HomeMy WebLinkAboutA010.9 Solar Canopy Preliminary Engineering DrawingCODE:
2018 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC)
DESIGN LOADS:
1. ROOF:
LIVE LOAD(REDUCIBLE) 12 PSF
DEAD LOAD (SOLAR STRUCTURE) 8 PSF
DEAD LOAD (STEEL DECK STRUCTURE) 6 PSF
2. WIND LOAD:
RISK CATEGORY I
BASIC WIND SPEED, V : 100 MPH
EXPOSURE CATEGORY: C
IMPORTANCE FACTOR, Iw: 1.0
MEAN ROOF HEIGHT: 15 FT
G: 0.85
Kd: 0.85
Kzt: 1.0
Kz: 0.85
ENCLOSURE CLASSIFICATION: OPEN BUILDING
3. SNOW LOAD:
RISK CATEGORY I
GROUND SNOW LOAD, Pg: 5 PSF
IMPORTANCE FACTOR, Is: 1.0
THERMAL FACTOR, Ct: 1.2
EXPOSURE: C
EXPOSURE FACTOR: 0.9
FLAT ROOF SNOW LOAD, Pf: 3.8 PSF
MINIMUM SNOW LOAD, Pm: 5 PSF
SLOPED ROOF FACTOR, Cs: 1.0
DESIGN ROOF SNOW LOAD, Ps: 5 PSF
4.SEISMIC LOADS:
RISK CATEGORY I
IMPORTANCE FACTOR, Ie : 1.0
SEISMIC SITE CLASS: D -DEFAULT
Ss: 0.106
S1: 0.055
SDS: 0.113
SD1: 0.088
SEISMIC DESIGN CATEGORY: B
BASIC SEISMIC FORCE RESISTING SYSTEM:
STEEL ORDINARY CANTILEVER COLUMN SYSTEMS
R: 1.25
Ω: 1.25
Cd: 1.25
Cs: 0.090
BASE SHEAR, V: 0.090W
GENERAL:
1. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS
REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE
METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR
CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND
PROCEDURES.
2. THE CONTRACTOR IS RESPONSIBLE FOR SAFETY PRECAUTIONS AND
PROGRAMS IN CONNECTION WITH THE WORK THAT CONFORMS TO
THE REGULATIONS OF THE OCCUPATIONAL SAFETY AND HEALTH
ADMINISTRATION (OSHA) SAFETY AND HEALTH STANDARDS FOR THE
CONSTRUCTION INDUSTRY.
3. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR
MATERIALS, SUCH STANDARDS SHALL BE THE LATEST EDITION AND/OR
ADDENDUM.
4. OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. HE SHALL BE
RESPONSIBLE FOR ALL CHANGES NECESSARY IF HE CHOOSES AN
OPTION AND HE SHALL COORDINATE ALL DETAILS.
5. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER
GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO
SPECIFIC DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO
SIMILAR WORK ON THE PROJECT.
6. TYPICAL DETAILS ARE NOT CUT ON DRAWINGS, BUT APPLY UNLESS
NOTED OTHERWISE.
7. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL
DIMENSIONS WITH ACTUAL SITE CONDITIONS AND GENERAL
CONTRACTOR PRIOR TO START OF CONSTRUCTION. ALL DIMENSIONS
SHOWN ON STRUCTURAL DRAWINGS ARE TO ASSIST CONTRACTOR IN
VERIFICATION. DO NOT SCALE DIMENSIONS FROM DRAWINGS.
8. ITEMS SHOWN BY OTHER DISCIPLINES WITH REFERENCE TO
STRUCTURAL DRAWINGS BUT NOT SHOWN ON THESE STRUCTURAL
DRAWINGS SHALL BE CONSIDERED DESIGN BUILD ITEMS.
