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DESIGN LOADS
ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE
INTERNATIONAL BUILDING CODE (IBC), 2021 EDITION, AS AMENDED BY THE CITY OF RENTON
ALTERATIONS TO THE EXISTING BUILDING ARE IN ACCORDANCE WITH THE INTERNATIONAL
EXISTING BUILDING CODE (IEBC) AND THE PRESCRIPTIVE COMPLIANCE METHOD.
LIVE LOADS
IN ADDITION TO THE DEAD LOADS, THE FOLLOWING FLOOR LIVE LOADS WERE USED FOR
DESIGN. LIVE LOAD REDUCTION IS PER IBC SECTION 1607.12.
REDUCIBLE UNREDUCIBLE
CORRIDORS, STAIRS 100 PSF X
SIDEWALKS, DRIVEWAYS 250 PSF X
ASSEMBLY AREAS 100 PSF X
RETAIL STORES 100 PSF X
DINING ROOM, RESTAURANT 100 PSF X
LIGHT STORAGE 125 PSF X
HEAVY STORAGE 250 PSF X
REFER TO TABLE 1607.1 IN THE IBC FOR RELEVANT CONCENTRATED LIVE LOADS.
ROOF SNOW LOAD
THE ROOF SNOW LOAD IS DETERMINED USING CHAPTER 7 OF ASCE 7 IN ACCORDANCE WITH
IBC SECTION 1608 AND WITH THE FOLLOWING FACTORS:
MINIMUM DESIGN LOAD 25 PSF WITHOUT DRIFT
P9 = 20 PSF Ce = 1.0
Is 1.10 Ct= 1.2
Pf = 17 PSF CS = 1.0
SEISMIC LOADS
THE SEISMIC FORCE -RESISTING SYSTEM (SFRS) USED TO RESIST EARTHQUAKE AND WIND
LOADS FOR THE NEW SOUTH CANOPY CONSTRUCTION IS COMPRISED OF SPECIAL STEEL
MOMENT FRAMES DESIGNED IN ACCORDANCE WITH THE PROVISIONS OF AISC 341 "SEISMIC
PROVISIONS FOR STRUCTURAL STEEL BUILDINGS". EARTHQUAKE DESIGN IS BASED ON THE
EQUIVALENT LATERAL FORCE PROCEDURE IN ASCE 7 SECTION 12.8 WITH THE FOLLOWING
FACTORS:
SITE CLASS F hn = 12 FT
RISK CATEGORY III T = 0.2 SECONDS
SEISMIC DESIGN CATEGORY D R = 8
le = 1.25 Q = 3
SS = 1.439 g p = 1.3
S, = 0.491 g CS = 0.18
SIDS = 1.15 g V = CsW = 7 KIPS
SID1 = 0.73 g
TE = 6 SECONDS
THE SEISMIC FORCE -RESISTING SYSTEM IS COMPRISED OF THE STRUCTURAL STEEL
MEMBERS AND CONNECTIONS IDENTIFIED IN PLAN.
NONSTRUCTURAL COMPONENTS DESIGNED PER ASCE 7 CHAPTER 13 INCLUDE THE
FOLLOWING COMPONENTS AND PARAMETERS:
KITCHEN MARKET STALLS
ap = 1 ap = 2.5
RP = 2.5 RP = 2.5
00 = 2 DO = 2
WIND LOADS
WIND LOAD IS DETERMINED USING CHAPTERS 26-31 OF ASCE 7 IN ACCORDANCE WITH IBC
SECTION 1609 WITH THE FOLLOWING FACTORS:
RISK CATEGORY III Kzt = 1.0
EXPOSURE CATEGORY B Ke = 1.0
V = 11O MPH Gep; = 0.18
Vasd = 84 MPH
DESIGN WIND PRESSURES FOR DETERMINING FORCES ON COMPONENTS AND CLADDING
SHALL BE DETERMINED USING CHAPTER 30 OF ASCE 7 IN ACCORDANCE WITH IBC SECTION
1609 BY THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER WHO IS
RESPONSIBLE FOR THE DESIGN OF SUCH ELEMENTS, UNLESS NOTED OTHERWISE ON THE
DRAWINGS.
