HomeMy WebLinkAboutscan-2GENERAL 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 = 50 PSF
2. FLAT -ROOF SNOW LOAD (BALANCED), PF = 35 PSF
3. SNOW LOAD IMPORTANCE FACTOR, Is = 1.0
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. 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
F. 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. STRUCTURAL STEEL
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.
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 WELDING: 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
SUBMITTED TO THE SPECIAL INSPECTOR OR TO THE ENGINEER OF RECORD.
2. CONCRETE
REINFORCEMENT: REINFORCING STEEL SHALL BE INSPECTED ON A PERIODIC BASIS. WELDING
OF REINFORCEMENT SHALL BE CONTINUOUSLY INSPECTED. ONLY ASTM A706
REINFORCEMENT MAY BE WELDED.
b. SAMPLING AND TESTING: CONTINUOUS INSPECTIONS SHALL BE PROVIDED DURING SLUMP
TESTS AND WHEN DETERMINING THE TEMPERATURE OF FRESH CONCRETE AT THE TIME OF
MAKING SPECIMENS FOR STRENGTH TESTS.
c. CONCRETE PLACEMENT: CONTINUOUS INSPECTION REQUIRED.
c. COLD AND HOT WEATHER CONCRETING: PERIODIC INSPECTION OF COMPLIANCE IS REQUIRED.
3. MASONRY - LEVEL B QUALITY ASSURANCE
a. BEGINNING OF CONSTRUCTION: PERIODIC INSPECTION SHALL BE MADE OF MORTAR
PROPORTIONS, CONSTRUCTION OF MORTAR JOINTS AND REINFORCEMENT LOCATION AND
CONNECTORS.
b. ONGOING CONSTRUCTION: 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
PROPERLY POSITIONED AND SITE PREPARED GROUT IS PROPERLY PROPORTIONED.
CONTINUOUS INSPECTION IS REQUIRED OF GROUT PLACEMENT.
d. TEST SPECIMENS: CONTINUOUS INSPECTION SHALL BE MADE DURING PREPARATION OF
GROUT SPECIMENS, MORTAR SPECIMENS AND PRISMS.
4. SOILS
a. THE SPECIAL INSPECTOR SHALL DETERMINE COMPLIANCE WITH THE SOIL REPORT FOR SITE
PREPARATION, FILL PLACEMENT AND DENSITY TESTS.
TESTING REQUIREMENTS
1. CONCRETE:
a. SAMPLE FOR 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 CUBIC YARDS OF
CONCRETE, NOR LESS THAN ONCE FOR EACH 5,000 SQUARE FEET OF SURFACE AREA FOR
SLABS OR WALLS. A MINIMUM OF FIVE STRENGTH TESTS SHOULD BE MADE FOR A GIVEN
PROJECT.
2. MASONRY -UNIT STRENGTH METHOD:
a. MASONRY UNITS SHALL BE SAMPLED AND TESTED ACCORDING TO ASTM C140.
b. GROUT SHALL BE SAMPLED AND TESTED ACCORDING TO ASTM C1019.
CONCRETE
- CONCRETE SHALL BE STANDARD WEIGHT MIX UNLESS NOTED OTHERWISE AND MEET THE FOLLOWING
CRI-ERIA:
LOCATIONS
f'c @ 28 DAYS
AIR ENTRAINMENT
MAX. WATER/CEMENT RATIO
F__ DTIN'GS / FOUNDATIONS
3000 PSI
0.55
F_DORS ON GRADE
3500 PSI
0.55
C ='_UMNS
4000 PSI
0.55
E 1 _ERIOR SLABS ON GRADE
4500 PSI
6% ± 1.5%
0.45
E, DOSED EXTERIOR WALLS
4500 PSI
B. C=MENT SHALL CONFORM TO ASTM C150, TYPE I / II.
C. READY -MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH ASTM C94.
D. CONCRETE VcORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301 (LATEST EDITION)
SPECIFICATIO'vS FOR STRUCTURAL CONCRETE FOR BUILDINGS", EXCEPT AS MODIFIED BY THESE
DTES.
