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ll _ I _ _ I I
<br />GENERAL INSPECTION REQUIREMENTS
<br />REQUIRED INSPECTION
<br />FREQUENCY OF
<br />IBC SECTION &
<br />INSPECTOR
<br />VERIFICATION, OR TEST
<br />INSPECTION
<br />TYPE AND/OR FREQUENCY OF TESTING
<br />REFERENCE
<br />QUALIFICATIONS
<br />CRITERIA
<br />REQUIRED INSPECTIONS
<br />A. FOOTING AND FOUNDATION
<br />PERIODIC
<br />INSPECTION OF PREPARED SUBGRADE, PLACED REINFORCING STEEL,
<br />FBC 109.3.1
<br />CITY BUILDING
<br />ANY REQUIRED FORMS, AND MATERIALS FOR CONCRETE FOR ON -SITE
<br />OFFICIAL
<br />MIXING
<br />B. CONCRETE SLAB & UNDER -FLOOR
<br />PERIODIC
<br />INSPECTION OF IN -SLAB AND UNDER -FLOOR REINFORCING STEEL AFTER
<br />FBC 109.3.2
<br />CITY BUILDING
<br />BUILDING SERVICE EQUIPMENT, CONDUIT, PIPING ACCESSORIES AND
<br />OFFICIAL
<br />OTHER ANCILLARY EQUIPMENT ITEMS ARE IN PLACE.
<br />C. LOWEST FLOOR ELEVATION
<br />PERIODIC
<br />VERIFY BUILDING NOT IN A FLOOD HAZARD AREA
<br />FBC 109.3.3
<br />CITY BUILDING
<br />OFFICIAL
<br />D. OTHER INSPECTIONS
<br />AS NOTED
<br />AS NOTED
<br />FBC 109.3.8
<br />AS NOTED
<br />IBC SECTION &
<br />REQUIRED INSPECTION
<br />FREQUENCY OF
<br />REFERENCE
<br />INSPECTOR
<br />VERIFICATION, OR TEST
<br />INSPECTION
<br />TYPE AND/OR FREQUENCY OF TESTING
<br />CRITERIA
<br />QUALIFICATIONS
<br />CONCRETE CONSTRUCTION
<br />A. REINFORCING STEEL
<br />PERIODIC
<br />PROVIDE PERIODIC INSPECTION OF REINFORCING SIZES, SPACING,
<br />FBC 1704.4
<br />*QUALIFICATIONS
<br />GRADE OF REBAR; AND PLACEMENT AT THE FOLLOWING FREQUENCY:
<br />ACI 318: CH. 3.5,
<br />BASED ON ASTM
<br />COLUMNS: 10%
<br />7.1-7.7;
<br />E329
<br />BEAMS: 30%
<br />CONCRETE AND
<br />JOIST: 10%
<br />REINFORCING
<br />OTHER MEMBERS: RANDOMLY @ 20%
<br />GENERAL NOTES.
<br />B. REINFORCING STEEL WELDING
<br />PERIODIC
<br />1. VERIFICATION OF WELD ABILITY OF REINFORCING STEEL OTHER THAN
<br />AWS D1.4 ACI 318:
<br />CWI/ASSOCIATE/
<br />A706.
<br />3 5 2
<br />TECHNICIAN
<br />TRAINED IN FIELD
<br />CONTINUOUS
<br />2. REINFORCING STEEL -RESISTING FLEXURAL AND AXIAL FORCES IN
<br />OF WORK AND HAS
<br />INTERMEDIATE AND SPECIAL MOMENT FRAMES, AND BOUNDARY
<br />AT LEAST ONE YEAR
<br />ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS AND
<br />OF EXPERIENCE.
<br />SHEAR REINFORCEMENT.
<br />CONTINUOUS
<br />3. SHEAR REINFORCEMENT.
<br />PERIODIC
<br />4. OTHER REINFORCING STEEL.
<br />TECHNICIAN
<br />C. BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO
<br />CONTINUOUS
<br />VERIFY LOCATION, SIZE AND SPACING OF ANCHORS.
<br />IBC 1704.4
<br />TRAINED IN FIELD
<br />& DURING PLACEMENT OF CONCRETE WHERE
<br />OF WORK AND HAS
<br />ALLOWABLE LOADS HAVE BEEN INCREASED.
<br />AT LEAST ONE
<br />YEAR EXP.
<br />D. VERIFY USE OF CONCRETE MIX DESIGN
<br />PERIODIC
<br />EACH CONCRETE POUR.
<br />ACI 318-CH. 4,
<br />*QUALIFICATIONS
<br />5.2-5.4
<br />BASED ON ASTM
<br />C1077
<br />E. SAMPLING OF FRESH CONCRETE.
<br />CONTINUOUS
<br />1. ALL CONCRETE TESTING IS TO BE MADE AFTER WATER, IF ANY, IS
<br />ACI 318-CH. 5.6
<br />*QUALIFICATIONS
<br />EACH
<br />ADDED AT SITE.
<br />BASED ON ASTM
<br />CONCRETE
<br />2. PROVIDE A SET OF (4) FOUR CYLINDERS TO BE TAKEN FOR EVERY 100
<br />C1077
<br />POUR;
<br />CUBIC YARDS FOR TILT WALL AND 150 YARDS FOR ALL OTHER CONCRETE,
<br />OR FRACTION THEREOF, BY TESTING LAB.
<br />3. MONITOR SLUMP AND AIR CONTENT OF CONCRETE AND NOTIFY
<br />DELIVERY DRIVER IF SLUMP DEVIATES MORE THAN PLUS OR MINUS 1 INCH
<br />FROM RECOMMENDED VALUE. CONTACT SUPPLIER FOR FURTHER
<br />DIRECTIONS.
<br />F. PLACEMENT OF CONCRETE & SHOTCRETE.
<br />CONTINUOUS
<br />INSPECTION FOR PROPER APPLICATION TECHNIQUES.
<br />ACI 318-CH. 5.9,
<br />*QUALIFICATIONS
<br />5.10
<br />BASED ON ASTM
<br />C1077
<br />G. MAINTENANCE OF SPECIFIED CURING
<br />PERIODIC
<br />EACH CONCRETE POUR.
<br />ACI 318-CH. 5.11,
<br />*QUALIFICATIONS
<br />TEMPERATURE & TECHNIQUES.
<br />5.13
<br />BASED ON ASTM
<br />C1077
<br />H. REMOVAL OF SHORES AND FORMS FROM
<br />PERIODIC
<br />VERIFY IN -SITU CONCRETE STRENGTH PRIOR TO REMOVAL.
<br />ACI 318-CH, 6.2
<br />*QUALIFICATIONS
<br />BEAMS AND WALLS.
<br />BASED ON ASTM
<br />E329
<br />NOTES:
<br />1. THESE INSPECTIONS DO NOT RELIEVE THE ENGINEER FROM STRUCTURAL OBSERVATIONS AS MAY BE REQUIRED BY IBC 2009, SECTION 1709, AND/OR CONTRACTUAL
<br />REQUIREMENTS OF ARCHITECT/CLIENT.
<br />2. DEFINITIONS (IBC SECTION 1702):
<br />A. PERIODIC INSPECTIONS - THE PART-TIME OR INTERMITTENT OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR
<br />WHO IS PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS BEING PERFORMED AND AT THE COMPLETION OF THE WORK.
<br />B. CONTINUOUS INSPECTIONS - THE FULL TIME OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT
<br />IN THE AREA WHERE THE WORK IS BEING PERFORMED.
<br />3. ABBREVIATIONS:
<br />A. ADSC - THE INTERNATIONAL ASSOCIATION OF FOUNDATION DRILLING
<br />B. ASNT - AMERICAN SOCIETY FOR NONDESTRUCTIVE TESTING
<br />C. ASTM - AMERICAN SOCIETY FOR TESTING MATERIALS
<br />D. AWS -AMERICAN WELDING SOCIETY
<br />E. CWI - CERTIFIED WELDING INSPECTOR
<br />F. CRSI - CONCRETE REINFORCING STEEL INSTITUTE
<br />G. PCI - PRECAST/PRESTRESSED CONCRETE INSTITUTE
<br />H. PTI - POST -TENSIONING INSTITUTE
<br />I. N/A -NOT APPLICABLE
<br />4. TESTING AND INSPECTION DIRECTED BY ASTM E329 GUIDELINES.