CONTRACTOR SHALL SUBMIT DESIGN BY OTHERS FOR REVIEW
FOUNDATIONS:
1. GEOTECHNICAL CONSULTANT: N/A
2. DESIGN SOIL BEARING VALUES WERE ASSUMED IN ACCORDANCE
WITH SOIL CLASS 5 AS DEFINED IN IBC/CBC TABLE 1806.2
"PRESUMPTIVE LOAD-BEARING VALUES". DESIGN BEARING VALUE OF
1,500 PSF AND LATERAL BEARING VALUE OF 100 PSF/FT WAS USED IN
DESIGN. IF ACTUAL SOIL CONDITIONS DIFFER NOTIFY THE
STRUCTURAL ENGINEER PRIOR TO PROCEEDING WITH WORK.
3. SPREAD FOOTINGS SHALL BEAR ON COMPACTED NATIVE SOILS.
BOTTOM OF FOOTINGS SHALL BEAR AT A DEPTH NOT LESS THAN 2.0
FT BELOW LOWEST ADJACENT GRADE WITHIN 5 FEET OF STRUCTURE
OR FOUNDATION. FOUNDATION EXCAVATIONS SHALL BE INSPECTED
BY GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF CONCRETE.
4. DRILLED POLE FOUNDATIONS SHALL BEAR ON MACHINE CLEANED,
INSPECTED SOIL STRATA. POLE FOUNDATIONS WERE DESIGNED IN
ACCORDANCE WITH THE PRESCRIPTIVE METHOD OF IBC/CBC
SECTION 1807.3.2. FOR TOP OF POLE FOUNDATION ELEVATIONS, SEE
FOUNDATION PLANS AND SECTIONS. IF WATER IS ENCOUNTERED
DURING DRILLING, STOP AND CONSULT STRUCTURAL ENGINEER OR
GEOTECHNICAL ENGINEER FOR RESOLUTION.
SHOP DRAWINGS:
1. SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS
AND ITEMS REQUIRED BY ARCHITECTURAL SPECIFICATIONS. UNITED
STRUCTURAL DESIGN, LLC. ASSUMES NO RESPONSIBILITY FOR THE
FAILURE OF THE CONTRACTOR TO SUBMIT SHOP DRAWINGS FOR
REVIEW.
2. ITEMS NOT IN ACCORDANCE WITH CONTRACT DOCUMENTS SHALL BE
FLAGGED UPON CONTRACTORS REVIEW
3. THE CONSTRUCTION DOCUMENTS MAY NOT BE REPRODUCED FOR USE
AS SHOP DRAWINGS.
4. ELECTRONIC FILES OF CONSTRUCTION DOCUMENTS WILL NOT BE
MADE AVAILABLE FOR USE AS SHOP DRAWINGS.
5. FIELD VERIFY ALL DIMENSIONS AND FINISHED GRADE PRIOR TO
CONSTRUCTION AND PRIOR TO BEGINNING SHOP DRAWINGS.
6. THE ENGINEER OF RECORD HAS THE RIGHT TO APPROVE OR
DISAPPROVE ANY CHANGES TO CONTRACT DOCUMENTS AT ANYTIME
BEFORE OR AFTER SHOP DRAWING REVIEW.
7. ITEMS OMITTED OR SHOWN INCORRECTLY AND ARE NOT FLAGGED BY
THE STRUCTURAL ENGINEER OR ARCHITECT SHALL NOT BE
CONSIDERED CHANGES TO THE CONTRACT DOCUMENTS.
8. SHOP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS.
REVIEWING IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN
OBTAINING CORRECT SHOP DRAWINGS. IT IS THE CONTRACTOR’S
RESPONSIBILITY TO ENSURE ALL ITEMS ARE CONSTRUCTED
ACCORDING TO THE CONTRACT DOCUMENTS.
CONCRETE:
1. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI
301, "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE" AND
ACI 318, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL
CONCRETE".