E. ---MIXTURES MA'S BE USED WITH PRIOR APPROVAL OF THE ENGINEER. ADMIXTURES SHALL COMPLY
TH ASTM C494 AND BE OF A TYPE THAT INCREASES THE WORKABILITY OF THE CONCRETE, BUT
S-ALL NOT BE CONSIDERED TO REDUCE THE SPECIFIED MINIMUM CEMENT CONTENT (CALCIUM
C-_ORIDE SHALL NOT BE USED).
F. C DNTRACTOR SHALL SUBMIT MIX DESIGNS FOR APPROVAL 10 DAYS PRIOR TO FABRICATION AND
STALLATION. ALL CONCRETE MIXES SHALL BE DESIGNED AND CERTIFIED BY A MATERIALS TESTING
-DMPANY.
G. =POJECTING CORNERS OF SLABS, BEAMS, WALLS, COLUMNS, ETC. SHALL BE FORMED WITH A 3/41,
-HAMFER UNLESS DETAILED OR NOTED OTHERWISE.
H. --LACE VAPOR RETARDER OR VAPOR BARRIER DIRECTLY BELOW FLOOR SLAB.
I. -ONCRETE 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
.1EMBRANE IN ACCORDANCE WITH C171.
J. =L OOR FLATNESS AND LEVELNESS TOLERANCES:
UNLESS NOTED OTHERWISE, 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)
SPECIFIED OVERALL VALUE = 20
• MINIMUM LOCAL VALUE = 15
2 FLOOR TOLERANCE (FF AND FL) MEASUREMENTS SHALL BE TESTED IN ACCORDANCE WITH ASTM E
1155. ACTUAL OVERALL F-NUMBERS SHALL BE CALCULATED USING THE INFERIOR / SUPERIOR AREA
METHOD.
3. CORRECT DEFECTIVE SLABS BY GRINDING OR REMOVING AND REPLACING DEFECTIVE WORK. RE -
MEASURE CORRECTED AREAS BY THE SAME PROCESS.
ANCHOR BOLTS
A ALL ANCHOR RODS SHALL BE SUPPLIED AND INSTALLED BY THE CONCRETE CONTRACTOR, UNLESS
NOTED OTHERWISE.
B ALL ANCHOR RODS SHALL BE ASTM F1554 GRADE 36 HEX -HEAD, UNLESS NOTED OTHERWISE. NUTS
SHALL BE ASTM A563 GRADE A HEAVY HEX. OVER -SIZED PLATE WASHERS SHALL BE ASTM A36.
C ALL ANCHOR RODS SHALL BE SET WITH TEMPLATES.
POST -INSTALLED ANCHORS SHALL BE ADHESIVE ANCHORING SYSTEM PROVIDED AND INSTALLED BY
FRAMING CONTRACTOR. ADHESIVE ANCHORS SHALL BE "HILTI HIT-HY 200 ADHESIVE ANCHOR SYSTEM"
OR APPROVED ALTERNATE. ANCHORS SHALL BE "HILTI HAS-E" THREADED ROD CONFORMING TO ISO
898-1 CLASS 5.8 OR SHALL 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 DEVE_OPMENT LENGTH OF REINFORCING BARS SHALL BE AS FOLLOWS UNLESS NOTED
OTHERWISE.
MINIMUM LENGTH FOR STANDARD UN -COATED BARS IN NORMAL WEIGHT CONCRETE
CONCRETE
STRENGTH
DE. ELOPMENT LENGTH (Ld) FOR STRAIGHT BARS (MIN.
OF 12 INCHES)
FOR 90 DEGREE
HOOKED BARS,
-ENSION CLASS A
B
COMPRESSION
f'c IN PSI
3000
3500
=6AND
S'�IALLER
44 Db
41 Db
#7TO#11
55 Db
51 Db
fTENfSIONLASS
#6
57 Db
53 Db
#7 TO #11
71 Db
66 Db
#18, #14, & #11
AND SMALLER
30 Db
30 Db
HOOK
DEVELOPMENT
LENGTH
22 Db
20 Db
4000
3_8 Db
47 Db
49 Db
62 Db
30 Db
19 Db
4500
36 Db
45 Db
42 Db
47 Db
44 Db
Ld = DEVELOPMENT
58 Db
55 Db
LENGTH
30 Db
30 Db
18 Db
5000
NOTE: Db = DIAME-ER
34 Db
0= REINFORCEMENT.