<br />5. INSPECTION REPORTS SHOULD BE PREPARED ACCORDING TO IBC, SECTION 1704.1.2, WHICH STATES:
<br />A. SPECIAL INSPECTORS SHALL KEEP RECORDS OF INSPECTIONS. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL,
<br />AND TO THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. REPORTS SHALL INDICATE THAT WORK INSPECTED WAS DONE IN CONFORMANCE
<br />TO APPROVED CONSTRUCTION DOCUMENTS. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF
<br />THE DISCREPANCIES ARE NOT CORRECTED, THE DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE BUILDING OFFICIAL AND TO THE REGISTERED
<br />DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE PRIOR TO THE COMPLETION OF THAT PHASE OF THE WORK. A FINAL REPORT DOCUMENTING REQUIRED
<br />SPECIAL INSPECTIONS AND CORRECTION OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE SUBMITTED AT A POINT IN TIME AGREED UPON BY THE
<br />PERMIT APPLICANT AND THE BUILDING OFFICIAL PRIOR TO THE START OF WORK.
<br />6. CONTRACTOR RESPONSIBILITIES ARE LISTED IN IBC, SECTION 1706, WHICH STATES:
<br />A. EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND- OR SEISMIC -FORCE -RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM OR A
<br />WIND- OR SEISMIC -RESISTING COMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTIONS SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO
<br />THE BUILDING OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF
<br />RESPONSIBILITY SHALL CONTAIN THE FOLLOWING:
<br />• ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS;
<br />• ACKNOWLEDGMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING
<br />OFFICIAL;
<br />• PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING AND THE
<br />DISTRIBUTION OF THE REPORTS; AND
<br />• IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONTROL AND THEIR POSITION(S) IN THE ORGANIZATION.
<br />7. GENERAL REQUIREMENTS FOR INSPECTIONS ARE LISTED
<br />A. IN IBC, SECTION 109.1, WHICH STATES:
<br />• CONSTRUCTION OR WORK FOR WHICH A PERMIT IS REQUIRED SHALL BE SUBJECT TO INSPECTION BY THE BUILDING OFFICIAL AND SUCH CONSTRUCTION OR
<br />WORK SHALL REMAIN ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES UNTIL APPROVED.
<br />• IT SHALL BE THE DUTY OF THE PERMIT APPLICANT TO CAUSE THE WORK TO REMAIN ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE
<br />BUILDING OFFICIAL NOR THE JURISDICTION SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO
<br />ALLOW INSPECTION.
<br />B. IN IBC, SECTION 109.4, WHICH STATES:
<br />• THE BUILDING OFFICIAL IS AUTHORIZED TO ACCEPT REPORTS OF APPROVED INSPECTION AGENCIES, PROVIDED SUCH AGENCIES SATISFY THE
<br />REQUIREMENTS AS TO QUALIFICATIONS AND RELIABILITY.
<br />C. IN IBC, SECTION 109.5, WHICH STATES:
<br />• IT SHALL BE THE DUTY OF THE HOLDER OF THE BUILDING PERMIT OR THEIR DULY AUTHORIZED AGENT TO NOTIFY THE BUILDING OFFICIAL WHEN WORK IS
<br />READY FOR INSPECTION.
<br />• IT SHALL BE THE DUTY OF THE PERMIT HOLDER TO PROVIDE ACCESS TO AND MEANS FOR INSPECTIONS OF SUCH WORK THAT ARE REQUIRED BY THIS CODE.
<br />D. IN IBC, SECTION 109.6, WHICH STATES:
<br />• WORK SHALL NOT BE DONE BEYOND THE POINT INDICATED IN EACH SUCCESSIVE INSPECTION WITHOUT FIRST OBTAINING THE APPROVAL OF THE BUILDING
<br />OFFICIAL.
<br />IBC SECTION &
<br />REQUIRED INSPECTION
<br />FREQUENCY OF
<br />REFERENCE
<br />INSPECTOR
<br />VERIFICATION, OR TEST
<br />INSPECTION
<br />TYPE AND/OR FREQUENCY OF TESTING
<br />CRITERIA
<br />QUALIFICATIONS
<br />STEEL CONSTRUCTION
<br />IBC 1704.3
<br />A. MATERIAL VERIFICATION
<br />PERIODIC
<br />1. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS
<br />STRUCTURAL
<br />CWI/ASSOCIATE/
<br />OF HIGH -STRENGTH BOLTS.
<br />SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS.
<br />STEEL GENERAL
<br />TECHNICAL,
<br />NUTS AND WASHERS:
<br />NOTES
<br />RADIATE, AWS
<br />OR CRSI
<br />PERIODIC
<br />2. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED.
<br />APPLICABLE
<br />ASTM MATERIAL
<br />SPECIFICATIONS:
<br />AISC 335,
<br />SECTION A3.4;
<br />AISC LRFD,
<br />SECTION A3.3
<br />B. HIGH STRENGTH BOLTING:
<br />PERIODIC
<br />1. BEARING -TYPE CONNECTIONS.
<br />FBC 1704.3.3;
<br />CWI/ASSOCIATE/
<br />STRUCTURAL
<br />TECHNICAL,
<br />STEEL GENERAL
<br />RADIATE AWS
<br />NOTES
<br />OR CRSI
<br />PERIODIC/
<br />2. SLIP -CRITICAL CONNECTIONS,
<br />AISC LRFD
<br />CONTINUOUS
<br />SECTION M2.5
<br />C. MATERIAL VERIFICATION
<br />PERIODIC
<br />0
<br />1. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS
<br />FBC 1708.4•
<br />CWI/ASSOCIATE/
<br />OF STRUCTURAL STEEL:
<br />SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS.
<br />STRUCTURAL
<br />TECHNICAL,
<br />STEEL, GENERAL
<br />RADIATE, AWS
<br />NOTES
<br />OR CRSI
<br />PERIODIC
<br />2. MANUFACTURER'S CERTIFIED MILL TEST REPORTS.
<br />ASTM A6 OR
<br />ASTM A 568
<br />D. MATERIAL VERIFICATION
<br />PERIODIC
<br />1. IDENTIFICATION MARKINGS TO CONFORM TO AWS SPECIFICATION IN THE
<br />STRUCTURAL
<br />CWI/ASSOCIATE/
<br />OF WELD FILLER MATERIALS:
<br />APPROVED CONSTRUCTION DOCUMENTS.
<br />STEEL, GENERAL
<br />TECHNICAL,
<br />NOTES
<br />RADIATE, AWS
<br />OR CRSI
<br />PERIODIC
<br />2. MANUFACTURER'S CERTIFIED OF COMPLIANCE REQUIRED.
<br />AISC, ASD.
<br />SECTION A3.6;
<br />AISC LRFD
<br />SECTION A3.5
<br />E. WELDING OF STRUCTURAL
<br />CONTINUOUS
<br />1. COMPLETE & PARTIAL PENETRATION GROOVE WELDS.
<br />FBC 1704.3.1;
<br />CWI AND ASNT
<br />STEEL:
<br />STRUCTURAL
<br />STEEL, GENERAL
<br />NOTES
<br />CONTINUOUS
<br />2. MULTIPASS FILLET WELDS.
<br />AWS D1.1
<br />CWI AND ASNT
<br />OR LICENSED
<br />CONTINUOUS
<br />3. SINGLE -PASS FILLET WELDS > %6"
<br />ENGINEER
<br />PERIODIC
<br />4. SINGLE -PASS FILLET WELDS <%6"
<br />PERIODIC
<br />5. FLOOR AND ROOF DECK WELDS.
<br />AWS D1.3
<br />F. WELDING OF REINFORCING
<br />PERIODIC
<br />1. VERIFICATION OF WELD ABILITY OF REINFORCING STEEL OTHER THAN
<br />CWI/ASSOCIATE/
<br />STEEL:
<br />A706.
<br />TECHNICIAN
<br />TRAINED IN FIELD
<br />CONTINUOUS
<br />2. REINFORCING STEEL -RESISTING FLEXURAL AND AXIAL FORCES IN
<br />OF WORK AND
<br />INTERMEDIATE AND SPECIAL MOMENT FRAMES, AND BOUNDARY
<br />HAS AT LEAST
<br />ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS AND
<br />ONE YEAR OF
<br />SHEAR REINFORCEMENT.
<br />EXPERIENCE.
<br />CONTINUOUS
<br />3. SHEAR REINFORCEMENT.
<br />PERIODIC
<br />4. OTHER REINFORCING STEEL.
