HomeMy WebLinkAboutR-406938DESIGN CRITERIA
1. APPLICABLE CODE: 2015 INTERNATIONAL BUILDING CODE (IBC), AS AMENDED BY THE CITY OF RENTON AND ALL
OTHER APPLICABLE LOCAL AGENCIES.
2. REFER TO THE DRAWINGS FOR ADDITIONAL AND SPECIFIC STRUCTURE LOADINGS AND REQUIREMENTS.
3. ALL LOADS SHOWN ARE SERVICE LEVEL (UNFACTORED) UNLESS SPECIFICALLY NOTED OTHERWISE.
4. DEAD LOADS:
SELF WEIGHT
5. ROOF LOADS:
GROUND SNOW LOAD, Pg = 20 PSF
SNOW EXPOSURE FACTOR, Ce = 1.0
THERMAL FACTOR, Ct = 1.0
SLOPE FACTOR, Cs = 1.0
IMPORTANCE FACTOR, I = 1.0
MINIMUM FLAT ROOF SNOW LOAD, Pf = 25 PSF
LIVE LOAD = 20 PSF
MISCELLANEOUS MECHANICAL AND ELECTRICAL LOADS = 5 PSF
6. WIND LOADS:
ASCE 7 METHOD = MWFRS ENVELOPE PROCEDURE
BASIC WIND SPEED (3-SECOND GUST) = 110 MPH
EXPOSURE CATEGORY = B
RISK CATEGORY = II
IMPORTANCE FACTOR, Iw = 1.0
7. SEISMIC LOADS:
MAPPED SPECTRAL RESPONSE ACCELERATIONS
SS = 1.43g
S1 = 0.537g
DESIGN SPECTRAL RESPONSE ACCELERATIONS
SDS = 0.953g
SD1 = 0.537g
SITE CLASS = D
SEISMIC DESIGN CATEGORY = D
IMPORTANCE FACTOR, le = 1.0
STRUCTURES HAVE BEEN ANALYZED USING THE EQUIVALENT LATERAL FORCE PROCEDURES OF ASCE 7.
8. SOIL DESIGN PARAMETERS:
A. NET ALLOWABLE SOIL BEARING PRESSURES: 3,000 PSF
B. GROUND WATER (GW) ELEVATION: APPROX 20 FT BELOW GROUND SURFACE
C. EARTH PRESSURE COEFFICIENTS:
ACTIVE, Ka = 0.28
AT REST, Ko = 0.44
PASSIVE, Kp = 2.4
D. COEFFICIENT OF FRICTION: 0.5
E. NATIVE SOIL UNIT WEIGHT: 135 PCF
9. FROST DEPTH: 24 IN
GENERAL INFORMATION
1. FOR ABBREVIATIONS NOT LISTED, SEE ASME Y14.38 "ABBREVIATIONS AND ACRONYMS: PUBLICATION AS
DISTRIBUTED BY THE AMERICAN SOCIETY OF MECHANICAL ENGINEERS (ASME).
2. DESIGN DETAILS ARE INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR SITUATIONS OCCURRING
THROUGHOUT THE PROJECT, WHETHER OR NOT THEY ARE INDIVIDUALLY CALLED OUT.
3. VERIFY FINAL OPENING DIMENSIONS IN WALLS, SLABS, AND DECKS WITH OTHER DISCIPLINE DRAWINGS PRIOR TO
CONSTRUCTION OF THESE ELEMENTS.
4. DO NOT CUT OR MODIFY STRUCTURAL MEMBERS FOR PIPES, DUCTS, ETC, UNLESS SPECIFICALLY DETAILED OR
APPROVED IN WRITING BY THE ENGINEER.
5. VISITS TO THE JOB SITE BY THE ENGINEER TO OBSERVE THE CONSTRUCTION DO NOT IN ANY WAY MEAN THAT
ENGINEER IS GUARANTOR OF CONSTRUCTOR'S WORK, NOR RESPONSIBLE FOR THE COMPREHENSIVE OR SPECIAL
INSPECTIONS, COORDINATION, SUPERVISION, OR SAFETY AT THE JOB SITE.