17 Db
C. TYPICAL SPLICES: C_ASS B AS DEFINED IN ACI 318, UNLESS NOTED OTHERWISE
D. ADJUSTMENT =-CTORS FOR STRAIGHT BARS IN TENSION
1. LIGHTWEIG-i CONCRETE = 1.3.
2. EPDXY CO,-"ED = 1.2.
3. EPDXY CO:--ED .%fITH COVER LESS THAN 3DB OR CLEAR SPACING LESS THAN 6 DB = 1.5.
4. HORIZONT-- "TOP" BARS WITH 12" OF CONCRETE CAST BELOW = 1.3
5. EPDXY CO-"ED i'ORIZONTAL "TOP" BARS WITH 12" OF CONCRETE CAST BELOW = NOT GREATER
THAN 1.7.
E. ADJUSTMENT =-CTORS FOR STRAIGHT HOOKS IN TENSION
1. LIGHTWEIG-T CONCRETE = 1.3.
2. EPDXY CO-"ED = 1.2.
F. REINFORC{NC ;-EE_ SHALL BE PROVIDED WITH THE FOLLOWING AMOUNTS OF COVER FOR CAST -IN -
PLACE CONC,- E`E NLESS NOTED OTHERWISE:
Ml',1MUM CLEAR CONCRETE COVER FOR REIN=ORCING STEEL
CONCRETE ON SC - (D,RECT CONTACT) 3„
SLAB ON GRADE CENTERED
WALLS, STRUCTL= iL S-ABS EXPOSED TO SOIL OR WEATHER
#6 TO #18 ==BAR 2"
#5 AND SR,'--LER REBAR 1 1/2"
WALLS, STRUCTL=,L S_ABS NOT EXPOSED TO EARTH OR WEATHER
#11 AND S','ALLER REBAR 3/4"
COLUMNS AND P ==.S (COVER TO STIRRUPS AND TIES) 1 1/2"
G. ALL REINFORC ',G S-EEL, ANCHOR BOLTS, DOWELS, AND INSERTS SHALL BE SECURED IN POSITION
WITH WIRE PC S Ti0',ERS, OR EQUAL, BEFORE PLACING CONCRETE OR GROUT.
H. DOWELS BET,'. ::EN =OOTINGS AND WALLS SHALL BE THE SAME GRADE, SIZE, AND SPACING AS
VERTICAL WA__ RE ',=ORCING.
I. CONTRACTOR S-IA__ SUBMIT REINFORCING STEEL SHOP DRAWINGS FOR APPROVAL A MINIMUM OF
10 DAYS PRIOR -0=ABRICATION AND INSTALLATION.
J. BARS TO BE V, E-DE_ SHALL BE ASTM A706, GRADE 60. WELDING OF REINFORCING BARS SHALL
CONFORM TO -,VS 1.4.
CONCRETE MASONRY
A. FURNISH AND -DNS-RUCT MASONRY IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS
AND SPECIFIC-"IC',S FOR MASONRY STRUCTURES AND COMMENTARY AS REPORTED BY MSJC
(TMS 402 & 602 AC 530 & 530.1 / ASCE 5 & 6).
MASONRY MATERIAL STRENGTHS
LOCaTI: %S
TYPE
MINIMUM STRENGTH
HOLLOW CONCRETE M__7ONRY
MASONRY CORE -',D E _ ND BEAMS
EXTERIOR AND LC -,D-E=RING WALLS,
WALLS EXPOSED -O E;- =TH BELOW GRADE
LOAD -BEARING Vl ALLS ,,,BOVE GRADE
NORMAL WEIGHT ASTM C90
GRADE N
f'c = 2,150 PSI
CONCRETE FILL, ASTM C476
f'g = 2.0 0 PSI
TYPE M MORTAR, ASTM C270
fm = 2,500 PSI
TYPE S MORTAR, ASTM C270
fm = 1,800 PSI
INTERIOR NON-LCAD-E_ARING WALLS
STEEL DEFORMED RE_NFORCEMENT
TYPE N MORTAR, ASTM C270
fm = 750 PSI
ASTM A615, GRADE 60
Fy = 60,000 PSI
STEEL DEFORMED REIN=ORCEMENT
FOR WELDING
ASTM A706
LADDER TYPE, HOT -DIPPED
GALVANIZED, ASTM A951/A153
W1.7 (9 GAGE), HOT -DIPPED
GALVANIZED, ASTM A82/A153
Fy = 60,000 PSI
Fy = 70,000 PSI
F�-=7 �OP
JOINT REINFORCE R,'EN'
WIRE REINFORCEP,'EN- =0R CMU
b. UUNUNL I L M- SJI.RY WALLS SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF fm =
2,000 PSI.