<br />G. STEEL FRAME JOINT
<br />PERIODIC
<br />1. DETAILS SUCH AS BRACING & STIFFENING
<br />FBC 1704.3.2
<br />PROJECT OF
<br />DETAILS; COMPLIANCE WITH
<br />STRUCTURAL
<br />COMPLEX
<br />APPROVED CONSTRUCTION
<br />DRAWINGS
<br />DETAILS:
<br />DOCUMENTS:
<br />-ASSOCIATE CWI
<br />PERIODIC
<br />2. MEMBER LOCATIONS.
<br />PROJECTS OF
<br />RELATIVELY
<br />PERIODIC
<br />3. APPLICATION OF JOINT DETAILS AT EACH CONNECTION.
<br />SIMPLE DETAILS:
<br />-TECHNICIAN
<br />TRAINED IN FIELD
<br />OF WORK AND
<br />HAS AT LEAST
<br />ONE YEAR OF
<br />EXPERIENCE.
<br />IBC SECTION &
<br />REQUIRED INSPECTION
<br />FREQUENCY OF
<br />REFERENCE
<br />INSPECTOR
<br />VERIFICATION, OR TEST
<br />INSPECTION
<br />TYPE AND/OR FREQUENCY OF TESTING
<br />CRITERIA
<br />QUALIFICATIONS
<br />MASONRY
<br />ENGINEERED MASONRY IN NON -ESSENTIAL FACILITIES AND EMPIRICALLY
<br />FBC 1704.5.1,
<br />QUALIFICATIONS
<br />LEVEL 1 INSPECTION
<br />DESIGNED MASONRY IN ESSENTIAL FACILITIES. (OCCUPANCY CATEGORY I,
<br />11, OR III)
<br />FBC 1704.5.2
<br />BASED ON ASTM
<br />C1093
<br />A. AS MASONRY CONSTRUCTION BEGINS, THE
<br />PERIODIC
<br />1. PROPORTIONS OF SITE -PREPARED MORTAR.
<br />FOLLOWING SHALL BE VERIFIED TO ENSURE
<br />PERIODIC
<br />2. CONSTRUCTION OF MORTAR JOINTS.
<br />COMPLIANCE:
<br />PERIODIC
<br />3. LOCATION OF REINFORCEMENT AND CONNECTORS.
<br />PERIODIC
<br />4. PRESTRESSING TECHNIQUE
<br />PERIODIC
<br />5. GRADE AND SIZE OF PRESTRESSING TENDONS AND ANCHORAGES.
<br />B. THE INSPECTION PROGRAM SHALL VERIFY:
<br />PERIODIC
<br />1. SIZE AND LOCATION OF STRUCTURAL ELEMENTS.
<br />PERIODIC
<br />2. TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF
<br />ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES, OR
<br />OTHER CONSTRUCTION.
<br />PERIODIC
<br />3. SPECIFIED SIZE, GRADE AND TYPE OF REINFORCEMENT.
<br />CONTINUOUS
<br />4. WELDING OF REINFORCING BARS.
<br />PERIODIC
<br />5. PROTECTION OF MASONRY DURING COLD WEATHER (TEMPERATURE
<br />BELOW 40 DEGREES F) OR HOT WEATHER (TEMPERATURE ABOVE 90
<br />DEGREES F).
<br />PERIODIC
<br />6. APPLICATION AND MEASUREMENT OF PRESTRESSING FORCE.
<br />C. PRIOR TO GROUTING, THE FOLLOWING SHALL BE
<br />PERIODIC
<br />1. GROUT SPACE IS CLEAN.
<br />VERIFIED TO ENSURE COMPLIANCE:
<br />PERIODIC
<br />2. PLACEMENT OF REINFORCEMENT AND CONNECTORS AND
<br />PRESTRESSING TENDONS AND ANCHORAGES.
<br />PERIODIC
<br />3. PROPORTIONS OF SITE -PREPARED GROUT AND PRESTRESSING
<br />GROUT FOR BONDED TENDONS.
<br />PERIODIC
<br />4. CONSTRUCTION OF MORTAR JOINTS.
<br />D. GROUT PLACEMENT
<br />CONTINUOUS
<br />1. VERIFY COMPLIANCE WITH CODE AND CONSTRUCTION
<br />DOCUMENTS PROVISIONS.
<br />CONTINUOUS
<br />2. GROUTING OF PRESTRESSING BONDED TENDONS.
<br />E. PREPARATION OF ANY REQUIRED GROUT
<br />CONTINUOUS
<br />QUALIFICATIONS
<br />SPECIMENS, MORTAR SPECIMENS AND/OR PRISMS
<br />BASE ON C1093
<br />SHALL BE OBSERVED.
<br />F. COMPLIANCE WITH REQUIRED INSPECTION
<br />PERIODIC
<br />PROVISION OF THE CONSTRUCTION DOCUMENTS
<br />AND THE APPROVED SUBMITTALS SHALL BE
<br />VERIFIED.
<br />SPECIAL CONDITIONS, REQUIREMENTS AND NOTES TO OWNER,
<br />CONCRETE:
<br />STRUCTURAL STEEL:
<br />DEVELOPER AND CONTRACTOR:
<br />1. MINIMUM 28 DAY STRENGTH ft) SHALL BE AS FOLLOWS:
<br />1. STRUCTURAL STEEL MEMBERS SHALL CONFORM WITH THE FOLLOWING STANDARDS AND
<br />FOUNDATIONS 4000 PSI, W/C = 0.50 BY WEIGHT (AIR -ENTRAINED)
<br />MATERIAL PROPERTIES UNLESS NOTED OTHERWISE:
<br />CONTRACTOR, BUILDER AND SUBCONTRACTORS INVOLVED IN ANY FORM OF CONSTRUCTION USING THESE
<br />INT. SLABS ON GROUND 4000 PSI, W/C = 0.5 BY WEIGHT
<br />DOCUMENTS SHALL BE INFORMED OF THE FOLLOWING RESPONSIBILITIES, PERFORMANCE CRITERIA, LIMITATIONS AND
<br />OTHER EXPOSED CONCRETE 3000 PSI, W/C = 0.50 BY WEIGHT (AIR -ENTRAINED)
<br />SHAPE
<br />STANDARD
<br />a
<br />RISKS ASSOCIATED WITH CONSTRUCTION. IF THE OWNER, DEVELOPER OR CONTRACTOR IS NOT ABLE TO ACCEPT THE
<br />RESPONSIBILITIES OR PERFORMANCE CRITERIA AND LIMITATIONS, NOTIFY OUR OFFICE PRIOR TO START OF
<br />2. CONCRETE MIXES SHALL BE DESIGNED BY A CERTIFIED LABORATORY AND APPROVED BY THE ENGINEER.
<br />ROLLED WIDE FLANGE SECTIONS:
<br />ASTM A992
<br />50 KSI
<br />CONSTRUCTION. IT SHALL BE EXPRESSLY UNDERSTOOD THAT THE ENGINEER IS NOT RESPONSIBLE OR LIABLE FOR
<br />THE LACK OF PERFORMANCE OF MATERIALS, SYSTEMS OR DESIGNS NOT BEING LIMITED TO ITEMS OUTLINED BELOW.
<br />3. ALL CONCRETE SHALL BE REGULAR WEIGHT OF 145 POUNDS PER CUBIC FOOT USING HARDROCK AGGREGATES.
<br />OTHER STANDARD STEEL SHAPES
<br />AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33, CONCRETE AGGREGATES.
<br />AND ROLLED SECTIONS:
<br />ASTM A36
<br />36 KSI
<br />CONTRACTORS AND SUBCONTRACTORS SHALL THOROUGHLY REVIEW ALL CONDITIONS AND RESPONSIBILITIES
<br />STATED IN THESE NOTES, PLANS, SECTIONS AND DETAILS, AND SHALL NOTIFY THE ENGINEER AND OWNER !N WRITING
<br />4. MAXIMUM SLUMP FOR EXTERIOR SLABS SHALL BE 5 INCHES. MAXIMUM SLUMP FOR ALL OTHER CONCRETE SHALL
<br />BARS AND PLATES:
<br />ASTM A36
<br />36 KSI
<br />PRIOR TO CONSTRUCTION OF ANY CONDITIONS OR RESPONSIBILITIES WHICH ARE NOT ACCEPTABLE OR NOT
<br />BE 4 INCHES. WATER SHALL BE CLEAN AND POTABLE. IF ADDITIONAL FLOWABILITY IS REQUIRED FOR PLACEMENT OF
<br />UNDERSTOOD.