SOUTH CANOPY STORY DRIFTS
RELATIVE LATERAL DISPLACEMENTS OF THE NEW SOUTH CANOPY WITH RESPECT TO THE
LEVEL BELOW (STORY DRIFTS) ARE AS FOLLOWS:
SEISMIC:
DESIGN STORY DRIFT A = 2.0 % OF STORY HEIGHT
ELASTIC STORY DRIFT = DESIGN STORY DRIFT DIVIDED BY Cd/le, WHERE Cd/le = 4.4
SOIL LOADS
ALLOWABLE SOIL -BEARING PRESSURE 2000 PSF DL + LL
2660 PSF DL + LL + SEISMIC/WIND
GENERAL NOTES
SUBMITTALS
SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO ANY FABRICATION OR
CONSTRUCTION FOR ALL STRUCTURAL ITEMS, INCLUDING THE FOLLOWING: CONCRETE OR
MASONRY REINFORCEMENT, PRECAST OR PRESTRESSED CONCRETE ITEMS, EMBEDDED
STEEL ITEMS, STRUCTURAL STEEL, STEEL JOISTS, STEEL DECK, SHEAR STUD LAYOUT,
METAL GRATING, GLUED -LAMINATED MEMBERS, CLADDING PANELS AND STAIRS.
IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL
DRAWINGS, THEY SHALL BEAR THE SEAL AND SIGNATURE OF THE WASHINGTON STATE
REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN.
DEFERRED SUBMITTALS
PER IBC SECTION 107.3.4.1, DRAWINGS AND CALCULATIONS FOR THE DESIGN AND
FABRICATION OF ITEMS THAT ARE DESIGNED BY OTHERS SHALL BEAR THE SEAL AND
SIGNATURE OF THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER WHO IS
RESPONSIBLE FOR THE DESIGN AND SHALL BE SUBMITTED TO THE ARCHITECT AND THE
BUILDING DEPARTMENT FOR REVIEW PRIOR TO FABRICATION. DEFERRED SUBMITTALS
INCLUDE BUT ARE NOT LIMITED TO THE FOLLOWING:
FALL ARREST ANCHORS
EXTERIOR CLADDING SYSTEMS
EQUIPMENT ANCHORAGE
SEISMIC DESIGN OF NONSTRUCTURAL COMPONENTS
SUSPENDED CEILINGS
ALTERNATE ANCHORS (WHEN ALTERNATE ANCHORS ARE PROPOSED)
LIGHT POLE
TENSILE FABRIC STRUCTURE
NONSTRUCTURAL COMPONENTS
DESIGN, DETAILING AND ANCHORAGE OF ALL NONSTRUCTURAL COMPONENTS SHALL BE IN
ACCORDANCE WITH IBC SECTION 1613, ASCE 7 CHAPTER 13, AND THE PROJECT
SPECIFICATIONS. NONSTRUCTURAL COMPONENTS DESIGNED BY OTHERS SHALL NOT
INDUCE TORSIONAL LOADING INTO SUPPORTING STRUCTURAL MEMBERS WITHOUT
ADDITIONAL BRACING OF THOSE MEMBERS TO ELIMINATE TORSIONAL FORCES. TORSIONAL
BRACING SHALL BE DESIGNED BY THE NONSTRUCTURAL COMPONENT DESIGNER AND
APPROVED BY THE ENGINEER.
DESIGN, DETAILING AND CONSTRUCTION OF ALL NONSTRUCTURAL COMPONENTS WHICH
ATTACH TO STRUCTURE SHALL ACCOMMODATE CONSTRUCTION TOLERANCES AS
ESTABLISHED BY THE STRUCTURAL SPECIFICATIONS. ANY NONSTRUCTURAL COMPONENTS
WHICH ATTACH TO MORE THAN ONE LEVEL OF THE STRUCTURE SHALL ALSO
ACCOMMODATE THE FOLLOWING RELATIVE MOVEMENTS BETWEEN LEVELS WITHOUT
DAMAGE TO THE NONSTRUCTURAL COMPONENTS:
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
STRUCTURAL NOTES
CLADDING
CLADDING DESIGNED BY OTHERS SHALL BE SUPPORTED AT EACH STORY TO BE
CONSISTENT WITH THE DESIGN OF THE BUILDING STRUCTURE. CLADDING DESIGNED BY
OTHERS SHALL NOT INDUCE TORSIONAL LOADING INTO SUPPORTING STRUCTURAL
MEMBERS WITHOUT ADDITIONAL BRACING OF THOSE MEMBERS TO ELIMINATE TORSIONAL
FORCES, UNLESS OTHERWISE APPROVED BY THE ARCHITECT. TORSIONAL BRACING SHALL
BE DESIGNED BY THE CLADDING DESIGNER AND APPROVED BY THE ENGINEER.