C. SEE PLANS FCR LC -ATION OF REINFORCED WALLS.
D. MINIMUM VER- CA_ REINFORCEMENT SHALL CONSIST OF (1) #4 BAR PROVIDED AT CORNERS, WITHIN
16" OF EACH S DE C = OPENINGS, WITHIN 8" OF EACH SIDE OF MOVEMENT JOINTS, WITHIN 8" OF THE
ENDS OF WAL A',D AT A MAXIMUM SPACING OF 48" ON -CENTER, UNLESS NOTED OTHERWISE.
E. MINIMUM HOP DON--,L REINFORCEMENT SHALL BE (2) #4 BARS PROVIDED IN BOND BEAM SPACED NOT
MORE THAN 4- ON -ENTER, UNLESS NOTED OTHERWISE.
F. HORIZONTAL � EINF _ RCEMENT SHALL ALSO BE PROVIDED AT THE BOTTOM AND TOP OF WALL
OPENINGS AN- SHr __ EXTEND NOT LESS THAN 48 BAR DIAMETERS PAST THE OPENINGS,
CONTINUOUS_ AT STRUCTURALLY CONNECTED ROOF AND FLOOR LEVELS, AND WITHIN 16" OF THE
TOP OF WALLS
G. CLEAR DISTA%_E BE-WEEN PARALLEL REINFORCEMENT SHALL NOT BE LESS THAN 2.5 x BAR
DIAMETER.
H. CONNECTION -_= IN' RSECTING WALLS SHALL CONSIST OF REINFORCED BOND BEAMS WITH (2) #4
HORIZONTAL REiNF RCEMENT AT 48" ON -CENTER MAXIMUM, AND (1) #4 VERTICAL REINFORCEMENT
WITHIN 12" OF ',TEESECTING WALLS, UNLESS NOTED OTHERWISE.
I. VERTICAL STEE_ SI--_L BE CONTINUOUS WITH 24" LAP AT SPLICES, UNLESS NOTED OTHERWISE.
J. IN COLUMNS. = ERS ,ND PILASTERS, THE CLEAR DISTANCE BETWEEN VERTICAL BARS SHALL NOT BE
LESS THAN 3 EAR D-',lETERS, NOR LESS THAN 1 1/2".
K. HORIZONTAL J- iNT=EINFORCEMENT SHALL BE CONTINUOUS WITH 8" LAP SLICES, WHERE USED.
L. CONCRETE BL C CK 1', ALL LINTELS:
1. EXTEND A_- LINTELS A MINIMUM OF 8" BEYOND EACH EDGE OF OPENING. WHERE LINTEL BEARS
ON CONCRETE E_OCK, FILL TWO COURSES OF BLOCK MINIMUM WITH CONCRETE.
2. IF THE OPENING CCURS NEXT TO CONCRETE WALL OR COLUMN, BOLT ANGLE TO COLUMN AND
REST LINTE- ON-,NGLE. OBTAIN ANGLE SIZE AND BOLT REQUIREMENTS FROM ENGINEER.
3. IF OPENING OCC_ RS NEXT TO STEEL COLUMN, WELD ANGLE TO COLUMN AND REST LINTEL ON
ANGLE. OE TAIN -.%GLE SIZE AND WELD REQUIREMENTS FROM ENGINEER.
M. WALL CONST= JCTIC', SHALL NOT EXCEED HEIGHTS OF 4'-8" BEFORE PLACEMENT OF CORE GROUT
UNLESS CLEA,, DUT - `LES ARE PROVIDED AT THE BOTTOM OF EACH GROUT LIFT, THEN A MAXIMUM
HEIGHT OF 8'-0' 3EF-_RE PLACEMENT OF CORE GROUT.
