HomeMy WebLinkAboutS001 - 100_BID AND PERMIT (08-27-20)GENERAL STRUCTURAL NOTES
DESIGN CODES:
2012 INTERNATIONAL BUILDING CODE
ASCE 7-10 MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR
BUILDINGS AND OTHER STRUCTURES.
DESIGN LOADS:
ROOF DEAD LOAD UNO
GROUND SNOW LOAD (Pg)
Ce = 1.0
Ct = 1.0
I = 1.0
ROOF SNOW LOAD (PLUS SNOW DRIFTING)
INCLUDES 5 PSF RAIN ON SNOW SURCHARGE
FLOOR LIVE LOAD
ULTIMATE DESIGN WIND SPEED
NOMINAL DESIGN WIND SPEED
RISK CATEGORY
EXPOSURE CATEGORY
INTERNAL PRESSURE COEFFICIENT
END ZONE WIDTH (a)
NOTES:
IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DESIGN AND
PROVIDE ADEQUATE TEMPORARY SHORING AND LATERAL BRACING
FOR ALL STRUCTURAL ELEMENTS INCLUDING WALLS, COLUMNS,
BEAMS, LINTELS, ETC. FOR WIND, SOIL AND CONSTRUCTION
LATERAL AND GRAVITY LOADS. THE BRACING MUST REMAIN IN
PLACE UNTIL PERMANENT STRUCTURAL SUPPORTS, INCLUDING
ROOF AND FLOOR DIAPHRAGMS ARE INSTALLED AND HAVE
REACHED THEIR ALLOWABLE SERVICE STRESSES.
IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO ENSURE THAT
CONSTRUCTION CONFORMS TO THE LATEST OSHA SAFETY
REQUIREMENTS. NOTIFY THE ARCHITECT AND ENGINEER
IMMEDIATELY IF ANY REVISIONS ARE REQUIRED TO THE DRAWINGS
DUE TO OSHA SAFETY REQUIREMENTS.
GEOTECHNICAL ENGINEER SHALL FIELD VERIFY SOIL BEARING
CAPACITY. NOTIFY ARCHITECT AND ENGINEER IF ANY
DISCREPANCIES ARE FOUND.
THIS PROJECT IS NOT DESIGNED FOR FUTURE CONSTRUCTION.
ALLOWABLE SOIL BEARING PRESSURE
MODULUS OF SUBGRADE REACTION
15 PSF -----------------------------------
20 PSF -----------------------------------
25 PSF -----------------------------------
125 PSF ---------------------------------
115 MPH ---------------------------------
90 MPH-----------------------------------
II --------------------------------------------
B -------------------------------------------
± 0.18 -------------------------------------
8 FT ---------------------------------------
COMPONENT AND CLADDING ULTIMATE WIND PRESSURES (PSF)
INTERIOR ZONE
END ZONE
25.9
31.2
24.5
28.2
23.3
25.9
20.8
20.8
20 FT² ZONE
EFFECTIVE
AREA
SEISMIC IMPORTANCE FACTOR (I)
RISK CATEGORY
SITE CLASS
SEISMIC DESIGN CATEGORY
MAPPED SPECTRAL RESPONSE
ACCELERATION PARAMETER (SS)
MAPPED SPECTRAL RESPONSE
ACCELERATION PARAMETER (S1)
DESIGN SPECTRAL RESPONSE
ACCELERATION PARAMETER (SDS)
DESIGN SPECTRAL RESPONSE
ACCELERATION PARAMETER (SD1)
1.0 -----------------------------------------
II --------------------------------------------
D -------------------------------------------
B -------------------------------------------
0.147g -----------------------------------
0.082g -----------------------------------
0.157g------------------------------------
0.131g------------------------------------
50 FT² 100 FT² 500 FT²
1500 PSF--------------------------------
125 PCI ----------------------------------
1.
2.
3.
4.
SUBMITTALS:
ALL SUBMITTED STRUCTURAL SHOP DRAWINGS WILL BE REVIEWED FOR
GENERAL CONFORMANCE WITH THE INFORMATION GIVEN AND DESIGN
CONCEPTS EXPRESSED IN THE CONTRACT DOCUMENTS. REVIEW OF
SUCH SUBMITTALS IS NOT CONDUCTED FOR THE PURPOSE OF
DETERMINING THE ACCURACY AND COMPLETENESS OF DETAILS SUCH AS
DIMENSIONS AND QUANTITIES AS REQUIRED BY THE CONTRACT
DOCUMENTS.
DEFERRED SUBMITTALS:
THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE BUILDING
OFFICIAL AS DEFERRED SUBMITTALS PER IBC SECTION 107.3.4.1:
FOR ALL DEFERRED STRUCTURAL SUBMITTALS, INCLUDE
CALCULATIONS PREPARED AND CERTIFIED BY A PROFESSIONAL
ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS
LOCATED. SEE PROJECT SPECIFICATIONS FOR ADDITIONAL SHOP
DRAWING REQUIREMENTS.
A. METAL STAIRS, LADDERS AND RAILINGS
B. METAL BALCONIES, CANOPIES AND SUNSHADES
SOILS AND FOUNDATIONS:
FOUNDATIONS, RETAINING AND BASEMENT WALLS, SLABS ON GRADE
AND OTHER ITEMS RELATED TO THE SOILS ARE DESIGNED AND SHALL
BE CONSTRUCTED IN ACCORDANCE WITH THE RECOMMENDATIONS
OF ALT & WITZIG ENGINEERING, INC GEOTECHNICAL EVALUATION
REPORT 20IN0285 DATED JUNE 17, 2020 AND REVISED JUNE 22, 2020.
MINIMUM DEPTH FROM EXTERIOR GRADE TO BOTTOM OF BUILDING
PERIMETER FOOTINGS SHALL BE 36".
ALL FOOTINGS ARE CENTERED UNDER WALLS, PILASTERS AND
COLUMNS ABOVE UNO.
ALL FOUNDATION WALLS SHALL BE LATERALLY BRACED BEFORE
BACKFILLING AND COMPACTING.
