HomeMy WebLinkAboutPLANS - 20-00696 - BYUI Cold Storage Freezer44 45 47 48
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46
MW-8A
MW-8ACB-1MW-8A
MW
-
8
A
MW-8A
C4
SE-111
EX
I
S
T
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N
G
M
W
-8A
(2) 7X4X7/16
ANGLES
17
'
-
0
"
22' - 0"
APPROXIMATE SIZE OF
COLD STORAGE ROOM.
VERIFY W/ SUPPLIER.
REMOVE EXISTING FLOOR
SLAB AND REPLACE PER
DETAILS
B4
SE-111
B4
SE-111
A4
SE-111
A4
SE-111
COOLER WALL PANEL
HIGH DENSITY URATHANE,
SEE SUPPLIER
EXISTING
CONCRETE SLAB
DRY PACK W/ NON-
SHRINK GROUT
4" LEVELING SLAB
4" INSULATION PER
SUPPLIER
4" CONCRETE SLAB W/ #4
@ 24" O.C. EACH WAY,
CENTER OF SLAB
COOLER WALL PANEL
EXISTING
MASONRY WALL
EXISTING
CONCRETE SLAB
EXISTING CONCRETE
FOUNDATION WALL4" INSULATION PER
SUPPLIER
4" CONCRETE SLAB W/ #4
@ 24" O.C. EACH WAY,
CENTER OF SLAB
4" LEVELING SLAB
HIGH DENSITY URATHANE,
SEE SUPPLIER
EXISTING 1½"
ROOF DECK
L2X2X1/4" ANGLES
(2) 2½X2½X1/4" ANGLE
BRACE AT 32" O.C.
10' -0"
PLUG
WELD AND
GRIND
SMOOTH
5/8" RODS AT 16" O.C.
FIELD VERIFY
6' - 0"6' - 0"
1'
-
6
"
18LH06 JOISTS
AT 6" O.C.
1
2
(2) 7X4X7/16" ANGLES
FIELD VERIFY
10' - 0" CLEAR SPAN
(2) 4X4X1/4 ANGLES
WITH (7) 5/8" RODS
(2) 4X4X1/4 ANGLES
WITH (7) 5/8" RODS
ELEVATION
C5
SE-111
D4
SE-111
7'
-
4
"
REMOVE THIS END SHELL
AND DRY PATCH SOLID
5/8" RODS AT 12" O.C.
(7 MINIMUM)
7/8"
PLUG
WELD AND
GRIND
SMOOTH,
TYP.
ALTERNATE
REMOVE THIS WEB AND
DRY PACK MIN. OF 8"
(BOTH CELLS FULL) 7/8"
5/8" RODS AT 12" O.C.
(7 MINIMUM)
PLUG
WELD AND
GRIND
SMOOTH,
TYP.
2@12
2@12
STRUCTURAL GENERAL NOTES
BASIS OF DESIGN
1.GOVERNING BUILDING CODE...............................................2018 IBC
2.OCCUPANCY CATEGORY.......................................................III
3.LOAD COMBINATIONS:
ASD -GRAVITY AND LATERAL.......................................1605.3.1
4.GRAVITY DESIGN:
DEAD LOAD
ROOF................................................................................25 PSF
LIVE LOAD (UNIFORMLY DISTRIBUTED LOADS)
ROOMS..............................................................................80 PSF
FIRST FLOOR CORRIDORS.............................................100 PSF
MECHANICAL....................................................................125 PSF
LIVE LOAD (CONCENTRATED LOADS)
ALL AREAS.........................................................................2000 LBS
ROOF SNOW LOAD
GROUND SNOW LOAD...................................................50 PSF
FLAT ROOF SNOW LOAD...............................................40 PSF
Is........................................................................................1.1
Ce......................................................................................1.00
Ct.......................................................................................1.00
DRIFTING PER ASCE 7
5.LATERAL DESIGN:
WIND DESIGN PER ASCE 7-10
ULTIMATE DESIGN WIND SPEED..................................120 MPH
EXPOSURE.....................................................................B
INTERNAL PRESSURE COEFFICIENT..........................0.18