2. ADDITION OF WATER TO THE BATCH FOR MATERIAL WITH INSUFFICIENT
SLUMP WILL NOT BE PERMITTED, UNLESS THE SUPPLIER HAS
SPECIFICALLY WITHHELD WATER FROM THE BATCH AT THE PLANT. IN
SUCH CASE THE MIX DESIGN AND TRUCK TICKET MUST CLEARLY
STATE THE MAXIMUM AMOUNT OF WATER THAT CAN BE ADDED TO THE
BATCH ON SITE. IN NO CASE SHALL THE DESIGN WATER TO
CEMENTITIOUS MATERIAL RATIO BE EXCEEDED.
3. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT
SLABS ON GRADE NEED BE VIBRATED ONLY AROUND SLAB EDGES,
REINFORCING, AND COLUMNS. MECHANICALLY VIBRATE ONLY THE TOP
5 FEET OF DRILLED PIER CONCRETE. REVIBRATE TOP OF DRILLED PIER
15 MINUTES AFTER PLACING CONCRETE.
4. TEST DATA FOR CONCRETE SUBMITTALS SHALL BE SUBMITTED FOR
REVIEW PRIOR TO PLACEMENT OF CONCRETE. REFERENCE ACI 318
CHAPTER 5, TABLE R5.3 FOR SPECIFIC REQUIREMENTS.
5. DRILLED PIER CONCRETE SHALL BE CHANNELED TO FREE FALL DOWN
THE SHAFT WITHOUT STRIKING THE REINFORCING OR THE SIDES OF
THE SHAFT. MAXIMUM HEIGHT OF FREE-FALL IS 15'-0".
6. CONCRETE PROPERTIES:
CONCRETE USE MINIMUM 28 DAY
COMPRESSIVE
STRENGTH
UNLESS NOTED OTHERWISE
ALL CONCRETE SHALL BE 4,500 PSI
PHOTOVOLTAIC PANELS:
1. THE PANEL MANUFACTURER IS RESPONSIBLE FOR THE DESIGN OF THE
PANELS AND THE DESIGN OF THE PANEL CONNECTIONS TO THE
STRUCTURE INCLUDING ALL COMPONENTS REQUIRED TO MAKE THE
CONNECTIONS. PHOTOVOLTAIC PANELS, COMPONENTS AND
CONNECTIONS SHALL BE DESIGNED TO SUPPORT PANEL WEIGHT PLUS
SNOW, WIND, OR SEISMIC LOADING, WHICHEVER COMBINATION
PRODUCES THE MOST SEVERE CONDITION IN ACCORDANCE WITH THE
INTERNATIONAL BUILDING CODE.
2. OWNER TO PROVIDE PANEL CAPABLE OF SUPPORTING IN MANOR IN
WHICH IS INTENDED BY THESE DRAWINGS (I.E. SUPPORTED BY SHORT
END, DUAL SUPPORTS, ETC). SUBMIT PANEL SPEC SHEETS FOR
REVIEW PRIOR TO PURCHASING ANY PANELS.
3. CONTRACTOR TO VERIFY PV PANELS WITH OWNER PRIOR TO
FABRICATION.
4. THIS IS A DEFERRED SUBMITTAL ITEM.
STRUCTURAL STEEL:
1. LATEST AISC AND AWS CODES APPLY. THE WORD APPROVED
INSPECTION 4.4 OF THE AISC CODE OF STANDARD PRACTICE FOR
STEEL BUILDINGS AND BRIDGES IS REDEFINED AS REVIEWED.
2. STEEL SHALL BE FINISHED AT LOCATIONS EXPOSED TO WEATHER
WITH A CORROSION RESISTANT COATING APPLICABLE TO WEATHER
AND EXPOSURE CONDITIONS OF PROJECT LOCATION.
3. WHEN STRUCTURAL STEEL IS FURNISHED TO A SPECIFIED MINIMUM
YIELD POINT GREATER THAN 36 KSI, THE ASTM OR OTHER
SPECIFICATION DESIGNATION SHALL BE INCLUDED NEAR THE
ERECTION MARK ON EACH SHIPPING ASSEMBLY OR IMPORTANT
CONSTRUCTION COMPONENT OVER ANY SHOP COAT OF PAINT PRIOR
TO SHIPMENT FROM THE FABRICATORS PLANT.