CALL 2 BUSINESS DAYS BEFORE YOU DIG
1 800 424-5555
UTILITIES UNDERGROUND LOCATION CENTER 11 ENGINEERS, INC
1736 Fourth Avenue S.
Suite A
Seattle, WA 98134
P: 206.624.1387
www.pndengineers.com
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FOUNDATIONS
1. REFER TO GEOTECHNICAL DATA REPORT "GEOTECHNICAL DESIGN RECOMMENDATIONS FOR SUNSET PARK PHASE
1" BY CH2M DATED JULY 8, 2016.
2. FOUNDATION SLABS, SLABS -ON -GRADE AND COLUMN FOUNDATIONS SPECIFICALLY NOTED TO BE ON FILL SHALL
BEAR ON 6 INCHES OF COMPACTED GRANULAR FILL.
3. FOUNDATION BEARING SURFACES SHALL BE OBSERVED BY THE GEOTECHNICAL ENGINEER OR QUALIFIED DESIGNEE
PRIOR TO PLACEMENT OF FORMWORK OR REINFORCING STEEL. THE OBSERVATION SHALL VERIFY IF THE ACTUAL
EXPOSED SUBGRADE IS AS ANTICIPATED BY THE SITE SPECIFIC BORINGS AND TEST PITS.
4. USE OF EXPLOSIVES IS NOT ALLOWED.
FORMWORK, SHORING, AND BRACING
1. STRUCTURES SHOWN ON THE DRAWINGS HAVE BEEN DESIGNED FOR STABILITY UNDER FINAL CONDITIONS ONLY.
DESIGN SHOWN DOES NOT INCLUDE NECESSARY COMPONENTS OR EQUIPMENT FOR STABILITY OF THE
STRUCTURES DURING CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR WORK RELATING TO CONSTRUCTION
ERECTION METHODS, BRACING, SHORING, RIGGING, GUYS, SCAFFOLDING, FORMWORK, AND OTHER WORK AIDS
REQUIRED TO SAFELY PERFORM THE WORK SHOWN.
CONCRETE REINFORCING
1. REINFORCING STEEL:
TYPICAL: ASTM A615, GRADE 60
2. FABRICATION AND PLACEMENT OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH CRSI MSP-1 `MANUAL OF
STANDARD PRACTICE"AND ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE".
3. MINIMUM REINFORCING FOR CONCRETE WALLS AND SLABS SHALL BE AS FOLLOWS:
THICKNESS REINF EACH WAY LOCATION
8" #5@12" CENTERED
12" #5@12" EACH FACE
PROVIDE LARGER SIZES AND MORE REINFORCING IN SECTIONS OF CONCRETE WHERE REQUIRED BY THE DETAILS
ON THE DRAWINGS OR BY THE SPECIFICATIONS.
4. CONCRETE COVER FOR REINFORCING, UNLESS SHOWN OTHERWISE, SHALL BE:
WHEN CAST AGAINST EARTH: 3"
CONCRETE EXPOSED TO EARTH, WASHDOWN, OR WEATHER:
SLABS 2"
5. 90 DEGREE BENDS, UNLESS OTHERWISE SHOWN, SHALL BE ACI 318 STANDARD HOOKS.
6. REINFORCING STEEL FOR FOOTINGS AND SLABS ON GRADE SHALL BE ADEQUATELY SUPPORTED ON BAR
SUPPORTS WITH SPACERS TO KEEP REINFORCING ABOVE THE PREPARED GRADE. LIFTING REINFORCING OFF
GRADE DURING CONCRETE PLACEMENT IS NOT PERMITTED.
7. REINFORCEMENT BENDS AND LAPS, UNLESS OTHERWISE NOTED, SHALL SATISFY THE FOLLOWING MINIMUM
REQUIREMENTS:
CONCRETE DESIGN STRENGTH = 4,000 PSI MIN AT 28 DAYS
GRADE 60 REINFORCING STEEL.