DO NOT BACKFILL AROUND STEEL COLUMNS UNTIL CORROSION
RESISTANT ASPHALTIC COATING HAS BEEN INSTALLED BY THE
STRUCTURAL STEEL ERECTOR.
COORDINATE ALL UNDERGROUND PIPING OR DUCTWORK LOCATIONS
AND ELEVATIONS WITH THE MECHANICAL CONTRACTOR. ADJUST
FOOTING ELEVATIONS AND PROVIDE SLEEVES PER WALL FOOTING AT
UNDERGROUND LINES DETAIL. FOR PIPING OR DUCTWORK PARALLEL
TO FOOTING, BOTTOM OF FOOTING ELEVATION SHOULD BE NO
HIGHER THAN THE PIPE OR DUCTWORK INVERT ELEVATION PLUS THE
HORIZONTAL DISTANCE BETWEEN EDGE OF FOOTING AND EDGE OF
PIPING OR DUCTWORK. CONTRACTOR SHALL NOTIFY ARCHITECT AND
ENGINEER FOR APPROVAL OF ANY DEVIATIONS PRIOR TO
COMMENCING WORK.
1.
2.
3.
4.
5.
6.
DESIGN CODES: IBC CHAPTER 19 & ACI 318-11, BUILDING CODE
REQUIREMENTS FOR STRUCTURAL CONCRETE & ACI DETAILING
MANUALS LATEST EDITION.
MINIMUM COMPRESSIVE STRENGTH IS 28 DAYS.
CAST-IN-PLACE CONCRETE:
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
TYPE STRENGTH
A ---------- f'c=3000 PSI -------------
B ---------- f'c=4000 PSI --------------
C ---------- f'c=4000 PSI --------------
D ---------- f'c=3000 PSI --------------
E ---------- f'c=4000 PSI --------------
F ---------- f'c=4500 PSI --------------
G ---------- f'c=4000 PSI --------------
H ---------- f'c=4000 PSI --------------
REINFORCING STEEL PROPERTIES:
A. DEFORMED BARS - ASTM A615 GRADE 60 UNO. USE ASTM A706
GRADE 60 FOR WELDABLE REBAR.
B. WELDED WIRE FABRIC - ASTM A1064.
LOCATION
MASONRY CORE FILL AND BOND
BEAMS W/ 3/8" MAX AGGREGATE SIZE
AND 8" TO 11" SLUMP
INTERIOR SLABS ON GRADE ≤5" DEEP
W/ 3/4" MAX AGGREGATE SIZE AND 3"
TO 5" SLUMP
INTERIOR SLABS ON GRADE > 5" DEEP
W/ 1 1/2" MAX AGGREGATE SIZE AND 3"
TO 5" SLUMP
FOOTINGS
PIERS AND FOUNDATION WALLS
EXPOSED EXTERIOR CONCRETE AIR
ENTRAINED 6% +/- 1%. MAX
WATER/CEMENT RATIO = 0.45.
CONCRETE TOPPING OVER STEEL
DECK
ALL OTHER CONCRETE W/ 3/4" MAX
AGGREGATE SIZE
ALL REINFORCING SHALL BE DETAILED, FABRICATED AND PLACED
IN ACCORDANCE WITH THE LATEST ACI MANUALS.
FOR PIERS WITH A CROSS SECTION LARGER THAN 18"x18" AND
WITH MORE THAN 4 LONGITUDINAL BARS, ADDITIONAL CROSS
TIES (TYPE T9 PER ACI 315) OF SAME SIZE AND SPACING AS
MAIN TIES, SHALL BE PROVIDED TO ENSURE THAT ALL NON
CORNER BARS ARE LATERALLY SUPPORTED BY THE CORNER
OF A TIE.
A.
SHOP DRAWINGS FOR REINFORCING STEEL AND CONCRETE MIX
DESIGNS SHALL BE SUBMITTED FOR APPROVAL. SUBMIT
PROPOSED LAYOUT OF SLAB ON GRADE
CONTROL/CONSTRUCTION JOINTS FOR APPROVAL.
PLACE ALL ITEMS PER APPROVED SHOP DRAWINGS AND
APPROVED MIX DESIGNS.
PROVIDE ALL ACCESSORIES, CHAIRS, SPACER BARS AND
SUPPORTS NECESSARY TO SECURE REINFORCING PER "ACI
DETAILING MANUAL" NO OTHER METHODS OR MATERIALS WILL BE
ACCEPTABLE.
PROVIDE PLASTIC CHAIRS AND SUPPORTS IN ALL AREAS OF
EXPOSED CONCRETE.
PROVIDE MINIMUM CONCRETE COVER FOR ALL REINFORCING AS
FOLLOWS UNO:
CONCRETE CAST AGAINST AND
PERMANENTLY EXPOSED TO EARTH
CONCRETE EXPOSED TO EARTH OR
WEATHER: #6 THROUGH #18 BARS
#5 BARS AND SMALLER
CONCRETE NOT EXPOSED TO WEATHER OR
IN CONTACT WITH GROUND:
SLABS, WALLS, JOISTS:
#14 AND #18 BARS
#11 BARS AND SMALLER
BEAMS, COLUMNS:
PRIMARY REINFORCEMENT,
TIES, STIRRUPS, SPIRALS
A.
B.
C.
-------------------------------- 3"
-------------------------------- 2"
--------------------------- 1 1/2"
--------------------------- 1 1/2"
-------------------- 3/4"
--------------------------- 1 1/2"
PROVIDE CONTINUOUS WALL FOOTING THICKNESS AND BOTTOM
REINFORCING AS FOLLOWS (PLACE LONGITUDINAL REINFORCING
ABOVE TRANSVERSE REINFORCING):
FOOTING WIDTH THICKNESS LONG REINF TRANSV REINF
1'-8" OR LESS 10" (2) #5 -------------
1'-9" TO 2'-8" 12" (2) #5 -------------
2'-9" TO 3'-4" 12" (3) #5 #4 @ 12" O.C.
3'-5" TO 4'-0" 12" (4) #5 #6 @ 12" O.C.
4'-1" TO 5'-0" 12" (5) #5 #7 @ 12" O.C.
5'-1" TO 6'-0" 14" (6) #5 #7 @ 12" O.C.