4. IF IT IS NECESSARY TO SPLICE ANY MEMBER, SPLICE LOCATIONS ARE
SUBJECT TO REVIEW BY STRUCTURAL ENGINEER. SPLICES SHALL BE
FULL PENETRATION WELDED AND TESTED PER THIS SECTION.
INDICATE ALL SPLICE LOCATIONS, AND WELDING PROCEDURES ON
SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION.
5. ALL BEAMS SHALL BE ERECTED WITH THE NATURAL CAMBER
UPWARDS.
6. ALL BOLTS SHALL BE INSTALLED WITH STEEL WASHERS.
7. ALL WELDING BY WELDERS HOLDING VALID CERTIFICATES AND
HAVING CURRENT EXPERIENCE IN TYPE OF WELD SHOWN ON THE
DRAWINGS OR NOTES, CERTIFICATES SHALL BE THOSE ISSUED BY AN
INDEPENDENT TESTING AGENCY.
8. ALL WELDING DONE BY E70 SERIES LOW HYDROGEN RODS. USE E90
SERIES FOR ASTM A706 REINFORCING BARS.
9. ALL WELDING PER AMERICAN WELDING SOCIETY STANDARDS. ALL
WELDS ON DRAWINGS ARE SHOWN AS SHOP WELDS. CONTRACTOR
MAY SHOP WELD OR FIELD WELD AT THEIR DISCRETION. SHOP WELDS
OR FIELD WELDS SHALL BE SHOWN ON SHOP DRAWINGS.
10. SLAG SHALL BE REMOVED FROM ALL COMPLETED WELDS, AND THE
WELD AND ADJACENT BASE METAL SHALL BE CLEANED BY BRUSHING
OR OTHER SUITABLE MEANS. WELDED JOINTS SHALL NOT BE PAINTED
UNTIL AFTER WELDING HAS BEEN COMPLETED AND THE WELD
ACCEPTED.
11. ALL STRUCTURAL STEEL SHALL BE FABRICATED BY A FABRICATOR
WITH ANY ONE OF THE FOLLOWING MINIMUM QUALIFICATIONS.
QUALIFICATIONS SHALL BE IN EFFECT AT TIME OF BID.
12. AISC CERTIFIED FABRICATOR (STD).
13. STEEL PROPERTIES
• WIDE FLANGE COLUMNS, BEAMS AND TEES: ASTM A992 (Fy = 50
KSI)
• STEEL PLATES: ASTM A572 (Fy = 50 KSI)
• CHANNELS AND ANGLES: ASTM A36 (Fy = 36 KSI)
• HSS RECTANGULAR STEEL: ASTM A500 Gr. B (Fy = 46 KSI)
• BOLTS: ASTM A325 OR ASTM A F1852 TWIST-OFF TYPE
• ANCHOR RODS: ASTM F1554 Gr. 55 (Fy = 55 KSI)
14. STEEL BOLTS SHALL BE PRETENSIONED UNLESS OTHERWISE NOTED
AS A SNUG-TIGHT CONNECTION ON THE DRAWINGS OR DETAILS. ONE
OF THE FOLLOWING METHODS SHALL BE USED TO ASSURE ADEQUATE
PRETENSIONING IS ACHIEVED:
• TURN-OF-NUT METHOD
• DIRECT TENSION INDICATOR WASHERS
• CALIBRATED WRENCH
• TWIST-OFF TYPE BOLT
STEEL REINFORCING:
1. ALL BARS PER CRSI SPECIFICATIONS AND HANDBOOK. LATEST ACI
CODE AND DETAILING MANUAL APPLY. SECURELY TIE ALL BARS IN
LOCATION BEFORE PLACING CONCRETE. REINFORCING BAR SPACING
GIVEN ARE MAXIMUM ON CENTERS.
