HomeMy WebLinkAboutS000GENERAL STRUCTURAL NOTES
1.0
GENERAL.........................................................................................................................................................................
5.0
FOUNDATIONS..................................................................................................................................................................
8.0
WOOD.............................................................................................................................................................................
12.0
DRILLED IN DOWELS &ANCHOR RODS .........................................................................................................................
1.1
THE CONTRACTOR SHALL BE RESPONSIBLE FOR FOLLOWING ALL APPLICABLE SAFETY PRECAUTIONS OR
5.1
ALL EXTERIOR FOOTINGS OR PIERS SHALL BEAR ON UNDISTURBED SOIL AT OR BELOW LOCAL FROST LINE
8.1
DIMENSIONAL LUMBER, WITH THE EXCEPTION OF NON -BEARING WALL STUDS, SHALL MEET THE MINIMUM
12.1
ALL REINFORCING STEEL AND THREADED ROD ANCHORS TO BE INSTALLED IN A TWO PART CHEMICAL
REGULATIONS DURING CONSTRUCTION. THE STRUCTURAL ENGINEER WILL NOT ADVISE NOR ISSUE DIRECTION ON
MINIMUM. LOCAL FROST LINE IS 30" BELOW GRADE. WHERE FOOTINGS ARE REQUIRED TO BE STEPPED, STEP
PROPERTIES OF SPRUCE -PINE -FIR #2 UNLESS A HIGHER RATING IS INDICATED ON THE DRAWINGS. NON -LOAD
ANCHORING SYSTEM SHALL BE SUBJECT TO THE SPECIFIC INSTALLATION RECOMMENDATIONS AND REQUIREMENTS
SAFETY PRECAUTIONS.
DOWN IN VERTICAL INCREMENTS OF 2'-0" FOR EVERY 6'-0" MINIMUM OF HORIZONTAL DISTANCE. INTERIOR
BEARING WALL STUDS SHALL BE SPRUCE -PINE -FIR STUD GRADE.
OF THE MANUFACTURER.
FOOTINGS SHALL BEAR ON UNDISTURBED SOIL AT THE ELEVATIONS INDICATED ON THE FOUNDATION PLAN.
1.2
THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR PROCEDURES REQUIRED TO PERFORM WORK ON
8.2
STRUCTURAL LOAD BEARING WALL STUDS SHALL BE BRACED AT THIRD POINTS WITH HORIZONTAL 2x6 WOOD
12.2
ANCHORS SHALL BE MANUFACTURED BY HILTI OR AN APPROVED EQUIVALENT SUPPLIER.
THIS PROJECT. SUPERVISION OF ALL WORK IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
5.2
COLUMN AND WALL FOOTINGS ARE TO BEAR ON FIRM NATURAL SOILS OR WELL COMPACTED ENGINEERED FILL
BLOCKING UNTIL ADEQUATE LATERAL SUPPORT IS PROVIDED ON BOTH SIDES BY EITHER GYPSUM BOARD OR
WITH AN ASSUMED NET ALLOWABLE BEARING PRESSURE OF 2000 PSF FOR SPREAD FOOTINGS, AND 1500 PSF
PLYWOOD/OSB SHEATHING.
12.3
ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS. ANCHORS IN
1.3
NO STRUCTURAL MEMBER SHALL BE NOTCHED, CUT, OR OTHERWISE REDUCED IN STRENGTH WITHOUT WRITTEN
FOR CONTINUOUS WALL FOOTINGS. CONTRACTOR SHALL PROVIDE ON -SITE TESTING TO CONFIRM ADEQUATE
MASONRY WALLS OR FOUNDATIONS SHALL NOT BE INSTALLED IN A MORTAR JOINT.
AUTHORIZATION BY THE STRUCTURAL ENGINEER.
SOIL BEARING CAPACITY.
8.3
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
114
ANCHORS INSTALLED IN MASONRY CORES SHALL BE GROUTED SOLID AND REINFORCED PER THE DRAWINGS.
