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GENERAL NOTES
A. NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS TAKE PRECEDENCE OVER THESE STANDARD
STRUCTURAL NOTES, TYPICAL DETAILS SHALL BE USED WHENEVER APPLICABLE.
B. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE
STARTING WORK; AND THE ENGINEER SHALL BE IMMEDIATELY NOTIFIED, IN WRITING, OF ANY
DISCREPANCIES,
C. IN NO CASE SHALL DIMENSIONS BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THE
STRUCTURAL DRAWINGS.
D. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF UTILITY SERVICES IN THE AREA TO BE
EXCAVATED BEFORE BEGINNING EXCAVATION.
E. NO PIPES, DUCTS, SLEEVES, CHASES, ETC., SHALL BE PLACED IN SLABS OR WALLS, NOR SHALL ANY
STRUCTURAL MEMBER BE CUT FOR PIPES, DUCTS, ETC.
F. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL TEMPORARY SHORING AND BRACING OF
EXISTING STRUCTURAL ELEMENTS DURING CONSTRUCTION. ALL SHORING SHALL BE ADEQUATE TO
SUPPORT ALL STRUCTURAL LOADS DURING THE REMOVAL OF THE EXISTING STRUCTURE.
TEMPORARY SHORING MUST REMAIN IN PLACE UNTIL ALL NEW STRUCTURAL ELEMENTS ARE
SECURED INTO PLACE PER CONSTRUCTION DOCUMENTS.
G. REFER TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR REQUIREMENTS,
DIMENSIONS AND EXACT LOCATIONS OF FLOOR DRAINS, TRENCHES, DRAIN TILE, PUMPS AND
EQUIPMENT INCLUDING ANCHORING SYSTEMS AND HOUSEKEEPING PADS. GENERAL CONTRACTOR
TO COORDINATE ALL OF THESE ITEMS WITH ALL DISCIPLINES INVOLVED.
H. ALL MATERIAL AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE FOLLOWING
CODES AND MANUALS (LATEST ADOPTED EDITION):
1. STATE BUILDING CODE, WHEN APPLICABLE.
2. INTERNATIONAL BUILDING CODE (IBC).
3. AMERICAN CONCRETE INSTITUTE (ACI).
4. CONCRETE REINFORCING STEEL INSTITUTE (CRSI) MANUAL OF STANDARD PRACTICE (FOR
PLACING AND DETAILING OF ALL REINFORCING).
5, AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC).
6. AMERICAN WELDING SOCIETY (AWS) STANDARDS FOR WELDING AS MODIFIED BY AISC
SPECIFICATION.
7. MASONRY STANDARDS JOINT COMMITTEE (MSJC)
8. AMERICAN FOREST & PAPER ASSOCIATION NATIONAL DESIGN SPECIFICATION (AF & PA NDS)
DESIGN LOADS CRITERIA
A. CODES USED:
1. 2015 INTERNATIONAL BUILDING CODE
2. 2010 AMERICAN SOCIETY OF CIVIL ENGINEERS STANDARD 7 (ASCE 7-10)
B. RISK CATEGORY: II
C. WIND LOAD CRITERIA.
1. ULTIMATE WIND SPEED. V = 115 MPH (3 SECOND GUST)
2. NOMINAL WIND SPEED, V = 90 MPH (3 SECOND GUST)
3. WIND LOAD EXPOSURE: C
4. INTERNAL PRESSURE COEFFICIENT: +/- 0.18 (ENCLOSED BUILDING)
5, WIND TOPOGRAPHIC FACTOR: KZT = 1.0
6. C & C WIND WALL PRESSURE: REFER TO COMPONENT AND CLADDING WIND PRESSURE TABLE
7. WIND NET UPLIFT: 15 PSF (NOMINAL)
D. SNOW LOAD CRITERIA:
1. GROUND SNOW LOAD, PG = 30 PSF
2. FLAT -ROOF SNOW LOAD (BALANCED), PF = 23.1 PSF
3 SNOW LOAD IMPORTANCE FACTOR, Is = 1.1
4. SLOPE FACTOR, Cs = 1.0
5. THERMAL FACTOR, CT=1.0
6. SNOW EXPOSURE FACTOR, CE = 1.0
7, UNBALANCED SNOW LOAD: ON PLAN IF APPLICABLE
E. EARTHQUAKE LOAD CRITERIA
1. SEISMIC IMPORTANCE FACTOR: IE = 1.0
2 MAPPED SPECTRAL RESPONSE ACCELERATIONS:
Ss=5.4%g
S, = 3.6% g
3. SOIL SITE CLASS: D
4, SPECTRAL RESPONSE COEFFICIENT:
SOS = 0,058
Sci = 0.058
5. SEISMIC DESIGN CATEGORY = A
6. SEISMIC FORCE RESISTING SYSTEM: ORDINARY MASONRY SHEAR WALLS
7. SEISMIC RESPONSE COEFFICIENT, Cs = 0.038
8. RESPONSE MODIFICATION FACTOR, R = 1.5
9. OVER -STRENGTH FACTOR, Q = 2.5
10, DESIGN BASE SHEAR, V = 35.0 KIP
11. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL -FORCE ANALYSIS
F. LIVE LOADS
1. ROOF: 20 PSF
2. FLOOR: 50 PSF
3. STAIR ASSEMBLIES: 100 PSF
4. RAILING: 200 LBS AT ANY POINT OR 50 PLF, WHICHEVER PRODUCES MAXIMUM LOAD EFFECT
5. PARTITIONS: 15 PSF
6. LOBBIES AND FIRST FLOOR CORRIDORS: 100 PSF
7. BALCONIES: 75 PSF
8. RESIDENTIAL AREAS EXCEPT BALCONIES: 40 PSF
9 ASSEMBLY AREAS: 100 PSF
G. DEAD LOADS
1. ROOF: 15 PSF
2. FRAMING:ACTUAL
3. MISCELLANEOUS CEILING: 6 PSF
4 MECHANICAL: SEE PLAN
SHOP DRAWINGS
A. SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR APPROVAL, SIGNED AND SEALED BY A
PROFESSIONAL ENGINEER RESPONSIBLE FOR ITS PREPARATION, WHO IS REGISTERED IN THE STATE
WHICH THE PROJECT IS LOCATED.