2. ALL REINFORCING TO BE WELDED SHALL BE WELDED IN ACCORDANCE
WITH AWS D1.4. NO TACK WELDING OF REINFORCING BARS IS
ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE BY STRUCTURAL
ENGINEER.
3. REINFORCING LAP SPLICES IN CONCRETE SHALL BE PER TYPICAL
DETAIL UNLESS NOTED OTHERWISE. ALL SPLICE LOCATIONS ARE
SUBJECT TO APPROVAL. PROVIDE BENT CORNER BARS TO MATCH AND
LAP WITH HORIZONTAL BARS AT CORNERS AND INTERSECTIONS OF
FOOTINGS AND WALLS.
4. TYPICAL REINFORCING BAR STRENGTHS
5. REINFORCING (WELDABLE): ASTM A706, DEFORMED, Fy = 60 KSI
6. TYPICAL CLEAR CONCRETE COVERAGE
• CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO
EARTH: 3"
• FORMED CONCRETE EXPOSED TO EARTH OR WEATHER:
#6 AND LARGER: 2"
#5 AND SMALLER: 1 1/2"
ALL OTHERS PER LATEST EDITION OF ACI 318.
1704.2.5 SPECIAL INSPECTION OF FABRICATORS:
SPECIAL INSPECTION OF FABRICATION OF STRUCTURAL STEEL BEING
PERFORMED ON THE PREMISES OF A FABRICATOR'S SHOP IS REQUIRED.
EXCEPTION: SPECIAL INSPECTIONS OF FABRICATORS WITH ONE OF THE
FOLLOWING QUALIFICATIONS IS NOT REQUIRED:
• INTERNATIONAL ACCREDITATION SERVICE, INC. (IAS)APPR OVED
FABRICATOR.
• AISC CERTIFIED FABRICATOR (STD).
THE SPECIAL INSPECTOR SHALL VERIFY THAT THE FABRICATOR
MAINTAINS DETAILED FABRICATION AND QUALITY CONTROL PROCEDURES
THAT PROVIDE A BASIS FOR INSPECTION CONTROL OF THE
WORKMANSHIP AND THE FABRICATOR’S ABILITY TO CONFORM TO
APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS.
THE SPECIAL INSPECTOR SHALL REVIEW THE PROCEDURES FOR
COMPLETENESS AND ADEQUACY RELATIVE TO THE CODE REQUIREMENTS
FOR THE FABRICATOR’S SCOPE OF WORK.
SPECIAL STRUCTURAL INSPECTIONS:
PER IBC/CBC SECTION 1704 AND 1705 SPECIAL INSPECTIONS ARE IN
ADDITION TO THE REQUIRED INSPECTION CONDUCTED BY THE BUILDING
JURISDICTION PER IBC/CBC SECTION 110.
THE TYPES OF WORK LISTED BELOW SHALL BE INSPECTED BY A SPECIAL
INSPECTOR.
1. ALL SPECIAL INSPECTORS SHALL BE UNDER THE SUPERVISION OF A
REGISTERED CIVIL OR STRUCTURAL ENGINEER.
2. THE QUALIFICATIONS OF ALL SPECIAL INSPECTORS SHALL BE
REVIEWED AND APPROVED BY THE STRUCTURAL ENGINEER OF
RECORD.
3. THE MINIMUM QUALIFICATIONS FOR THE SPECIAL INSPECTORS ARE AS
FOLLOWS:
• CONCRETE INSPECTION -IcC CERTIFICATION IN REINFORCED
CONCRETE OR E.I.T. CERTIFICATION.
• STRUCTURAL WELDING INSPECTION
• VISUAL TESTING -IcC CERTIFICATION IN STRUCTURAL STEEL AND
WELDING OR A.W.S. CERTIFIED WELD INSPECTOR (C.W.I.).
• NON-DESTRUCTIVE TESTING -A.W.S. C.W.I.
