN
ASSUMED NET ALLOWABLE BEARING PRESSURE OF 2500 PSF FOR SPREAD FOOTINGS, AND 2000 PSF FOR CONTINUOUS WALL
FOOTINGS. CONTRACTOR SHALL PROVIDE ON-SITE TESTING TO CONFIRM ADEQUATE SOIL BEARING CAPACITY.
3. FOUNDATION WALLS SHALL HAVE ADEQUATE TEMPORARY BRACING INSTALLED BY THE CONTRACTOR BEFORE BACKFILL IS
PLACED AGAINST THEM. TEMPORARY BRACING SHALL NOT BE REMOVED UNTIL WALL IS PERMANENTLY BRACED.
4. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING EXACT QUANTITIES OF CUT AND FILL FOR ESTIMATING AND
CONSTRUCTION.
5. ALL ENGINEERED FILL BENEATH SLABS AND OVER FOOTINGS SHOULD BE COMPACTED TO A DRY DENSITY OF AT LEAST 95%
OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D-1557). ALL FILL WHICH WILL BE STRESSED BY FOUNDATION
LOADS SHALL BE APPROVED GRANULAR MATERIALS COMPACTED TO A DRY DENSITY OF AT LEAST 98% (ASTM D-1557).
COORDINATE ALL FILL AND COMPACTION OPERATIONS WITH THE SPECIFICATIONS AND THE SUBSURFACE INVESTIGATION.
6. COMPACTION SHALL BE ACCOMPLISHED BY PLACING FILL IN APPROXIMATELY 8”LIFTS AND MECHANICALLY COMPACTING
EACH LIFT TO AT LEAST THE SPECIFIED MINIMUM DRY DENSITY. FOR LARGE AREAS OF FILL, FIELD DENSITY TESTS SHALL BE
PERFORMED FOR EACH 3000 SQUARE FEET OF BUILDING AREA FOR EACH LIFT AS NECESSARY TO INSURE ADEQUATE
COMPACTION IS BEING ACHIEVED.
7. RAKE EXCAVATED MATERIALS BACK 12" MINIMUM FROM EDGES OF ALL EXCAVATIONS TO PREVENT LOOSE SOIL FROM
FALLING BACK INTO TRENCH.
8. PLACE FOOTINGS THE SAME DAY THAT THE EXCAVATION IS PERFORMED. IF THIS IS NOT POSSIBLE, THE FOOTINGS SHALL
BE ADEQUATELY PROTECTED AGAINST ANY DETRIMENTAL CHANGE IN CONDITION SUCH AS FROM DISTURBANCES, RAIN, OR
FREEZING.
1. CONCRETE MIX DESIGNS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE:
LOCATION 28-DAY STRENGTH AGGREGATE MIX AIR CONTENT
EXTERIOR CONCRETE 4000 PSI MIN. 6 BAG LIMESTONE 5%-7%
INTERIOR FLAT WORK 4000 PSI MIN. 6 BAG GRAVEL 2% MAX.
FOUNDATION WALLS 4000 PSI MIN. 6 BAG GRAVEL 2% MAX.
EXPOSED CONCRETE WALLS 4500 PSI MIN. 6 BAG GRAVEL 5%-7%
FOOTINGS 3000 PSI MIN. 6 BAG GRAVEL 2% MAX.
2. CONCRETE FLOOR SLABS SHALL HAVE A FLAT FLOOR FINISH AS FOLLOWS: HARD CLOSED SMOOTH SURFACE WITH A
MAXIMUM 1/8" GAP UNDER A 10'-0" STRAIGHT EDGE.
3. PROVIDE DEFORMED REINFORCING BARS PER ASTM A-615, GRADE 60, AND WELDED WIRE FABRIC PER ASTM A-1064,
UNLESS OTHERWISE NOTED. SUPPORT REINFORCING BARS WITH CONCRETE BRICKS OR METAL CHAIRS AS REQUIRED
TO ACHIEVE CLEARANCES SHOWN ON DRAWINGS.