INSPECTION
SPECIAL INSPECTION PER IBC CHAPTER 17 SHALL BE PERFORMED BY AN APPROVED
TESTING AGENCY AS INDICATED IN THE STATEMENT OF SPECIAL INSPECTIONS AND
TESTING. ALL PREPARED SOIL -BEARING SURFACES SHALL BE INSPECTED BY THE
GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. SOIL
COMPACTION SHALL BE SUPERVISED BY AN APPROVED TESTING AGENCY OR
GEOTECHNICAL ENGINEER.
STRUCTURAL OBSERVATION
STRUCTURAL OBSERVATION OF THE SFRS WILL BE PERFORMED BY THE STRUCTURAL
ENGINEER OF RECORD IN ACCORDANCE WITH IBC SECTION 1704.6. STRUCTURAL
OBSERVATION CONSISTS OF VISUAL OBSERVATION OF THE STRUCTURAL SYSTEMS FOR
GENERAL CONFORMANCE TO THE CONSTRUCTION DOCUMENTS AND DOES NOT INCLUDE OR
WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY THE IBC AND AS SHOWN
IN THE SPECIAL INSPECTIONS SCHEDULE. CONTRACTOR SHALL PROVIDE A MINIMUM OF
24 HOURS NOTICE BEFORE CONCEALING THE FOLLOWING STRUCTURAL COMPONENTS
FROM VIEW:
• REINFORCING STEEL FOR THE FIRST PLACEMENT OF THE FOLLOWING ELEMENTS: SFRS
FOUNDATIONS
• COMPLETION OF FIRST MOMENT FRAME.
STRUCTURAL OBSERVATIONS IN ADDITION TO THOSE REQUIRED BY IBC SECTION 1704.6 MAY
BE PERFORMED AT THE ENGINEER'S DISCRETION. TIMING OF THESE SHALL BE DISCUSSED
AT THE PREINSTALLATION CONFERENCE.
SPECIAL CONDITIONS
CONTRACTOR SHALL VERIFY ALL LEVELS, DIMENSIONS, AND EXISTING CONDITIONS IN THE
FIELD BEFORE PROCEEDING. CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY
DISCREPANCIES OR FIELD CHANGES PRIOR TO INSTALLATION OR FABRICATION. IN CASE OF
DISCREPANCIES BETWEEN THE EXISTING CONDITIONS AND THE DRAWINGS, THE
CONTRACTOR SHALL OBTAIN DIRECTION FROM THE ARCHITECT BEFORE PROCEEDING.
DIMENSIONS NOTED AS PLUS OR MINUS (±) INDICATE UNVERIFIED DIMENSIONS AND ARE
APPROXIMATE. NOTIFY ARCHITECT IMMEDIATELY OF CONFLICTS OR EXCESSIVE VARIATIONS
FROM INDICATED DIMENSIONS. NOTED DIMENSIONS TAKE PRECEDENCE OVER SCALED
DIMENSIONS --DO NOT SCALE DRAWINGS. DIMENSIONS OF EXISTING CONDITIONS ARE BASED
ON RECORD DRAWINGS BY MITHUN, DATED 01/28/2003 AND ARE TO BE FIELD -VERIFIED BY
THE CONTRACTOR.
CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY
DEMOLITION. CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL
STRUCTURAL MEMBERS, EXISTING CONSTRUCTION AND SOIL EXCAVATIONS, AS REQUIRED,
AND IN A MANNER SUITABLE TO THE WORK SEQUENCE. TEMPORARY SHORING AND BRACING
SHALL NOT BE REMOVED UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN
ACCORDANCE WITH THE DRAWINGS AND MATERIALS HAVE ACHIEVED DESIGN STRENGTH.
NO REINFORCING BARS OR EMBEDS IN EXISTING CONSTRUCTION SHALL BE CUT UNLESS
DIRECTED TO BY THE ARCHITECT OR AS SHOWN ON THE DRAWINGS.
CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS,
TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK.
SOILS
SEE THE GEOTECHNICAL REPORT BY ASSOCIATED EARTH SCIENCES, INC DATED OCTOBER
31, 2024, FOR MORE COMPLTE INFORMATION. EARTH WORK MATERIAL, BACKFILL AND
COMPACTION SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE
GEOTECHNICAL REPORT. OVEREXCAVATE 2' MINIMUM BELOW FOUNDATIONS AND BACKFILL
WITH COMPACTED 2 TO 4 INCH ROCK OR AS REQUIRED BY GEOTECHNICAL SPECIAL
INSPECTOR. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE ARCHITECT
FOR POSSIBLE FOUNDATION REDESIGN.
FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 18" BELOW FINAL GRADE.
EARTHWORK MATERIAL, BACKFILL AND COMPACTION SHALL BE IN ACCORDANCE WITH THE
RECOMMENDATIONS OF THE GEOTECHNICAL SPECIAL INSPECTOR. BACKFILL BEHIND WALLS
SHALL NOT BE PLACED BEFORE THE WALLS AND SUPPORTING SLABS ACHIEVE 28 DAY
CONCRETE STRENGTH OR THE WALLS ARE TEMPORARILY BRACED. ALL TOPSOIL ORGANICS
AND LOOSE SURFACE SOIL SHALL BE REMOVED FROM BENEATH FILL SUPPORTING
CONCRETE SLABS OR PAVING.
MEMBER SPACING
ALL FRAMING MEMBERS SHALL BE EQUALLY SPACED BETWEEN GRID LINES, COLUMNS, AND
DIMENSIONED FRAMING UNLESS NOTED OTHERWISE.
CONCRETE
CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF IBC CHAPTER 19.
CONCRETE MIXTURES
CONCRETE MIXTURES SHALL CONFORM TO THE FOLLOWING REQUIREMENTS:
CONCRETE MIXTURES
f'c
(PSI)
TEST AGE
(DAYS)
EXPOSURE CLASS
USE
FTsw
C
4,000
28
FO
CO
INTERIOR SLAB -ON -GRADE, CURBS AND PADS
4,000
28
F1
C1
FOUNDATIONS, PLINTHS
CONCRETE MIXTURES SHALL CONFORM TO THE MOST STRINGENT REQUIREMENTS FOR
EXPOSURE CLASSES SPECIFIED IN THE TABLE ABOVE AND ACI 318 TABLE 19.3.2.1.
WATER -REDUCING ADMIXTURES MAY BE INCORPORATED IN CONCRETE MIX DESIGNS, BUT
SHALL CONFORM TO ASTM C 494, AND BE USED IN STRICT ACCORDANCE WITH THE
MANUFACTURER'S RECOMMENDATIONS. CaC12 OR OTHER WATER-SOLUBLE CHLORIDE
ADMIXTURES SHALL NOT BE USED.
WATER/CEMENTITIOUS MATERIALS RATIO SHALL BE MEASURED BY WEIGHT AND SHALL BE
BASED ON THE TOTAL CEMENTITIOUS MATERIAL. WATER/CEMENTITIOUS MATERIALS RATIO
AND WATER CONTENT SHALL BE DETERMINED BY THE SUPPLIER BASED ON STRENGTH
REQUIREMENTS AND SHALL NOT EXCEED THE MAXIMUM WATER/CEMENTITIOUS MATERIAL
RATIO AND/OR WATER CONTENT IF SHOWN ABOVE OR IN ACI 318 TABLE 19.3.2.1 FOR THE
EXPOSURE CLASSES LISTED.
FIELD -MEASURED SLUMP SHALL CONFORM TO THE SUBMITTED CONCRETE MIX DESIGN.
TOLERANCE OF SLUMP SHALL CONFORM TO ASTM C 94.
ALL CONCRETE SUBJECT TO EXPOSURE CLASSES F1, F2 OR F3 SHALL BE AIR ENTRAINED.
AIR -ENTRAINING AGENTS SHALL CONFORM TO ASTM C 260. THE PERCENTAGE OF TOTAL AIR
SHALL BE ACCORDING TO ACI 318 TABLE 19.3.3.1 WITH A FIELD TOLERANCE OF ±1.5 PERCENT
BY VOLUME. THE PERCENTAGE OF TOTAL AIR SHALL BE MEASURED IN THE FIELD AT THE
DISCHARGE FROM THE TRUCK.
THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS FOR APPROVAL 2 WEEKS PRIOR
TO PLACING ANY CONCRETE. THE MIX DESIGN SHALL BE IN CONFORMANCE WITH ACI 318,
CHAPTER 19. THE SUBMITTAL SHALL INDICATE WHERE EACH CONCRETE MIX IS TO BE USED
ON THE PROJECT, AS WELL AS THE MAXIMUM AGGREGATE SIZE OF EACH MIX. MAXIMUM
AGGREGATE SIZE SHALL CONFORM TO THE PROJECT SPECIFICATIONS.