• HIGH STRENGTH BOLTING INSPECTION -IcC CERTIFICATION IN
STRUCTURAL STEEL AND WELDING.
• SPECIAL CASES -EXPERIENCE ACCEPTABLE TO THE STRUCTURAL
ENGINEER OF RECORD.
4.DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR:
• THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK REQUIRING
SPECIAL INSPECTION FOR CONFORMANCE WITH THE APPROVED
DESIGN DRAWINGS AND SPECIFICATIONS.
• THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO BE
KEPT AT THE SITE FOR USE BY THE BUILDING OFFICIAL, THE
CONTRACTOR, THE STRUCTURAL ENGINEER OF RECORD, AND THE
ARCHITECT OF RECORD. IF SPECIAL INSPECTION IS PROVIDED BY
ANYONE OTHER THAN THE STRUCTURAL ENGINEER OF RECORD,
INSPECTION REPORTS SHALL BE SUBMITTED TO THE OFFICE OF THE
STRUCTURAL ENGINEER ON A WEEKLY BASIS. ALL DISCREPANCIES
SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE
CONTRACTOR FOR CORRECTION, THEN IF UNCORRECTED, TO THE
DESIGN AUTHORITY AND THE BUILDING OFFICIAL.
• UPON COMPLETION OF THE ASSIGNED WORK, THE SPECIAL
INSPECTOR SHALL COMPLETE AND SIGN A FINAL REPORT CERTIFYING
THAT TO THE BEST OF HIS KNOWLEDGE, THE WORK IS IN
CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS,
AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE.
5.DUTIES AND RESPONSIBILITIES OF THE CONTRACTOR:
• NOTIFY THE RESPONSIBLE INSPECTOR THAT WORK IS READY FOR
INSPECTION AT LEAST ONE WORKING DAY (24 HOURS MINIMUM)
BEFORE SUCH INSPECTION IS REQUIRED.
• ALL WORK REQUIRING SPECIAL STRUCTURAL INSPECTION SHALL
REMAIN ACCESSIBLE AND EXPOSED UNTIL IT IS OBSERVED BY THE
SPECIAL STRUCTURAL INSPECTOR.
6.SPECIAL INSPECTION
• INSPECTION OF FABRICATORS
• INSPECTION OF CONCRETE CONSTRUCTION
• INSPECTION OF STRUCTURAL STEEL
• INSPECTION OF SOILS
SEE TABLES ON GSN FOR ADDITIONAL INFORMATION.
TABLE 1705.6: REQUIRED VERIFICATION AND INSPECTION OF SOILS
1705.6 SPECIAL INSPECTION OF SOILS
SPECIAL INSPECTION FOR EXISTING SITE SOIL CONDITIONS, FILL
PLACEMENT AND LOAD-BEARING REQUIREMENTS SHALL BE AS REQUIRED
BY TABLE 1705.6.
VERIFICATION AND INSPECTION TASK
CONTINUOUSPERIODIC1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE
ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY.X
2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH
AND HAVE REACHED PROPER MATERIAL.X
3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED
FILL MATERIALS.
X
4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT
THICKNESSES DURING PLACEMENT AND COMPACTION OF
COMPACTED FILL.
X
5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE
SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED
PROPERLY.
X
TABLE 1705.3: REQUIRED VERIFICATION AND INSPECTION OF
CONCRETE CONSTRUCTION
2018 1705.3 SPECIAL INSPECTION OF CONCRETE CONSTRUCTION
SPECIAL INSPECTION AND VERIFICATIONS FOR CONCRETE
CONSTRUCTION SHALL BE AS REQUIRED BY TABLE 1705.3.
EXCEPTIONS: SPECIAL INSPECTIONS SHALL NOT BE REQUIRED FOR:
1. ISOLATED SPREAD CONCRETE FOOTINGS OF BUILDING THREE
STORIES OR LESS ABOVE GRADE PLANE THAT ARE FULLY SUPPORTED
ON EARTH OR ROCK.