<br />ANY CONCRETE MIX, A WATER -REDUCING ADDITIVE CONFORMING TO ASTM C494, TYPE A, SHALL BE USED. NO
<br />TUBES:
<br />ASTM A500
<br />46 KSI
<br />1. PLAIN CONCRETE, REINFORCED CONCRETE, AND PRECAST CONCRETE DEVELOPS CRACKS. THE CRACKS ARE DUE
<br />PIPE: AS I M AbJ UK.b Jb K51
<br />TO INHERENT SHRINKAGE, CREEP AND RESTRAINING EFFECTS. CRACKS ARE NORMALLY COSMETIC AND THE SYSTEM
<br />5. PORTLAND CEMENT SHALL CONFORM TO ASTM C 150. TYPE II CEMENT WITH A MAXIMUM CHLORIDE ION, PERCENT
<br />OR A500 GR.B 42 KSI
<br />BY WEIGHT OF CEMENT, SHALL NOT EXCEED 0.15.
<br />MAINTAINS SERVICEABILITY AND STRENGTH REQUIREMENTS. JOINTS MAY BE INDICATED TO CONTROL CRACKING, BUT
<br />BOLTS AT STEEL CONNECTIONS: ASTM A325 OR A490
<br />ARE NOT MEANT TO ELIMINATE ALL CRACKING, AS THIS IS NOT PRACTICAL. THE CONTRACTOR SHALL USE ALL
<br />6. NO MORE THAN 90 MINUTES SHALL ELAPSE BETWEEN CONCRETE BATCHING AND CONCRETE PLACEMENT, UNLESS
<br />STANDARD MEANS TO INSURE PROPER PROTECTION AND CURING OF ALL CEMENTITIOUS MATERIALS TO REDUCE
<br />APPROVED BY THE ENGINEER OR AUTHORIZED TESTING AGENCY.
<br />2. ALL BOLTS SHALL BE INSTALLED AS BEARING -TYPE CONNECTIONS WITH THREADS
<br />CRACKING, SURFACE SPALLING OR EXTREME CRACKING MAY BE CAUSED BY POOR MATERIAL OR PLACEMENT.
<br />EXCLUDED FROM SHEAR PLANE (TYPE "X" CONNECTION), UNLESS NOTED OTHERWISE.
<br />CONTACT OUR OFFICE FOR POSSIBLE REPAIR REQUIREMENTS.
<br />7. CONCRETE MIXING, PLACEMENT AND QUALITY SHALL BE PER IBC SECTION 1904, ASTM C 94, ASTM C 685, AND ACI
<br />HIGH -STRENGTH BOLTS SHALL BE TIGHTENED USING ANY AISC APPROVED METHOD.
<br />302. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT SLABS ON GRADE NEED ONLY BE VIBRATED OR
<br />2. FOUNDATION SETTLEMENT MAY CAUSE DISTORTION AND DISTRESS TO THE SUPPORTED STRUCTURE AS WELL AS
<br />THOROUGHLY RODDED AROUND EMBEDDED STRAPS OR HARDWARE BOLTS FOR HOLDOWNS CURBS AND EDGES OF
<br />D ID
<br />3. WELDING SHALL BE PERFORMED BY WELDERS HOLDING VALID CERTIFICATES AND HAVING
<br />ADJACENT UTILITIES, SLABS OR FOUNDATIONS. THE SOIL REPORT MAY INDICATE A LEVEL OF DISPLACEMENT.
<br />SLAB STEPS AND UNDER FLOOR DUCTS OR SIMILAR ELEMENTS. REMOVE ALL DEBRIS FROM FORMS BEFORE PLACING
<br />CURRENT EXPERIENCE IN THE TYPE OF WELD SHOWN ON THE DRAWINGS. ALL WELDING
<br />CONCRETE. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL (AS IN WALLS AND COLUMNS SO AS
<br />SHALL USE E70 SERIES LOW HYDROGEN ELECTRODES UNLESS NOTED OTHERWISE. ALL
<br />ATTENTION TO PROPER SOIL PREPARATION AND GRADING, AS WELL AS PROPER DRAINAGE AWAY FROM STRUCTURE
<br />TO CAUSE SEGREGATION OF AGGREGATES. UNCONFINED FALL SHALL NOT EXCEED 5 FEET. CARE SHALL BE TAKEN
<br />WELDS INVOLVING REINFORCING BARS SHALL USE E90 SERIES ELECTRODES. ALL WELDING
<br />IS ESSENTIAL IN REDUCING EXPECTED SETTLEMENT.
<br />IN PLACING SLABS ON GRADE SO AS CONCRETE DOES NOT DISTURB FILL MATERIAL.
<br />SHALL CONFORM TO THE LATEST AMERICAN WELDING SOCIETY (AWS) STANDARDS. WELDS
<br />ON DRAWINGS ARE SHOWN AS SHOP WELDS. CONTRACTOR MAY SHOP WELD OR FIELD
<br />AND/OR
<br />3. VARIATION IN DIMENSIONS MAY OCCUR AS A RESULT OF THERMAL INFLUENCES, NATURAL DEFLECTIONS D/0
<br />8. ALL ITEMS TO BE CAST IN CONCRETE SUCH AS REINFORCING DOWELS BOLTS ANCHORS SLEEVES ETC. SHALL BE
<br />TESTED AND
<br />WELD AT HIS DISCRETION. ALL FULL PENETRATION WELDS SHALL BE ES
<br />CAMBERS OF MEMBERS. AS A RESULT, QUANTITIES MAY VARY AND ARCHITECTURAL FINISHES MAY BE AT RISK OF
<br />SECURELY POSITIONED IN THE FORMS BEFORE PLACING THE CONCRETE.
<br />CERTIFIED BY AN INDEPENDENT TESTING LABORATORY.
<br />COSMETIC VARIATION OR DAMAGE.
<br />9. CONCRETE SLAB ON GRADE CONTROL JOINTS SHALL BE AS SHOWN ON THE FOUNDATION PLAN OR TYPICAL
<br />4. GROUT BENEATH COLUMN BASES OR BEARING PLATES SHALL BE 5,000 PSI (MIN)
<br />4. THE ENGINEER SHALL NOT BE RESPONSIBLE FOR VARIATIONS TO PLANS BETWEEN BID PROCESS AND FINALIZED
<br />DETAILS. WHERE CONTROL JOINTS ARE NOT SHOWN ON PLANS, ALL CONCRETE SLABS ON GRADE SHALL BE
<br />NON -SHRINK FLOWABLE GROUT OR DRYPACK. INSTALL GROUT UNDER BEARING PLATES
<br />BOUNDED BY KEYED, DOWELED OR SAW -CUT CONTROL JOINTS SUCH THAT THE ENCLOSED AREA DOES NOT EXCEED
<br />BEFORE FRAMING MEMBER IS INSTALLED. AT COLUMNS, INSTALL GROUT UNDER BASE
<br />APPROVED DOCUMENTS RELEASED FOR CONSTRUCTION. ADDITIONS AND ALTERATIONS MAY BE MADE BETWEEN
<br />144 SQUARE FEET. RATIO OF BOUNDARY DIMENSIONS SHALL NOT EXCEED 1.5:1. KEYED OR DOWELED CONTROL
<br />PLATES AFTER COLUMN HAS BEEN PLUMBED BUT PRIOR TO FLOOR OR ROOF INSTALLATION.
<br />RELEASE OF BID DOCUMENTS AND FINALIZED CONSTRUCTION DOCUMENTS.
<br />JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING POURING. ALL OTHER JOINTS MAY BE SAW CUT. SAW CUT
<br />GROUT DEPTH SHALL BE SUFFICIENT TO ALLOW GROUT OR DRYPACK TO BE PLACED
<br />JOINTS SHALL BE CUT IN SLABS ON GRADE AS SOON AS POSSIBLE AFTER SLAB FINISHING AS MAY BE SAFELY DONE
<br />BENEATH PLATE WITHOUT VOIDS.
<br />5. THESE DRAWINGS HAVE BEEN PREPARED USING STANDARDS OF PROFESSIONAL CARE AND COMPLETENESS
<br />WITHOUT DISLODGING AGGREGATE.