BAR SIZE
#3
#4
#5
#6
#7
LAP SPLICE LENGTH
SPACING
TOP BAR
1'-4"
1'-8"
2'-0"
2'-5'$
3'-6'$
OTHER BAR
1'-4"
1'-411
1'-7"
1'-10"
2'-9"
A. LAP LENGTHS ARE BASED ON MINIMUM CONCRETE COVER OF 2".
B. TOP BARS SHALL BE DEFINED AS ANY HORIZONTAL BARS PLACED SUCH THAT MORE THAN 12 INCHES OF
CONCRETE IS CAST IN THE MEMBER BELOW THE BAR IN ANY SINGLE POUR. HORIZONTAL WALL BARS ARE
CONSIDERED TOP BARS.
CAST IN PLACE CONCRETE
1. 28-DAY COMPRESSIVE STRENGTHS (TO MEET STRUCTURAL STRENGTH REQUIREMENTS):
BUILDING STRUCTURES: 4000 PSI CURBS: 3500 PSI
2. 56-DAY COMPRESSIVE STRENGTHS (TO MEET DURABILITY REQUIREMENTS OF ACI 318 AND ACI 350):
BUILDING STRUCTURES: 4500 PSI CURBS: 4500 PSI
3. DESIGN STRENGTHS ARE SAME AS 28-DAY COMPRESSIVE STRENGTHS.
4. CONSTRUCTION JOINTS INDICATED ARE SUGGESTED LOCATIONS. CONTRACTOR MAY REVISE LOCATION OF
JOINTS, SUBJECT TO SPECIFIED REQUIREMENTS. LAYOUT SHOWING ALL CONSTRUCTION JOINT LOCATIONS SHALL
BE SUBMITTED FOR REVIEW BY ENGINEER.
5. ROUGHEN AND CLEAN CONSTRUCTION JOINTS IN WALLS AND SLABS AS SPECIFIED PRIOR TO PLACING ADJACENT
CONCRETE.
6. COORDINATE PLACEMENT OF OPENINGS, PIPE PENETRATIONS, CURBS, DOWELS, SLEEVES, CONDUITS, BOLTS AND
INSERTS PRIOR TO PLACEMENT OF CONCRETE.
7. NO ALUMINUM CONDUIT OR PRODUCTS CONTAINING ALUMINUM OR ANY OTHER MATERIAL INJURIOUS TO THE
CONCRETE SHALL BE EMBEDDED IN THE CONCRETE.
CONTRACTOR AS-BUILTS
PROVIDED BY TERRADYNAMICS INC
1
104/07/211SURVEYED:
RECORD DRAWINGS
1
104/16/211DESIGNED:
THIS RECORD DRAWING HAS BEEN
PREPARED BASED ON INFORMATION
SUBMITTED, IN PART, BY THE
C.
FORNACE
CONTRACTOR. WHILE THIS INFORMATION IS BELIEVED TO BE RELIABLE,
IT HAS NOT BEEN SURVEYED
DRAWN:
OR VERIFIED FOR COMPLETENESS,
AND THE LANDSCAPE ARCHITECT, ARCHITECT, OR ENGINEER IS
D.
McDONALD
NOT RESPONSIBLE FOR ITS ACCURACY, NOR FOR ERRORS OR OMMISSIONS
WHICH MAY HAVE BEEN
CHECKED:
INCORPORATED INTO THE RECORD
DRAWINGS AS A RESULT.
C.
WIEST
NO.
REVISION
BY
DATE
APPR
APPROVED:
T.
BELSICK
SCALE:
AS NOTED
ONE INCH
AT FULL SCALE
IF NOT ONE INCH
SCALE ACCORDINGLY
VERTICAL: NAVD 1988
HORIZONTAL: NAD 1983/1991
DATU M
WELDING
1. WELDING PERSONNEL SHALL BE QUALIFIED PER AWS TO WELD PROCEDURES AND WELD POSITIONS NECESSARY
FOR THE JOINT DETAILS SPECIFIED HEREWITH. ALL STEEL FABRICATION SHOP DRAWINGS SHALL REFERENCE THE
WELD PROCEDURE SPECIFICATION FOR EACH WELD DETAILED. WELD PROCEDURE SPECIFICATIONS SHALL BE
SUBMITTED WITH THE SHOP DRAWINGS. SUBMITTALS VERIFYING WELDER QUALIFICATIONS MUST BE TRANSMITTED
TO THE ENGINEER FOR APPROVAL PRIOR TO ANY WELDING.