2. CONTINUOUS CONCRETE FOOTINGS SUPPORTING WALLS OF
BUILDINGS THREE STORIES OR LESS ABOVE GRADE PLANE THAT ARE
FULLY SUPPORTED ON EARTH OR ROCK WHERE:
3. THE FOOTINGS SUPPORT WALLS OF LIGHT-FRAME CONSTRUCTION;
4. THE STRUCTURAL DESIGN OF THE FOOTING IS BASED ON A SPECIFIED
COMPRESSIVE STRENGTH, f'c, NO GREATER THAN 2,500 PSI
REGARDLESS OF THE COMPRESSIVE STRENGTH SPECIFIED.
5. CONCRETE SLABS ON GRADE. STEEL REINFORCING STILL REQUIRES
SPECIAL INSPECTION.
VERIFICATION AND
INSPECTION
CONTINUOUSPERIODICREFERENCE
STANDARD
IBC/CBC
REFERENCE
1. INSPECT REINFORCEMENT,
INCLUDING PRESTRESSING
TENDONS, AND VERIFY
PLACEMENT.
2. REINFORCING BAR WELDING.
a. VERIFY WELDABILITY OF
REINFORCING BARS.
b. INSPECT SINGLE PASS
FILLET WELDS, MAXIMUM
5/16".
c. INSPECT ALL OTHER WELDS.
5. VERIFYING USE OF
REQUIRED DESIGN MIX.
7. INSPECT CONCRETE AND
SHOTCRETE PLACEMENT
FOR PROPER APPLICATION
TECHNIQUES.
8. VERIFY MAINTENANCE OF
SPECIFIED CURING
TEMPERATURE AND
TECHNIQUES.
12. INSPECT FORMWORK FOR
SHAPE, LOCATION AND
DIMENSIONS OF THE
CONCRETE MEMBER BEING
FORMED.
X
X
X
X
X
ACI 318: Ch.
20, 25.2, 25.3,
26.6.1-26.6.3
AWS D1.4
ACI 318: 26.6.4
ACI 318: Ch 19,
26.4.3, 26.4.4
ACI 318: 26.5
ACI 318:
26.5.3-26.5.5
ACI 318:26.11.2
(b)
1908.4
1904.1, 1904.2,
1908.2, 1908.3
1908.6, 1908.7,
1908.8
1908.9
X X
X
NUMERICAL QUANTITIES WHEN
ENCLOSED IN PARENTHESES
ARCHITECT/ENGINEER
ANCHOR BOLT
AGGREGATE BASE COURSE
ARCHITECT
AMERICAN SOCIETY FOR
TESTING AND MATERIALS
CALIFORNIA BUILDING CODE
CAST-IN-PLACE
CONTRACT DOCUMENTS
CONSTRUCTION JOINT
CONTROL JOINT
CENTERLINE
CLEAR
CONCRETE MASONRY UNIT
DEPTH
DIAMETER
DIMENSION
DEAD LOAD
EACH
ELEVATION
EQUAL
EXTERIOR
EACH WAY
FUTURE
FINISH FLOOR ELEVATION
FLOOR
FEET
FOOTING
GAUGE
GALVANIZED
GENERAL CONTRACTOR
GENERAL STRUCTURAL NOTES
HORIZONTAL
HOLLOW STRUCTURAL
SECTION MOMENT OF INERTIA
INTERNATIONAL BUILDING CODE
INSIDE DIAMETER
ONE THOUSAND POUNDS
KIP PER LINEAR FOOT
STEEL ANGLE
POUND
LIVE LOAD
LONG LEG BACK TO BACK
LONG LEG HORIZONTAL
LONG LEG VERTICAL
LONG SIDE HORIZONTAL
LONG SIDE VERTICAL
MASONRY CONTROL JOINTS
MECHANICAL
MANUFACTURER
NOT APPLICABLE
NOT TO SCALE
ON CENTER
PERPENDICULAR
PLATE
POUNDS PER LINEAR FOOT
POUNDS PER SQUARE FOOT