1.4
DRAWINGS INDICATE TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY SHOWN,
5.3
FOUNDATION WALLS SHALL HAVE ADEQUATE TEMPORARY BRACING INSTALLED BY THE CONTRACTOR BEFORE
INSTALL CONNECTORS ACCORDING TO THE MANUFACTURER'S SPECIFICATIONS AND COORDINATE CONNECTOR
SIMILAR CONSTRUCTION TYPE AND STYLE SHALL BE USED AND SHALL BE SUBJECT TO APPROVAL BY THE
BACKFILL IS PLACED AGAINST THEM. TEMPORARY BRACING SHALL NOT BE REMOVED UNTIL WALL IS
FINISH WITH PRESERVATIVES USED IN PRESSURE TREATED WOOD.
12.5
ANCHORS SHALL NOT BE INSTALLED IN CONCRETE CURED LESS THAN 7 DAYS OR CONCRETE THAT HAS NOT
STRUCTURAL ENGINEER.
PERMANENTLY BRACED.
REACHED THE SPECIFIED MINIMUM 28 DAY COMPRESSIVE STRENGTH.
8.4
CONTRACTOR SHALL COORDINATE NAIL AND FASTENER FINISH WITH PRESERVATIVES USED IN PRESSURE TREATED
1.5
STRUCTURAL ELEMENTS ARE NON -SELF SUPPORTING AND REQUIRE INTERACTION WITH OTHER ELEMENTS FOR
5.4
THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING EXACT QUANTITIES OF CUT AND FILL FOR ESTIMATING
W000. FOR PRESSURE -TREATED WOOD WITHOUT AMMONIA, USE ZMAX/HD6 GALVANIZED CONNECTORS WITH
12.6
ANCHOR INSTALLATION SHALL CONFORM TO THE MANUFACTURER'S MINIMUM SPACING AND EDGE DISTANCE
STABILITY AND RESISTANCE TO LATERAL FORCES. FRAMING AND WALLS SHALL BE TEMPORARILY BRACED BY
AND CONSTRUCTION.
FASTENERS PER ASTM A153. FOR ALL OTHER PRESSURE -TREATED W000, USE STAINLESS STEEL
REQUIREMENTS.
THE CONTRACTOR UNTIL PERMANENT BRACING, FLOOR AND ROOF DECKS, OR WALLS HAVE BEEN INSTALLED THE
AND PERMANENT CONNECTIONS BETWEEN THESE ELEMENTS HAVE BEEN MADE. THE CONTRACTOR IS
5.5
ALL ENGINEERED FILL BENEATH SLABS AND OVER FOOTINGS SHOULD BE COMPACTED TO A DRY DENSITY OF AT
CONNECTORS AND FASTENERS.
12.7
WHEN REINFORCING STEEL IS ENCOUNTERED DURING DRILLING FOR THE INSTALLATION OF ANCHORS; STOP
RESPONSIBLE FOR PROVIDING ADEQUATE SUPPORT AND STABILITY OF STRUCTURE DURING ALL PHASES OF
LEAST 95% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D-1557). ALL FILL WHICH WILL BE
8.5
ROOF SHEATHING SHALL BE APA RATED EXTERIOR O.S.B. SHEATHING WITH A SPAN RATING OF AT LEAST 32/16.
DRILLING, USE A SENSOR TO LOCATE REINFORCEMENT IN THE SURROUNDING AREA, AND INSTALL ANCHOR(S) AS
CONSTRUCTION.
STRESSED BY FOUNDATION LOADS SHALL BE APPROVED GRANULAR MATERIALS COMPACTED TO A DRY DENSITY
REFER TO DRAWINGS FOR FASTENER SIZE AND SPACING. ORIENT LONG DIRECTION OF ROOF SHEATHING
CLOSE AS POSSIBLE TO INTENDED LOCATION. CONTACT THE STRUCTURAL ENGINEER IF THE REVISED LOCATION
1.6
THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS, SHALL VERIFY EXISTING
OF AT LEAST 98% (ASTM D-1557). COORDINATE ALL FILL AND COMPACTION OPERATIONS WITH THE
PERPENDICULAR TO TRUSS SPAN.