4. MINIMUM CONCRETE COVER OVER REINFORCEMENT STEEL SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE:
CONCRETE CAST AGAINST EARTH 3"
FORMED CONCRETE EXPOSED TO EARTH OR WEATHER 2"
INTERIOR CONCRETE SLABS 3/4"
INTERIOR BEAMS AND COLUMNS MAIN REINFORCEMENT 1 1/2"
5. ALL CONCRETE WORK AND MATERIALS SHALL COMPLY WITH APPLICABLE PROVISIONS OF ACI 301, "SPECIFICATIONS
FOR STRUCTURAL CONCRETE FOR BUILDINGS", ACI 318, "BUILDING CODE REQUIREMENTS FOR REINFORCED
CONCRETE", AND "CONCRETE REINFORCING STEEL INSTITUTE (CRSI), MANUAL OF STANDARD PRACTICE."
6. COLD WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI-306 AND HOT WEATHER CONCRETING SHALL BE IN
ACCORDANCE WITH ACI-305.
7. ALL CONCRETE EXPOSED TO WEATHER SHALL BE AIR-ENTRAINED.
8. FINISH ANY SURFACES EXPOSED TO PUBLIC VIEW WITH A SMOOTH FORM FINISH. ALL OTHER FORM FINISH MAY BE
ROUGH.
9. SEE ARCHITECTURAL DRAWINGS FOR CHAMFER REQUIREMENTS FOR CORNERS OF CONCRETE. WHERE NOT
INDICATED, PROVIDE 3/4" CHAMFER ON EXPOSED CORNERS OF CONCRETE EXCEPT THOSE ABUTTING MASONRY.
10. PROVIDE CONTROL JOINTS AND CONSTRUCTION JOINTS IN CONCRETE SLABS AS INDICATED ON PLANS. "C.J."
INDICATES CONTROL JOINTS WHICH SHALL BE SAW CUT WITHIN 24 HOURS MAXIMUM AFTER CONCRETE IS PLACED.
"CONST. JT." INDICATES CONSTRUCTION JOINTS WHICH SHALL BE DOWELED JOINTS (1/2" DIAMETER SMOOTH BARS AT
24" OC) BETWEEN SEPARATE SLAB POURS. NO FILLER SHALL BE PLACED IN INTERIOR CONTROL JOINTS, EXCEPT IN
AREAS RECEIVING VCT. ALL EXTERIOR CONTROL JOINTS SHALL HAVE SEALANT APPLIED TO JOINT. EXTERIOR
SIDEWALKS SHALL HAVE CONTROL JOINTS AS SHOWN ON PLANS OR A MAXIMUM OF 10'-0" O.C.
11. CONCRETE SLABS-ON-GRADE SHALL HAVE A 10 MIL, CLASS A, NON-PERMEABLE VAPOR BARRIER OVER 6" MINIMUM
GRANULAR FILL PER GEOTECHNICAL REPORT.
1. DIMENSIONAL LUMBER, WITH THE EXCEPTION OF NON-BEARING WALL STUDS, SHALL MEET THE MINIMUM
PROPERTIES OF SPRUCE-PINE-FIR #2 UNLESS A HIGHER RATING IS INDICATED ON THE DRAWINGS. NON-LOAD
BEARING WALL STUDS SHALL BE SPRUCE-PINE-FIR STUD GRADE.
2. PROVIDE SIMPSON WOOD CONNECTORS (OR EQUIVALENT APPROVED BY ENGINEER) AS INDICATED ON
DRAWINGS OR OF AN APPROPRIATE SIZE AND CAPACITY FOR EACH PARTICULAR CONNECTION. CONTRACTOR
SHALL INSTALL CONNECTORS ACCORDING TO THE MANUFACTURER'S SPECIFICATIONS AND COORDINATE
CONNECTOR FINISH WITH PRESERVATIVES USED IN PRESSURE TREATED WOOD.
3. CONTRACTOR SHALL COORDINATE NAIL AND FASTENER FINISH WITH PRESERVATIVES USED IN PRESSURE
TREATED WOOD. FOR PRESSURE-TREATED WOOD WITHOUT AMMONIA, USE ZMAX/HD6 GALVANIZED
CONNECTORS WITH GALVANIZED FASTENERS PER ASTM A153. FOR ALL OTHER PRESSURE-TREATED WOOD, USE
STAINLESS STEEL CONNECTORS AND FASTENERS.