<br />NORMALLY EXERCISED UNDER SIMILAR CIRCUMSTANCES BY REPUTABLE STRUCTURAL ENGINEERS IN THIS OR
<br />5. DETAILS OUTLINE BASIC CONNECTION TYPES. BEAM TO BEAM AND BEAM TO COLUMN
<br />SIMILAR LOCALITIES. THEY NECESSARILY ASSUME THAT THE WORK DEPICTED WILL BE PERFORMED BY AN
<br />10. CONSTRUCTION JOINTS OR POUR JOINTS IN STRUCTURAL ELEMENTS (TILT -UP WALL PANELS) NOT SPECIFICALLY
<br />CONNECTIONS NOT DETAILED IN DRAWINGS SHALL BE SIZED BY STEEL DETAILER AS
<br />EXPERIENCED CONTRACTOR, SUBCONTRACTOR AND/OR WORKPERSONS WHO HAVE A WORKING KNOWLEDGE OF THE
<br />SHOWN OR NOTED ON THE DRAWINGS REQUIRE PROPER APPROVAL OF THE ENGINEER. CONTRACTOR SHALL
<br />STANDARD AISC, TYPE 2, BEARING CONNECTIONS CAPABLE OF SUPPORTING REACTIONS
<br />SUBMIT SHOP DRAWINGS SHOWING PROPOSED JOINTS TO ENGINEER FOR APPROVAL.
<br />DEVELOPED BY MAXIMUM UNIFORM LOAD CAPACITY ON A SIMPLE SPAN FOR BEAM AND
<br />APPLICABLE CODE STANDARDS AND REQUIREMENTS AND OF INDUSTRY ACCEPTED STANDARD GOOD PRACTICE. AS
<br />BEAM SPAN GIVEN.
<br />NOT EVERY CONDITION OR ELEMENT IS OR CAN BE) EXPLICITLY SHOWN ON THESE DRAWINGS. IT IS UNDERSTOOD
<br />(
<br />11. WHERE DOWELS, BOLTS OR INSERTS ARE CALLED TO BE ANCHORED TO CAST IN PLACE CONCRETE ELEMENTS
<br />THAT THE CONTRACTOR WILL USE INDUSTRY ACCEPTED STANDARD GOOD PRACTICE FOR ALL WORK EXPLICITLY
<br />USING EPDXY ADHESIVES, USE ANCHORAGE SYSTEM EQUAL TO EPCON G5. FOLLOW ALL MANUFACTURERS
<br />6. STEEL SHALL BE DESIGNED, DETAILED, FABRICATED AND ERECTED ACCORDING TO ALL
<br />SHOWN.
<br />RECOMMENDATIONS. ALTERNATE ANCHORAGE SYSTEMS MAY BE USED WITH ENGINEERS PRIOR APPROVAL.
<br />APPLICABLE SECTIONS OF THE LATEST EDITION OF THE AISC MANUAL OF STEEL
<br />CONSTRUCTION. SHOP DRAWINGS SHALL BE SUBMITTED INDICATING COMPLETE
<br />6. CALCULATION AND DESIGN OF MISCELLANEOUS NON-STRUCTURAL ITEMS, SUCH AS RAILINGS, NON-STRUCTURAL
<br />FOUNDATIONS:
<br />INFORMATION REQUIRED FOR CONSTRUCTION OF STRUCTURAL STEEL. SHOP DRAWINGS
<br />WALLS AND PREFABRICATED STRUCTURAL ITEMS, SUCH AS FLOOR AND ROOF TRUSSES, ARE NOT INCLUDED AND ARE
<br />1. GEOTECHNICAL REPORT: NONE PROVIDED
<br />SHALL INCLUDE LAYOUT AND DIMENSIONS OF FRAMING PLANS, CONNECTION DETAILS, AND
<br />TO BE PROVIDED BY OTHERS UNLESS SPECIFICALLY NOTED ON THESE DRAWINGS.
<br />SEQUENCE, ETC. SHOP DRAWINGS AND CALCULATIONS SHALL BE SEALED BY A
<br />STRUCTURAL ENGINEER REGISTERED IN THE STATE OF THE PROJECT SITE.
<br />2. THE OWNER SHALL EMPLOY A GEOTECHNICAL ENGINEER TO PROVIDE SOIL TESTING AND REVIEW DURING
<br />7. THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF
<br />CONSTRUCTION. THE GEOTECHNICAL ENGINEER SHALL REVIEW AND APPROVE THE FOUNDATION REQUIREMENTS
<br />7. FIELD CUTTING, DRILLING OR OTHER MODIFICATION OF STRUCTURAL STEEL
<br />CONSTRUCTION. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS,
<br />OF THE CONTRACT DOCUMENTS. IF CONDITIONS VARY FROM THAT INDICATED HEREIN, THEN THE GEOTECHNICAL
<br />COMPONENTS IS NOT PERMITTED WITHOUT WRITTEN APPROVAL OF THE STRUCTURAL
<br />TECHNIQUES, SEQUENCES AND PROCEDURES. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO DESIGN AND
<br />ENGINEER SHALL NOTIFY THE OWNER'S REPRESENTATIVE PRIOR TO FOUNDATION CONSTRUCTION.
<br />ENGINEER. WHERE BEAM PENETRATIONS CANNOT BE AVOIDED OR WHERE CUTTING IS
<br />PROVIDE ADEQUATE, SHORING, BRACING, FORMWORK, ETC. AS REQUIRED FOR THE PROTECTION OF LIFE AND
<br />3. THE BACKFILL SHALL BE PLACED AND COMPACTED ON EACH SIDE OF FOUNDATION WALLS SUCH THAT NO
<br />REQUIRED, CONTRACTOR SHALL SUBMIT TO THE ENGINEER, ALL PERTINENT INFORMATION
<br />PROPERTY DURING CONSTRUCTION. CONSTRUCTION MATERIALS SHALL BE UNIFORMLY SPREAD OUT SUCH THAT
<br />UNBALANCED LATERAL LOADS ARE INDUCED TO THE WALL.
<br />INCLUDING PENETRATION SHAPE, SIZE LOCATION AND METHOD OF CUTTING THE OPENING.
<br />DESIGN LIVE LOAD PER SQUARE FOOT AS STATED HEREIN IS NOT EXCEEDED, VISITS TO THE SITE BY THE
<br />STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS.
<br />4. BACKFILL SHALL BE PLACED EVENLY AGAINST EACH SIDE OF SUBGRADE STRUCTURAL ELEMENTS TO PRODUCE
<br />MISCELLANEOUS STEEL:
<br />APPROXIMATELY EQUAL AND OPPOSITE LATERAL PRESSURES.
<br />8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING SHORING AND
<br />1. PROVIDE L4x4x3/ EDGE ANGLE AT ALL ROOF DECK EDGES UNLESS NOTED OTHERWISE.
<br />PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITH THE LOCAL
<br />5. PROVIDE PERIMETER DRAINAGE AS INDICATED IN SOILS REPORT.
<br />BUILDING DEPARTMENT. ALL WORK OR CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE BUILDING CODES UIL G C U
<br />SLAB ON GRADE:
<br />2. PROVIDE AN L3x3xYa H FRAME BELOW ALL ROOF DRAINS UNLESS NOTED OTHERWISE.
<br />REGULATIONS AND SAFETY REQUIREMENTS.
<br />1. TYPICAL CONCRETE SLAB ON GRADE SHALL BE 4" THICK WITH #4 @ 18" O.C.
<br />3. REFER TO MEP/HVAC DRAWINGS FOR LOCATIONS OF ROOF OR FLOOR MOUNTED
<br />9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS, CONDITIONS AND ELEVATIONS
<br />MECHANICAL EQUIPMENT. CONTRACTOR SHALL COORDINATE MEP/HVAC UNIT LOCATIONS
<br />WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF CONSTRUCTION. THE CONTRACTOR SHALL INFORM THE
<br />2 CONCRETE SLABS ON GRADE SHALL BE SUPPORTED ON SELECT FILL MATERIAL AS NOTED ABOVE. FILL MATERIAL
<br />AND VERIFY CONFORMANCE WITH STRUCTURAL FRAMING PLANS.
<br />SHOULD BE MOISTENED, BUT NOT SATURATED JUST PRIOR TO PLACING CONCRETE. CARE SHALL BE TAKEN IN
<br />ARCHITECT IN WRITING OF ANY DISCREPANCIES OR OMISSIONS NOTED ON THE DRAWINGS. ANY SUCH DISCREPANCY,
<br />PLACING SLABS ON GRADE SO AS NOT TO DISTURB FILL MATERIAL OR REINFORCING. THE FILL MATERIAL SHALL BE
<br />OMISSION OR VARIATION NOT REPORTED BEFORE THE START OF CONSTRUCTION SHALL BE THE RESPONSIBILITY OF
<br />COMPACTED TO NO LESS THAN 95% COMPACTION @ MOISTURE CONTENT RANGE OF 3% BELOW TO 3% ABOVE
<br />4. PROVIDE ALL EMBED PLATES, LEDGERS, LINTELS AND BRACKETS AS REQUIRED FOR A
<br />THE CONTRACTOR.