N. SEE PLANS FOR SIZE AND LOCATION OF CONDUITS, PIPES, AND SLEEVES THROUGH MASONRY WALLS.
0. FOLLOW COLD .VEA--ER CONSTRUCTION WHEN AMBIENT AIR TEMPERATURE IS BELOW 40' F.
P. FOLLOW HOT V.EAT!-ER CONSTRUCTION PROCEDURES WHEN AMBIENT AIR TEMPERATURE EXCEEDS
90' F WITH WIND VEL-CITY GREATER THAN 8 MPH,
Q. ALL VISIBLE, NC �-VIS E-E, ABOVE -GRADE AND BELOW -GRADE JOINTS SHALL BE TOOLED IN A
CONCAVE CON'!GUR--ION UNLESS SPECIFIED OTHERWISE BY ARCHITECT.
STRUCTURALSTEEL
A. SPECIFICATIONS:
1. DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH
THE "STEEL CONSTRUCTION M.-NUAL", 14TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL
CONSTRUCTION, UNLESS NOTE OTHERWISE.
2. STEEL MATERIALS SHALL MEET -HE REQUIREMENTS OF THE FOLLOWING SPECIFICATIONS,
UNLESS NOTED OTHERWISE:
STRUCTURAL TYPE/SHAPE
ASTM DESIGNATION
MATERIAL STRENGTH
ANCHOR BOLTS
F1554 GRADE 36
Fy = 36 KSI
W SHAPE
A992
Fy = 50 KSI
M, S, C, MC, AND L-SHAPES, PLATES AN 3ARS
A36
Fy = 36 KSI
STAIR STEEL PLATE
A283 GRADE C
Fy = 30 KSI
STAIR SHEET STEEL
A653 GRADE C
Fy = 36 KSI
HP -SHAPE
A572 GRADE 50
Fy = 50 KSI
PIPES
A53 GRADE B
Fy = 35 KSI
HSS RECTANGULAR
A500 GRADE B
Fy = 46 KSI
HSS ROUND
A500 GRADE B
Fy = 42 KSI
FASTENERS
A325N
Fnv = 48 KSI, Fnt = 90 KSI
A325X
Fnv = 60 KSI, Fnt = 90 KSI
A490N
Fnv = 60 KSI, Fnt = 113 KSI
CONNECTION NUTS
A490X
Fnv = 75 KSI, Fnt = 113 KSI
A563
WASHERS
F436
WELDS
E70XX ELECTRODES
A233
COLD ROLLED E60XX ELECTRODES
A233
FU = 70 KSI
STUD ANCHORS
A108
FU = 60 KSI
FU = 65 KSI
1). 1 VVU UUriES Ur CERTIFIED h' __ TEST REPORTS ON ALL ASTM MATERIALS USED IN THIS WORK
SHALL BE FURNISHED TO THE ENGINEER.
4. ALL STAINLESS STEEL SHALL E= TYPE S30400/S30403 DUAL CERTIFIED OR S30403 (S304L), UNLESS
NOTED OTHERWISE.
5. ALL ASTM A325 BOLTS EXPOS TO EXTERIOR CONDITIONS SHALL BE GALVANIZED IN
ACCORDANCE WITH ASTM Al__ ASTM 490 BOLTS SHALL NOT BE GALVANIZED.
6. CLEAN ALL EXTERIOR FIELD 1', E_DS AND MEMBERS PER SSPC-SPG AND PRIME PAINT WITH GRAY
INORGANIC ZINC TO A 3-5 MIL--ICKNESS.
B. DESIGN STRESS:
1. MINIMUM BEAM CONNECTIONS SHALL NOT BE SMALLER THAN THOSE LISTED IN PART 10 OF THE
AISC MANUAL.
2. UNLESS DETAILED OTHERWISE MAKE CONNECTIONS WITH E70XX ELECTRODES OR BOLTED WITH
3/4" A325 BOLTS IN BEARING - :)E CONNECTIONS WITH THREADS IN THE SHEAR PLANE (A325N).
C. WELDING:
1. ALL WELDING SHALL CONFOF'•' TO THE REQUIREMENTS OF AWS D1.1 STRUCTURAL WELDING
CODE.