4. ROOF SHEATHING SHALL BE APA RATED EXTERIOR O.S.B. SHEATHING WITH A SPAN RATING OF AT LEAST 32/16.
REFER TO DRAWINGS FOR FASTENER SIZE AND SPACING. ORIENT LONG DIRECTION OF ROOF SHEATHING
PERPENDICULAR TO TRUSS SPAN.
5. EXTERIOR WALL SHEATHING SHALL BE APA RATED EXTERIOR O.S.B. SHEATHING WITH A SPAN RATING OF AT
LEAST 24/0. REFER TO DRAWINGS FOR FASTENER SIZE AND SPACING. SPLICES IN CONTINUOUS DOUBLE 2x TOP
PLATE PERMITTED ONLY ABOVE WALL STUDS, AND ONLY AT ONE PLATE AT ANY LOCATION.
6. FLOOR SHEATHING SHALL BE APA RATED EXPOSURE 1 TONGUE AND GROOVE WITH A SPAN RATING OF AT LEAST
32/16.
1. MASONRY DESIGN IS BASED UPON A MINIMUM COMPRESSIVE STRENGTH OF f'm = 1500 PSI, ESTABLISHED IN
ACCORDANCE WITH THE UNIT STRENGTH METHOD.
2. MASONRY UNITS SHALL HAVE A NET AREA COMPRESSIVE STRENGTH OF 1900 PSI.
3. GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI AT 28 DAYS.
4. MORTAR SHALL BE TYPE "S" MORTAR, EXCEPT TYPE "N" AT INTERIOR NON-LOAD BEARING PARTITIONS.
5. MASONRY CELLS BELOW GRADE SHALL BE NORMAL WEIGHT UNITS GROUTED SOLID. MASONRY UNITS ABOVE
GRADE SHALL BE NORMAL WEIGHT OR MEDIUM WEIGHT UNITS AND SHALL BE GROUTED SOLID ONLY AT
REINFORCING LOCATIONS.
6. ALL MASONRY SHALL BE LAID IN RUNNING (COMMON) BOND.
7. HORIZONTAL JOINT REINFORCING SHALL BE 9 GAGE GALVANIZED LADDER-TYPE WIRE SPACED AT 16" O.C.
ABOVE GRADE AND 8" O.C. BELOW GRADE AND IN PARAPETS.
8. ALL ANCHOR BOLTS IN CONCRETE MASONRY SHALL BE STEEL BOLTS WITH HEX NUTS AND WASHERS, ASTM
A307, GRADE A, HOT DIPPED GALVANIZED AS INDICATED ON THE DRAWINGS.
1. STRUCTURAL STEEL SHALL MEET THE FOLLOWING MINIMUM YIELD STRENGTHS AND ASTM
SPECIFICATIONS:
YIELD ASTM SPEC.
W, WT, OR HP SHAPES 50 KSI A992
OTHER SHAPES, BARS, PLATES 36 KSI A36
STRUCTURAL STEEL TUBING (RECT.) 50 KSI A500, GRADE C
STRUCTURAL STEEL TUBING (ROUND) 46 KSI A500, GRADE C
STRUCTURAL STEEL PIPE 35 KSI A53, GRADE B
ANCHOR RODS 36 KSI F1554
THREADED RODS 36 KSI A36/A307
HEADED STUDS 60 KSI A108, TYPE B
2. ALL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE AISC MANUAL OF
STEEL CONSTRUCTION.
3. ALL BOLTED CONNECTIONS SHALL BE MADE USING 3/4" DIA. ASTM A325 BOLTS INSTALLED SNUG TIGHT
WITH 3" MIN. SPACING AND 1 1/4" MIN. EDGE DISTANCE, UNLESS OTHERWISE NOTED. REFER TO
DRAWINGS FOR BOLT DIAMETER. BOLT HOLES SHALL BE SIZED 1/16" GREATER THAN BOLT DIAMETER,
UNLESS NOTED OTHERWISE. BOLTED CONNECTIONS IN MOMENT FRAMES AND BRACING CONNECTIONS
SHALL BE FULLY TENSIONED UTILIZING LOAD INDICATING WASHERS OR TWIST OFF BOLTS.
4. PROVIDE DOUBLE NUTS AND DOUBLE WASHERS FOR STEEL COLUMN ANCHOR RODS TO ALLOW FOR
FIELD LEVELING OF BASE PLATES. FOR ANCHOR RODS 1 1/4" DIAMETER AND GREATER, PROVIDE HALF
HEIGHT LEVELING NUTS.