B. PRIOR TO SUBMITTAL, THE CONTRACTOR SHALL REVIEW THE SHOP DRAWINGS AND MAKE ANY
CORRECTIONS REQUIRED. THE CONTRACTOR SHALL STAMP AND SIGN THE SHOP DRAWINGS PRIOR
TO SUBMITTAL TO THE ENGINEER.
C. THE ENGINEER'S REVIEW OF SHOP DRAWINGS IS FOR GENERAL CONFORMANCE OF THE DESIGN
CONCEPT, CONTRACTOR SHALL SUBMIT A SCHEDULE OF SHOP DRAWING SUBMITTALS THAT IS
ACCEPTABLE TO BOTH CONTRACTOR AND ENGINEER. AFTER THE CONTRACTOR HAS REVIEWED THE
SHOP DRAWINGS, PROMPT REVIEW BY THE ENGINEER WILL BE MADE OF ALL SUBMITTALS.
D. FOR LARGE SUBMITTALS, REASONABLE REVIEW TIME SHALL BE ALLOWED AND MAY EXCEED TWO
WEEKS. THE CONTRACTOR SHALL SUBMIT NECESSARY REQUEST FOR INFORMATION (RFI's) DURING
THE DETAILING PROCESS TO AVOID SUBMITTALS THAT ARE INCOMPLETE OR NEED SIGNIFICANT
VERIFICATIONS. THE CONCURRENT SUBMITTAL OF MULTIPLE SHOP DRAWINGS ("DUMPING") WILL
FURTHER EXTEND THE REVIEW PROCESS AND TIME FRAME NECESSARY TO PROPERLY REVIEW EACH
SUBMITTAL.
E. UNLESS INDICATED OTHERWISE, THE GENERAL CONTRACTOR SHALL SUBMIT SHOP DRAWINGS OF THE
FOLLOWING ITEMS FOR STRUCTURAL REVIEW. REFER TO SPECIFIC SECTION OF STRUCTURAL NOTES
FOR ANY ADDITIONAL CRITERIA:
1 CONCRETE MIX DESIGNS
2 PRESTRESSED CONCRETE
3. STRUCTURALSTEEL
4, OPEN -WEB BAR JOISTS
5. STEEL ROOF DECK
6. PRE-ENGINEERED METAL BUILDING DESIGN
7. PRE -FABRICATED WOOD TRUSSES
8. PRE-ENGINEERED POST -FRAME BUILDING
9. ADDITIONAL STRUCTURAL SHOP DRAWINGS REQUESTED IN THE SPECIFICATIONS
F. A COPY OF ALL SHOP DRAWINGS SHALL BE MAINTAINED ON SITE AT ALL TIMES.
G. SHOP DRAWINGS SHALL INCLUDE COMPLETE DETAIL SCHEDULES, PROCEDURES, AND DIAGRAMS FOR
FABRICATION AND ASSEMBLY OF STRUCTURAL MEMBERS AND SUBMIT PRIOR TO FABRICATION.
H. ERECTION PLANS ARE THE RESPONSIBILITY OF THE FABRICATOR.
COLD -FORMED STEEL - LIGHT FRAME CONSTRUCTION
A. QUALITY ASSURANCE AND SHOP DRAWINGS:
1. DESIGN COLD FORMED STEEL FRAMING ACCORDING TO AISI'S "STANDARD FOR COLD -FORMED
STEEL FRAMING - GENERAL PROVISIONS."
