HomeMy WebLinkAbout004 004 Design Criteria (2) RCC:BUCKLING RESTRAINED BRACED FRAMES IN THE EAST-WEST DIRECTION ALONG GRID C1 BETWEEN GRIDS CC AND CD FROM THE ROOF TO THE FOUNDATION
GENERAL STRUCTURAL NOTES: AND ALONG GRID C3 BETWEEN GRIDS CIF AND CG.BUCKLING RESTRAINED BRACED FRAMES IN THE NORTH-SOUTH DIRECTION ALONG GRID CB BETWEEN GRIDS C2 0
STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS AND ARE INTENDED TO BE USED WITH ARCHITECTURAL,MECHANICAL,AND ELECTRICAL DRAWINGS. AND C1 AND ALONG GRID CH BETWEEN GRIDS C3 AND 3 AND C2 AND 2.THE SEISMIC LOAD RESISTING SYSTEM OF THE RCC WAS DESIGNED PER THE 2014 OSSC AS A � .a
THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE REQUIREMENTS FROM THESE DRAWINGS INTO THEIR SHOP DRAWINGS AND WORK. RISK CATEGORY IV STRUCTRE.ALL OF THE SEISMIC LOAD RESISTING PORTIONS OF THE STRUCTURE WERE THEN VOLUNTARILY CHECKED AND STRENGTHENED IN
ORDER TO MEET THE REQUIREMENTS OF ASCE 41-13 FOR AN"IMMEDIATE OCCUPANCY"LIMIT STATE,WHICH WAS DETERMINED BASED ON TABLE 9-4. _
IN ADDITION TO VOLUNTARILY CHECKING AND STRENGTHENING THE SEISMIC LOAD RESISTING SYSTEM OF THE RCC PER ASCE 41-13,A DETERMINISTIC SEISMIC v o
THESE GENERAL NOTES SUPPLEMENT THE PROJECT SPECIFICATIONS.REFER TO THE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. NOTES AND DETAILS ON HAZARD ANALYSIS WAS ALSO PERFORMED TO CAPTURE THE EFFECTS OF THE CASCADIA SUBDUCTION ZONE EARTHQUAKE ON THE GROUND MOTIONS AT THE SITE. z
THE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THE GENERAL NOTES AND TYPICAL DETAILS.WHERE NO DETAILS ARE GIVEN,CONSTRUCTION SHALL BE AS o
SHOWN FOR SIMILAR WORK. THE CASCADIA SUBDUCTION ZONE EARTHQUAKE GROUND MOTIONS WERE BASED ON AN EVENT WITH A MAGNITUDE 9.0 EARTHQUAKE PLUS 1 STANDARD DEVIATION N
IN ORDER TO CAPTURE UP TO THE 84%FOR THE DETERMINISTIC GROUND MOTION.THE RESULTING RESPONSE SPECTRUM IS INCLUDED IN THE FIGURE ON THIS j
CODE REQUIREMENTS: SHEET. ILLJ
CONFORM TO THE 2014 OREGON STRUCTURAL SPECIALTY CODE(OSSC),BASED ON THE 2012 INTERNATIONAL BUILDING CODE(IBC). OGC:STEEL MOMENT FRAMES ON GRID OB IN EAST-WEST DIRECTION AND GRID 01 IN NORTH-SOUTH DIRECTION.CONCRETE SHEAR WALL ELEVATOR CORE IN
NORTH-EAST CORNER. o
TEMPORARY CONDITIONS:
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THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION.THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING Al DESIGN CRITERIA(CONT.) z
SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR'S CONSTRUCTION METHODS Al SEQUENCES.
GRAVITY SYSTEM CRITERIA
CONTRACTOR'S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER THE EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS. P3 RCC OGC
RETAINING WALLS WHICH TIE TO UPPER SLABS SHALL NOT BE BACKFILLED UNTIL THE UPPER SLABS REACH FULL STRENGTH UNLESS ADEQUATE BRACING IS PROVIDED ROOF LIVE/SNOW LOAD 25 PSF L.L.(ALSO SEE SNOW LOAD CRITERIA BELOW) 0
AT THE TOP OF THE WALL. FLOOR LIVE LOADS: UNIFORM LOAD CONCENTRATED UNIFORM LOAD CONCENTRATED UNIFORM LOAD CONCENTRATED
LOAD LOAD LOAD i.i z
EXISTING CONDITIONS: 100 PSF L.L. 2,000 LBS. 100 PSF L.L. 2,000 LBS. 100 PSF L.L. 2,000 LBS. ■L (13
ALL EXISTING CONDITIONS,DIMENSIONS AND ELEVATIONS SHALL BE FIELD VERIFIED PRIOR TO FABRICATION AND ERECTION.THE CONTRACTOR SHALL NOTIFY THE PORT CORRIDORS AND STAIRS U_
(300 LBS.AT STAIRS) (300 LBS.AT STAIRS) (300 LBS.AT STAIRS)
OF ANY SIGNIFICANT DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS. s=
ASSUMED FUTURE CONSTRUCTION: ASSEMBLY AREAS 100 PSF L.L. 2,000 LBS. 100 PSF L.L. 2,000 LBS. ate+ O
(300 LBS.AT STAIRS) (300 LBS.AT STAIRS) _
NONE SIDEWALKS AND DRIVEWAYS 250 PSF L.L. 8,000 LBS. 250 PSF L.L. 8,000 LBS. 10 0
DESIGN CRITERIA: OFFICES 100 PSF L.L. 2,000 LBS. 100 PSF L.L. 2,000 LBS. W -
000 LBS 3
L.L.