PROVIDE 100% VIRGIN POLYPROPYLENE FIBER REINFORCING IN ALL
INTERIOR CONCRETE SLABS ON GRADE UNO. (FIBERMESH 300,
MASTER FIBER F100, GENESIS FIBER, POLYMESH OR APPROVED
EQUAL). DOSAGE RATE TO BE PER MANUFACTURER'S
RECOMMENDATIONS.
PROVIDE FOOTING DOWELS FOR CONCRETE OR MASONRY WALLS
AND COLUMNS. DOWELS SHALL BE SAME SIZE AND SPACING AS
WALL AND COLUMN VERTICAL REINFORCING AND SHALL PROJECT
FROM FOOTINGS TO PROVIDE LAP SPLICES AS INDICATED BELOW
OR IN THE MASONRY NOTES. PROVIDE 90 DEGREE STANDARD HOOK
IN COLUMN AND FREE STANDING WALL FOOTING DOWELS UNO.
PROVIDE LAP SPLICES FOR CONCRETE REINFORCING AS FOLLOWS:
A. TYPICAL LAP SPLICES SHALL BE UNO:
#6 BARS AND SMALLER ----------------------- 44 BAR DIAMETERS
#7 THROUGH #11 BARS ----------------------- 56 BAR DIAMETERS
B. TENSION LAP SPLICES FOR CONCRETE RETAINING WALLS AND
BEAMS SHALL BE 1.3 TIMES TYPICAL LAP SPLICES.
C. FOR TOP BARS, THE SPLICE LENGTHS SHALL BE INCREASED
AN ADDITIONAL 1.3 TIMES THE LENGTHS DETAILED ABOVE.
D. THE MINIMUM LAP SPLICE LENGTH FOR ALL SPLICES FOR
CONCRETE REINFORCING SHALL BE 24".
PROVIDE MINIMUM CONCRETE WALL REINFORCING AS FOLLOWS
UNO:
WALL THICKNESS VERT REINF HORIZ REINF
6" AND 8" #4 @ 16" O.C. CTRD #4 @ 12" O.C. CTRD
10" #4 @ 16" O.C. EF #4 @ 16" O.C. EF
12" AND 14" #4 @ 12" O.C. EF #4 @ 12" O.C. EF
16" AND 18" #4 @ 12" O.C. EF #5 @ 16" O.C. EF
PROVIDE EXTRA REINFORCING ON ALL SIDES OF ALL CONCRETE
WALL AND SLAB OPENINGS EQUAL TO ONE HALF THE INTERRUPTED
REINFORCING IN EACH DIRECTION, UNO ON THE DRAWINGS. A
MINIMUM OF (1) #5 SHALL BE PROVIDED FOR EACH LAYER OF
REINFORCEMENT. EXTEND BARS PAST EDGE OF OPENING THE LAP
SPLICE NOTED ABOVE. PROVIDE AN ADDITIONAL #4x4'-0" DIAGONAL
BAR AT EACH CORNER FOR EACH LAYER OF REINFORCING.
HOT WEATHER AND COLD WEATHER CONCRETE PROVISIONS OF
ACI 305R-10 AND ACI 306R-16 SHALL BE FOLLOWED.
DESIGN CODES: IBC CHAPTER 21 AND ACI 530-11 MSJC-BUILDING
CODE REQUIREMENTS AND SPECIFICATION FOR MASONRY
STRUCTURES.
HOLLOW CONCRETE MASONRY UNITS SHALL BE NORMAL WEIGHT
UNITS PER ASTM C90 REQUIREMENTS. F'm=2000 PSI.
ALL MORTAR FOR LOAD BEARING WALLS BELOW GRADE SHALL BE
TYPE 'M' MORTAR. MORTAR FOR LOAD BEARING WALLS ABOVE
GRADE SHALL BE TYPE 'S'. TYPE 'N' MORTAR WILL BE ALLOWED FOR
INTERIOR ABOVE GRADE NON-LOAD BEARING PARTITIONS.
MORTAR PER ASTM C270. MINIMUM 28 DAY COMPRESSIVE
STRENGTH: TYPE 'M'=2500 PSI, TYPE 'S'=1800 PSI, TYPE 'N'=750 PSI.
COARSE GROUT PER ASTM C476. MINIMUM 28 DAY COMPRESSIVE
STRENGTH=3000 PSI. NO GROUT IS TO BE HAND MIXED ON SITE.
MASONRY CEMENT SHALL NOT BE USED IN MORTAR OR GROUT.
REINFORCING STEEL:
A. DEFORMED BARS: ASTM GRADE 60.
B. JOINT REINFORCEMENT: ASTM A82.
SUBMIT MORTAR AND GROUT DESIGN MIXES FOR APPROVAL.
SUBMIT SHOP DRAWINGS FOR REINFORCING STEEL.
PROVIDE MINIMUM 8" FULL DEPTH AND WIDTH BEARING FOR ALL
MASONRY LINTELS.
WIRE JOINT REINFORCING FOR CONCRETE BLOCK WALLS SHALL BE
STANDARD CORROSION RESISTANT 9 GAGE LADDER TYPE (PROVIDE
TRI-ROD LADDER FOR MULTI WYTHE WALLS). INSTALL JOINT
REINFORCING PER MANUFACTURER'S RECOMMENDATIONS AT A
MAXIMUM SPACING 16" O.C. UNO ON DRAWINGS OR PROJECT
SPECIFICATIONS.
INSTALL MASONRY VERTICAL AND HORIZONTAL REINFORCING PER
IBC REQUIREMENTS AND AS FOLLOWS:
A. SEE PLANS, DETAILS AND SCHEDULES FOR REQUIRED
REINFORCING.
B. PROVIDE FULL MORTAR BEDDED FACE SHELLS AND WEBS
AROUND ALL GROUTED CELLS FOR BEARING AND TO PREVENT
LEAKAGE INTO ADJACENT CELLS.