5. FILL VOID BENEATH COLUMN BASE PLATES WITH 5000 PSI, NON-SHRINK, NON-METALLIC GROUT. GROUT
SHALL BE PLACED IMMEDIATELY AFTER COLUMNS ARE PLUMBED AND BEFORE PLACEMENT OF FLOOR
OR ROOF DECKS.
6. ALL WELDING SHALL BE AS PER THE ANSI/AWS CODE, LATEST EDITION. THE WELD RODS SHALL BE
E70XX, UNLESS NOTED OTHERWISE.
7. ALL FABRICATED STEEL SHALL BE FREE OF SHARP EDGES, AND ALL CONNECTIONS SHALL BE CLEANED
PRIOR TO ATTACHMENT.
8. ALL STEEL SHALL BE PRIMED AND PAINTED WITH COLORS AND SPECIFICATIONS PER THE OWNER.
CONNECTIONS SHALL BE FIELD PAINTED AFTER CONNECTION IS MADE.
9. PROVIDE SHOP DRAWINGS SHOWING ALL MEMBERS, SIZES, DIMENSIONS, CONNECTIONS, AND ALL
OTHER PERTINENT INFORMATION. CONNECTIONS NOT DETAILED ON THESE PLANS SHALL BE DESIGNED
BY STEEL FABRICATOR AND SUBJECT TO APPROVAL BY THE STRUCTURAL ENGINEER. THE MINIMUM
THICKNESS OF CONNECTION MATERIAL IS TO BE 3/8" UNLESS NOTED OTHERWISE.
10. FABRICATE BEAMS NOT SPECIFICALLY NOTED TO RECEIVE CAMBER SO THAT AFTER ERECTION, ANY
MINOR CAMBER DUE TO ROLLING OR SHOP ASSEMBLY SHALL BE UPWARD.
11. PROVIDE CAP PLATES OR END PLATES TO CLOSE OFF EXPOSED AND OPEN ENDS OF ALL TUBULAR
MEMBERS, UNLESS NOTED OTHERWISE.
12. ALL STEEL MEMBERS EXPOSED TO THE ATMOSPHERE OR ANY OTHER CORROSIVE ENVIRONMENT SHALL
BE HOT-DIPPED GALVANIZED REGARDLESS OF WHETHER INDICATED ON PLANS.
1. ALL REINFORCING STEEL AND THREADED ROD ANCHORS TO BE INSTALLED IN A TWO PART CHEMICAL
ANCHORING SYSTEM SHALL BE SUBJECT TO THE SPECIFIC INSTALLATION RECOMMENDATIONS AND
REQUIREMENTS OF THE MANUFACTURER.
2. WHEN REINFORCING STEEL IS ENCOUNTERED DURING DRILLING FOR THE INSTALLATION OF ANCHORS;
STOP DRILLING, USE A SENSOR TO LOCATE REINFORCEMENT IN THE SURROUNDING AREA, AND INSTALL
ANCHOR(S) AS CLOSE AS POSSIBLE TO INTENDED LOCATION. CONTACT THE STRUCTURAL ENGINEER IF
THE REVISED LOCATION IS GREATER THAN 2" FROM THE ORIGINAL LOCATION, OR IF THE ORIGINAL
FUNCTION OF THE ANCHOR IS SIGNIFICANTLY ALTERED.
