HomeMy WebLinkAbout002.0_S-001 GENERAL NOTES ABBREV.MATERIAL
N.S. GROUT
STEEL PIECES AND ERECTION PLANS
POST-INSTALLED ANCHORS
REQUIRED SUBMITTALS
SCHEDULE /
SHOP DWGS
PRODUCT
DATA
INSPECTIONS
& TESTS
X
X
X X
X
WIDE FLANGE MEMBERS A992, Fy = 50 KSI
STRUCTURAL STEEL GRADES
HSS RECTANGULAR MEMBERS
CHANNELS AND ANGLES
A500 GRADE B, Fy = 46 KSI
A36, Fy = 36 KSI
HSS ROUND MEMBERS A500 GRADE B, Fy = 42 KSI
PLATES A572, Fy = 50 KSI
PIPES A53, Fy = 35 KSI
THREADED RODS F1554 GRADE 36, Fy = 36 KSI
W_X__ STEEL BEAM OF SIZE W_X__
STEEL BEAM WITH BEARING PLATE TYPE #
BP#
COLUMN UP/DOWN
NEW STEEL COLUMN
W_X__ EXIST. STEEL BEAM OF SIZE W_X__
EXIST. STEEL COLUMN
150 PSF INCLUDING EQUIPMENT
75 PSF PLUS LOADS FROM
SPECIFIC EQUIPMENT LAYOUT
200 PSF INCLUDING
EQUIPMENT
GROUND SNOW LOAD, Pg 40 PSF
FLAT-ROOF SNOW LOAD, Pf 31 PSF
SNOW LOAD IMPORTANCE FACTOR, Is 1.10
THERMAL FACTOR, Ct 1.0
DRIFT SURCHARGE LOAD, Pd N/A
SNOW DRIFT WIDTH, w N/A
BASIC DESIGN WIND SPEED, V 119 MPH
WIND EXPOSURE CATEGORY B
RISK CATEGORY III
INTERNAL PRESSURE COEFFICIENT, GCpi +/-0.18
MWRFS DESIGN PRESSURE COEFFICIENT, qz N/A
C&C DESIGN PRESSURE COEFFICIENT, qcc N/A
SEISMIC IMPORTANCE FACTOR, Ie 1.25
Ss 0.15g
S1 0.05g
ASSUMED SOIL SITE CLASS D
SDS 0.160g
SD1 0.08g
SEISMIC DESIGN CATEGORY B
SEISMIC FORCE-RESISTING SYSTEM(S)N/A
BASE SHEAR, V N/A
SEISMIC RESPONSE COEFFICIENT, CS N/A
RESPONSE MODIFICATION COEFFICIENT, R N/A
RAIN INTENSITY, i
DESIGN PARAMETERS
2.35 INCHES/HOUR
ALLOWABLE STRESS DESIGN WIND SPEED 92 MPH
SOIL DESIGN PRESSURE N/A
ANALYSIS PROCEDURE N/A
EXPOSURE FACTOR, Ce 1.0
SLOPE FACTOR, Cs N/ASNOW
WINDSEISMICCORN E LL U N I V
E
R
SI
TYFOU
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D E D 5681AD
FACILITIES
ENGINEERING
ARCHIVE BAR CODEITHACA, NEW YORK
ARCH/STRUCT:
CIVIL/ENV:
ELECTRICAL:
MECHANICAL:
DATE:
FACILITY:
DESIGN:
DRAWN:
WWW.FCS.CORNELL.EDU
IT IS A VIOLATION OF NEW YORK STATE LAW FOR
ANY PERSON, UNLESS ACTING UNDER THE
DIRECTION OF A LICENSED ARCHITECT OR
ENGINEER, TO ALTER THIS DOCUMENT IN ANY
WAY. IF THIS DOCUMENT IS ALTERED, THE
ALTERING ARCHITECT OR ENGINEER SHALL AFFIX
TO SUCH DOCUMENT THEIR SEAL AND THE
NOTATION "ALTERED BY" FOLLOWED BY THEIR
SIGNATURE, THE DATE OF SUCH ALTERATION, AND
A SPECIFIC DESCRIPTION OF THE ALTERATION.