C. PLACE VERTICAL REINFORCING PRIOR TO PLACING GROUT.
D. PROVIDE REINFORCEMENT POSITIONERS TO HOLD VERTICAL
REINFORCEMENT IN PROPER POSITION AT TOP AND BOTTOM OF
ALL LIFTS. LENGTH OF REINFORCING BARS TO BE COORDINATED
WITH CONCRETE AND MASONRY CONTRACTORS.
E. GROUT ALL CORES CONTAINING REINFORCING SOLID.
F. MASONRY WALL CELLS TO BE GROUTED WITH CONCRETE SHALL
BE FILLED IN MAXIMUM 4'-0" LIFTS. REMOVAL ALL OVERHANGING
OBSTRUCTION AND DEBRIS FROM THE CELLS PRIOR TO
GROUTING.
G. CONSOLIDATE ALL GROUT BY RODDING OR VIBRATING.
H. PROVIDE REINFORCEMENT LAP SPLICES PER TABLES BELOW:
J. PROVIDE CORNER BAR WITH 2'-0" + 2'-0" LEGS FOR EACH
HORIZONTAL BOND BEAM BAR AT CORNERS AND INTERSECTING
WALLS.
PROVIDE CONTINUOUS BOND BEAMS WITH (2) #5 CONTINUOUS AT
THE TOP OF ALL BEARING AND END WALLS AS FOLLOWS:
A. WHEN SINGLE HEIGHT BOND BEAMS ARE USED, MAINTAIN
MINIMUM 8" HEIGHT.
B. WHERE JOIST BEARING BOND BEAMS, MASONRY LINTELS,
ETC. REQUIREMENTS EXCEED 8" HEIGHT. USE 16" HIGH
UNITS ONLY WHERE ACCEPTABLE FOR ARCHITECTURAL
AND VISUAL REQUIREMENTS. WHERE ARCHITECTURAL AND
VISUAL CONDITIONS AND REQUIRE USE OF 8" HIGH UNITS,
PLACE 8" HIGH POUR THROUGH UNITS ON TOP 8" HIGH
BOND BEAM UNIT. REINFORCE AND POUR THE BUILT UP
BOND BEAM AS ONE UNIT.
C. WHERE TOP OF BOND BEAM ELEVATIONS ARE NOT AT
MASONRY COURSING ELEVATIONS DUE TO JOIST, DECK OR
SLAB ELEVATIONS, ROOF SLOPES, ETC., PROVIDE BUILT UP
BOND BEAM AS DESCRIBED IN ITEM 'B' ABOVE. STEP BOND
BEAMS AS REQUIRED TO MAINTAIN A MINIMUM OF 8" BOND
BEAM HEIGHT. CUT OR NOTCH UPPER BOND BEAM UNIT.
REINFORCE AND POUR THE BUILT UP BOND BEAM PORTION
TO REQUIRED ELEVATIONS.
D. LENGTH AND HEIGHT OF ALL BOND BEAMS AND BUILT UP
BOND BEAM UNITS SHALL CONFORM TO ALL ARCHITECTURAL
AND VISUAL REQUIREMENTS.
E. SEE PLANS, SCHEDULES AND DETAILS FOR EMBEDDED
ANGLES, PLATES, ANCHOR BOLTS, ETC. CAST IN BOND
BEAMS, WALLS, PIERS ETC.
PROVIDE CONTINUOUS 8" HIGH x WALL THICKNESS BOND BEAM
WITH (2) #5 CONTINUOUS AT ALL MASONRY WALL BRICK LEDGE
ELEVATIONS.
GROUT SOLID BELOW ALL STEEL BEARINGS A MINIMUM OF FIVE
COURSES DOWN FOR 16" LENGTH OF WALL, UNO ON DRAWINGS.
ALL STEEL BEAMS SHALL BEAR A MINIMUM OF 8" ON SOLID
GROUTED MASONRY UNITS, UNO.
INSTALL LINTELS FOR ALL MASONRY WALL OPENINGS AS FOLLOWS,
UNO ON PLANS, DETAILS AND SCHEDULES:
A. PROVIDE ONE 8" HIGH COURSE LINTEL W/ (2) #5 BOTTOM FOR
ALL 2'-0" WIDE OR LESS OPENINGS IN LOAD BEARING MASONRY
WALLS AND ALL 4'-0" WIDE OR LESS OPENINGS IN NON-LOAD
BEARING MASONRY WALLS. PROVIDE TWO 8" HIGH COURSE
LINTEL W/ (2) #5 BOTTOM FOR SPANS UP TO 6'-4" IN NON-LOAD
BEARING WALL.
B. VERIFY SIZE AND LOCATIONS OF ALL MECHANICAL LOUVERS,
DUCTS AND ALL OTHER OPENINGS WITH MECHANICAL
CONTRACTOR AND OTHER CONCERNED DISCIPLINES.
C. SEE PLANS, SCHEDULES AND DETAILS FOR LINTEL TYPES AND
LOCATIONS. CONTACT ARCHITECT FOR LINTEL TYPE AND SIZE
FOR ALL REQUIRED OPENINGS GREATER THAN 2'-0' WIDE IN
LOAD BEARING WALLS NOT SHOWN ON STRUCTURAL PLANS,
DETAILS AND SCHEDULES.
MASONRY VERTICAL CONTROL JOINTS:
A. COORDINATE JOINTS AND CONSTRUCTION DETAILS WITH
ARCHITECT. MAXIMUM JOINT SPACING IS 24'-0".
B. LOCATE JOINTS 2'-0" FROM ALL CORNERS AND EDGE OF ALL
OPENING EXCEPT AS NOTED PER SECTIONS AND DETAILS.
C. FOR LOAD BEARING MASONRY, CONTINUE BOND BEAM
REINFORCING AND GROUT THROUGH CONTROL JOINTS.
D. FORM CONTROL JOINTS IN BLOCK WITH JAMB BLOCK WITH
NEOPRENE INSERTS, OR ROD AND CAULK. CONTRACTOR
OPTION: USE STANDARD BLOCK, LINE ONE SIDE WITH BUILDING
PAPER AND GROUT SOLID TO FORM KEYWAY.
E. PROVIDE CONTROL JOINTS AT INTERSECTIONS OF BEARING AND
NON-BEARING WALLS.