2. WELDS SHALL CONFORM TO AMERICAN WELDING SOCIETY (AWS): D1.1, STRUCTURAL WELDING CODE STEEL
3. REPAIR WELDS FOUND DEFECTIVE IN ACCORDANCE WITH AWS D1.1 SECTION 5.26.
4. BUTT JOINT WELDS SHALL BE COMPLETE JOINT PENETRATION (CJP) UNLESS INDICATED OTHERWISE.
5. DEPOSITED FILLER METAL SHALL MEET CHARPY REQUIREMENTS OF 20 FT-LBS. AT 0 DEGREES F AND HAVE
CHEMISTRY SIMILAR TO THE BASE METAL AS APPROVED BY THE ENGINEER. FILLER METALS SHALL ONLY BE
USED IN WELDING POSITIONS RECOMMENDED BY THE MANUFACTURER. WELDING CONSUMABLES SHALL BE STORED
AND THE CONDITION SHALL BE MAINTAINED PER AWS SECTION 5.
6. ALL WELDS SHALL BE VISUALLY INSPECTED TO COMPLY WITH THE VISUAL INSPECTION CRITERIA, FOR STATICALLY
LOADED NON -TUBULAR AND TUBULAR CONNECTIONS, PER AWS SECTION 6.
7. PRE -HEAT SHALL BE BASED ON MATERIAL GRADE AND THICKNESS SHOWN HEREWITH, PER AWS TABLES.
UNIFORMITY OF PRE -HEAT SHALL CONFORM TO AWS STIPULATIONS.
STRUCTURAL STEEL AND METAL FABRICATIONS
1. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM STANDARDS:
W-SHAPES A992
MISCELLANEOUS SHAPES INCLUDING
ANGLES, CHANNELS, PLATES, ETC. A36
SQUARE OR RECTANGULAR STEEL TUBING A500, GRADE B
MOMENT CONNECTION CONTINUITY PLATES A572, GRADE 50
2. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN CONFORMANCE WITH THE AISC MANUAL OF STEEL
CONSTRUCTION, CURRENT EDITION, AND CURRENT OSHA STANDARDS.
3. FASTENERS SHALL BE HIGH STRENGTH BOLTS CONFORMING TO THE FOLLOWING ASTM
STANDARDS EXCEPT WHERE
SPECIFICALLY INDICATED OTHERWISE:
UNLESS SHOWN OTHERWISE A325-N
ANCHOR BOLTS (AB)
STEEL OR GALVANIZED STEEL F1554, GR 36 / A153
MACHINE BOLTS (MB)
STEEL A307
GALVANIZED STEEL A307 / A153
4. ITEMS TO BE EMBEDDED IN CONCRETE SHALL BE CLEAN AND FREE OF OIL, DIRT AND
PAINT.
5. NO HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SHALL BE ALLOWED THROUGH
STRUCTURAL STEEL
MEMBERS. NO CUTTING OR BURNING OF STRUCTURAL STEEL IS PERMITTED WITHOUT
THE APPROVAL OF THE
ENGINEER.
STRUCTURAL COLD -FORMED STEEL FRAMING
1. ASTM A653/A653M, STRUCTURAL STEEL (SS) GRADE 33, OR HIGH -STRENGTH LOW -ALLOY
STEEL (HSLAS), TYPE
A OR B, GRADE 50.
2. STRUCTURAL LOAD BEARING STUDS:
A. DESIGN EXTERIOR STUD ASSEMBLIES, IN ACCORDANCE WITH CRITERIA SET FORTH ON THE DRAWINGS AND AS
SPECIFIED. SUBMIT CALCULATIONS STAMPED BY PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF
WASHINGTON. SIZES INDICATED ARE MINIMUM.