WARNING
REVISIONS
ARCHITECTURAL, STRUCTURAL,
CIVIL, ENVIRONMENTAL,
MECHANICAL, AND ELECTRICAL
ENGINEERING
201 HUMPHREYS SERVICE BLDG
ITHACA, NEW YORK 14853-3701
136 HOY ROAD
RHODES HALL
UPS
REPLACEMENT
S-001
11874770
GENERAL
NOTES,
ABBREVIATIONS,
AND LEGEND
Q. OLSEN
QO
2051
APRIL 8, 2020
CODES
1. PERFORM ALL CONSTRUCTION IN ACCORDANCE WITH THE 2020 NEW YORK
STATE BUILDING CODE AND CITY OF ITHACA AMENDMENTS REFERENCING THE
FOLLOWING CODES AND STANDARDS:
A. ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL
CONCRETE
B. ASCE7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER
STRUCTURES WITH SUPPLEMENT NO. 1
C. 2018 INTERNATIONAL EXISTING BUILDING CODE (IEBC)
D. 2018 INTERNATIONAL BUILDING CODE (IBC)
DEFLECTION CRITERIA
1. GRAVITY LOAD DEFLECTION CRITERIA:
A. TOTAL LOAD: L/240
B. LIVE LOAD: L/360
DESIGN LOADS
1.DEAD LOADS PER THE EXISTING DRAWINGS
A. EXISTING CONCRETE ON METAL DECK: 77 PSF
B. CEILING: 5 PSF
C. MEP: 5 PSF
D. 3”NORMAL WEIGHT CONCRETE TOPPING 38 PSF
2.ADDITIONAL DEAD LOADS:
A. EXISTING STRUCTURAL STEEL FRAMING: 7 PSF
3.LIVE LOADS:
A. THE ELECTRICAL ROOM HAS A LIVE LOAD RATING OF 150 PSF PER THE
EXISTING DRAWINGS. SEE LIVE LOAD MAP FOR CHANGES.
B. BATTERY CABINET: 4678 LBS (PER CABINET)
C. UPS: 2150 LBS (PER UPS)
D. SBM: 700 LBS
STRUCTURAL STEEL
1. ALL STRUCTURAL STEEL SHALL BE ASTM FABRICATED AND ERECTED IN
ACCORDANCE WITH AISC "STEEL CONSTRUCTION MANUAL" AND ALL WORK
SHALL COMPLY WITH AISC "CODE OF STANDARD PRACTICE FOR STEEL
BUILDINGS AND BRIDGES."
2. GRADES OF STRUCTURAL STEEL TO BE PER TABLE THIS SHEET U.O.N.
3. ALL BOLTED CONNECTIONS TO BE MADE WITH A325 OR A490 TYPE N HIGH
STRENGTH BOLTS UNLESS GALVANIZED BOLTS ARE SPECIFIED. WHERE
GALVANIZED BOLTS ARE SPECIFIED ON THE DRAWINGS, GALVANIZED BOLTS
SHALL CONFORM TO ASTM A153, CLASS C AND SHALL BE HOT-DIP GALVANIZED
.
4. ALL NUTS SHALL MEET REQUIREMENTS OF ASTM A-563 DH OR ASTM A-194 2H.
5. ALL WASHERS SHALL MEET REQUIREMENTS OF ASTM F-436.
6. ALL BOLT HOLES IN STEEL MEMBERS SHALL BE 1/16" LARGER IN DIAMETER THAN
THE NOMINAL SIZE OF THE BOLT USED, U.N.O. ON DRAWINGS.
7. WELDING SHALL MEET THE REQUIREMENTS OF OF THE "STRUCTURAL WELDING
CODE" AWS D1.1-2006. ELECTRODES SHALL HAVE A MINIMUM TENSILE
STRENGTH OF 70 KSI AND BE LOW-HYDROGEN TYPE. THE LENGTH OF WELD
SPECIFIED ON THE DRAWINGS IS THE MINIMUM EFFECTIVE LENGTH OF THE
WELD. ALL WELDS TO BE A MINIMUM 1/4" FILLET WELD U.N.O. ON DRAWINGS.
8. ALL INTERIOR STEEL SHALL BE PAINTED IN THE SHOP WITH DEVGUARD 4360 OR
APPROVED EQUAL U.N.O. ON THE DRAWINGS.