, .
DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE OSSC.IN PARKING GARAGES 40 PSF -0 c ELEVATED ROADS AND RAMPS 40 PSF L.L. 3,000 LBS. M .iM
ADDITION TO THE DEAD LOADS,THE FOLLOWING LOADS AND ALLOWABLES WERE USED FOR ■� N - y
DESIGN,WITH LIVE LOADS(L.L.)REDUCED PER OSSC: STORAGE 125 PSF L.L. - 125 PSF L.L. *a -W i +■
MECHANICAL 150 PSF L.L. 300 LBS. 150 PSF L.L. 300 LBS.
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P3 RCC OGC d V
WIND CRITERIA VERTICAL FLOOR DEFLECTION
RISK CATEGORY II IV II U360 LIVE LOAD PER OSSC TABLE 1604.3
(CLADDING DESIGN) L .O � N
IM
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ULTIMATE DESIGN WIND VERTICAL FLOOR DEFLECTION U360 LIVE LOAD PER OSSC TABLE 1604.3 W �+ to
SPEED(MAIN WIND FORCE
Vult=120 MPH(3- Vult=130 MPH(3- Vult=120 MPH(3- (INTERIOR)
RESISTING SYSTEM) SECOND GUST) SECOND GUST) SECOND GUST) O O
NOTES: 1. LIVE LOADS REDUCED PER OSSC. U a
ULTIMATE DESIGN WIND SPEED 2. MEMBER DESIGNED FOR MORE CRITICAL OF UNIFORM OR CONCENTRATED LOAD. '�
(COMPONENTS AND CLADDING) Vult=120 MPH(3- Vult=130 MPH(3- Vult=120 MPH(3- -0 O
SECOND GUST) SECOND GUST) SECOND GUST) SEE S3.001-S3011 SERIES FOR SFRS ELEVATIONS AND S6.014-S6.018 SERIES FOR SFRS DETAILS.SEE PLANS FOR ADDITIONAL SFRS COMPONENTS AND DETAILS. a i
EXPOSURE CATEGORY C I d
REFER TO GENERAL STRUCTURAL NOTES AND PROJECT SPECIFICATIONS FOR DETAILING,INSTALLATION,TESTING AND INSPECTION REQUIREMENTS FOR
GUST/INTERNAL PRESSURE GCpi=+/-0.18 I GCpi=+/-0.18 GCpi=+/-0.18 I GCpi=+/-0.18 GCpi=+/-0.18 I GCpi=+/-0.18 MEMBERS THAT ARE PART OF THE SEISMIC FORCE RESISTING SYSTEM(SFRS). CD
DESIGN CRITERIA(CONT.)
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SEISMIC CRITERIA � Y
SEISMIC DESIGN CATEGORY D D D SNOW CRITERIA L i
SITE CLASS F F F P3 RCC OGC Q M
IMPORTANCE FACTOR I =1.0 IE =1.5 IE =1.0 DESIGN ROOF SNOW LOAD 25 PSF MINIMUM IN ACCORDANCE WITH OSSC li A a
SNOW DRIFT PER OSSC AS SHOWN ON PLANS
MCE SPECTRAL ACCELERATION SITE SPECIFIC GROUND SNOW LOAD P =10 PSF IN ACCORDANCE WITH 2O07 SNOW LOAD ANALYSIS FOR OREGON
DESIGN SPECTRAL S ds 0.533 Sd1= 0.533 FLAT ROOF SNOW LOAD Pf=11 PSF Pf=11 PSF Pf=11 PSF
ACCELERATION SNOW EXPOSURE FACTOR Ce=1.0 Ce=1.0 Ce=1.0
SNOW LOAD IMPORTANCE FACTOR Is=1.0 Is=1.2 Is=1.0 a
ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDURE ELASTIC ANALYSIS THERMAL FACTOR Ct=1.2 Ct=1.0 Ct=1.0 0
PER ASCE 7-10,SECTION 12.8
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SEISMIC LOAD RESISTING BUCKLING RESTRAINED BUCKLING RESTRAINED COMBINATION STEEL MOMENT FRAMES GEOTECHNICAL CRITERIA
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SYSTEM(SCRs) BRACED FRAMES BRACED FRAMES AND CONCRETE SHEAR WALLS 2p3 RCC OGC
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EAST-WEST NORTH-SOUTH EAST-WEST NORTH-SOUTH EAST-WEST NORTH-SOUTH DESIGN BASED ON REPORT BY: GRI,DATED OCTOBER 5,2017 i 2
RESPONSE MODIFICATION FACTOR R=8.0 R=8.0 R=8.0 R=8.0 R=1.0 R=1.0 TUNNEL WALLS- BELOW ; o c m
87.4 PCF(EQUIVALENT FLUID PRESSURE)
SEISMIC RESPONSE COEFFICIENT Cs=0.067 Cs=0.067 Cs=0.10 Cs=1.0 SIDS SIDS WATER TABLE ` o N N 0 o
c
DESIGN BASE SHEAR 7100 KIPS 7100 KIPS 780 KIPS 780 KIPS 40 KIPS 40 KIPS RETAINING WALLS-SEISMIC 1811^2(EQUIVALENT FLUID PRESSURE) Q 0 ° c
