HomeMy WebLinkAboutS-001DEAD LOADS
ATTIC
LIVE LOADS
TOTAL LOADS
ROOFLOADS (PSF)LOCATIONS
TOTAL DEAD LOADS
TOTAL LIVE LOADS
DESIGN LOADS TABLE
PLYWOOD SHEATHING (ASSUMED 3/4")3
CEILING 5
MEP 5
2X8 @ 16" O.C. FRAMING 5
ATTIC 20
SNOW -UNBALANCED (BALANCED = 28 PSF)40
2X10 @ 16" O.C. FRAMING 6
INSULATION OR INSULATION/ROOFING
ASSEMBLY
3
3
5
5
5
3
3
5
6
3
21 17
20
40
20 40
41 57
GROUND SNOW LOAD, Pg 40 PSF
FLAT-ROOF SNOW LOAD, Pf 28 PSF
SNOW LOAD IMPORTANCE FACTOR, Is 1.00
THERMAL FACTOR, Ct 1.0
UNBALANCED SNOW LOAD 40 PSF
SNOW DRIFT WIDTH, w N/A
ULTIMATE WIND DESIGN SPEED, Vult 115 MPH
WIND EXPOSURE CATEGORY B
RISK CATEGORY II
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 1.00
Ss 0.15g
S1 0.06g
ASSUMED SOIL SITE CLASS D
SDS 0.160g
SD1 0.096g
SEISMIC DESIGN CATEGORY B
SEISMIC FORCE-RESISTING SYSTEM(S)STEEL NOT SPECIFICALLY
DETAILED FOR SEISMIC
RESISTANCE
BASE SHEAR, V
SEISMIC RESPONSE COEFFICIENT, CS
RESPONSE MODIFICATION COEFFICIENT, R
ANALYSIS PROCEDURE
DESIGN PARAMETERS
N/A
0.053
3
EQUIVALENT LATERAL
FORCE
MATERIAL
ENGINEERED LUMBER
FASTENERS
WOOD FRAMING:
REQUIRED SUBMITTALS
SCHEDULE /
SHOP DWGS
X
PRODUCT
DATA
INSPECTIONS
& TESTS
X
XROOFING MATERIALS
STEEL FRAMING:
PIECES
ERECTION DRAWINGS 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
PLATES A572, Fy = 50 KSI
THREADED RODS F1554 GRADE 36, Fy = 36 KSI
0' - 8"0' - 8"0' - 2"0' - 2"1/2" DIAMETER A307 THRU-BOLTS
STAGGERED IN PATTERN SHOWN
0' - 4"0' - 8"0' - 2"0' - 2"AT END OF JOIST, INSTALL
FOUR THRU-BOLTS AS
SHOWN BEFORE
BEGINNING STAGGERED
PATTERN
WELD ALONG FULL LENGTH
WITH 3/16" FILLET WELD ON
BOTH SIDES OF PLATE
NOTES:
1. PLATE REQUIRED FOR SHEAR TAB IS 6"X4"X1/4".
2. (2) 5/8" DIAMETER A325N BOLTS REQUIRED AT
SHEAR TAB CONNECTION BETWEEN C4 AND C6
CHANNELS
3. C4 CHANNEL DOES NOT REQUIRE COPING.
PLACE TOP OF C4 CHANNEL 1" BELOW TOP OF
C6 CHANNEL. SHEAR TAB TO BE ON BACK SIDE
OF C4 CHANNEL.
0' - 1 1/2"
0' - 2 1/2"CORNE LL U N IV
E
R
SI
TYFOUN
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
PHI SIGMA SIGMA, 14 SOUTH AVE
KITCHEN HOOD
EXHAUST
RENOVATION
S-001
11191594
GENERAL
NOTES AND
DETAILS
Q. OLSEN
QCO
4724
JULY 15, 2019
CODES & GENERAL REQUIREMENTS
1. PERFORM ALL CONSTRUCTION IN ACCORDANCE WITH THE 2017 NEW YORK
STATE UNIFORM CODE SUPPLEMENT AND CITY OF ITHACA AMENDMENTS
REFERENCING THE 2015 INTERNATIONAL BUILDING CODE. THE FOLLOWING
CODES AND STANDARDS ARE REFERENCED IN THE PROJECT DOCUMENTS:
A. ASCE7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER
STRUCTURES WITH SUPPLEMENT NO. 1
B. ANSI/AWC NDS-2015 NATIONAL DESIGN SPECIFICATION (NDS) FOR
WOOD CONSTRUCTION WITH 2015 NDS SUPPLEMENT
C. 2015 INTERNATIONAL EXISTING BUILDING CODE (IEBC)
2. THE DEVELOPMENT AND IMPLEMENTATION OF JOB SITE SAFETY AND
CONSTRUCTION PROCEDURES ARE THE SOLE RESPONSIBILITY OF THE
GENERAL CONTRACTOR.