2. WELDER CERTIFICATION PRC= EDURES SHALL BE AS FOLLOWS:
a. ALL WELDERS SHALL BE C _ RRENTLY CERTIFIED AND REGISTERED BY THE LOCAL OFFICIALS
AND/OR THE AMERICAN V E-DING SOCIETY AND, IF REQUIRED, ALL WELDERS SHALL HAVE
THEIR CERTIFICATION AV.- -ABLE TO THE ENGINEER.
3. ALL WELD FILLER METAL SHA__ BE AWS E70XX WITH A MINIMUM CHARPY V-NOTCH (CVN
TOUGHNESS OF 20FT-LB AT C -EG F, AS DETERMINED BY THE APPROPRIATE AWS A5
CLASSIFICATION TEST METHC- OR MANUFACTURER CERTIFICATION, UNLESS NOTED OTHERWISE.
4. WELDS DESIGNATED AS DEM-''.D CRITICAL (DC) SHALL BE MADE WITH A FILLER METAL CAPABLE
OF PROVIDING A MINIMUM CV', -OUGHNESS OF 20 FT -LB AT -20 DEG F AND 40 FT -LB AT A
TEMPERATURE OF 70DEG F AS DETERMINED BY THE MANUFACTURER'S CERTIFICATION, AISC
341-05 APPENDIX X, OR OTHE= ;PPROVED METHOD. WELD FILLER METALS SHALL NOT BE USED
FROM PACKAGING THAT HAS E EEN PUNCTURED OR TORN, OR IF THE MANUFACTURER'S
RECOMMENDATIONS FOR EX:: SURE TIME OR DRYING PROCEDURES HAVE NOT BEEN FOLLOWED.
5. ALL BUTT WELDS SHALL BE C-'.1PLETE JOINT PENETRATION (CJP) WELDS, UNLESS NOTED
OTHERWISE.
6. ALL GROOVE WELDS SHALL EE COMPLETE JOINT PENETRATION (CJP) WELDS, UNLESS NOTED
OTHERWISE,
7. WELDING PROCEDURE AND SE)UENCES SHALL BE PLANNED TO MINIMIZE WELD SHRINKAGE THAT
COULD RESULT IN LAMELLAF -FARING.
8. FIELD WELDING WILL BE ALL- .','ED ONLY WHERE SHOWN ON THE DRAWINGS.
9. EXISTING AND NEW STEEL S_ ==ACES TO BE WELDED SHALL BE CLEANED OR PAINT, GREASE,
SCALE, OR OTHER FOREIGN '•'-TERIAL REMOVED.
10. ALL FIELD WELDS SHALL BE'.'. RE BRUSHED AND CLEANED, THEN TOUCHED -UP PAINTED.
D. MISCELLANEOUS METAL
1. WORK INCLUDES LGvTELS SIMRS, PANS, HANDRAILS, GUARDRAILS, POSTS, ETC.
2. FABRICATION:
a. FABRICATE STAIRS YVITH CLOSED RISERS AND TREADS OF METAL PAN CONSTRUCTION READY
TO RECEIVE CONCRETE, JNLESS NOTED OR DETAILED OTHERWISE IN THE CONSTRUCTION
DOCUMENTS.
b. FORM LANDINGS WITH S-EET STEEL STOCK.
c. FORM STRINGERS WITH STEEL PLATE OR CHANNELS.
d. FIT AND SHOP ASSEMBLE HANDRAIL COMPONENTS WHERE POSSIBLE. GRIND EXPOSED JOINTS
FLUSH AND SMOG-H.
e. SHOP PRIME WITH TWO CDATS.
E. STRUCTURAL STEEL SHOP DRA',', iNGS SHALL INCLUDE CALCULATIONS THAT SUMMARIZE ANY
CONNECTION REVISIONS,
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
LINTEL
REPLACEMENT
WATERLOO
IOWA
REVISION SCHEDULE '
DATE DESCRIPTION gY
PROJECT NO.
19-23187
FILE NAME
19-23185-5 Sullivan Bros Project Arch 20
DRAWN BY
RRB
DESIGNED BY
JEH
REVIEWED BY
JEH,
ORIGINAL ISSUE
DATE 09/18/19
CLIENT PROJECT NO
TITLE
STRUCTURAL
SHEET
NOTES
10/4/2019 9:47:34 AM
2S1-00