CURING
IF THE AIR TEMPERATURE WILL EXCEED 75 DEGREES F WITHIN 48 HOURS OF PLACING
CONCRETE, A MOIST CURE SHALL BE APPLIED TO THE CONCRETE FOR A PERIOD OF 36
HOURS AFTER FINISHING CONCRETE SURFACES. REFER TO THE PROJECT SPECIFICATIONS
FOR CURING REQUIREMENTS.
N0.
REVISION
REINFORCING STEEL
DEFORMED BARS ASTM A 615, GRADE 60, UNO
SPECIAL DUCTILE QUALITY DEFORMED BARS ASTM A 706, GRADE 60 LOW ALLOY, UNO
HEADED DEFORMED BARS ASTM A 970, HEAD TYPE HA
REINFORCING SHALL BE SUPPORTED AS SPECIFIED BY THE PROJECT SPECIFICATIONS AND
THE CRSI MANUAL OF STANDARD PRACTICE. REINFORCING STEEL SHALL BE DETAILED IN
ACCORDANCE WITH ACI STANDARD OF PRACTICE AS OUTLINED IN ACI 315, "GUIDE TO
PRESENTING REINFORCING STEEL DESIGN DETAILS".
LAP ALL REINFORCING BARS AS NOTED ON THE DRAWINGS. WHERE SPLICE LENGTH IS NOT
SHOWN, USE TYPE Lb (Lbt FOR TOP BARS) SPLICE PER DEVELOPMENT AND SPLICE LENGTH
SCHEDULE. MECHANICAL SPLICES CALLED OUT ON THE PLANS SHALL BE TYPE 1, UNLESS
OTHERWISE NOTED. TYPE 1 SPLICES SHALL DEVELOP 125 PERCENT OF THE YIELD CAPACITY
OF THE SPLICED BARS IN BOTH TENSION AND COMPRESSION. TYPE 2 SPLICES SHALL
DEVELOP THE SPECIFIED TENSILE STRENGTH OF THE SPLICED BARS IN TENSION IN
ADDITION TO MEETING TYPE 1 SPLICE REQUIREMENTS. SUBMIT ICC-ES OR IAPMO UES
REPORT VALID FOR THE 2021 IBC DEMONSTRATING COMPLIANCE OF COUPLERS WITH THESE
REQUIREMENTS.
AT THE CONTRACTOR'S OPTION AND WITH THE ARCHITECT'S APPROVAL, HEADED
DEFORMED BARS MAY BE USED IN LIEU OF REINFORCING BARS SHOWN WITH STANDARD 90
OR 180 DEGREE HOOKS AND MECHANICAL SPLICES MAY BE USED IN LIEU OF LAP SPLICES.
USE OF HEADED DEFORMED BARS IS SUBJECT TO CONFORMANCE WITH ACI 318 SECTION
25.4.4. USE OF MECHANICAL SPLICES IS SUBJECT TO CONFORMANCE WITH ACI 318 SECTION
18.2.7 AND REQUIRES SUBMITTAL OF AN ICC-ES OR IAPMO UES REPORT VALID FOR THE 2021
IBC.
REINFORCING STEEL SHALL HAVE PROTECTION AS FOLLOWS, UNLESS NOTED OTHERWISE:
USE COVER
NONSTRUCTURAL SLAB -ON -GRADE PER DETAILS
FOOTING, GRADE BEAM BOTTOM BARS 3" (CAST AGAINST EARTH)
TOP BARS 1 1/2"
2" (#6 AND LARGER WHERE
EXPOSED TO EARTH OR
WEATHER)
SIDE BARS 2"
WELDING OF REINFORCING, WHERE APPROVED BY THE ARCHITECT, SHALL BE PERFORMED
USING LOW HYDROGEN ELECTRODES AND PREHEATED IN ACCORDANCE WITH AWS D1.4,
REINFORCING STEEL WELDING CODE. WELDERS AND WELDING PROCEDURES SHALL BE
QUALIFIED IN ACCORDANCE WITH AWS D1.4. MATERIALS SHALL CONFORM TO THE
FOLLOWING:
REINFORCING BARS TO BE WELDED ASTM A 706, GRADE 60, LOW ALLOY
WELDING ELECTRODES E80XX
NONSHRINK GROUT
BASE PLATE GROUT SHALL BE NONSHRINK TYPE WITH MINIMUM f'c = 8,000 PSI. ALL OTHER
NONSHRINK GROUT SHALL HAVE MINIMUM f'c = 5,000 PSI.
ANCHORS
POST -INSTALLED ANCHORS
PROVIDE POST -INSTALLED ANCHORS AS SPECIFIED IN THESE DRAWINGS. INSTALL ANCHORS
IN ACCORDANCE WITH QUALIFYING REPORT OF EVALUATION SERVICE.