3. DESIGN, FABRICATION, AND CONSTRUCTION OF WOOD FRAMING SHALL
CONFORM WITH
A. "NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION"
NDS-15, 2015 EDITION, WITH 2015 SUPPLEMENT
B. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION: TIMBER
CONSTRUCTION MANUAL (LATEST EDITION)
C. AMERICAN PLYWOOD ASSOCIATION : PLYWOOD DESIGN SPECIFICATION
D. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS
E. NATIONAL LUMBER MANUFACTURERS ASSOCIATION
F. NATIONAL FOREST PRODUCTS ASSOCIATION
4. CONTRACTOR TO VERIFY ALL EXISTING DIMENSIONS AND ELEVATIONS IN THE
FIELD.
5. THE WEIGHTS OF THE MECHANICAL UNITS USED FOR THE DESIGN OF THE
STRUCTURE ARE:
A. EXHAUST FAN 180 LBS
B. HOOD MAKE UP AIR UNIT 750 LBS
C. EXHAUST HOOD 550 LBS
6. GRAVITY LOAD DEFLECTION CRITERIA:
A. TOTAL LOAD: L/240
B. LIVE LOAD: L/360
WOOD FRAMING AND ENGINEERED LUMBER:
1. ALL STRUCTURAL SAWN LUMBER, UNLESS NOTED OTHERWISE ON THE
DRAWINGS, SHALL BE DOUGLAS FIR-LARCH (D. FIR-L) NO 2 OR OTHER SPECIES
HAVING THE FOLLOWING MINIMUM PROPERTIES:
A. BENDING CAPACITY FB = 900 PSI (FOR 12" DEPTH, ADJUST FOR OTHER
DEPTHS)
B. TENSILE CAPACITY FT = 575 PSI
C. COMPRESSION CAPACITY PARALLEL TO GRAIN FC PARALLEL = 1,350 PSI
D. COMPRESSION CAPACITY PERPENDICULAR TO GRAIN FC
PERPENDICULAR = 625 PSI
E. SHEAR CAPACITY FV = 180 PSI
F. ELASTIC MODULUS E = 1,600,000 PSI
G. DRIED TO MAXIMUM MOISTURE CONTENT OF 19%
2. ALL SAWN LUMBER SHALL BE SOUND, BELOW 19% MOISTURE CONTENT, FREE
FROM WARP, STAMPED IN ACCORDANCE WITH THE AMERICAN INSTITUTE OF
TIMBER CONSTRUCTION'S "CONSTRUCTION MANUAL," AND SHALL BE
MANUFACTURED TO COMPLY WITH PS20 OF "AMERICAN SOFTWOOD LUMBER
STANDARDS."
3. NAILS TO BE OF LENGTH TO PROVIDE 10D PENETRATION INTO MAIN MEMBER,
U.O.N.
4. SCREWS TO BE OF LENGTH TO PROVIDE 10D PENETRATION INTO MAIN
MEMBER, U.O.N.
5. MATERIALS OF FASTENERS TO BE SUCH THAT FYB IS AS FOLLOWS:
A. NAILS:
a. 100,000 PSI FOR 0.099" < D < 0.142"
b. 90,000 PSI FOR 0.142" < D < 0.177"
c. 80,000 PSI FOR 0.177" < D < 0.236"
d. 70,000 PSI FOR 0.236" < D < 0.273"
B. BOLTS: 45,000 PSI
C. LAG SCREWS: 70,000 PSI
6. ALL BOLTS ARE TO RECEIVE WASHERS AT BOTH ENDS
7. CLEARANCE HOLE FOR SHANK OF LAG BOLTS IS TO MATCH SHANK DIAMETER
FOR THE SAME DEPTH OF UNTHREADED SHANK. THE LEAD HOLE DIAMETER
FOR THE THREADED PORTION IS TO BE 70% TO 75% OF THE SHANK DIAMETER.
SPLITTING OF MEMBERS BY LAG BOLTS IS NOT PERMITTED.