TOPOGRAPHIC FACTOR...............................................1.00
SEISMIC DESIGN
SEISMIC DESIGN PROCEDURE.....................................EQUIVALENT
Ss CHART VALUE............................................................0.47 g
S1 CHART VALUE............................................................0.16 g
SITE COEFFICIENT FA....................................................1.00
SITE COEFFICIENT FV....................................................1.50
SDS...................................................................................0.32 g
SD1...................................................................................0.11 g
SITE CLASS.....................................................................B
SEISMIC DESIGN CATEGORY.......................................C
IMPORTANCE FACTOR Ie...............................................1.25
REDUNDANCY FACTOR..................................................1.00
PORTION OF SNOW LOAD INCLUDED..........................20%
Cs........................................................................................06 g
GENERAL
1.THE GENERAL CONTRACTOR SHALL:
A.BECOME FAMILIAR WITH ALL PORTIONS OF THE CONTRACT DOCUMENTS AND INSURE THAT ALL
SUBCONTRACTORS ARE FAMILIAR WITH THOSE PORTIONS PERTAINING TO THEIR AREA OF
WORK. NO DEVIATIONS WILL BE ALLOWED UNLESS AGREED UPON BY ALL PARTIES IN
WRITING PRIOR TO CONSTRUCTION FABRICATION.
B.VERIFY ALL DIMENSIONS AND ELEVATIONS. COORDINATE ALL DOORS, WINDOWS, NON-
BEARING INTERIOR AND EXTERIOR WALLS, ELEVATIONS, SLOPES, STAIRS, CURBS, DRAINS,
RECESSES, DEPRESSIONS, RAILINGS, WATERPROOFING, FINISHES, CHAMFERS, KERFS, ETC.
C.FIELD VERIFY ALL SITE CONDITIONS AND IMMEDIATELY NOTIFY THE ARCHITECT AND
STRUCTURAL ENGINEER REGARDING ACTUAL CONDITIONS AT THE SITE WHICH ARE NOT PER
THE DRAWINGS.
D.COORDINATE ALL WORK BETWEEN THE VARIOUS TRADES AND SUBCONTRACTORS. REPORT
ANY MODIFICATIONS TO THE STRUCTURAL PORTION OF THE BUILDING BY OTHER TRADES TO
THE ARCHITECT AND STRUCTURAL ENGINEER.
E.BE RESPONSIBLE FOR SAFETY AND PROTECTION IN AND AROUND THE JOB SITE AND/OR
ADJACENT PROPERTIES.
F.REPORT PROGRESS OF WORK TO ARCHITECT AND STRUCTURAL ENGINEER.
G.COORDINATE ANY CONSTRUCTION SITUATION NOT COVERED BY THESE PLANS, GENERAL
NOTES, OR SPECIFICATIONS WITH THE ARCHITECT AND STRUCTURAL ENGINEER.
2.CONTRACT DOCUMENTS:
A.DETAILS, SECTIONS AND NOTES SHOWN ON THE STRUCTURAL DRAWINGS ARE INTENDED TO
BE TYPICAL AND SHALL APPLY TO ALL SIMILAR SITUATIONS ELSEWHERE, UNLESS NOTED OR
SHOWN OTHERWISE.
B.THE CONTRACT DOCUMENTS SHALL TAKE PRECEDENCE OVER SHOP DRAWINGS UNLESS
SPECIFICALLY NOTED OTHERWISE.
C.INFORMATION ON DRAWINGS INDICATING EXISTING CONDITIONS IS BASED ON BEST PRESENT
KNOWLEDGE, BUT MAY NOT BE ENTIRELY ACCURATE AND MUST BE FIELD VERIFIED.
3.BUILDING CODE COMPLIANCE:
A.INSPECTION, TESTING, CONSTRUCTION, WORKMANSHIP AND MATERIALS SHALL CONFORM TO
THE REQUIREMENTS OF THE GOVERNING BUILDING CODE AND STANDARDS. ASTM, IBC, AND
OTHER DESIGNATIONS SHALL BE AS AMENDED TO LATEST DATE UNLESS NOTED OTHERWISE.