MASONRY:
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
BARS CENTERED IN WALL
BAR SIZE 6" CMU 8" CMU 10" CMU & UNDER
#4
#5
#6
#7
24"
-----
-----
-----
24"
30"
38"
-----
24"
30"
36"
42"
BARS PLACED AT INSIDE OR OUTSIDE FACE OF WALL
BAR SIZE 6" CMU 8" CMU 10" CMU & UNDER
#4
#5
#6
#7
-----
-----
-----
24"
30"
57"
-----
24"
30"
36"
42"
-----
DESIGN CODES: IBC CHAPTER 22, AISC 360-10, SPECIFICATION FOR
STRUCTURAL STEEL BUILDINGS AND AISC 303-10, CODE OF
STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.
STEEL PROPERTIES:
A. ASTM A992 (Fy=50 KSI) FOR WIDE FLANGE SHAPES
B. ASTM A500 GRADE B (Fy=46 KSI) FOR TUBULAR MEMBERS
C. ASTM A36 STEEL (Fy=36 KSI) FOR ALL OTHER MEMBERS UNO
D. ASTM F3125 GRADE A325 OR GRADE F1852 UNO FOR
CONNECTION BOLTS
E. ASTM F1554 GRADE 36 FOR ANCHOR BOLTS UNO
F. ASTM A108 FOR HEADED STUDS
G. WELDS = AMERICAN WELDING SOCIETY (AWS)
E70XX ELECTRODES
H. EXPANSION ANCHORS = HILTI KWIK BOLT 3 OR APPROVED
EQUAL
J. SCREW ANCHORS = SIMPSON TITEN HD OR APPROVED EQUAL
K. POWDER ACTUATED FASTENERS (PAF) = HILTI "X-U" OR
APPROVED EQUAL
PROVIDE 5000 PSI NON-SHRINK GROUT UNDER ALL STEEL BASE AND
BEARING PLATES PER THE SECTIONS AND DETAILS. GROUT PLATES
PRIOR TO LOADING ROOF MEMBERS WITH PRECAST PLANK OR
DECKING MATERIALS.
PROVIDE CORROSION RESISTANT ASPHALTIC COATING OR EQUAL
AROUND ALL STRUCTURAL STEEL BELOW GRADE.
ALL WELDS SHALL BE MADE BY CERTIFIED WELDERS AND IN
ACCORDANCE WITH AMERICAN WELDING SOCIETY (AWS) - D1.1
LATEST EDITION.
STRUCTURAL STEEL FABRICATOR SHALL FURNISH ALL PLATES AND
ANGLES CAST IN CONCRETE AND MASONRY FOR CONNECTING
STEEL JOISTS, BEAMS, COLUMNS, DECK, ETC. UNO. SEE APPLICABLE
NOTES ON THIS SHEET AND COORDINATE WITH MASONRY AND
CONCRETE CONTRACTORS.
ALL STEEL BEAMS AND LINTELS TO BEAR A MINIMUM OF 8" UNO.
ALL COLUMN BASE AND CAP PLATES TO BE WELDED AROUND ALL
SIDES.
PRIME PAINT PER AISC CODE OF STANDARD PRACTICE FOR STEEL
BUILDINGS SECTION 6.5, UNO ON ANY CONSTRUCTION DOCUMENTS.
CLEAN STEEL BUT OMIT PRIMER AT STEEL MEMBERS RECEIVING
SPRAY FIREPROOFING. COORDINATE W/ ARCH DRAWINGS.
ALL EXTERIOR LOOSE LINTELS AND BOTTOM PLATE LINTELS SHALL
BE HOT-DIP GALVANIZED.
STRUCTURAL STEEL FABRICATOR SHALL SUBMIT SHOP DRAWINGS
FOR APPROVAL.
MISCELLANEOUS STEEL FABRICATOR SHALL SUBMIT SHOP
DRAWINGS FOR APPROVAL, INCLUDING STRUCTURAL
CALCULATIONS FOR STAIRS, LADDERS, RAILINGS AND THEIR
CONNECTIONS CERTIFIED BY A PROFESSIONAL ENGINEER LICENSED
IN THE STATE WHERE THE PROJECT IS LOCATED.
PROVIDE BEAM CONNECTIONS AS SHOWN BELOW. ALTERNATE
CONNECTIONS WILL BE ALLOWED PROVIDED THAT CONNECTION
DESIGN CALCULATIONS, CERTIFIED BY A PROFESSIONAL ENGINEER
REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED, ARE
SUBMITTED BY THE FABRICATOR FOR REVIEW.
STEEL - STRUCTURAL:
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
BOLTED/WELDED BEAM CONNECTION
REQUIREMENTS
...
. 3 1/2"DEPTHBEAMLENGTH(2) L 4x3 1/2
BEAM
SIZE
# OF 3/4"Ø A325
BOLTS EA SIDE
CONN ANGLES
THICKNESS LENGTH WELD SIZE
W36 10 3/8" 2'-5 1/2" 1/4"
W33 9 3/8" 2'-2 1/2" 1/4"
W30 8 3/8" 1'-11 1/2" 1/4"
W27 7 3/8" 1'-8 1/2" 1/4"
W24 6 3/8" 1'-5 1/2" 1/4"
W21 5 3/8" 1'-2 1/2" 1/4"
W18 4 3/8" 0'-11 1/2" 1/4"
W16 4 5/16" 0'-11 1/2" 1/4"
W14 3 0'-8 1/2" 1/4"
W12 3 0'-8 1/2" 1/4"
W10 2 0'-5 1/2" 1/4"
W8 2 0'-5 1/2" 1/4"
W6 1 0'-4" 3/16"
5/16"
5/16"
5/16"
5/16"
5/16"
NOTES:
USE E70XX ELECTRODES.
OUTSTANDING LEGS OF CONNECTION ANGLES MAY BE
REDUCED TO 3" WHEN BEAM FRAMES INTO W8 COLUMN WEB.
SEE TABLE FOR CONNECTION ANGLES, NUMBER OF BOLTS
AND WELD SIZES.