8. KEEP STRUCTURAL WOOD PROTECTED DURING DELIVERY, STORAGE,
HANDLING, AND ERECTION. DO NOT STORE IN AREAS EXCESSIVELY HIGH IN
HUMIDITY.
9. FRAMING MEMBERS SHALL BE INSTALLED WITH CROWN UP.
10. ALL MEMBERS ARE TO BE INSTALLED WITH AF&PA REQUIREMENTS. MEMBERS
ARE NOT TO BE DRILLED OR NOTCHED IN EXCESS OF NDS OR LOCAL CODE
REQUIREMENTS, WHICHEVER IS MORE STRINGENT. THE CONTRACTOR IS TO
SUBMIT A REPAIR SKETCH TO THE ARCHITECT/ENGINEER FOR REVIEW AND
APPROVAL OR REPLACE MEMBERS WHICH ARE DRILLED OR NOTCHED
EXCESSIVELY.
11. ALL ENGINEERED LUMBER TO BE WEYERHAEUSER MICROLLAM LVLs GRADE
2.0E OR TO BE ENGINEERED LUMBER WITH THE FOLLOWING MINIMUM
PROPERTIES:
A. BENDING CAPACITY FB = 2,600 PSI (FOR 12" DEPTH, ADJUST FOR OTHER
DEPTHS BY MULTIPLYING BY [12/d]0.136)
B. TENSILE CAPACITY FT = 1,555 PSI
C. COMPRESSION CAPACITY PARALLEL TO GRAIN FC PARALLEL = 2,510 PSI
D. COMPRESSION CAPACITY PERPENDICULAR TO GRAIN FC
PERPENDICULAR = 750 PSI
E. SHEAR CAPACITY PARALLEL TO GRAIN FV = 285 PSI
F. ELASTIC MODULUS E = 2.0 X 106 PSI
G. MINIMUM ELASTIC MODULUS EMIN = 1,016,535 PSI
H. SHEAR MODULUS G = 125,000 PSI
12. FOR ENGINEERED LUMBER, LATERAL SUPPORT (BLOCKING) IS REQUIRED AT
BEARING AND ALONG THE SPAN AT 24" O.C. MAXIMUM UNLESS NOTED
OTHERWISE ON THE DRAWINGS.
13. FOR ENGINEERED LUMBER, THE MINIMUM BEARING LENGTH AT THE END OF
THE MEMBER IS 1-1/2".
14. NEW HANGERS TO BE INSTALLED WITH ALL NAILS REQUIRED FOR FULL
CAPACITY PER MANUFACTURER. SIMPSON HANGERS REQUIRED FOR EACH OF
THE FOLLOWING MEMBERS BEING SUPPORTED ARE:
A. (1) 2X8: HU28 (0.162" X 3-1/2" NAILS AND 0.148" X 1-1/2" NAILS)
B. (1) 2X10: HU210 (0.162" X 3-1/2" NAILS AND 0.148" X 1-1/2" NAILS)
C. (2) 1-3/4" X 7-1/4" LVL: HUS48 (0.162" X 3-1/2" NAILS)
D. (1) 1-3/4"X9-1/4" LVL: HUS1.81/10 (0.162" X 3-1/2" NAILS)
E. (2) 1-3/4"X9-1/4" LVL AND (1) 2X10 SLOPED: HU610 (0.162" X 3-1/2" NAILS)
GENERAL NOTES
STRUCTURAL STEEL CONT'D
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 3/16" FILLET WELD U.N.O. ON DRAWINGS.
8. ALL INTERIOR STEEL SHALL BE PAINTED IN THE SHOP WITH DEVOE COATINGS
DEVGUARD 4306 U.N.O. ON THE DRAWINGS. ALL EXTERIOR STEEL SHALL BE
HOT-DIP GALVANIZED TO ASTM A-123 GRADE 65. TOUCH-UP ALL DAMAGED
AREAS WITH ZRC GALVILITE GALVANIZING REPAIR (95% ZINC).
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.
GENERAL NOTES CONT'D
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 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.
SCALE:1" = 1'-0"1 NEW JOIST SISTERED TO EXISTING JOIST
0 1 2
SCALE: 1"=1'-0"
1 5/31/19 ISSUE FOR 50% REVIEW
2 7/10/19 ISSUE FOR COORDINATED REVIEW
3 7/15/19 ISSUE FOR CONSTRUCTION
SCALE:1" = 1'-0"2 C4 TO C6 TYPICAL CONNECTION