2. FOR COLD -FORMED METAL FRAMING INDICATED TO COMPLY WITH DESIGN LOADS, INCLUDE
STRUCTURAL ANALYSIS DATA SIGNED AND SEALED BY THE QUALIFIED PROFESSIONAL ENGINEER
RESPONSIBLE FOR THEIR PREPARATION.
3. SHOP DRAWINGS:
A. SHOW LAYOUT, SPACINGS, SIZES, THICKNESSES, AND TYPES OF COLD -FORMED METAL
FRAMING, FABRICATION, AND FASTENING AND ANCHORAGE DETAILS, INCLUDING MECHANICAL
FASTENERS.
B, SHOW REINFORCING CHANNELS, OPENING FRAMING, SUPPLEMENTAL FRAMING, STRAPPING,
BRACING, BRIDGING, SPLICES, ACCESSORIES, CONNECTION DETAILS AND ATTACHMENT TO
ADJOINING WORK.
B. MATERIALS:
1. ALL MEMBERS SHALL BE COLD -FORMED FROM STRUCTURAL QUALITY SHEET STEEL MEETING THE
REQUIREMENTS OF ASTM A-446 GRADE A. MINIMUM YIELD OF 33,000 PSI FOR 18 GAGE AND LIGHTER
AND MEETING THE REQUIREMENTS OF ASTM A-446 GRADE D, MINIMUM YIELD OF 50,000 PSI FOR 16
GAGE AND HEAVIER,
2. ALL MEMBERS SHALL BE MARKED SO THAT SUPPLIED MATERIALS CAN BE FIELD VERIFIED,
3. ALL MEMBERS SHALL HAVE A GALVANIZED FINISH COMPLYING WITH ASTM A-535, G60 COATING,
C. CONNECTIONS:
1. WELDS: WELDING SHALL BE IN CONFORMANCE WITH AWS D 1.3 UTILIZING E60XX OR E70XX
ELECTRODES, THE PROJECT ENGINEER MAY REQUEST NON-DESTRUCTIVE TEST TO VERIFY
PROPER WELDS.
2. SCREWS: SELF -DRILLING AND SELF -TAPPING, CADMIUM PLATED FOR ALL EXTERIOR USES, OF THE
SIZE REQUIRED FOR LOADINGS,
3. POWER DRIVEN SHOTS: SIZE AND SPACING AS REQUIRED TO PROPERLY ANCHOR THE FRAMING
MEMBERS, USE CHARGE AS APPROPRIATE FOR ACTUAL USE.
4 CRIMPING AND POP -RIVETING USE ONLY WITH THE APPROVAL OF THE ENGINEER.
5. WIRE TYING: NOT PERMITTED,
D. LIGHT GAUGE STEEL FRAMING MEMBER DESIGNATION SYSTEM.
60OS162-54 (EQUIVALENT TO 6" x 16 GAUGE STUD OR JOIST WITH 1 5/8" FLANGES)
MINIMUM BASE METAL THICKNESS IN MILS. EXAMPLE - 054 = 54 MILS)
18 = 25 GAUGE 43 = 18 GAUGE
27 = 22 GAUGE 54 = 16 GAUGE
30 = 20 GAUGE (DRYWALL) 68 = 14 GAUGE
33 = 20 GAUGE (STRUCTURAL) 97 = 12 GAUGE
FLANGE WIDTH 0/100 INCHES): EXAMPLE - 162 = 1,625"
STYLE: S = STUD OR JOIST SECTION (WITH FLANGE STIFFENERS) _
T = TRACK SECTION = u
U = CHANNEL SECTION (STUDS WITHOUT FLANGE STIFFENERS) = E
F = FURRING CHANNEL =
Z = ZEE SECTION = H
MEMBER DEPTH (1/100 INCHES): EXAMPLE - 600 = 6"
SPECIAL INSPECTIONS
A SPECIAL INSPECTIONS SHALL BE PROVIDED IN ACCORDANCE WITH IBC SECTION 1704 AND 1705 THE
SPECIAL INSPECTOR SHALL BE EMPLOYED BY THE OWNER, SHALL BE THOROUGHLY KNOWLEDGEABLE
OF IBC SPECIAL INSPECTION REQUIREMENTS AND SHALL DEMONSTRATE COMPETENCE TO THE
SATISFACTION OF THE BUILDING OFFICIAL. THE CONTRACTOR SHALL CONTACT THE SPECIAL
INSPECTOR DURING APPROPRIATE PHASES OF CONSTRUCTION SO THAT INSPECTIONS CAN BE MADE
IN A TIMELY MANNER. THE SPECIAL INSPECTOR SHALL SUBMIT WRITTEN INSPECTION REPORTS TO
THE ENGINEER OF RECORD'S OFFICE, WITHIN 3 WORKING DAYS OF EACH INSPECTION. ANY
PROBLEMS SHOULD BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR. THE
FOLLOWING ITEMS WILL REQUIRE SPECIAL INSPECTION:
1. STEEL
a. SPECIAL INSPECTIONS ARE NOT REQUIRED FOR WORK DONE IN AN APPROVED FABRICATING
SHOP. THE STEEL FABRICATOR MUST BE REGISTERED AND APPROVED BY THE BUILDING
OFFICIAL TO PERFORM THE WORK WITHOUT SPECIAL INSPECTIONS. (IBC 1704.2.5.2).