IS GREATER THAN 2" FROM THE ORIGINAL LOCATION, OR IF THE ORIGINAL FUNCTION OF THE ANCHOR IS
TOPOGRAPHY, AND GRADE ELEVATIONS, AND SHALL NOTIFY KJG ENGINEERING OF ANY DISCREPANCIES PRIOR TO
SPECIFICATIONS AND THE SUBSURFACE INVESTIGATION.
SIGNIFICANTLY ALTERED.
PROCEEDING WITH THE PROJECT.
8.6
EXTERIOR WALL SHEATHING SHALL BE APA RATED EXTERIOR O.S.B. SHEATHING WITH A SPAN RATING OF AT
5.6
COMPACTION SHALL BE ACCOMPLISHED BY PLACING FILL IN APPROXIMATELY 8 LIFTS AND MECHANICALLY
LEAST 24/0. REFER TO DRAWINGS FOR FASTENER SIZE AND SPACING. SPLICES IN CONTINUOUS DOUBLE 2x
1.7
IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO INFORM KJG ENGINEERING OF ANY UNSAFE ITEMS OR
COMPACTING EACH LIFT TO AT LEAST THE SPECIFIED MINIMUM DRY DENSITY. FOR LARGE AREAS OF FILL,
TOP PLATE PERMITTED ONLY ABOVE WALL STUDS, AND ONLY AT ONE PLATE AT ANY LOCATION.
FIELD DENSITY TESTS SHALL BE PERFORMED FOR EACH 3000 SQUARE FEET OF BUILDING AREA FOR EACH LIFT
CODE VIOLATIONS, BOTH STATE AND LOCAL, PRIOR TO THE START OF CONSTRUCTION.
AS NECESSARY TO INSURE ADEQUATE COMPACTION IS BEING ACHIEVED.
8.7
FLOOR SHEATHING SHALL BE APA RATED EXPOSURE 1 TONGUE AND GROOVE WITH A SPAN RATING OF AT
1.8
THESE PLANS ADDRESS STRUCTURAL ENGINEERING PORTIONS OF THIS PROJECT ONLY. SEE ARCHITECTURAL
DRAWINGS FOR INFORMATION REGARDING FINISHES NOT SHOWN.
5.7
RAKE EXCAVATED MATERIALS BACK 12" MINIMUM FROM EDGES OF ALL EXCAVATIONS TO PREVENT LOOSE SOIL
LEAST 32/16.
DESIGN PARAMETERS
FROM FALLING BACK INTO TRENCH.
1.9
IF FIELD CONDITIONS EXIST THAT REQUIRE ALTERATIONS TO THESE PLANS, KJG ENGINEERING MUST BE NOTIFIED
1.
BUILDING CODE 2005 INDIANA RESIDENTIAL CODE
RELEASED FOR CONSTRUCTION
Subjeut to compliance with alll redulhtluns
of State and local Eod�s
AT ONCE AND BEFORE ANY FURTHER CONSTRUCTION TAKES PLACE. 5.8 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
1.10 DO NOT SCALE DRAWINGS, USE ONLY WRITTEN DIMENSIONS. DISTURBANCES, RAIN, OR FREEZING.
1.11 ALL CONSTRUCTION MATERIALS AND INSTALLATION MUST COMPLY WITH CODE REQUIREMENTS OF THE STATE
ADMINISTRATIVE BUILDING COUNCIL, THE STATE FIRE MARSHALL, AND THE LOCAL GOVERNING AUTHORITY.
2.0 EXISTING CONDITIONS....................................................................................................................................................
2.1 EXISTING BUILDING DIMENSIONS AND MATERIAL SIZES SHOWN ON THESE PLANS ARE BASED ON LIMITED FIELD
MEASUREMENTS BY KJG ENGINEERING AND/OR INFORMATION OBTAINED FROM ORIGINAL CONSTRUCTION
DRAWINGS. PRIOR TO FABRICATING NEW STRUCTURAL MEMBERS, THE CONTRACTOR IS RESPONSIBLE FOR
VERIFYING THE ACCURACY OF ALL DIMENSIONS AND ANY AS -BUILT CONDITIONS THAT MAY HAVE CHANGED
SINCE THESE DRAWINGS WERE ISSUED.