4.CONSTRUCTION SEQUENCE, SHORING, AND BRACING REQUIREMENTS:
A.THE GENERAL CONTRACTOR IS RESPONSIBLE FOR THE METHOD, MEANS, AND SEQUENCE OF
ALL STRUCTURAL ERECTION EXCEPT WHEN SPECIFICALLY NOTED OTHERWISE ON THE
DRAWINGS. THE CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AND BRACING TO
PROVIDE ADEQUATE VERTICAL AND LATERAL SUPPORT DURING ERECTION. THIS SHORING AND
BRACING SHALL REMAIN IN PLACE UNTIL PERMANENT MEMBERS ARE PLACED AND ALL
FINAL CONNECTIONS ARE COMPLETED.
5.OMISSIONS AND/OR CONFLICTS:
A.OMISSIONS IN AND/OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE CONTRACT
DOCUMENTS SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ARCHITECT AND
STRUCTURAL ENGINEER AND SHALL BE RESOLVED BEFORE PROCEEDING WITH ANY WORK
INVOLVED.
B.IN CASE OF CONFLICTS IN THE STRUCTURAL WORK, THE MOST STRINGENT REQUIREMENTS, AS
DIRECTED BY THE ARCHITECT AND STRUCTURAL ENGINEER, SHALL BE IMPLEMENTED AT NO
ADDITIONAL COST TO THE OWNER.
6.MISCELLANEOUS:
A.OBSERVATION VISITS TO THE SITE BY REPRESENTATIVES OF THE ARCHITECT AND/OR
STRUCTURAL ENGINEER SHALL NOT BE CONSTRUED AS INSPECTION NOR APPROVAL OF
CONSTRUCTION.
B.ALL WORK SHALL BE DONE IN ACCORDANCE WITH OSHA REQUIREMENTS. ANY CONFLICTS
BETWEEN THESE DOCUMENTS AND OSHA REQUIREMENTS SHALL BE BROUGHT TO THE
ATTENTION OF THE ARCHITECT AND STRUCTURAL ENGINEER BEFORE PROCEEDING WITH
WORK.
REINFORCING STEEL
1.CODES AND STANDARDS:
A.REINFORCING STEEL SHALL COMPLY WITH:
I.CONCRETE REINFORCING STEEL INSTITUTE "MANUAL OF STANDARD PRACTICE".
II.AMERICAN CONCRETE INSTITUTE "DETAILING MANUAL", ACI 315 (OR SP-66).
2.MATERIALS:
A.REINFORCING STEEL SHALL BE NEW STOCK DEFORMED BARS AND SHALL CONFORM TO ASTM
A615, GRADE 60, WITH A DESIGN YIELD STRENGTH OF 60,000 PSI, EXCEPT AS NOTED BELOW.
I. DOWELS TO BE BENT IN THE FIELD DURING CONSTRUCTION SHALL BE ASTM A615, GRADE
40 OR ASTM A706, GRADE 60, "LOW-ALLOY STEEL".
II. REINFORCING TO BE WELDED SHALL BE ASTM A706, GRADE 60,"LOW-ALLOY STEEL".
3.CONSTRUCTION:
A.REINFORCING SHALL BE DETAILED, BOLSTERED, AND SUPPORTED PER ACI 315.
B.REINFORCING STEEL SHALL BE FREE OF LOOSE FLAKY RUST, SCALE, GREASE, OIL, DIRT, AND
OTHER MATERIALS WHICH MIGHT AFFECT OR IMPAIR BOND.
C.REINFORCING SHALL BE CONTINUOUS IN SLABS.
D.BENDS SHALL BE MADE COLD. DO NOT USE HEAT. BENDS SHALL BE DONE IN THE
FABRICATOR'S SHOP UNLESS SPECIFICALLY NOTED FOR THE FIELD. DO NOT UN-BEND OR RE-
BEND A PREVIOUSLY BENT BAR.