b. HIGH STRENGTH BOLTING: CONTINUOUS INSPECTIONS ARE REQUIRED FOR SLIP -CRITICAL
CONNECTIONS PERIODIC INSPECTIONS ARE REQUIRED FOR BEARING-TYP. CONNECTIONS.
c. FIELD WE_DING CONTINUOUS INSPECTIONS ARE REQUIRED FOR COMPLETE AND PARTIAL
PENETRATION GROOVE WELDS, MULTI -PASS FILLET WELDS AND SINGLE -PASS FILLET WELDS
GREATER THAN 5/16". PERIODIC INSPECTIONS ARE REQUIRED FOR FLOOR AND ROOF DECK
WELDS AND SINGLE -PASS FILLET WELDS SMALLER THAN OR EQUAL TO 5/16". CORRECT WELD
FILLER MATERIAL SHALL BE VERIFIED IN ALL CASES.
d. STEEL ERECTION', PERIODIC INSPECTIONS SHALL BE MADE TO VERIFY COMPLIANCE WITH THE
DESIGN DRAWINGS.
e. MATERIALS: THE STEEL MANUFACTURERS CERTIFIED MILL TEST REPORTS SHALL BE
SJBMI T TED TO THE SPECIAL INSPECTOR OR TO THE ENGINEER OF RECORD,
2. CONCRETE
a REINFORCEMENT: REINFORCING STEEL SHALL BE INSPECTED ON A PERIODIC BASIS, WELDING
OF REINFORCEMENT SHALL BE CONTINUOUSLY INSPECTED. ONLY ASTM A706
REINFORCEMENT MAY BE WELDED.
D, SAMPLING AND TESTING: CONTINUOUS INSPECTIONS SHALL BE PROVIDED DURING SLUMP
TESTS AND :*JHEN DETERMINING THE TEMPERATURE OF FRESH CONCRETE AT THE TIME OF
MAKING SPECIMENS FOR STRENGTH TESTS.
CONCRETE=LACEMENT: CONTINUOUS INSPECTION REQUIRED.
COLD AND LOT WEATHER CONCRETING: PERIODIC INSPECTION OF COMPLIANCE IS REQUIRED.
3 I.IASONRY - LEVEL B QUALITY ASSURANCE
BEGINNING OF CONSTRUCTION: PERIODIC INSPECTION SHALL BE MADE OF MORTAR
PROPORT'CNS, CONSTRUCTION OF MORTAR JOINTS AND REINFORCEMENT LOCATION AND
CONNECTERS.
a. ONGOING ONSTRUCTIOW PERIODIC INSPECTION SHALL BE PROVIDED TO VERIFY SIZE AND
LOCATION OF STRUCTURAL ELEMENTS, SIZE AND LOCATION OF ANCHORS, SIZE AND TYPE OF
REINFORCEMENT AND COMPLIANCE WITH HOT OR COLD WEATHER REQUIREMENTS,
c. GROUTING PERIODIC INSPECTION SHALL BE PROVIDED TO VERIFY THAT THE GROUT SPACE IS
PROPERL` POSITIONED AND SITE PREPARED GROUT IS PROPERLY PROPORTIONED.
CONTINUOJS INSPECTION IS REQUIRED OF GROUT PLACEMENT.
d. TEST SPECIMENS: CONTINUOUS INSPECTION SHALL BE MADE DURING PREPARATION OF
GROUT SPECIMENS, MORTAR SPECIMENS AND PRISMS.
SOILS
a, THE SPECI='_ INSPECTOR SHALL DETERMINE COMPLIANCE WITH THE SOIL REPORT FOR SITE
PREPARAT DN FILL PLACEMENT AND DENSITY TESTS.
B. -_STING REQUIRE"ENTS
CONCRETE:
a. SAMPLE FO,= STRENGTH TESTS OF EACH CLASS OF CONCRETE PLACED EACH DAY SHALL BE
TAKEN NOT LESS THAN ONCE A DAY, NOR LESS THAN ONCE FOR EACH 150 CLBIC YARDS OF
CONCRETE NOR LESS THAN ONCE FOR EACH 5,000 SQUARE FEET OF SURFACE AREA FOR
SLABS OR V`,=LLS A MINIMUM OF FIVE STRENGTH TESTS SHOULD BE MADE FOR A GIVEN
PROJECT.