POUNDS PER SQUARE INCH
QUALITY ASSURANCE
QUALITY CONTROL
REINFORCING
REQUIRED
REQUEST FOR INFORMATION
SQUARE FOOT
SIMILAR
SPECIFICATION
STANDARD
TOP AND BOTTOM
TYPICAL
UNLESS NOTED OTHERWISE
VERTICAL
WATER TO CEMENT RATIO
WITHOUT
WINDLOAD
ABBRV TERM
TERMS AND
ABBREVIATIONS
(#)
A\E
AB
ABC
ARCH
ASTM
CBC
CIP
CD
CJ
CL
CLR
CMU
D
DIA
DIM
DL
EA
EL
EQ
EXT
EW
(F)
FF
FLR
FT
FTG
GA
GALV
GC
GSN
HORIZ
HSS
I
IBC
ID
KIP, K
KLF
L
LB
LL
LLBB
LLH
LLV
LSH
LSV
MCJ
MECH
MFR
NA
NTS
OC
PERP
PL
PLF
PSF
PSI
QA
QC
REINF
REQD
RFI
SF
SIM
SPEC
STD
T&B
TYP
UNO
VERT
W/C
W/O
WL
COLD-FORMED STEEL FRAMING:
1. ALL COLD-FORMED STEEL FRAMING SHALL BE FABRICATED AND
ERECTED IN ACCORDANCE WITH THE LATEST EDITION OF
SPECIFICATIONS FOR THE DESIGN OF COLD-FORMED STEEL
STRUCTURAL MEMBERS BY THE AMERICAN IRON AND STEEL
INSTITUTE AND THE STEEL STUD MANUFACTURERS ASSOCIATION AND
ICC ESR-3064P).
2. STEEL FOR ALL MEMBERS AND FOR ALL STRAPS SHALL HAVE A
MINIMUM YIELD STRENGTH OF 55,000 PSI.
3. STEEL SHALL BE GALVANIZED AT LOCATIONS EXPOSED TO WEATHER
AND WHENEVER NOTED ON THE DRAWINGS.
4. ALL MEMBERS SHALL BE SECURELY SEATED FOR FULL BEARING
UNLESS NOTED OTHERWISE.
5. ALL WELDING SHALL BE PERFORMED BY WELDERS EXPERIENCED IN
LIGHT GAGE STEEL FRAMING WORK.
6. ALL SCREWS REFERENCED IN THE DRAWINGS FOR LIGHT GAUGE
CONNECTIONS SHALL BE DRIL-FLEX BY HILTI OR APPROVED
EQUIVALENT (ICC ESR-3332).
7. STEEL STUD SIZES ARE AS INDICATED IN PLANS AND KEYNOTES.
THICKNESS REFERENCED IN THE DRAWINGS ARE AS FOLLOWS:
• 16 GAUGE MATERIAL -0.059 INCHES
• 14 GAUGE MATERIAL -0.075 INCHES
• 12 GAUGE MATERIAL -0.105 INCHES
• 10 GAUGE MATERIAL -0.134 INCHES
NOTE: THE UNCOATED MINIMUM STEEL THICKNESS OF THE COLD-FORMED
STEEL PRODUCTS AS DELIVERED TO THE JOB SITE SHALL NOT AT ANY
LOCATION BE LESS THAN 95 PERCENT OF THE DESIGN THICKNESS
INDICATED ABOVE.
SHEET NAME
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
DATE:2058 S. Dobson Rd. Suite 10Mesa, AZ 85202(480) 454-6408www.unitedstr.comS0.1
GENERAL
STRUCTURAL NOTES
23375
KS
JE
08/28/2023USD #:23375Sheet List
Sheet
Number Sheet Name
S0.1 GENERAL STRUCTURAL NOTES
S1.1 OVERALL LAYOUT
S2.6 6 PANEL STRUCTURE PLANS
S4.1 SOLAR CANOPY DETAILS
No. Description Date