E.REINFORCING STEEL IN CONCRETE SHALL BE SECURELY ANCHORED AND TIED IN PLACE PRIOR
TO PLACING CONCRETE AND SHALL BE POSITIONED WITH THE FOLLOWING MINIMUM CONCRETE
COVER:
CONCRETE CAST AGAINST AND PERMANENTLY
EXPOSED TO EARTH................................................................3"
SLABS ON GRADE.....................................................................CENTER OF SLAB
F.NO REINFORCING SHALL BE WELDED UNLESS SPECIFICALLY NOTED AS SUCH. USE E90XX
ELECTRODES AND ASTM A706 REINFORCING. COMPLY WITH AWS D1.4 REQUIREMENTS.
G.EPOXY COATED REINFORCING BARS SHALL BE USED WHEN SPECIFICALLY NOTED. INCREASE
LAP SPLICE LENGTHS AS REQUIRED BY THE IBC AND ACI.
STRUCTURAL STEEL
1.CODES AND STANDARDS:
A.STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL COMPLY WITH:
I.THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) "SPECIFICATION FOR
STRUCTURAL STEEL BUILDINGS (AISC 360-16)", WITH "COMMENTARY".
II.AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES (AISC 303-10)"
EXCLUDING SECTIONS 1.5.1,4.4,7.5.4, AND 7.13.3.
III.AMERICAN WELDING SOCIETY (AWS-D1.1) "STRUCTURAL WELDING CODE -STEEL",
EXCLUDING ITEMS CONFLICTING WITH AISC REQUIREMENTS.
2.MATERIALS:
A.OTHER STRUCTURAL STEEL SHAPES, PLATES, ANGLES, ETC. SHALL CONFORM TO ASTM A36.
RUSSIAN STEEL IS NOT PERMITTED.
B.HOLLOW STRUCTURAL SECTIONS SHALL CONFORM TO ASTM A500, GRADE B, WITH A MINIMUM
YIELD STRENGTH Fy = 46 KSI.
C.HEADED ANCHOR STUDS AND DEFORMED BAR ANCHORS SHALL CONFORM TO THE
MANUFACTURER'S SPECIFICATIONS.
3.CONSTRUCTION:
A.FABRICATION SHALL BE DONE IN AN APPROVED FABRICATOR'S SHOP.
B.CAMBER IN BEAMS SHALL BE AS INDICATED ON PLANS.
C.PROVIDE A SHOP COAT OF PAINT ON ALL STEEL ITEMS, EXCEPT AT AREAS OF WELDING
AND/OR BOLTING.
D.USE HIGH STRENGTH (8000 PSI MINIMUM AT 28 DAY), NON-SHRINK, LIQUID EPOXY GROUT
BENEATH ALL STEEL BASE PLATES AND BEARING PLATES. MIX GROUT WITH SAND OR PEA
GRAVEL AS RECOMMENDED BY THE MANUFACTURER. PLACE GROUT AS SOON AS STEEL
MEMBER HAS BEEN PROPERLY POSITIONED AND ALIGNED.
5.WELDED CONNECTIONS:
A.WELDING AND GAS CUTTING SHALL BE DONE PER AWS.
B.WELDERS SHALL BE CURRENTLY CERTIFIED ACCORDING TO AWS. ALL WELDING PROCEDURES
SHALL BE PRE-QUALIFIED. WELDERS SHALL FOLLOW WELDING PROCEDURES.
C.WELDED CONNECTIONS SHALL BE MADE USING LOW HYDROGEN MATCHING FILLER MATERIAL
ELECTRODES, UNLESS NOTED OTHERWISE.
D.WELDS SHALL HAVE THE SLAG REMOVED.
POST-INSTALLED ANCHORS
1.MECHANICAL ANCHORS
A.THE FOLLOWING MECHANICAL ANCHORS SHALL BE ALLOWED:
SIMPSON TITEN HD
HILTI KWIK HUS-EZ
DEWALT SCREWBOLT+
B.ALL ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS. AS A MINIMUM BOLT
HOLES SHALL BE WIRE BRUSHED AND CLEANED WITH COMPRESSED AIR.
2.SUBSTITUTES: CONTRACTOR SHALL SUBMIT A WRITTEN REQUEST FOR APPROVAL TO THE
ARCHITECT AND STRUCTURAL ENGINEER.