BOLTS SHALL BE TIGHTENED IN PROPERLY ALIGNED HOLES TO
A SNUG-TIGHT CONDITION AS DEFINED BY THE LATEST EDITION
OF AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING
ASTM A325 OR A490 BOLTS" UNO.
USE BENT PLATES AS REQUIRED AT SKEWED BEAMS.
1.
2.
3.
4.
5.
DESIGN CODE: STEEL DECK INSTITUTE (SDI): "DESIGN MANUAL FOR
COMPOSITE DECKS, FORM DECKS AND ROOF DECKS" LATEST
EDITION.
STEEL DECK SHALL CONFORM TO ASTM A-653 OR A-446 AND HAVE A
MINIMUM YIELD STRENGTH OF 33,000 PSI AT ROOF DECK; 50,000 PSI
MINIMUM AT FLOOR DECK AND INTERIOR WALL PANELS. DECK SIZE,
TYPE AND GAUGE TO BE AS INDICATED ON PLANS.
FASTEN STEEL DECK TO ALL INTERIOR STEEL SUPPORTS AS SHOWN
ON PLANS. PROVIDE FASTENING AT 6" O.C. TO PLATE, ANGLE OR
BEAM AT BUILDING PERIMETER UNO. SIDELAP FASTENING SHALL BE
AS INDICATED ON PLANS.
SPAN DECK SECTION MINIMUM 3 SPANS CONTINUOUS, UNO.
THE STEEL DECK FABRICATOR SHALL SUBMIT SHOP DRAWINGS FOR
APPROVAL.
FLOOR DECK AND UNDERSIDE OF ROOF DECK SHALL BE GALANIZED
(G60 MIN), CONFIRM W/ ARCH. TOP OF ROOF DECK SHALL BE SHOP
PRIMED W/ STANDARD GRAY PRIMER.
CONCENTRATED LOADS IN EXCESS OF 75# SHALL NOT BE HUNG
DIRECTLY FROM ROOF DECK. CONCENTRATED LOADS 75# OR LESS
ARE ALLOWED BUT SHALL ONLY BE FASTENED TO THE SIDE OF DECK
FLUTES.
STEEL - DECK:
1.
2.
3.
4.
5.
6.
7.
DESIGN CODES:
A. IBC CHAPTER 22, SECTION 2210 AND 2211-COLD FORMED STEEL
AND LIGHT-FRAMING CONSTRUCTION. SEE PLANS FOR SIZE AND
THICKNESS OF STUDS.
B. 2010 AISI NORTH AMERICAN SPECIFICATIONS FOR THE DESIGN OF
COLD-FORMED STEEL STRUCTURAL MEMBERS.
SEE PLANS, ELEVATIONS, SECTIONS AND DETAILS FOR SIZE AND
THICKNESS OF STUDS. YIELD STRESS SHALL BE 33KSI FOR 33 MIL.
AND 43 MIL. MEMBERS AND 50KSI FOR ALL OTHER MEMBERS.
COLD FORMED STEEL FRAMING
600S162-43
.
.
.
.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
FLANGE WIDTH OF
MEMBER IN HUNDREDS
OF INCHES
(EX. 162=1 5/8", 200=2")
MEMBER THICKNESS IN
MILS
MEMBER DEPTH IN
HUNDREDS OF
INCHES
(EX. 600=6")
MEMBER TYPE
S=STUD,
T=TRACK
ALL STEEL STUD FASTENERS SHALL BE WELDED CONNECTIONS, OR
SHALL BE #10-16 "TEK" SCREWS MANUFACTURED BY "ITW BUILDEX"
OR APPROVED EQUAL UNO. ALL WELDS SHALL BE MADE BY
CERTIFIED WELDERS AND IN ACCORDANCE WITH AMERICAN
WELDING SOCIETY (AWS)-D13 LATEST EDITION. THE CENTER-TO-
CENTER SPACING AND EDGE DISTANCE FOR ALL SCREW
FASTENERS SHALL BE AT LEAST 3x (NOMINAL DIAMETER) UNO.
ALL POWDER ACTUATED FASTENERS (PAFS) SHALL BE HILTI "X-U"
OR APPROVED EQUAL UNO.
SPLICES IN WALL STUDS, JOISTS OR HEADERS SHALL NOT BE
PERMITTED UNLESS SPLICE CONNECTIONS ARE PROVIDED IN
SECTIONS AND DETAILS.
ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR
ATTACHMENT TO PERPENDICULAR MEMBERS, DO NOT TORCH CUT.
MEMBERS SHALL BE HELD POSITIVELY IN PLACE UNTIL PROPERLY
FASTENED.
STUDS SHALL BE PLUMBED, ALIGNED AND SECURELY ATTACHED TO
THE FLANGE OR WEB OF BOTH UPPER AND LOWER TRACKS. STUDS
SHALL HAVE FULL BEARING AGAINST INSIDE TRACK WEB PRIOR TO
STUD AND TRACK ATTACHMENT.
SEE ARCH FOR GYPSUM BOARD AND GYPSUM SHEATHING AT ALL
EXTERIOR WALLS. FASTEN TO STUDS WITH #6 MINIMUMx1" FLAT
HEAD SCREWS SPACED AT 12" O.C. AT PANEL INTERMEDIATE
SUPPORTS AND 6" O.C. AT PANEL EDGES.
WALL STUD BRIDGING SHALL BE ATTACHED IN A MANNER TO
PREVENT STUD ROTATION. BRIDGING ROWS SHALL BE SPACED AT
4'-0" O.C. MAXIMUM. INSTALLATION OF ALL REQUIRED WALL STUD
BRIDGING SHALL BE COMPLETED BEFORE ANY LOADS ARE APPLIED
TO THE SYSTEM.
CONTINUOUS TOP AND BOTTOM RUNNER TRACKS FOR ALL WALLS
SHALL BE FASTENED TO EACH STUD WITH (2) #10-16 SCREWS
MINIMUM UNO.
THE CONTRACTOR IS RESPONSIBLE FOR AVOIDING THE OVERLOAD
OF COLD FORMED STEEL MEMBERS DURING ERECTION AND FOR
PROVIDING ADEQUATE TEMPORARY BRACING UNTIL THE
PERMANENT BRIDGING AND SHEATHING ARE IN PLACE.