MASONRY -UNIT STRENGTH METHOD:
a. MASONRY'_`JITS SHALL BE SAMPLED AND TESTED ACCORDING TO ASTM C14C
b. GROUT SHA BE SAMPLED AND TESTED ACCORDING TO ASTM C1019.
CONCRETE
A. CONCRETE SHALL BE STANDARD WEIGHT MIX UNLESS NOTED OTHERWISE AND MEET THE FOLLOWING
CRITERIA:
LOCATIONS
fc @ 28 DAYS
AIR ENTRAINMENT
MAX. WATER/CEMENT RATIO
FOOTINGS / FOUNDATIONS
FLOORS ON GRADE
COLUMNS
EXTERIOR SLABS ON GRADE
EXPOSED EXTERIOR WALLS
3000 PSI
3500 PSI
4000 PSI
6% t 1 5%
6% t 1,5%
0.55
0.55
0.55
4500 PSI
4500 PSI
0.45
0.45
B. CEMENT SHALL CONFORM TO ASTM C150, TYPE 1 / II.
C. READY -MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH ASTM C94.
D. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301 (LATEST EDITION)
"SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS", EXCEPT AS MODIFIED BY THESE
NOTES.
E. ADMIXTURES MAY BE USED WITH PRIOR APPROVAL OF THE ENGINEER. ADMIXTURES SHALL COMPLY
WITH ASTM C494 AND BE OF A TYPE THAT INCREASES THE WORKABILITY OF THE CONCRETE, BUT
SHALL NOT BE CONSIDERED TO REDUCE THE SPECIFIED MINIMUM CEMENT CONTENT (CALCIUM
CHLORIDE SHALL NOT BE USED).
F. CONTRACTOR SHALL SUBMIT MIX DESIGNS FOR APPROVAL 10 DAYS PRIOR TO FABRICATION AND
INSTALLATION ALL CONCRETE MIXES SHALL BE DESIGNED AND CERTIFIED BY A MATERIALS TESTING
COMPANY.
G. PROJECTING CORNERS OF SLABS, BEAMS, WALLS, COLUMNS, ETC, SHALL BE FORMED WITH A 3/4"
CHAMFER UNLESS DETAILED OR NOTED OTHERWISE.
H. PLACE VAPOR RETARDER OR VAPOR BARRIER DIRECTLY BELOW FLOOR SLAB,
I. CONCRETE FLOOR SHALL BE CURED IN ACCORDANCE WITH ASTM C309. CONCRETE FLOOR SHALL BE
PROTECTED FROM MOISTURE LOSS FOR A MINIMUM OF 14 DAYS, USING AN APPROVED SHEET
MEMBRANE IN ACCORDANCE WITH C171.
J. FLOOR FLATNESS AND LEVELNESS TOLERANCES'.
1. UNLESS NOTED DTHERWISE, FLOORS SHALL CONFORM TO THE FOLLOWING SURFACE PROFILE
TOLERANCES:
a. FLOOR FLATNESS NUMBER (FF)
SPECIFIED OVERALL VALUE = 20
MINIMUM LOCAL VALUE = 15
b. FLOOR LEVELNESS NUMBER (FL)
SPECI=IED OVERALL VALUE = 20
MINIMUM LOCAL VALUE = 15
2. FLOOR TOLERANCE FF AND FL) MEASUREMENTS SHALL BE TESTED IN ACCORDANCE WITH ASTM E
1155, ACTUAL OVEP.ALL F-NUMBERS SHALL BE CALCULATED USING THE INFERIOR / SUPERIOR AREA
METHOD.
3, CORRECT DEFECTPdE SLABS BY GRINDING OR REMOVING AND REPLACING DEFECTIVE WORK, RE -
MEASURE CORRECTED AREAS BY THE SAME PROCESS.
ANCHOR BOLTS
A. ALL ANCHOR RODS SHA _L BE SUPPLIED AND INSTALLED BY THE CONCRETE CONTRACTOR, UNLESS
NOTED OTHERW SE.
B. ALL ANCHOR ROCS SHAL_ BE ASTM F1554 GRADE 36 HEX -HEAD, UNLESS NOTED OTHERWISE, NUTS
SHALL BE ASTM 4,563 GR, DE A HEAVY HEX, OVER -SIZED PLATE WASHERS SHALL BE ASTM A36.
C. ALL ANCHOR ROTS SHALL BE SET WITH TEMPLATES.
D. POST -INSTALLED ANCHORS SHALL BE ADHESIVE ANCHORING SYSTEM PROVIDED AND INSTALLED BY
FRAMING CONTFACTOR ADHESIVE ANCHORS SHALL BE "HILTI HIT-HY 200 ADHESIVE ANCHOR SYSTEM"
OR APPROVED AL'ERNA-E, ANCHORS SHALL BE "HILTI HAS-E" THREADED ROD CONFORMING TO ISO
898-1 CLASS 5.8 OR BHA _L BE MADE FROM ALL -THREADED ROD CONFORMING TO ASTM A572 GRADE
60, OR APPROVED ALTERNATE, UNLESS NOTED OTHERWISE.