7.SUBMITTALS:
A.THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER
FOR REVIEW PRIOR TO FABRICATION, ERECTION, INSTALLATION, OR OTHERWISE BEING
INCORPORATED INTO THE WORK.
MATERIALS CERTIFICATION FOR ALL CONCRETE MATERIALS.
MIX DESIGNS FOR EACH TYPE OF CONCRETE.
* THESE SUBMITTALS SHALL BE STAMPED BY A PROFESSIONAL ENGINEER CURRENTLY LICENSED
IN THE STATE OF _______.
B.REQUESTS FOR SUBSTITUTIONS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL
ENGINEER IN WRITING. REASON(S) FOR THE REQUEST AND COST DIFFERENTIALS SHALL BE
INCLUDED IN THE REQUESTS. SUBSTITUTIONS ARE NOT ALLOWED UNLESS APPROVED IN
WRITING BY THE ARCHITECT AND STRUCTURAL ENGINEER.
QUALITY ASSURANCE PLAN FOR STRUCTURE
1.INSPECTION:
A.THE OWNER SHALL PROVIDE SPECIAL INSPECTION BY QUALIFIED INSPECTORS FOR THE
FOLLOWING TYPES OF CONSTRUCTION IN ACCORDANCE WITH IBC, SECTION 1704 AND 1707, THE
SPECIFICATIONS, AND THE ATTACHED TABLES INCLUDED IN THESE GENERAL NOTES.
WELDING: ALL SHOP AND FIELD WELDS. INSPECTOR SHALL BE AWS-QC1 CERTIFIED. SEE
ATTACHED TABLE LABELED REQUIRED VERIFICATION AND INSPECTION OF STEEL
CONSTRUCTION.
2.TESTING:
A.THE OWNER SHALL PROVIDE TESTING BY QUALIFIED TESTING AGENCIES FOR THE FOLLOWING
TYPES OF CONSTRUCTION IN ACCORDANCE WITH IBC, SECTION 1708 AND THE SPECIFICATIONS.
APPROVED METHODS. ULTRASONICALLY TEST ALL COMPLETE PENETRATION WELDS.
3.STRUCTURAL OBSERVATIONS:
A.THE STRUCTURAL ENGINEER SHALL BE NOTIFIED TO PERFORM STRUCTURAL OBSERVATIONS
AT SIGNIFICANT THE FOLLOWING STAGES OF CONSTRUCTION.:
B.THE STRUCTURAL ENGINEER SHALL PROVIDE A COPY OF THE OBSERVATION REPORT TO THE
ARCHITECT FOR FURTHER DISTRIBUTION.
4.THE CONTRACTOR SHALL:
A.SUBMIT A STATEMENT OF RESPONSIBILITY TO THE OWNER AND BUILDING OFFICIAL PRIOR TO
COMMENCING WORK ON STRUCTURE THAT INCLUDES AWARENESS OF THE QUALITY
ASSURANCE PLAN REQUIREMENTS, ACKNOWLEDGMENT THAT CONTROL WILL BE EXERCISED
TO OBTAIN CONFORMANCE TO CONSTRUCTION DOCUMENTS, PROCEDURES FOR EXERCISING
CONTROL, METHOD AND FREQUENCY OF REPORTING, AND IDENTIFICATION AND
QUALIFICATIONS OF PERSONNEL IN CHARGE OF CONTROL.
B.CORRECT ALL WORK FOUND TO BE DEFICIENT AT NO ADDITIONAL COST TO THE OWNER.
C.COORDINATE ALL THE REQUIRED INSPECTIONS, TESTING, AND/OR STRUCTURAL
OBSERVATIONS OF THE QUALITY ASSURANCE PLAN. DO NOT PROCEED WITH SUBSEQUENT
WORK UNTIL THE REQUIRED INSPECTIONS, TESTING, AND STRUCTURAL OBSERVATIONS HAVE
BEEN PROVIDED. NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER AT LEAST 48 HOURS
PRIOR TO ANY REQUIRED OBSERVATIONS.