THE COLD FORMED STEEL SUPPLIER SHALL SUBMIT FOR APPROVAL
DETAILED SHOP DRAWINGS INDICATING MEMBER SIZES, THICKNESS,
SPACING AND ALL CONNECTIONS AS SHOWN ON THE DRAWINGS.
TOUCH-UP WELDS SHALL BE WITH ZINC-RICH PAINT PER ASTM A-780.
MILS TO GAUGE CONVERSION CHART
MILS
20 GA
18 GA
16 GA
14 GA
33
43
54
68
GAUGE
12 GA97
10 GA118
SPECIAL INSPECTION AND TESTING IS REQUIRED IN ACCORDANCE
WITH THE LATEST EDITION OF IBC, CHAPTER 17, FOR THE
FOLLOWING PORTIONS OF CONSTRUCTION:
SPECIAL INSPECTION AND TESTING:
1.
2.
3.
THE GENERAL CONTRACTOR SHALL SUBMIT A COMPLETED
"SPECIAL STRUCTURAL TESTING AND INSPECTION - PROGRAM
SUMMARY SCHEDULE" TO THE BUILDING OFFICIAL, ARCHITECT
AND ENGINEER PRIOR TO THE START OF CONSTRUCTION.
THE TESTING/INSPECTION AGENCY SHALL SUBMIT A FINAL
CERTIFIED REPORT AT SUBSTANTIAL COMPLETION INDICATING
THAT ALL WORK REQUIRING SPECIAL INSPECTIONS AND TESTING
HAS BEEN CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT
DOCUMENTS. A LIST OF ANY UNRESOLVED DEFICIENCIES SHALL
BE INCLUDED IN THIS REPORT.
CONCRETE
SOILS: GEOTECHNICAL ENGINEER SHALL FIELD VERIFY SOIL
BEARING CAPACITY AND COMPACTION PER THE
REQUIREMENTS OF THE GEOTECHNICAL REPORT.
SOILS: TESTING AGENCY SHALL FIELD VERIFY SOIL BEARING
CAPACITY AND COMPACTION PER THE REQUIREMENTS OF THE
GEOTECHNICAL ENGINEER.
CAST-IN-PLACE ANCHORS IN CONCRETE
POST-INSTALLED ANCHORS IN CONCRETE (PER PRODUCT ICC-
ESR REQUIREMENTS)
REINFORCING STEEL IN CONCRETE
CAST-IN-PLACE ANCHORS IN MASONRY
POST-INSTALLED ANCHORS IN MASONRY (PER PRODUCT ICC-
ESR REQUIREMENTS)
REINFORCING STEEL IN MASONRY - LEVEL B
STRUCTURAL WELDING - VISUAL TESTING (UNO)
HIGH STRENGTH BOLTING
IF THE STRUCTURAL STEEL AND/OR JOIST FABRICATOR IS NOT
AISC CERTIFIED, IN-SHOP SPECIAL INSPECTIONS ARE
REQUIRED AND SHALL BE PAID FOR BY THE FABRICATOR.
A.
B.
C.
D.
E.
F.
G.
H.
J.
K.
L.
STRUCTURAL ABBREVIATIONS:
& AND
@ AT (CL TO CL
SPACING)
CL CENTERLINE
Ø ROUND OR DIAMETER
# POUND OR NUMBER
AB ANCHOR BOLT
AD AREA DRAIN
ADD'L ADDITIONAL
ADDM ADDENDUM
ADJ ADJACENT
AFF ABOVE FINISHED FLOOR
ALT ALTERNATE
APPROX APPROXIMATE
ARCH ARCHITECTURAL/ITECT
B/O BOTTOM OF
BFE BOTTOM FOOTING
ELEVATON
BIT BITUMINOUS
BLDG BUILDING
BLK BLOCK
BLKG BLOCKING
BM BEAM
BOT BOTTOM
BRG BEARING
BSMT BASEMENT
BT BENT
BTWN BETWEEN
CANT CANTILEVER
CFS COLD FORMED STEEL
CIP CAST-IN-PLACE
CJ CONTROL JOINT
CL CENTERLINE
CLR CLEAR
CO CLEAN OUT
COL COLUMN
COMP COMPOSITE
CONC CONCRETE
CONN CONNECT/-ED/-ION
CONST CONSTRUCT/-ION
CONT CONTINUE/-OUS
CONTR CONTRACT/-OR
CMU CONCRETE MASONRY
UNIT
COORD COORDINATE
CTR, CTRD CENTER, CENTERED
CU FT CUBIC FEET
CY CUBIC YARD
DBL DOUBLE
DBL TEE, TT DOUBLE TEE
DEAD LD, DL DEAD LOAD
DEPT DEPARTMENT
DIA, Ø DIAMETER
DIAG DIAGONAL
DIM DIMENSION
DN DOWN
DO DITTO
DP DEPTH OR DEEP
DR DOOR
DTL DETAIL
DWG DRAWING
DWLS DOWELS
EA EACH
EF EACH FACE
EJ, EXP JT EXPANSION JOINT
EL ELEVATION
ELEC ELECTRICAL
ELEV ELEVATOR
EMBED EMBEDMENT,
EMBEDDED
EQ, = EQUAL
EQUIP EQUIPMENT
ERECT ERECTION
EXIST EXISTING
EXP EXPANSION
EXT EXTERIOR
EW EACH WAY
FAB FABRICATE
FD FLOOR DRAIN
FDN FOUNDATION
FFE FINISHED FLOOR
ELEVATION
FIN FINISH
FLG FLANGE
FLR FLOOR
FP FIREPROOFING
FRMG FRAMING
FT, ' FOOT
FTG FOOTING
FV FIELD VERIFY
GA GAUGE
GALV GALVANIZED
GC GENERAL CONTRACTOR
GEN'L GENERAL
GLU-LAM, GL GLUE LAMINATED WOOD
GR BM GRADE BEAM
H HIGH
HD HEADED
HDR HEADER
HK HOOK
HORIZ HORIZONTAL
HT HEIGHT
HVAC HEATING, VENTILATION
AND AIR CONDITIONING
I/F INSIDE FACE
IE INVERT ELEVATION
IN, " INCH
INFO INFORMATION
INSUL INSULATION
INT INTERIOR
INV INVERT
JBE JOIST BEARING
ELEVATION
JST JOIST
JT, JNT JOINT
K KIPS
KO KNOCK OUT
KSI KIPS PER SQUARE INCH
LB, # POUND
LD LOAD
LF LINEAL FOOT