GENERAL
COORDINATION W/ OTHER TRADES
SPECIALTY ENGINEERINGFOUNDATIONS
CONCRETE
WOOD
MASONRY
STRUCTURAL STEEL
DRILLED-IN DOWLES & ANCHOR RODS
BUILDING DESIGN CRITERIA
2014 INDIANA BUILDING CODE WITH LOCAL AMMENDMENTS
(REFERENCES 2012 INTERNATIONAL BUILDING CODE)
RISK CATEGORY = II
GENERAL BUILDING CODE
DEAD LOADS
ROOF = 20 PSF
FLOOR = 30 PSF
LIVE LOADS
ROOF = 20 PSF
FIRST FLOOR = 100 PSF
UPPER FLOORS = 40 PSF
BALCONIES = 60 PSF
STAIRS = 100 PSF, 300 LBS
SNOW LOADS
PG = GROUND SNOW LOAD = 20 PSF
IS = SNOW IMPORTANCE FACTOR = 1.0
Ce = EXPOSURE FACTOR = 0.9
Ct = THERMAL FACTOR = 1.0
Pf = FLAT ROOF SNOW LOAD = 16 PSF
Pm = MINIMUM SNOW FOR LOW SLOPE ROOFS = 20 PSF
WIND LOADS
V = BASIC WIND SPEED (3-SECOND GUST)= 115-MPH
EXPOSURE CATEGORY = B
GCpi = INTERNAL PRESSURE COEFFICIENT = ± 0.18
Kd = DIRECTIONALITY FACTOR = 0.85
COMPONENTS AND CLADDING PRESSURES = SEE TABLE
SEISMIC LOADS
SITE CLASS = C
IS = SEISMIC IMPORTANCE FACTOR = 1.0
SS = SPECTRAL RESPONSE FOR SHORT PERIODS = 0.141 g
S1 = SPECTRAL RESPONSE FOR 1-SEC PERIODS = 0.079 g
SDS = DESIGN SPECTRAL RESPONSE FOR SHORT PERIODS = 0.113 g
SD1 = DESIGN SPECTRAL RESPONSE FOR 1-SEC PERIODS = 0.090 g
SEISMIC DESIGN CATEGORY = B
BUILDING SYSTEM = BEARING WALL SYSTEM
SEISMIC FORCE-RESISTING SYSTEM = LIGHT-FRAME WALLS WITH WOOD
STRUCTURAL PANELS
CS = SEISMIC RESPONSE COEFFICENT = 0.028
ANALYTICAL PROCEDURE = EQUIVALENT LATERAL FORCE
PROCEDURE
9' - 6" 5' - 0"5' - 0"9' - 0"9' - 0"9' - 0"9' - 0"21-PSF PEAK DRIFT
(41-PSF TOTAL)
21-PSF PEAK DRIFT
(41-PSF TOTAL)
39-PSF PEAK DRIFT
(59-PSF TOTAL)
39-PSF PEAK DRIFT
(59-PSF TOTAL)
20-PSF ROOF SNOW
LOAD (U.N.O.)
9' - 0" 9' - 0"
37-PSF PEAK DRIFT
(57-PSF TOTAL)
21-PSF PEAK DRIFT
(41-PSF TOTAL)
39-PSF PEAK DRIFT
(59-PSF TOTAL)5' - 0"5' - 0"9' - 6"9' - 6" 9' - 6"
21-PSF PEAK DRIFT
(41-PSF TOTAL)
39-PSF PEAK DRIFT
(59-PSF TOTAL)
37-PSF PEAK DRIFT
(57-PSF TOTAL)
(TYP.)
4' - 0"
22-PSF UPLIFT (TYP.)
55-PSF UPLIFT (TYP.)
24-PSF UPLIFT (TYP.)INEGSS
LOINA E NPROF REEN o.
GRE S
DRETEI
STATE OF
NA ADNII
11100391 NNAMFFOHHPESOJ
SHEET NUMBER:
PROJECT NUMBER: DRAWN BY:PROJECT TITLE:This is an original design, created by KJG Architecture,
Inc. The concepts, ideas, plans and details are the sole
property of KJG Architecture, Inc. None of the
aforementioned shall be used by or disclosed to any
person, firm or organization for any purpose without the
prior written permission of KJG Architecture, Inc.
NO. DESCRIPTION:DATE
ISSUED:
DRAWING TITLE:
PROFESSIONAL SEAL:
PROJECT DATE:
DISCLAIMER:
KJG ENGINEERING
527 Sagamore Pkwy W., Suite 101
West Lafayette, Indiana 47906
Ph: 765.497.4598 Fx: 765.497.4599
www.kjgengineering.com
08/16/2021MÉLANGE FLATSBUILDING 12VETERANS WAY & MONON GREEN BOULEVARDCARMEL, INDIANA 4603208/16/2021
S000
GENERAL NOTES
E2020.174 KBM
3/32" = 1'-0"S000
1 SPECIAL ROOF LOADING -SNOW DRIFT N3/32" = 1'-0"S000
2 SPECIAL ROOF LOADING -WIND UPLIFT N1 CONSTRUCTION SET 08/16/21
2 ADDENDUM 1 11/01/21
01/31/22