2.2 PORTIONS OF WORK PROPOSED IN THESE PLANS CONSISTS OF REPLACING AND/OR MODIFYING COMPONENTS
OF AN EXISTING STRUCTURE. NO INCREASE IN DEAD AND LIVE LOADING TO THE REMAINING EXISTING
STRUCTURAL MEMBERS IS ANTICIPATED.
2.3 KJG ENGINEERING WAS UNABLE TO INSPECT ALL EXISTING COMPONENTS OF THE BUILDING DUE TO LIMITED
ACCESS. IF ANY STRUCTURAL DAMAGE IS DISCOVERED DURING CONSTRUCTION OR DEMOLITION THAT IS NOT
SHOWN ON THESE PLANS, CONTACT KJG ENGINEERING FOR AN INSPECTION.
2.4 THE CONTRACTOR SHALL FIELD VERIFY THE DIMENSIONS, ELEVATIONS, ETC. NECESSARY FOR THE PROPER
CONSTRUCTION AND ALIGNMENT OF THE NEW PORTIONS OF WORK TO THE EXISTING COMPONENTS.
2.5 BEFORE PROCEEDING WITH ANY WORK, THE CONTRACTOR SHALL BECOME FAMILIAR WITH EXISTING STRUCTURAL
CONDITIONS AND ANY OTHER CONDITIONS WHICH MAY AFFECT THE NEW CONSTRUCTION. IT SHALL BE THE
CONTRACTOR'S RESPONSIBILITY TO PROVIDE ALL NECESSARY SAFEGUARDS, TO MAINTAIN ALL PARTS OF THE
WORK IN A SAFE CONDITION DURING DEMOLITION AND CONSTRUCTION, AND TO PROTECT PORTIONS OF THE
EXISTING WORK WHICH ARE TO REMAIN FROM DAMAGE.
2.6 WHEN FIELD WELDING IS PERFORMED NEAR EXISTING COMBUSTIBLE MATERIALS, A FIRE WATCH MAN MUST BE
UTILIZED, AND NO WELDING PERFORMED PRIOR TO 1 HOUR BEFORE WORKERS LEAVE THE JOB SITE. A FINAL
OBSERVATION OF EACH WELD LOCATION MUST BE MADE PRIOR TO LEAVING THE JOB SITE. THIS SHOULD BE
MADE WITH A MAN'S EYES/NOSE WITHIN 3' OF THE WELDED AREA FOR A THOROUGH EXAMINATION.
2.7 WELDING TO AND WITHIN AN EXISTING FACILITY PRESENTS POTENTIAL HAZARDS INCLUDING FIRE HAZARD TO
EXISTING CONSTRUCTION AND BUILDING CONTENTS. DO NOT LEAVE THE SITE UNTIL SATISFIED THAT NO
POTENTIAL HAZARDS EXIST.
3.0 COORDINATION WITH OTHER TRADES............................................................................................................................
3.1 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.
3.2 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.
3.3 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.
3.4 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.
3.5 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.
3.6 DO NOT INSTALL CONDUIT IN SUPPORTED SLABS, SLABS ON GRADE, OR CONCRETE WALLS UNLESS
SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS.
3.7 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.
4.0 SPECIALTY ENGINEERING................................................................................................................................................
4.1 A SPECIALTY ENGINEER IS DEFINED AS A PROFESSIONAL ENGINEER LICENSED IN THE JURISDICTION IN WHICH
THE PROJECT IS LOCATED, 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
• UNDERPINNING SYSTEMS
• STEEL STAIRS
• PRE-ENGINEERED WOOD TRUSS SYSTEMS
• GLULAM BEAM SYSTEMS
4.2 IT IS THE SPECIALTY ENGINEER'S RESPONSIBILITY TO REVIEW THE CONSTRUCTION DRAWINGS AND
SPECIFICATIONS TO DETERMINE THE APPROPRIATE SCOPE OF ENGINEERING.