D.PROVIDE COPIES OF THE DAILY INSPECTION REPORTS AND ALL TESTING RESULTS TO THE
ARCHITECT, STRUCTURAL ENGINEER, OWNER, AND BUILDING OFFICIAL.
CONCRETE
1.CODES AND STANDARDS:
A.CONCRETE CONSTRUCTION, WORKMANSHIP, AND MATERIALS SHALL COMPLY WITH THE
AMERICAN CONCRETE INSTITUTE (ACI) EDITIONS OF:
I.ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS".
II.ACI 318, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", EXCEPT AS
MODIFIED BY THE IBC.
2.MATERIALS:
A.CEMENT SHALL CONFORM TO ASTM C150, PORTLAND CEMENT.
I.USE TYPE I OR II FOR EXPOSURE CLASS S0
II.USE TYPE I OR V FOR EXPOSURE CLASS S1
III.USE TYPE V FOR EXPOSURE CLASS S2 AND S3
B.HARD ROCK AGGREGATES SHALL CONFORM TO ASTM C33.
C.WATER SHALL BE POTABLE.
D.FLY ASH, CLASS F POZZOLAN SHALL CONFORM TO ASTM C618.
E.CALCIUM CHLORIDE SHALL NOT BE USED.
F.DEFORMED BAR ANCHORS (DBA) SHALL CONFORM TO ASTM A496.
G.SILICA FUME (2% TO SUSPENDED PARKING SLABS) SHALL CONFORM TO ASTM C1240
3.MIX DESIGNS:
A.ONLY ONE TYPE OF CONCRETE SHALL BE PLACED AT THE SITE AT ANY GIVEN TIME.
B.LIMIT SLUMP TO 4" MAXIMUM PRIOR TO THE ADDITION OF PLASTICIZERS AND WATER REDUCING
ADD MIXTURES. CONCRETE SUPPLIER SHALL INDICATE FINAL SLUMP OF EACH CONCRETE
MIX DESIGN.
C.CONCRETE MIX DESIGN SHALL PROVIDE MITIGATION FOR A.S.R.
D. LIMIT FLY ASH TO 25% OF THE TOTAL CEMENTITIOUS MATERIAL.
E. PEA GRAVEL AGGREGATE AND/OR PLASTICIZER MAY BE USED IN CONGESTED AREAS WHEN
REQUIRED TO PROPERLY FILL ALL VOIDS AND/OR FOR WORKABILITY. (CONTRACTORS OPTION).
4.CONSTRUCTION:
A. CONCRETE SHALL BE PROPERLY VIBRATED DURING PLACEMENT.
5.SLABS ON GRADE:
A.INTERIOR SLABS ON GRADE SHALL BE A MINIMUM OF 4 INCHES THICK, SHALL BEAR ON A 4
INCH MINIMUM LAYER OF FREE-DRAINING GRAVEL, AND SHALL BE REINFORCED WITH #4 BARS
AT 18" O.C. BOTH WAYS, TYPICAL UNLESS NOTED OTHERWISE. PROVIDE CHAIRS WITH SAND
PLATES FOR PROPER PLACEMENT.
B.SLABS ON GRADE SHALL BE SUBDIVIDED BY CONSTRUCTION AND/OR CONTRACTION (CONTROL)
JOINTS INTO ROUGHLY SQUARES WHOSE SIDES SHALL NOT EXCEED 15 FEET IN EITHER
DIRECTION.
C.SEE ARCHITECTURAL FOR EXTERIOR SLABS ON GRADE, TYPICAL, UNLESS NOTED OTHERWISE.
1 2 3 4 5
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CONSTRUCTION DOCUMENTS
AUGUST 6, 2020
DRAWING PHASE:
BYU PROJECT No.
SHEET NUMBER
SHEET DESCRIPTION
HEATH PROJECT No:
CHECKED BY:
DRAWN BY:
DATE:
REVISIONS:
PARTIAL
FRAMING PLAN
AND DETAILS
SE-111
3/16" = 1'-0"SE-111
A5 LEVEL 3
NO SCALESE-111
B4
NO SCALESE-111
A4
NO SCALESE-111
D4
NO SCALESE-111
C4
NO SCALESE-111
C5
08/06/2020
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