REDUNDANCY FACTOR rho=1.0 rho=1.0 rho=1.3 rho=1.3 rho=1.0 rho=1.0 ALLOWABLE PIPE PILE LOADS o _� o D 0
INELASTIC STORY DRIFT op
INCHES 1.75 INCHES 1.5 INCHES 1.5 INCHES STATIC DOWNWARD 325 KIPS 325 KIPS = w 0
STATIC UPLIFT 145 KIPS 145 KIPS o m
ROOF INELASTIC STORY DRIFT 1.5 INCHES 2.75INCHES(MAX.) 1.5 INCHES(MAX. 1.5 INCHES(MAX.) 3.6INCHES 2 9 INCHES SEISMIC DOWNWARD 240 KIPS 200 KIPSCn
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SEISMIC UPLIFT 145 KIPS 145 KIPS 0 0 0
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SEISMIC LOAD RESISTING SYSTEM:
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THE SEISMIC FORCE RESISTING SYSTEM(SFRS)FOR THE COMPLETED STRUCTURE IS AS FOLLOWS:
ILL
P3:BUCKLING RESTRAINED BRACED FRAMES IN THE EAST-WEST DIRECTION ALONG GRID 1 BETWEEN GRIDS G-N FROM THE ROOF TO THE FOUNDATION AND ALONG GRID 11
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BETWEEN GRIDS G-L FROM LEVEL 4 TO FOUNDATION.BUCKLING RESTRAINED BRACED FRAMES IN THE NORTH-SOUTH DIRECTION ALONG GRID A BETWEEN GRIDS 2-4.5 AND 5-6 z N
AND ALONG GRID P BETWEEN GRIDS 3-7. THE SEISMIC FORCE RESISTING SYSTEM OF P3 IS BASED ON THE REQUIREMENTS OF THE 2014 OSSC AS A RISK CATAGORY II w g
STRUCTURE.THIS DESIGN HAS BEEN VOLUNTARILY STRENGTHENED TO MEET THE"DAMAGE CONTROL"PERFORMANCE REQUIREMENTS OF ASCE 41-13.THE SEISMIC GROUND
MOTIONS ARE BASED ON A SITE SPECIFIC DETERMINISTIC SEISMIC HAZARD ANALYSIS OF THE CASCADIA SUBDUCTION ZONE EARTHQUAKE.THE CASCADIA SUBDUCTION ZONE
EARTHQUAKE GROUND MOTIONS WERE BASED ON AN EVENT WITH A MAGNITUDE 9.0 EARTHQUAKE PLUS 1 STANDARD DEVIATION IN ORDER TO CAPTURE UP TO THE 84%FOR THE
DETERMINISTIC GROUND MOTION.THE RESULTING RESPONSE SPECTRUM IS INCLUDED IN THE FIGURE ON THIS SHEET. �+ on
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NO EXCEPTIONS TAKEN REVISE AND RESUBMIT
MAKE CORRECTIONS NOTED REVIEW NOT REQUIRED O =4
O This review is only for general conformance with the design concept and the
p information given in the Construction Documents.Corrections or comments O o m
made on the submittal during this review do not relieve the contractor from Q 3
d
compliance with the requirements of the plans and specifications.Review of a
specific item shall not include review of an assembly of which the Item is a
component.The Contractor is responsible for:dimensions to be confirmed and
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correlated at the jobsite;information that pertains solely to the fabrication
q processes or to the means,methods,techniques,sequences and procedures to
to�.
of construction:coordination of the Work with that of all other trades and
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performing all Work in a safe and satisfactory manner. N
St RUCTURq4
q �� KPFF a Consulting Engineers ED PROFF Job NUMBER:
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Date 05/14/2020 het�NGINEFR soy DRAWN BY: ABS
By RguaV 707 CHECKED BY:
DATE: 01/01/2020
OREGO SCALE- NTS
STRUCTURAL ENGINEERING GENERAL NOTES COURTESY OF YOST GRUBE HALL ARCHITECTURE / KPFF CONSULTING ENGINEERS. IR gN.14,2°��Q DRAWING NUMBER.
oOOSEPVAk O O EXPIRESAM1/2021