<br />OPTIMUM MOISTURE CONTENT BEFORE PLACEMENT OF SLABS.
<br />COMPLETE SYSTEM AS OUTLINED IN THE CONTRACT DOCUMENTS.
<br />10. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH STANDARDS SHALL BE THE
<br />SHALLOW SPREAD FOOTINGS;
<br />5. REFER TO STRUCTURAL STEEL NOTES FOR REQUIRED ASTM DESIGNATIONS FOR
<br />LATEST EDITION AND/OR ADDENDA.
<br />1. MIN FOOTING DEPTH IS 12 INCHES BELOW GRADE.
<br />VARIOUS STEEL SHAPES AND PLATES AS WELL AS FINISHES, CONNECTION INFORMATION
<br />AND QUALITY CONTROL.
<br />11.OPTIONS ARE FOR CONTRACTORS CONVENIENCE. IF AN OPTION IS USED, THE CONTRACTOR SHALL BE
<br />2. ASSUMED ALLOWABLE FOOTING BEARING IS 1500 PSF
<br />RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHALL COORDINATE ALL DETAILS.
<br />6. MECHANICAL CONTRACTOR SHALL DESIGN AND SUPPLY ALL FRAMING AS REQUIRED TO
<br />3. ALL FOOTINGS SHALL EXTEND TO DEPTH NOTED ABOVE U.N.O.ON PLANS OR DETAIL. GRADE IS DEFINED AS TOP
<br />OF SLAB FOR INTERIOR FOOTINGS, AND LOWEST ADJACENT COMPACTED SUBGRADE (PAD GRADE BEFORE
<br />SUPPORT OR SUSPENDED EQUIPMENT, DUCTS AND PIPING BETWEEN FRAMING OUTLINED IN
<br />12. TYPICAL DETAILS AND NOTES SHALL APPLY, THOUGH NOT NECESSARILY AT A SPECIFIC LOCATION ON PLANS.
<br />LANDSCAPING) OR NATURAL GRADE WITHIN 5 FEET OF BUILDING FOR PERIMETER FOOTINGS. GRADE IS DEFINED AS
<br />THE CONTRACT DOCUMENTS. REFER TO MEP / HVAC DRAWINGS FOR LOCATIONS AND
<br />WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT, DETAILS
<br />TOP OF EXTERIOR PAVING OR CONCRETE WHERE EXTERIOR PAVING OR CONCRETE IS PERMANENTLY LOCATED
<br />WEIGHTS OF ITEMS TO BE SUPPORTED OR SUSPENDED.
<br />MAY ONLY SHOW ONE SIDE OF CONNECTION OR MAY OMIT INFORMATION FOR CLARITY. WHERE DISCREPANCIES
<br />DIRECTLY ADJACENT TO BUILDING AND EXTENDS AT LEAST 5 FEET FROM BUILDING. FOOTING EXCAVATIONS SHALL
<br />OCCUR IN THESE DRAWINGS, NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL
<br />BE CLEAN AND FREE FROM LOOSE DEBRIS, STANDING WATER, OR UNCOMPACTED MATERIAL AT TIME OF CONCRETE
<br />7. PROVIDE AN 1_50Y4/16 "H" FRAME BELOW ALL ROOF MOUNTED MECHANICAL EQUIPMENT
<br />STRUCTURAL NOTES AND TYPICAL DETAILS.
<br />PLACEMENT.
<br />UNLESS NOTED OTHERWISE.
<br />13. ALL OPENINGS ARE NOT SHOWN ON THESE DRAWINGS. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR
<br />4. EXCAVATION FOR FOOTINGS SHALL BE CUT TO ACCURATE SIZE AND DIMENSIONS AS SHOWN ON PLANS. ALL SOIL
<br />BELOW SLABS AND FOOTINGS SHALL BE PROPERLY COMPACTED AND SUBGRADE BROUGHT TO A REASONABLE TRUE
<br />BASIS FOR DESIGN:
<br />ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND
<br />AND LEVEL PLANE BEFORE PLACING CONCRETE.
<br />SUBCONTRACTORS PRIOR TO CONSTRUCTION, OPENINGS MAY REQUIRE ADDITIONAL REINFORCING OR SUPPORTS AS
<br />BUILDING CODE: FLORIDA BUILDING CODE 2010
<br />SHOWN ON TYPICAL DETAILS. IF TYPICAL DETAILS FOR ALL CONDITIONS ARE NOT INCLUDED HEREIN, IT SHALL BE THE
<br />5. SITE PREPARATION AND GRADING REQUIREMENTS OF THE GEOTECHNICAL REPORT AND ANY ADDENDA SHALL BE
<br />RESPONSIBILITY OF THE CONTRACTOR TO REQUEST IN WRITING ADDITIONAL INFORMATION.
<br />COMPLETED PRIOR TO CONSTRUCTION OF FOUNDATIONS. ANY TESTS, INSPECTIONS, FIELD OBSERVATIONS, OR
<br />1. DEAD LOADS
<br />APPROVAL FROM THE GEOTECHNICAL ENGINEER SHALL BE PERFORMED PRIOR TO PLACEMENT OF FOUNDATION
<br />A. ROOF (EXISTING)..................................27 PSF (ASSUMED FOR BALLASTED ROOF)
<br />14. ALL INSPECTIONS REQUIRED BY THE BUILDING CODES, LOCAL BUILDING OFFICIALS, OR BY THESE PLANS SHALL BE
<br />REINFORCING STEEL OR CONCRETE. ALTERATIONS TO SITE PREPARATION OR GRADING SHALL BE REPORTED TO
<br />PROVIDED BY AN INDEPENDENT INSPECTION COMPANY OR, THE BUILDING DEPARTMENT. INSPECTION REQUIREMENTS
<br />THE ENGINEER PRIOR TO FOUNDATION CONSTRUCTION.
<br />2. LIVE LOADS
<br />STATED HEREIN ARE PARTIAL. COMPLETE INSPECTION REQUIREMENTS SHALL BE AS DIRECTED BY THE LOCAL
<br />MASONRY (CONCRETE BLOCK):
<br />A. ROOF (EXISTING)..................................20 PSF
<br />BUILDING DEPARTMENT. SITE VISITS BY THE ENGINEER DO NOT CONSTITUTE AN INSPECTION, UNLESS SPECIFICALLY
<br />CONTRACTED FOR.
<br />1. COMPRESSIVE STRENGTH OF CONCRETE MASONRY CONSTRUCTION, (CMU) SHALL BE AS FOLLOWS (PSI). MASONRY
<br />3. SNOW LOAD
<br />STRENGTH NOT SPECIFICALLY NOTED ON PLAN SHALL BE (F'm)1500 PSI.
<br />A. GROUND SNOW, Pg = 0 PSF
<br />15. SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS. SHOP DRAWINGS ARE REVIEWED ONLY FOR
<br />MASONRY STRENGTH (F'm DESIGN) = 1500 PSI
<br />B. FLAT ROOF SNOW LOAD, Pf = 0 PSF
<br />GENERAL COMPLIANCE WITH THE STRUCTURAL DRAWINGS. REVIEW DOES NOT INDICATE THAT THE SHOP DRAWINGS
<br />BLOCK STRENGTH = 1900 PSI
<br />C. EXPOSURE FACTOR, Ce =1.0
<br />ARE CORRECT OR COMPLETE. RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THE CONTRACTOR. ANY
<br />TYPE M MORTAR STRENGTH = 2500 PSI
<br />D. IMPORTANCE FACTOR, Is =1.0
<br />CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM CONTRACT DRAWINGS SHALL BE CLOUDED. ANY OF THE
<br />TYPE S MORTAR STRENGTH = 1800 PSI
<br />E. THERMAL FACTOR, Ct = 1.0
<br />AFOREMENTIONED SHALL NOT BE CONSIDERED APPROVED AFTER ENGINEER'S REVIEW UNLESS SPECIFICALLY NOTED
<br />GROUT STRENGTH = 3000 PSI
<br />F. RAIN ON SNOW = 0 PSF
<br />ACCORDINGLY. THE SHOP DRAWINGS DO NOT SUPERSEDE OR REPLACE THE ORIGINAL CONTRACT DRAWINGS. ANY
<br />ENGINEERING PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW SHALL BEAR THE SEAL OF AN APPROPRIATELY
<br />2. CONCRETE BLOCK SHALL BE HOLLOW LOAD BEARING CONCRETE MASONRY UNITS CONFORMING TO ASTM C90, GRADE N II.