4.3 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.
4.4 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.
4.5 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.
6.0 CONCRETE......................................................................................................................................................................
6.1 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.
FOOTINGS 3000 PSI MIN. 6 BAG GRAVEL 2% MAX.
6.2 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.
6.3 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.
6.4 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"
6.5 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."
6.6 COLD WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI-306 AND HOT WEATHER CONCRETING SHALL
BE IN ACCORDANCE WITH ACI-305.
6.7 ALL CONCRETE EXPOSED TO WEATHER SHALL BE AIR -ENTRAINED.
6.8 FINISH ANY SURFACES EXPOSED TO PUBLIC VIEW WITH A SMOOTH FORM FINISH. ALL OTHER FORM FINISH
MAY BE ROUGH.
6.9 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.
6.10 PROVIDE CONTROL JOINTS IN CONCRETE SLABS AT A MINIMUM SPACING OF 15'-0" O.C. OR AS INDICATED ON
PLANS. CONTROL JOINTS SHALL BE SAW CUT WITHIN 24 HOURS AFTER CONCRETE IS PLACED. CONSTRUCTION
JOINTS SHALL BE DOWELED JOINTS (1/2" DIAMETER SMOOTH BARS AT 24" O.C.) 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.. PROVIDE V-GROOVE CONTROL JOINTS
IN CONCRETE WALLS SPACED AT 2X THE WALL HEIGHT OR 30-FT MAXIMUM.
6.11 CONCRETE SLABS -ON -GRADE SHALL HAVE A 10 MIL, CLASS A, NON -PERMEABLE VAPOR BARRIER OVER 6"
MINIMUM GRANULAR FILL PER THE GEOTECHNICAL REPORT.
7.0 REINFORCING STEEL....................................................................................................................................................
7.1 PROVIDE GRADE 60 DEFORMED REINFORCING BARS AND WELDED WIRE FABRIC, UNLESS OTHERWISE NOTED.
SUPPORT REINFORCING BARS WITH CONCRETE BRICKS OR METAL CHAIRS AS REQUIRED TO ACHIEVE
CLEARANCES SHOWN ON DRAWINGS. REFER TO SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.
7.2 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"
7.3 WIRE -TIE REINFORCING STEEL TO PREVENT DISPLACEMENT DURING CONCRETE POUR. PULLING UP OF WELDED
WIRE FABRIC IN CONCRETE SLABS IS NOT PERMITTED.
7.4 REINFORCING BARS SHALL NOT BE WELDED UNLESS INDICATED ON THE DRAWINGS OR APPROVED BY THE
STRUCTURAL ENGINEER. WELDING SHALL CONFORM TO THE ANSI/AWS CODE. WELD RODS SHALL BE E90XX,
UNLESS NOTED OTHERWISE.
7.5 WELDED WIRE FABRIC IN CONCRETE SLABS -ON -GRADE SHALL BE PLACED 2" DOWN FROM THE TOP OF THE
SLAB UNLESS OTHERWISE NOTED. WELDED WIRE FABRIC IN SLABS ON METAL DECK SHALL BE PLACED 1"
DOWN FROM THE TOP OF THE SLAB UNLESS OTHERWISE NOTED.
7.6 LAPPED REINFORCING BARS SHALL CONFORM TO THE LATEST EDITION ACI 318. WHERE THE LENGTH OF LAP
IS NOT INDICATED, PROVIDE CLASS "B" LAPS AT TENSION SPLICES AND "30 x BAR DIAMETER" LAPS AT
COMPRESSION SPLICES.
7.7 PROVIDE CORNER BARS AT ALL CORNERS AND INTERSECTIONS IN WALLS, MASONRY BOND BEAMS, AND
CONTINUOUS WALL FOOTINGS. THE CORNER BARS SHALL BE OF THE SAME SIZE AND SPACING AS THE
HORIZONTAL REINFORCING.