REINFORCING STEEL
A. BAR REINFORCEMENT SHALL BE ASTM A615, GRADE 60.
B MINIMUM DEVELOPMENT LENGTH OF REINFORCING BARS SHALL BE AS FOLLOWS UNLESS NOTED
OTHERWISE,
MINIMUM LENGTH FOR STANDARD UN -COATED BARS IN NORMAL WEIGHT CONCRETE
DEVELOPMENT LENGTH (Ld) FOR STRAIGHT BARS (MIN. OF 12 INCHES)
FOR 90 DEGREE
CONCRETE
I TENSION CLASS A
TENSION CLASS B
COMPRESSION
HOOKED BARS,
STRENGTH
fc IN PSI
;;6 AND
SMALLER
#7 TO #1 l
#6 & SMALLER
#7 TO #ll
#18, #14, & #11
AND SMALLER
HOOK
DEVELOPMENT
LENGTH
3000
3500
4000
4500
5000
44 Db
4' Db
C3 Db
3E Db
34 Db
55 Db
57 Db
71 Db
30 Db
22 Db
20 Db
19 Db
51 Db
53 Db
49 Db
47 Db
44 Db
66 Db_30
62 Db
58 Db
55 Db
Db
30 Db
30 Db
30 Db
47 Db
45 Db
42 Db
18 Db
17 Db
NOTE: Db = DIAMETER )F REINFORCEMENT. Ld = DEVELOPMENT LENGTH
C TYPICAL SPLICES LASS B AS DEFINED IN ACI 318. UNLESS NOTED OTHERWISE
D ADJUSTMENT FACTORS =0R STRAIGHT BARS IN TENSION
1. LIGHTWEIGHT CONCRETE = t3.
2 EPDXY COATED = 1.2
3 EPDXY COATED WITT COVER LESS THAN 3DB OR CLEAR SPACING LESS THAN 6 DB = 1.5.
4. HORIZONTAL `OP" EARS WITH 12" OF CONCRETE CAST BELOW = 1.3
5. EPDXY COATED HOP ZONTAL "TOP" BARS WITH 12" OF CONCRETE CAST BELOW = NOT GREATER
THAN 1.7.
E ADJUSTMENT FACTORS =CR STRAIGHT HOOKS IN TENSION
1 LIGHTWEIGHT CONCRETE = 1.3,
2, EPDXY COATED = 1.2
F. REINFORCING STEEL SHr_L BE PROVIDED WITH THE FOLLOWING AMOUNTS OF COVER FOR CAST -IN -
PLACE CONCRETE UNLESS NOTED OTHERWISE.
MINIMUI,' CLEAR CONCRETE COVER FOR REINFORCING STEEL
CONCRETE ON SC (DIREC-CONTACT)-- 3"
SLAB ON GRADE CENTERED
WALLS. STRUCTI =.AL SLABS EXPOSED TO SOIL OR WEATHER
#6 TO #1E PEBAR 2"
#5AND Sp., TILLER REFER 1 1/2"
WALLS. STRUCTI RAL SLABS ,OT EXPOSED TO EARTH OR WEATHER
#11 AND S','ALLER REEAR 3/4"
COLUMNS AND PIERS (COVE TO STIRRUPS AND TIES) 1 1/2'
G. ALL REINFORCING STEEL ANCHOR BOLTS, DOWELS, AND INSERTS SHALL BE SECURED IN POSITION
WITH WIRE POSITIONERS OR EQUAL, BEFORE PLACING CONCRETE OR GROUT.
H. DOWELS BETWEEN FOO- NGS AND WALLS SHALL BE THE SAME GRADE, SIZE. AND SPACING AS
VERTICAL WALL REINFOPEING.
I CONTRACTOR SHALL SUE1,11T REINFORCING STEEL SHOP DRAWINGS FOR APPROVAL A MINIMUM OF
10 DAYS PRIOR TO FABR CATION AND INSTALLATION.
J. BARS TO BE'NELDED SHA_L BE ASTM A706, GRADE 60, WELDING OF REINFORCING BARS SHALL
CONFORM -0 AWS D1.4.