9. ALL STEEL SHALL BE INSTALLED WITH CAMBER UP EXCEPT WHERE NOTED
OTHERWISE ON DRAWINGS AND AT CANTILEVERS WHERE STEEL SHALL BE
INSTALLED WITH CAMBER DOWN.
10. NO FABRICATION SHALL PROCEED PRIOR TO SHOP DRAWING APPROVAL. SHOP
DRAWINGS MARKED "REJECTED" OR "REVISE AND RESUBMIT" MAY NOT BE
FABRICATED WITHOUT ADDITIONAL CHANGES BEING MADE.
11. DEVELOPMENT OF STRUCTURAL STEEL SHOP DRAWINGS SHALL BE
SUPERVISED BY A NEW YORK STATE-REGISTERED PROFESSIONAL ENGINEER
AND SHALL INCLUDE DETAILS FOR APPLICATIONS AND ASSEMBLY OF ALL
STRUCTURAL MEMBERS; INCLUDE DETAILS OF CUTS, CONNECTIONS, HOLES,
AND OTHER PERTINENENT DATA; AND INDICATE WELDS BY STANDARD AWS 2.1
SYMBOLS SHOWING SIZE, LENGTH, AND TYPE OF EACH WELD. SHOP DRAWINGS
SHALL BE SUBMITTED TO ARCHITECT FOR APPROVAL PRIOR TO FABRICATION.
12. SPLICING OF STRUCTURAL MEMBERS WHERE NOT DETAILED ON THE CONTRACT
DOCUMENTS IS PROHIBITED WITHOUT PRIOR APPROVAL OF THE STRUCTURAL
ENGINEER AS TO LOCATION, TYPE OF SPLICE, AND CONNECTION TO BE MADE.
POST-INSTALLED ANCHORS
1. UNLESS NOTED OTHERWISE ON DRAWINGS, THE FOLLOWING EPOXIES ARE TO
BE USED WITH THE FOLLOWING BASE MATERIALS FOR ADHESIVE ANCHORS:
A. CAST IN PLACE AND PRECAST CONCRETE –HILTI HIT HY 200 R, POWERS
AC200+, OR POWERS AC100+ GOLD
B. CONCRETE MASONRY UNITS –HILTI HIT HY 270 OR POWERS AC100+
GOLD
2. EXPANSION ANCHORS TO BE STAINLESS STEEL. MANUFACTURER OF
EXPANSION ANCHORS TO BE HILTI OR POWERS (DEWALT) OR APPROVED
EQUAL. SUBMIT EXPANSION ANCHOR PRODUCT DATA FOR APPROVAL BY
STRUCTURAL ENGINEER OF RECORD PRIOR TO INSTALLATION.
TESTING & INSPECTIONS
1. OWNER SHALL RETAIN THE SERVICES OF AN INSPECTION AGENCY TO PERFORM
THE FOLLOWING SERVICES. ADDITIONAL INSPECTIONS SHALL BE PROVIDED IN
ACCORDANCE WITH LOCAL CODE REQUIREMENTS.
2. ALL NEW BOLTED CONNECTIONS SHALL BE VISUAL INSPECTED FOR
CONFORMANCE WITH INDUSTRY STANDARDS FOR INSTALLTION AND FOR
CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS.
3. ALL NEW STRUCTURAL WELDS MUST BE VISUALLY INSPECTED FOR
CONFORMATIONS WITH INDUSTRY STANDARDS FOR INSTALLATION AND FOR
CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS. IF THE WELDERS DO
NOT HAVE AWS CERTIFICATION, ALL OF THE STRUCTURAL WELDS MUST BE
TESTED WITH 100% MAGNETIC PARTICLE TESTING TO CONFIRM THE WELDS
MEET THE MINIMUM STRENGTH REQUIREMENTS FOR THE CONNECTIONS.
STRUCTURAL GENERAL NOTESLIVE LOAD MAP
STRUCTURAL LEGEND
1 08/16/19 ISSUE FOR DD REVIEW
2 03/20/20 ISSUE FOR 95% REVIEW
3 05/05/20 ISSUE FOR COORDINATED REVIEW
4 04/08/20 ISSUE FOR CONSTRUCTION