7.8 THE CONTRACTOR SHALL PROVIDE SHOP DRAWINGS FOR THE STRUCTURAL ENGINEER TO REVIEW PRIOR TO
FABRICATION. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL DIMENSIONS, ACCURACY, AND CONNECTIONS NOT
SHOWN ON CONSTRUCTION DRAWINGS.
9.0 GLULAM BEAMS.........................................................................................................................................................
9.1 INDIVIDUALLY WRAP MEMBERS USING PLASTIC -COATED PAPER COVERING WITH WATER-RESISTANT SEAMS
WHILE GLULAMS ARE BEING STORED ON -SITE.
9.2 FACTORY MARK EACH PIECE OF STRUCTURAL GLUED -LAMINATED TIMBER WITH AITC QUALITY MARK OR
APA-EWS TRADEMARK. PLACE MARK ON SURFACES THAT ARE NOT EXPOSED IN THE COMPLETED WORK.
9.3 GLULAM SPECIES AND BEAM STRESS CLASSIFICATION: SOUTHERN PINE, 24F-1.8E. APPEARANCE GRADE:
FRAMING
9.4 CAMBER: FABRICATE HORIZONTAL AND INCLINED MEMBERS OF LESS THAN 1:1 SLOPE WITH EITHER CIRCULAR
OR PARABOLIC CAMBER EQUAL TO 1/500 OF SPAN.
9.5 PROVIDE MANUFACTURER'S STANDARD, TRANSPARENT, COLORLESS WOOD SEALER THAT IS EFFECTIVE IN
RETARDING THE TRANSMISSION OF MOISTURE AT CROSS -GRAIN CUTS AND IS COMPATIBLE WITH INDICATED
FINISH.
9.6 END -CUT SEALING: IMMEDIATELY AFTER END CUTTING EACH MEMBER TO FINAL LENGTH, APPLY A SATURATION
COAT OF END SEALER TO ENDS AND OTHER CROSS -CUT SURFACES, KEEPING SURFACES FLOOD COATED
FOR NOT LESS THAN 10 MINUTES.
9.7 SEAL COAT: AFTER FABRICATING, SANDING, AND END -COAT SEALING, APPLY A HEAVY SATURATION COAT OF
PENETRATING SEALER ON SURFACES OF EACH UNIT.
10.0 PRE-ENGINEERED WOOD TRUSSES.............................................................................................................................
10.1 PREFABRICATED WOOD TRUSSES SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE
LATEST EDITIONS OF THE TIMBER CONSTRUCTION MANUAL BY THE AMERICAN INSTITUTE OF TIMBER
CONSTRUCTION (AITC) AND THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION BY THE AMERICAN
FOREST & PAPER ASSOCIATION (ANSI/NFOPA NDS) AND THE LATEST CRITERIA ESTABLISHED BY THE TRUSS
PLATE INSTITUTE (TPI) AND THE WOOD TRUSS COUNCIL OF AMERICA.
10.2 TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES SHALL BE DETAILED, FABRICATED AND ERECTED IN
ACCORDANCE WITH THE LATEST EDITION OF THE COMMENTARY AND RECOMMENDATIONS FOR HANDLING,
INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES.
10.3 WOOD FLOOR AND ROOF TRUSSES SHALL BE DESIGNED TO SUPPORT THE SUPERIMPOSED LOADS PROVIDED IN
THE DESIGN INFORMATION IN ADDITION TO THE SELF -WEIGHT OF THE TRUSSES.
10.4 TRUSS PLATES SHALL BE GALVANIZED STEEL AND SHALL BE APPLIED TO BOTH FACES OF THE MEMBERS
BEING CONNECTED.
10.5 TRUSSES SHALL CONFORM TO THE GEOMETRY SHOWN. MINIMUM LUMBER SIZE FOR TOP AND BOTTOM CHORD
MEMBERS SHALL BE 2" X 4" (NOMINAL). WEB MEMBER SIZE AND CONFIGURATION SHALL BE THE OPTION OF
THE FABRICATOR.