<br />4. WIND LOAD
<br />REGISTERED ENGINEER. THE ENGINEER SHALL NOT BE RESPONSIBLE FOR THE ADEQUACY OF ENGINEERING DESIGNS
<br />ALL BLOCKS SHALL BE PLACED IN RUNNING BOND CONSTRUCTION (UNLESS OTHERWISE NOTED) WITH ALL VERTICAL CELLS IN
<br />A. ULTIMATE WIND SPEED (3-SECOND GUST) .......... 140 MPH
<br />ALIGNMENT.
<br />PERFORMED BY OTHERS. ALLOW 5 WORKING DAYS FOR THE ENGINEER'S REVIEW. ONE COPY OF EACH SUBMITTAL
<br />B. RISK CATEGORY = "2"
<br />WILL BE RETAINED FOR THE ENGINEER'S RECORDS.
<br />3. MORTAR MIX SHALL CONFORM TO REQUIREMENTS OF IBC SECTION 2103.8, TYPE M OR S, TYPE M MORTAR SHALL BE USED
<br />C. EXPOSURE = "B"
<br />WHERE MASONRY IS IN CONTACT WITH SOIL.
<br />D. INTERNAL PRESSURE COEFFICIENT = t0.18 (ENCLOSED BUILDINGS)
<br />E. COMPONENT AND CLADDING
<br />REINFORCING STEEL (FOR CONCRETE AND MASONRY):
<br />4. GROUT: USE SUFFICIENT WATER FOR GROUT TO FLOW INTO ALL JOINTS OF THE MASONRY WITHOUT SEGREGATION. ALL
<br />a. ROOF
<br />1. REINFORCED CONCRETE DESIGNED IN ACCORDANCE WITH THE "BUILDING CODE REQUIREMENTS FOR REINFORCED
<br />CELLS IN CONCRETE BLOCKS CONTAINING REINFORCING SHALL BE FILLED SOLID WITH GROUT. ALL MASONRY BELOW
<br />1. CORNER =11.4, -38.2 PSF
<br />CONCRETE" (ACI 318-05) BY THE AMERICAN CONCRETE INSTITUTE.
<br />FINISHED FLOOR OR GRADE SHALL BE GROUTED.
<br />2. EDGE =11.4, -38.2 PSF
<br />2. REINFORCING BAR DETAILING, FABRICATING, AND PLACING SHALL CONFORM TO THE "ACI STANDARD: DETAILS AND
<br />5. MINIMUM WALL VERTICAL REINFORCING, UNLESS NOTED OTHERWISE ON PLANS OR DETAILS, SHALL BE #5 BAR VERTICAL
<br />3. INTERIOR =11.4, -32.3 PSF
<br />DETAILING OF CONCRETE REINFORCEMENT" (ACI 315) AND THE "MANUAL OF ENGINEERING AND PLACING DRAWINGS
<br />FULL HEIGHT IN CENTER OF GROUTED CELL AT ALL WALL INTERSECTIONS, CORNERS, WALL ENDS, JAMBS AT WALL OPENINGS,
<br />b. WALL
<br />FOR REINFORCED CONCRETE STRUCTURES" (ACI 315R) BY THE AMERICAN CONCRETE INSTITUTE. THE MOST
<br />EACH SIDE OF CONTROL JOINTS, AND AT INTERVALS NOT TO EXCEED 48 INCHES ON CENTER. TIE AT 8'-0" VERTICALLY, WITH
<br />1. EDGE = 30.0, -36.7 PSF
<br />CURRENT EDITIONS OF CONCRETE REINFORCING STEEL INSTITUTE'S "REINFORCING BAR DETAILING" AND "PLACING
<br />SINGLE WIRE LOOP TIE OR EQUIVALENT. DOWEL ALL VERTICAL REINFORCING TO FOUNDATION WITH DOWELS TO MATCH AND
<br />2. INTERIOR = 30.0, -33.0 PSF
<br />REINFORCING BARS" MAY ALSO BE USED.
<br />LAP VERTICAL REINFORCING.
<br />5. SEISMIC LOAD (NOT CONSIDERED: MODIFICATIONS DO NOT EFFECT LOAD ON EXISTING MEMBERS)
<br />3. REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615. REINFORCING SHALL BE GRADE 60
<br />6. MINIMUM WALL HORIZONTAL REINFORCING UNLESS NOTED OTHERWISE ON PLANS OR DETAILS SHALL BE A SINGLE # 5 BAR
<br />A. Ss = 0.068
<br />(FY=60 KSI) DEFORMED BARS FOR ALL BARS UNLESS NOTED OTHERWISE ON PLANS OR DETAILS. ALL REINFORCING
<br />IN CENTER OF 8 INCH DEEP CONTINUOUS GROUTED BOND BEAM AT TOP OF PARAPET OR FREE STANDING WALL AND AT V-0"
<br />B. S1 = 0.034
<br />TO BE WELDED SHALL BE ASTM A706. GRADE 60 LOW ALLOY WELDABLE STEEL.
<br />INTERVALS THROUGH CONTROL JOINTS. PROVIDE BENT BARS PER TYPICAL DETAILS TO MATCH AND LAP HORIZONTAL BOND
<br />A.) THE ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED FY BY MORE THAN 18000 PSI; AND
<br />BEAM REINFORCING AT CORNERS AND WALL INTERSECTIONS TO MAINTAIN BOND BEAM CONTINUITY. USE BOND BEAM UNITS
<br />C. SITE CLASS = D
<br />B.) THE RATIO OF THE ACTUAL TENSILE STRENGTH TO THE ACTUAL YIELD STRENGTH IS NOT LESS THAN 1.25.
<br />AT HORIZONTAL REINFORCING.
<br />D. SDs = 0.072
<br />E. SD1 = 0.055
<br />4. WELDED WIRE FABRIC SHALL CONFORM TO THE REQUIREMENTS OF ASTM A185. LAPS IN WELDED WIRE FABRIC
<br />7. MINIMUM LINTEL, WHERE NOT NOTED ON PLANS, SHALL HAVE A MINIMUM OF (2) #5 CONTINUOUS HORIZONTAL BARS IN
<br />F. SEISMIC DESIGN CATEGORY = A
<br />SHALL BE MADE SUCH THAT THE OVERLAP, MEASURED BETWEEN OUTERMOST CROSS WIRE OF EACH FABRIC SHEET,
<br />BOTTOM OF BOND BEAM OR LINTEL BLOCK AND SHALL BE GROUTED SOLID TO A MINIMUM DEPTH OF 24 INCHES. ALL LINTEL
<br />IS NOT LESS THAN THE SPACING OF CROSS WIRES PLUS 2 INCHES.
<br />REINFORCING AND GROUT SHALL EXTEND 2 FEET MINIMUM PAST JAMBS UNLESS NOTED OTHERWISE ON PLANS OR DETAILS.
<br />5. ALL DIMENSIONS SHOWING THE LOCATION OF REINFORCING STEEL NOT NOTED AS "CLEAR" OR "CLR" ARE TO
<br />8. LAP REINFORCING 60 BAR DIAMETERS FOR GRADE 60. STAGGER LAP SPLICES A MINIMUM OF ONE LAP LENGTH.
<br />CENTER OF STEEL, MINIMUM COVER FOR NON -PRESTRESSED CONCRETE REINFORCING SHALL BE AS FOLLOWS,
<br />UNLESS NOTED OTHERWISE ON PLANS OR DETAILS:
<br />9. MASONRY VENEER SHALL BE ATTACHED TO SUPPORTING WALL FRAMING WITH Y6" DIA. WALL TIES OR DOVETAIL -TYPE
<br />METAL TIES OF EQUIVALENT STIFFNESS EMBEDDED INTO HORIZONTAL MORTAR JOINTS. MAX. VERTICAL SPACING OF TIES
<br />EXPOSURE CONDITION: MINIMUM COVER: TOLERANCES (+/-):
<br />SHALL BE 16". MAX. HORIZONTAL SPACING SHALL BE 24". TIES IN ALTERNATE COURSES SHALL BE STAGGERED. PROVIDE 9
<br />GA. WIRE REINFORCING IN HORIZONTAL MORTAR JOINTS AT 16" O.C. ENGAGE 9 GA. WIRE WITH WALL ANCHOR TIES.
<br />CAST AGAINST AND
<br />CONSTRUCTION JOINTS IN MASONRY VENEER WALLS SHALL BE LOCATED PER THE ARCHITECTURAL DRAWINGS.