STRUCTURAL STEEL
A, SPECIFICATIONS:
1. DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH
THE "STEEL CONSTRUCTION MANUAL 14TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL
CONSTRUCTION, UNLESS NOTED OTHERWISE,
2. STEEL MATERIALS SHALL MEET THE REQUIREMENTS OF THE FOLLOWING SPECIFICATIONS,
UNLESS NOTED OTHERWISE:
STRUCTURAL TYPE/SHAPE ASTM DESIGNATION MATFRIAI STRFNf;TI4
ANCHOR BOLTS
F1554 GRADE 36
Fy = 36 KSI
W SHAPE
M S, C, MC AND L-SHAPES, PLATES AND BARS
- --
A992
Fy = 50 KSI
3
A36
Fy = 36 KSI
TRUSS REINFORCING PLATES
- - -
A572 GRADE 50
-
-
FY = 50 KSI
STAIR STEEL PLATE
- -
A283 GRADE C
_
Fy = 30 KSI
STAIR SHEET STEEL
353 GRADE C
Fy = 36 KSI
HP -SHAPE
PIPES
572 GRADE 50
Fy = 50 KSI
53 GRADE B
Fy = 35 KSI
HSS RECTANGULAR
=�0_0 GRADE B
Fy = 46 KSI
HSS ROUND
= 00 GRADE B
Fy42 KSI
FASTENERS
-25N
25X
= 90N
-'90X
==36
Fnv = 48 KSI, Fnt = 90 KSI
Fnv = 60 KSI, Fnt = 90 KSI
Fnv = 60 KSI, Fnt = 113 KSI
Fnv = 75 KSI, Fnt = 113 KSI
CONNECTION NUTS
WASHERS
WELDS
-
E70XX ELECTRODES
=-23
_ 3
=" 8
FU = 70 KSI
COLD ROLLED E60XX ELECTRODES
FU = 60 KSI
STUD ANCHORS
FU = 65 KSI
3. TWO COPIES OF CERTIFIED MILL TEST FE�ORTS ON ALLASTM MATERIALS USED IN THIS WORK
SHALL BE FURNISHED TO THE ENGINEE=
4. ALL STAINLESS STEEL SHALL BE TYPE c=:400/S30403 DUAL CERTIFIED OR 530403 (S304L), UNLESS
NOTED OTHERWISE,
5, ALL ASTM A325 BOLTS EXPOSED TO EX-ERIOR CONDITIONS SHALL BE GALVANIZED IN
ACCORDANCE WITH ASTM A123; ASTM - BOLTS SHALL NOT BE GALVANIZED.
6. CLEAN ALL EXTERIOR FIELD WELDS AN-- b1EMBERS PER SSPC-SPG AND PRIME PAINT WITH GRAY
INORGANIC ZINC TO A 3-5 MIL THICKNESS
B. DESIGN STRESS:
1. MINIMUM BEAM CONNECTIONS SH , _L N =T BE SMALLER THAN THOSE LISTED IN PART 10 OF THE
AISC MANUAL.
2. UNLESS DETAILED OTHERWISE, MA•E CENNECTIONS WITH E70XX ELECTRODES OR BOLTED WITH
3/4"A325 BOLTS IN BEARING -TYPE )NNECTIONS WITH THREADS IN THE SHEAR PLANE (A325N).
C. WELDING:
1. ALL WELDING SHALL CONFORM TC -HE REQUIREMENTS OF AWS D1.1 STRUCTURAL WELDING
CODE.
2. WELDER CERTIFICATION PROCEC__ES SHALL BE AS FOLLOWS:
a. ALL WELDERS SHALL BE CUR FEVTLY CERTIFIED AND REGISTERED BY THE LOCAL OFFICIALS
AND/OR THE AMERICAN WELD ',3 SOCIETY AND, IF REQUIRED, ALL WELDERS SHALL HAVE
THEIR CERTIFICATION AVAILAE_E TO THE ENGINEER.
3. ALL WELD FILLER METAL SHALL EE iWS E70XX WITH A MINIMUM CHARPY V-NOTCH (CVN
TOUGHNESS OF 20FT-LB AT 0 DEG = AS DETERMINED BY THE APPROPRIATE AWS A5
CLASSIFICATION TEST METHOD C= 'dANUFACTURER CERTIFICATION, UNLESS NOTED OTHERWISE.
4. WELDS DESIGNATED AS DEMAND �ITICAL (DC) SHALL BE MADE WITH A FILLER METAL CAPABLE
OF PROVIDING A MINIMUM CVN TC _GHNESS OF 20 FT -LB AT -20 DEG F AND 40 FT -LB AT A
TEMPERATURE OF 70DEG F AS DE -ERMINED BY THE MANUFACTURER'S CERTIFICATION, AISC
341-05 APPENDIX X, OR OTHER AP=?OVED METHOD. WELD FILLER METALS SHALL NOT BE USED
FROM PACKAGING THAT HAS BEE`,'UNCTURED OR TORN, OR IF THE MANUFACTURER'S
RECOMMENDATIONS FOR EXPOS- -E TIME OR DRYING PROCEDURES HAVE NOT BEEN FOLLOWED,
5. ALL BUTT WELDS SHALL BE COMP_:TE JOINT PENETRATION (CJP) WELDS, UNLESS NOTED
OTHERWISE
6. ALL GROOVE WELDS SHALL BE CC',IPLETE JOINT PENETRATION (CJP) WELDS, UNLESS NOTED
OTHERWISE.