LG, LGT LENGTH, LONG
LIVE LD, LL LIVE LOAD
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LOC LOCATION, LOCATE
LONG LONGITUDINAL
LSH LONG SIDE HORIZONTAL
LSL LAMINATED STRAND
LUMBER
LSV LONG SIDE VERTICAL
LT WT LIGHT WEIGHT
LVL LAMINATED VENEER
LUMBER
MAN MANUAL
MAS MASONRY
MAT'L MATERIAL
MAX MAXIMUM
MECH MECHANICAL
MEMB MEMBRANE
MEZZ MEZZANINE
MFR MANUFACTURER
MIN MINIMUM
MISC MISCELLANEOUS
MO MECHANICAL OPENING
MTL MATERIAL
#, NO. NUMBER
NA, N/A NOT APPLICABLE
NIC NOT IN CONTRACT
NOM NOMINAL
NTS NOT TO SCALE
O/F OUTSIDE FACE
O.C. ON CENTER
OD OVERFLOW DRAIN
OH DR OVERHEAD DOOR
OPNG OPENING
OPP OPPOSITE
P&J PAN AND JOIST
P/C PRECAST CONCRETE
PAF POWDER ACTUATED
FASTENER
PART PARTITION
PL PLATE
PLBG PLUMBING
PLF POUNDS PER LINEAR
FOOT
PNL PANEL
PRELIM PRELIMINARY
PREP PREPARATION
PROJ PROJECT/-ION
PSF POUNDS PER SQUARE
FOOT
PSI POUNDS PER SQUARE
INCH
PT POST TENSION
QUAN, QTY QUANTITY
R RADIUS
RD ROOF DRAIN
REC RECESSED, RECOMMEND
REF REFERENCE
REINF REINFORCE/-ING/-ED
REQ'D REQUIRED
RET RETAINING
REV REVISION
RO ROUGH OPENING
SCHED SCHEDULE
SEC, SECT SECTION
SF, SQ FT SQUARE FOOT
SHT SHEET
SIM SIMILAR
SJI STEEL JOIST INSTITUTE
SL SNOW LOAD
SPA SPACES/-ING
SPEC SPECIFICATIONS
SQ SQUARE
SQ YD SQUARE YARD
STD STANDARD
STIFF STIFFENER/-S
STIR STIRRUPS
STL STEEL
STL JST STEEL JOIST
STOR STORAGE
STR, STRT STRAIGHT
STRUC(T) STRUCTURAL
SYM SYMMETRICAL
T&B TOP AND BOTTOM
T&G TONGUE AND GROOVE
T/O TOP OF
TBE TOP OF BEAM ELEVATION
TDE TOP OF DECK ELEVATION
TFE TOP OF FOOTING
ELEVATION
TGE TOP OF GIRDER
ELEVATION
THRU THROUGH
TPE TOP OF PLANK
ELEVATION
TRANS(V) TRANSVERSE
TRTD TREATED
TSE TOP OF SLAB ELEVATION
TYP TYPICAL
TWE TOP OF WALL ELEVATION
UNFIN UNFINISHED
UNO UNLESS NOTED
OTHERWISE
VERT VERTICAL
W WIDE/WIDE FLANGE
W/ WITH
W/O WITHOUT
WD WOOD
WDW WINDOW
WP WORK POINT
WT WEIGHT
WWF WELDED WIRE FABRIC
A
B
C
D
E
F
G
H
I
J
K
L
M
N
O
P
Q
R
S
T
U
V
W
Phone: 763.425.9960 Fax: 763.425.9958
5279 Kyler Avenue NE Albertville, MN 55301
SOLUTIONS, P.A.
STRUCTURAL
INNOVATIVE
Email: isspa@isseng.com Web: www.isseng.comISSISSISSPAISSPAPAPA
REVISIONS:
DRAWN BY
DATE ISSUED
CHECKED BY
Scope Drawings
These drawings indicate the general scope of the project in terms of
architectural design concept, the dimensions of the building, the major
architectural elements and the type of structural, mechanical and
electrical systems. The drawings do not necessarily indicate or describe
all work required for full performance and completion of the requirements
of the contract. On the basis of the general scope indicated or
described, the trade contractors shall furnish all items required for the
proper execution and completion of work.
PROJECT NUMBER:
618 East Market Street
Indianapolis, Indiana 46202
phone 317/264.8162
a x i s a r c h . c o m
CLIENT
8-27-2020
JMW
MJV
08/27/2020
S001
GENERAL STRUCTURAL
NOTES
86220CARMELExtra Space Storage155 CARMEL DRIVE, CARMEL, INWeihe Engineers
10505 N. College Avenue
Brad Schoeff - Sr. Project Manager
PH: 317-846-6611
Innovative Structural Solutions, P.A.
5279 Kyler Avenue, NE
PH: 763-425-9960
Gooderum & Associates Engineering
874 Cheltenham Way
PH: 317-506-8151
Indianapolis, IN 46280
Albertville, MN 55301
Avon, IN 46123
Extra Space Storage
9000 Keystone Crossing, Ste. 660
Jim Adams
Indianapolis, IN 46240
PH: 317-663-8648
CIVIL ENGINEER
STRUCTURAL ENGINEER
MEP ENGINEER
STRUCTURAL DRAWING SHEET INDEX
S001 GENERAL STRUCTURAL NOTES
S101 FOUNDATION PLAN
S102 SECOND FLOOR FRAMING PLAN
S103 THIRD FLOOR FRAMING PLAN
S104 ROOF FRAMING PLAN
S201 SECTIONS AND DETAILS
S202 SECTIONS AND DETAILS
S203 SECTIONS AND DETAILS
# DESCRIPTION DATE
07/14/21