<br />PERMANENTLY EXPOSED
<br />TO EARTH: 3" %"
<br />10. HORIZONTAL JOINTS SHALL BE REINFORCED WITH 9-GAUGE TRUSS -TYPE JOINT REINFORCEMENT EQUAL TO "DUROWALL"
<br />@ 16" O.C.
<br />EXPOSED TO EARTH
<br />OR WEATHER:
<br />COLD FORMED STEEL FRAMING:
<br />#5 AND SMALLER: 1X22" %"
<br />1. ALL COLD -FORMED STEEL FRAMING SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH MANUFACTURER'S
<br />#6 AND LARGER: 2" %"
<br />RECOMMENDATIONS AND IN ACCORDANCE WITH THE LATEST EDITION OF "SPECIFICATIONS FOR THE DESIGN OF COLD -FORMED
<br />STEEL STRUCTURAL MEMBERS" BY THE AMERICAN IRON AND STEEL INSTITUTE.
<br />NOT EXPOSED TO WEATHER OR IN
<br />CONTACT WITH THE GROUND:
<br />2. STRUCTURAL DRAWINGS TYPICALLY SHOW ONLY THE PRIMARY STRUCTURAL FRAMING ELEMENTS OF THE SYSTEM.
<br />ROOF SLAB: 1" Y"
<br />CONTRACTOR SHALL PROVIDE ALL ACCESSORIES INCLUDING TRACKS, WEB STIFFENERS, BLOCKING, LINTELS, CLIP ANGLES,
<br />STRUCTURAL SLABS & WALLS: X" Y"
<br />REINFORCEMENTS, FASTENING DEVICES, BRACING, AND OTHER ACCESSORIES AS RECOMMENDED BY THE MANUFACTURER TO
<br />BEAMS AND COLUMNS (PRIMARY
<br />PROVIDE A COMPLETE FRAMING SYSTEM.
<br />REINFORCEMENT, TIES, STIRRUPS
<br />AND SPIRALS): 1Y" % "
<br />3. STEEL FOR 12,14 AND 16 GA. STUDS AND JOISTS SHALL HAVE MINIMUM YIELD STRENGTH OF 50 KSI. STEEL FOR ALL 18,20 AND 25
<br />SLABS ON GRADE: 1y" X"
<br />GA. STUDS AND JOISTS, ALL GAGES OF TRACK, ALL DIAGONAL TENSION STRAPS OR BRACES, AND BRIDGING SHALL HAVE MINIMUM
<br />YIELD STRENGTH OF 33 KSI. STEEL SHALL BE GALVANIZED OR THOROUGHLY COATED WITH RUST INHIBITIVE PAINT AT ALL
<br />6. LAP SPLICES OF REINFORCING STEEL IN ALL CONCRETE SHALL BE ACCORDING TO ACI 318 (CLASS B SPLICE),
<br />LOCATIONS.
<br />UNLESS NOTED OTHERWISE. STAGGER SPLICES A MINIMUM OF ONE LAP IN LENGTH. NO TACK WELDING OF
<br />REINFORCING BARS ALLOWED. LATEST ACI CODE AND DETAIL MANUAL APPLY. PROVIDE BENT CORNER BARS TO
<br />4. FASTENING OF COMPONENTS SHALL BE WITH SELF -TAPPING SCREWS OR WELDS. ALL WELDS OF GALVANIZED STEEL SHALL BE
<br />MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS. VERTICAL
<br />TOUCHED UP WITH ZINC -RICH PAINT. ALL WELDS OF CARBON SHEET STEEL SHALL BE TOUCHED UP WITH PAINT.
<br />WALL BARS SHALL BE SPLICED AT OR NEAR FLOOR LINES. SPLICE BARS TOP BARS AT CENTER LINE OF SPAN AND
<br />BOTTOM BARS AT THE SUPPORT IN SPANDRELS, BEAMS, GRADE BEAMS, ETC. UNLESS NOTED OTHERWISE.
<br />5. ALL STUDS SHALL BE SECURELY SEATED FOR FULL END BEARING ON TOP AND BOTTOM TRACK. UNLESS NOTED OTHERWISE,
<br />PROVIDE DOUBLE STUDS AT ALL JAMBS, CORNERS, INTERSECTIONS, AND BEAM BEARING.
<br />7. ALL CONSTRUCTION JOINTS SHOWN ON THE DRAWINGS SHALL BE INCORPORATED IN THE STRUCTURE UNLESS
<br />THEIR ELIMINATION IS APPROVED BY THE ENGINEER. ADDITIONAL CONSTRUCTION JOINTS REQUIRED TO FACILITATE
<br />6. WALL STUD BRIDGING, AS RECOMMENDED BY THE STUD MANUFACTURER, SHALL BE INSTALLED TO PREVENT BOTH WEAK AXIS
<br />CONSTRUCTION SHALL BE LOCATED AND DETAILED ON SHOP DRAWINGS. WHEN CONSTRUCTION JOINTS OTHER THAN
<br />BENDING AND STUD ROTATION AT 4'-0" MAXIMUM INTERVALS. WALLS 8'-0" AND SHORTER SHALL HAVE A SINGLE ROW OF BRIDGING
<br />THOSE SHOWN ON THE DRAWINGS ARE REQUIRED, THE REINFORCEMENT SHALL PASS CONTINUOUSLY THROUGH THE
<br />AT MID -HEIGHT. IN ADDITION, BRIDGING SHALL BE PROVIDED AT ROOF LINES AND ELSEWHERE AS NOTED ON THE DRAWINGS.
<br />JOINT AND A KEY SHALL BE PROVIDED FOR ADEQUATE SHEAR TRANSFER.
<br />SOLID BLOCKING SHALL BE INSTALLED IN LIEU OF BRIDGING WHERE NOTED ON THE DRAWINGS.
<br />8. ALL REINFORCING SHALL BE BENT COLD. BARS SHALL NOT BE STRAIGHTENED AND RE -BENT. FIELD BENDING OF
<br />7. SCREWS SHALL BE SELF -TAPPING PAN HEAD, HEX HEAD, OR WAFER HEAD SHEET METAL SCREWS. A SCREW OF A LARGER
<br />REBAR SHALL NOT BE ALLOWED UNLESS SPECIFICALLY NOTED OTHERWISE.
<br />DIAMETER SHALL REPLACE SCREWS, WHICH ARE REMOVED, WHERE THE REPLACEMENT IS MADE INTO AN EXISTING HOLD.
<br />REPLACE ALL SCREWS, WHICH STRIP OUT MATERIAL. SCREWS SHALL BE SPACED NO CLOSER THAN % INCH ON CENTER AND WITH
<br />9. REINFORCING BAR SPACING SHOWN ON PLANS ARE AT MAXIMUM ON CENTERS, ALL BARS SHALL BE DETAILED AND
<br />A MINIMUM FREE EDGE DISTANCE OFY2 INCH. CLIP ANGLES OR FLAT CLIPS USED FOR ATTACHMENTS SHALL BE 20 GA. MINIMUM,
<br />PLACED PER CONCRETE REINFORCING STEEL INSTITUTE (CRSI) SPECIFICATIONS AND HANDBOOK. DOWEL ALL
<br />UNLESS NOTED OTHERWISE. SIZE CLIP ANGLES AND FLAT CLIPS TO MAINTAIN MINIMUM SCREW SPACING AND EDGE DISTANCES
<br />VERTICAL REINFORCING TO FOUNDATION. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE.
<br />NOTED ABOVE. ALL SCREWS #8 AND LARGER SHALL HAVE A MINIMUM HEAD SIZE OF %6 INCH.
<br />10. MECHANICAL SPLICE COUPLERS, FLANGE COUPLERS, THREADED COUPLERS, ETC. SHALL HAVE CURRENT ICBO
<br />8. ALL WELDING SHALL BE PERFORMED BY WELDERS EXPERIENCED IN LIGHT GAGE, STRUCTURAL STEEL FRAMING WORK.
<br />APPROVAL AND SHALL BE CAPABLE OF DEVELOPING 125% OF THE STRENGTH OF THE BAR.
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<br />ISSUE BLOCK
<br />CHECKED BY: ARM, BSVV
<br />DRAWN BY: MRH
<br />FILE NAME: SO-0-ZEPHYRHILLS-FL-GN
<br />DOCUMENT DATE: 08-09-13
<br />GENERAL
<br />NOTES
<br />SHEET:
<br />SO.0
<br />
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