7. WELDING PROCEDURE AND SEQLENCES SHALL BE PLANNED TO MINIMIZE WELD SHRINKAGE THAT
COULD RESULT IN LAMELLAR TEARING.
8. FIELD WELDING WILL BE ALLOY: ED ONLY WHERE SHOWN ON THE DRAWINGS.
9. EXISTING AND NEW STEEL SURFACES TO BE WELDED SHALL BE CLEANED OR PAINT, GREASE,
SCALE, OR OTHER FOREIGN MATERIAL REMOVED.
10. ALL FIELD WELDS SHALL BE WIRE BRUSHED AND CLEANED, THEN TOUCHED -UP PAINTED.
D. MISCELLANEOUS METAL
1. WORK INCLUDES LINTELS, STAIRS PANS, HANDRAILS, GUARDRAILS, POSTS, ETC.
2. FABRICATION:
a, FABRICATE STAIRS WITH CLOSED RISERS AND TREADS OF METAL PAN CONSTRUCTION READY
TO RECEIVE CONCRETE, UNLESS NOTED OR DETAILED OTHERWISE IN THE CONSTRUCTION
DOCJMENTS.
b. FORM LANDINGS WITH SHEET STEEL STOCK.
c. FORI4 STRINGERS WITH STEEL PLATE OR CHANNELS.
d. FIT AND SHOP ASSEMBLE HANDRAIL COMPONENTS WHERE POSSIBLE. GRIND EXPOSED JOINTS
FLUSH AND SMOOTH,
e. SHOP PRIME WITH TWO COATS
E. STRUCTURAL STEEL SHOP DRA:iINGS SHALL'NCLUDE CALCULATIONS THAT SUMMARIZE ANY
CONNECTION REVISIONS,
STEEL DECKING AND ACCESSORIES
A. QUALITY ASSURANCE AND SHC- DRAWINGS.
1. DESIGN METAL DECKING IN ACCORDANCE NITH SDI DESIGN MANUAL FOR ROOF DECKS.
2 DESIGN DECK LAYOUT, SPANS, FASTENINGS, AND JOINTS UNDER DIRECT SUPERVISION OF A
PROFESSIONAL ENGINEER
3 SUBMIT SHOP DRAWINGS.
B. MATERIALS:
1. METAL DECK SHALL BE AS 'IDICATED ON T HE CONSTRUCTION DOCUMENT DETAILS.
2. FASTENERS: MILD STEEL'+`, ELD WASHERS HARDENED STEEL SELF -TAPPING SCREWS OR POWDER
ACTUATED FASTENERS.
3. STEEL DECK MATERIAL S- LL CONFORM TO ASTM A653 FOR GALVANIZED DECK AND ASTM A1008
FOR PAINTED DECK.
C. INSTALLATION:
1, ERECT METAL DECKING IN yCCORDANCE WITH STEEL DECK INSTITUTE (SDI) FOR ROOF DECKS.
2 BEAR DECKING ON WOOD SUPPORT SURFACES WITH A 4" MINIMUM BEARING AND ON STEEL
SUPPORTS WITH A MINIML Y OF 1-1/2" BEARING.
3 FASTEN RIBBED DECK TO STEEL SUPPORT MEMBERS AT ENDS AND INTERMEDIATE SUPPORTS
WITH FUSION WELDS THR JGH WASHERS OR MECHANICAL FASTENERS AT 12 INCHES O C. AND AT
EVERY OTHER TRANSVEFSE FLUTE, UNLESS NOTED OTHERWISE.
4. REINFORCE STEEL DECK - PENINGS FROM 6" TO 18" IN SIZE WITH 2"X2"X1/4" STEEL ANGLES.
LARGER OPENINGS SEE C=AWINGS OR CONSULT ENGINEER,
5. UNLESS INDICATED OTHE NISE, PROVIDE 3" x 3" x 3/16" DECK SUPPORT ANGLES AROUND
PERIMETER OF ROOF DECK
THIS DOCUMENT IS THE PROPERTY OF I & S GROUP,
INC. AND MAY NOT BE USED, COPIED OR DUPLICATED
WITHOUT PRIOR WRITTEN CONSENT.
PROJECT
5 SULLIVAN
BROTHERS
CONVENTION
CENTER
PENTHOUSE
CHILLER
WATERLOO
REVISION SCHEDULE
DATE DESCRIPTION
• ��
m
PROJECT NO.
19-23141
FILE NAME
FILE NAME
DRAWN BY
BMN
DESIGNED BY
MCZ
REVIEWED BY
JEH
ORIGINAL ISSUE DATE
01/20/2019
CLIENT PROJECT NO.
STRUCTURAL
NOTES
SHEET
5S1-00