B. EXTERIOR STUD ASSEMBLIES SHALL BE GALV SHEET STEEL, G60. STUDS SHALL BE C SECTION (STIFFENED WITH
RETURN LIP) WITH A MINIMUM YIELD STRENGTH OF 33,000 PSI FOR 18 GAGE (43 MIL) STUDS AND LIGHTER AND
WITH A MINIMUM YIELD STRENGTH OF 50,000 FOR 16 GAGE (54 MIL) AND HEAVIER STUDS. WEBS MAY BE
PUNCHED PER MANUFACTURER'S STANDARD PATTERN.
C. TRACKS SHALL BE DEEP LEG TYPE AND WIDTH SHALL ALLOW FOR FULL STUD BEARING. FASTEN TO STUDS
WITH MINIMUM ONE #8 SELF -TAPPING SCREW AT EACH FLANGE. AT 18 GAGE (43 MIL) OR HEAVIER STUDS, EACH
FLANGE OF STUD MAY BE SHOP WELDED TO TRACK.
D. FASTEN TOP AND BOTTOM TRACKS AT 4 INCH STUDS OR SMALLER TO STRUCTURAL STEEL MEMBERS WITH
MINIMUM ONE 1 /8 INCH POWDER -DRIVEN FASTENER 2 INCHES FROM ENDS AND AT STUD SPACING ON CENTER.
AT 6 INCH STUDS OR LARGER, FASTEN WITH MINIMUM POWDER -DRIVEN FASTENER 2 INCHES FROM ENDS AND
AT STUD SPACING ON CENTER. FULLY PENETRATE STEEL MEMBERS. PROVIDE ADDITIONAL FASTENERS AS
REQUIRED BY MANUFACTURER.
E. ALLOW FOR 5/8 INCH MINIMUM VERTICAL DEFLECTION OF COMPLETED WALL AT TOP CONNECTION.
F. ALLOW FOR VERTICAL BEAM DEFLECTIONS AND THERMAL MOVEMENT AT STUD WALL CONNECTIONS.
G. WELDING OF STUDS SHALL BE SHOP WELDS AND AS SPECIFIED IN ACCORDANCE WITH AWS D1.3.
H. ATTACH GYPSUM SHEATHING WITH MINIMUM #6 SELF -TAPPING SCREWS TO EACH SIDE OF STEEL STUDS OR TUBE
STEEL PER IBC TABLE 2211.2(2) FOR LATERAL BRACING. SCREWS MUST PENETRATE BY 1 /4 INCH MINIMUM.
I. NO FIELD WELDING OF COLD FORMED METAL WILL BE PERMITTED WITHOUT SPECIFIC APPROVAL BY ENGINEER.
ROUGH CARPENTRY
1. ROOF SHEATHING SHALL BE MINIMUM 5/8 INCH THICK, EXTERIOR, STRUCTURAL I. ROOF SHEATHING AT
UNENCLOSED PORTIONS OF STRUCTURES SHALL BE 5/8 INCH THICK.
2. NAILS SHALL BE GALVANIZED, COMMON. DO NOT USE BOX NAILS UNLESS A NAIL SPACING REDUCTION IS
APPROVED.
3. MINIMUM STANDARD NAILING SHALL CONFORM TO IBC TABLE 2304.9.1, TYPICAL UNLESS INDICATED OTHERWISE.
4. ROOF SHEATHING NAILS SHALL BE HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS.
5. FASTENERS SHALL CONFORM TO THE REQUIREMNTS INDICATED IN THE FOLLOWING TABLE UNLESS INDICATED
OTHERWISE.
FASTENER TABLE
COMMON NAIL
CONNECTION
SIZE AND SPACING
D
LENGTH
ROOF SHEATHING TO NAILER
8d @ 6"
0.131 "
2.5"
, CITY OF
ViRR R E N T 0 N
Community Services Dept.
SUNSET NEIGHBORHOOD PARK
PHASE 2
GENERAL STRUCTURAL NOTES
R-406938
DATE:
4/15/21
FIELDBOOK:
PAGE:
S-1
SHEET: OF:
38 77
VA