ADHESIVE REINFORCING DOWEL MATERIALS
ADHESIVE REINFORCING DOWELS (ARD) ASTM A 615, GRADE 60
THREADED ARD ASTM F 1554, GRADE 36 UNO (CARBON
STEEL)
ASTM A193 68M CLASS 1 (STAINLESS)
ANCHOR EMBEDMENT DEPTHS LISTED SHALL BE CONSIDERED EFFECTIVE EMBEDMENT
DEPTHS AS DEFINED IN THE ICC-ES OR IAPMO UES EVALUATION REPORTS. PROVIDE
ANCHOR LENGTH AND HOLE PER EVALUATION REPORT TO ACCOMMODATE THE EFFECTIVE
EMBEDMENT SPECIFIED IN THESE DRAWINGS. SEE DETAIL
MECHANICAL AND ADHESIVE ANCHORS SHALL BE ZINC PLATED CARBON STEEL UNLESS
NOTED OTHERWISE. MECHANICAL AND ADHESIVE ANCHORS EXPOSED TO WEATHER SHALL
BE STAINLESS STEEL.
DO NOT DAMAGE EXISTING REINFORCEMENT. IF LOCATION OF REINFORCEMENT IS
UNKNOWN, SCAN FOR EXISTING REINFORCING STEEL PRIOR TO DRILLING.
USE OF ALTERNATE PRODUCTS, OR OF POST -INSTALLED ANCHORS AT LOCATIONS NOT
SHOWN IN THESE DRAWINGS, IS SUBJECT TO THE APPROVAL OF THE ARCHITECT. SUBMIT
PROPOSED ANCHORS TO THE ARCHITECT WITH AN ICC-ES OR IAPMO UES REPORT VALID
FOR THE 2021 IBC AND DOCUMENTATION SHOWING THAT THE ALTERNATE PRODUCTS
PROVIDE EQUIVALENT CAPACITY FOR ALL CONDITIONS IN THIS PROJECT. SUBMITTED ICC-ES
AND IAPMO UES REPORTS SHALL DEMONSTRATE THAT THE ANCHORS ARE SUITABLE FOR
USE IN CRACKED CONCRETE. WHERE ANCHORS RESIST SEISMIC LOADS OR SUSTAINED
TENSION, SUBMITTED ICC-ES AND IAPMO UES REPORTS SHALL DEMONSTRATE THAT THE
ANCHORS ARE SUITABLE FOR THE RESISTANCE OF SEISMIC LOADS OR SUSTAINED TENSION
(AS APPLICABLE). DOCUMENTATION OF CAPACITY FOR ALTERNATE PRODUCTS MUST BE
INCLUDED AS A DEFERRED SUBMITTAL.
ADHESIVES SHALL NOT BE INSTALLED PRIOR TO THE CONCRETE REACHING AN AGE OF 21
DAYS AS REQUIRED BY ACI 318.
ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY INCLINED TO SUPPORT SUSTAINED
TENSION LOADS SHALL BE INSTALLED BY PERSONNEL CERTIFIED BY THE ACl/CRSI ADHESIVE
ANCHOR INSTALLER CERTIFICATION PROGRAM, OR EQUIVALENT PROGRAM.
SURVE"ED: SCALE:
DESIGNED:
DRAWN:
oNE INGII
CHECKED: AT FULI SCAT F
IF NOT ONE INCH
BY DATE APPR APPROVEK: SCALE ACCORDINGLY
VL ERTICANAVD 1988
HOR17ONTAI: NAD 1983/1991
DATUM
DRAWING LIST
SO.00 STRUCTURAL NOTES AND DRAWING LIST
SO.01 STRUCTURAL NOTES
SO.02 STRUCTURAL ABBREVIATIONS AND SYMBOLS
SO.03 STATEMENT OF SPECIAL INSPECTION AND TESTING
SO.04 STATEMENT OF SPECIAL INSPECTION AND TESTING
S4.05 SITE TYPICAL DETAILS
CITY OF
RENTON
Planning/Building/Public Works Dept.
R-433447
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
DEVELOPMENT ENGINEERING
msippo 08/13/2025
RENTON MARKET & PIAZZA
CIVIL CONSTRUCTION PERMIT
STRUCTURAL NOTES AND DRAWING LIST
DATE:
07/16/25
FIFI DROOK:
PAGE
DRAWING NO:
SO.00
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