10.6 THE TRUSS MANUFACTURER SHALL PROVIDE SHOP DRAWINGS TO THE STRUCTURAL ENGINEER FOR REVIEW
PRIOR TO FABRICATION. THESE DRAWINGS SHALL SHOW THE DESIGN FORCES IN THE TRUSS MEMBERS, THE
SIZE OF THE TRUSS PLATES, THE LUMBER SPECIES, AND COMMERCIAL GRADE OF LUMBER USED. THE TRUSS
MANUFACTURER SHALL BE RESPONSIBLE FOR ALL DIMENSIONS AND ACCURACY OF TRUSSES FABRICATED.
TRUSS DESIGN SHALL BE CERTIFIED BY THE FABRICATOR AND THE TRUSS DRAWINGS SHALL BE SEALED BY A
REGISTERED PROFESSIONAL ENGINEER LICENSED TO PRACTICE IN THE JURISDICTION IN WHICH THE PROJECT IS
LOCATED.
10.7 THE CONTRACTOR SHALL INSTALL ALL PERMANENT TRUSS BRACING AS SHOWN ON THE TRUSS
MANUFACTURER'S SHOP DRAWINGS.
11.0 HIGH STRENGTH BOLTS...............................................................................................................................................
11.1 HIGH STRENGTH BOLTS SHALL CONFORM TO THE PROVISIONS OF THE "SPECIFICATION FOR STRUCTURAL
JOINTS USING ASTM A325 OR A490 BOLTS", LATEST ADDITION, AS APPROVED BY THE RESEARCH COUNCIL ON
STRUCTURAL CONNECTIONS, & THE PROVISIONS OF THE IBC.
11.2 TYPICAL 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.
11.3 BOLT HOLES SHALL BE SIZED 1/16" GREATER THAN BOLT DIAMETER, UNLESS NOTED OTHERWISE.
11.4 ALL STEEL SHALL BE ERECTED AND CONNECTED SO THAT "BOLT BANG" IS AVOIDED.
11.5 THE ASSEMBLY SURFACE, INCLUDING THOSE ADJACENT TO THE WASHER, SHALL BE FREE OF MILL SCALE, OIL,
PAINT OR OTHER COATINGS.
11.6 ALL HIGH STRENGTH BOLTS IN BRACED FRAMES OR MOMENT CONNECTIONS SHALL BE FULLY TENSIONED BY
THE TURN OF NUT METHOD, BY A DIRECT TENSION INDICATOR, OR BY PROPERLY CALIBRATED WRENCHES.
PROVIDE HARDENED WASHERS UNDER THE NUT OR BOLT HEAD, WHICHEVER IS THE ELEMENT TURNED IN
TIGHTENING.
(BASED ON 2003 INTERNATIONAL RESIDENTIAL CODE)
2. RISK CATEGORY III
3. DEAD LOADS
ROOF - RINK 25 PSF
ROOF - OTHER
4. LIVE LOADS
ROOF
FLOOR
STAIRS
5. SNOW LOADS
GROUND SNOW LOAD
SNOW IMPORTANCE FACTOR
6. WIND LOADS
DESIGN WIND SPEED
EXPOSURE CATEGORY
7. SEISMIC LOADS
SPECTRAL ACCELERATION (SHORT PERIOD)
SPECTRAL ACCELERATION (1-SEC PERIOD)
SEISMIC IMPORTANCE FACTOR
SOIL SITE CLASS
SEISMIC DESIGN CATEGORY
30 PSF
20 PSF
100 PSF
100 PSF
20 PSF
1.1
120 MPH (3-SECOND GUST)
„B„
0.156
0.130
1.0
"D" (ASSUMED)
„C„
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DISCLAIMER:
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.
PROFESSIONAL SEAL:
PROJECT DATE:
09/14/2018
No. DESCRIPTION: DRAWN DATE
BY: ISSUED:
PROJECT NUMBER: DRAWN BY:
A2018.078 DWP
DRAWING TITLE:
GENERAL
STRUCTURAL NOTES
SHEET NUMBER:
S000
DATE: 11/26/18
William Hohlt