HomeMy WebLinkAboutR-439019SPECIAL INSPECTION GENERAL CONSTRUCTION NOTES
GENERAL: CODE:
SPECIAL INSPECTION BY A QUALIFIED INSPECTOR IS REQUIRED IN BUILDING DESIGN AND CONSTRUCTION SHALL CONFORM TO THE <
ACCORDANCE WITH THE 2003 IBC AS ADOPTED BY KING COUNTY PROVISIONS OF THE 2003 BC AS ADOPTED BY KING COUNTY D.D,E.S.,
D.D.E.S. ON THE FOLLOWING ITEMS. WASHINGTON.
a. CONCRETE STRENGTH AND PLACEMENT GENERAL DETAILS:
b. REINFORCING BAR PLACEMENT TYPICAL OR GENERAL NOTES AND DETAILS ON THESE SHEETS SHALL y
APPLY TO ALL CONSTRUCTION UNLESS SPECIFICALLY NOTED OR
CERTIFICATION 6 SUPERVISION:
SHOWN OTHERWISE. CONSTRUCTION DETAILS NOT FULLY SHOWN OR
THE SPECIAL INSPECTOR SHALL BE SUPERVISED BY A REGISTERED NOTED SHALL BE SIMILAR TO DETAILS SHOWN FOR SIMILAR
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PROFESSIONAL ENGINEER EMPLOYED BY THE FIRM PROVIDING THE CONDITIONS. a
INSPECTION SERVICES. DISCREPANCIES:
PERFORMANCE OF THE WORK: THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH A WRITTEN
THE SPECIAL INSPECTOR SHALL PERFORM THE FOLLOWING TASKS AS REQUEST FOR CLARIFICATION UPON FINDING ANY DISCREPANCY OR
A MINIMUM AND SHALL PERFORM ALL ADDITIONAL TASKS REQUIRED OMISSION IN THE DRAWINGS OR SPECIFICATIONS.
BY THE 2003 IBC AND THE BUILDING OFFICIAL: SHORING 8 EXCAVATION:
a. OBSERVE THE WORK FOR CONFORMANCE WITH THE IT SHALL BE THE CONTRACTOR'S SOLE RESPONSIBILITY TO DESIGN ® ^o
APPROVED CONSTRUCTION DRAWINGS AND SPECIFICATIONS. AND PROVIDE ADEQUATE SHORING, RESHORING AND BRACING OF THE
WORK AS REQUIRED TO PROTECT LIFE. AND PROPERTY DURING THE
b. FURNISH REPORTS TO THE BUILDING OFFICIAL, THE CONSTRUCTION OF THIS BUILDING.
ENGINEER AND ARCHITECT OF RECORD, AND OTHER
DESIGNATED PERSONS. ALL DISCREPANCIES SHALL BE O LLOW CORE PLANK
BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR 1
CORRECTION, THEN, IF NOT CORRECTED, TO THE PROPER
DESIGN AUTHORITY AND TO.THE BUILDING OFFICIAL. SCOPE OF WORK:
a SUBMIT A FINAL REPORT, SIGNED BY THE REGISTERED THE WORK INCLUDED 15 THE DESIGN, MANUFACTURE AND DELIVERY OF
ENGINEER SUPERVISING THE INSPECTOR, STATING WHETHER PRECAST PRESTRESSED CONCRETE UNITS. DESIGN PLANK FOR THE i
THE WORK REQUIRING SPECIAL INSPECTION WAS COMPLETED MOST CRITICAL OF THE LOADING CONDITIONS AS SHOWN WITHIN THE i
IN CONFORMANCE WITH THE APPROVED CONSTRUCTION DESIGN CRITERIA NOTE. ■(
DOCUMENTS AND APPLICABLE WORKMANSHIP PROVISIONS OF $�
THE 2003 IBC. THE MANUFACTURER SHALL SUBMIT STRUCTURAL CALCULATIONS AND ■®
PLACEMENT DRAWINGS SIGNED BY A WASHINGTON STATE REGISTERED
CO NCR ETE STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION.
THE MANUFACTURER SHALL INSTALL ALL BLOCK OUTS REQUIRED FOR
CONCRETE REQUIREMENTS: STRUCTURAL CONNECTIONS AS INDICATED ON THESE DRAWINGS. NO
OTHER PENETRATIONS ARE ALLOWED WITHOUT THE PRIOR APPROVAL
LOCATION STRENGTH MAX WIC RATIO OF THE PLANK MANUFACTURER.
VAULT WALLS 3000PSI ® 28 DAYS 0.60
FTGS 8 GRADE SLAB 3000PSI 0 28 DAYS 0.55 ALL HOLLOW CORE JOINTS SHALL BE GROUTED IN ACCORDANCE WITH q
PLANK VOID FILL 3000PSI 0 28 DAYS 0.55 THE MANUFACTURER'S RECOMMENpATIONS, o y
PLANK JOINT GROUT 3000PSt TO MEET PLANK MFGRIS RQMT'S
AIR CONTENT: DEFERRED SUBMITTALS
CONCRETE EXPOSED TO WEATHER SHALL CONTAIN 5% */-IX ENTRAINED
AIR, THE FOLLOWING AREAS OF WORK SHALL BE CONSIDERED AS
MIX DESIGN: "DEFERRED SUBMITTALS" AS DEFINED IN THE 2003 IBC EXPiRE8
SHALL BE BASED ON FIELD EXPERIENCE OR TRIAL MIXTURES IN c, PRECAST PRESTRESSED HOLLOW CORE PLANK
CONFORMANCE WITH THE SPECIFICATIONS.
ALL DEFERRED SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE
MATERIAL REQUIREMENTS: OF A CIVIL ENGINEER LICENSED TO PRACTICE IN THE STATE OF
CEMENT: ASTM C150. ADMIXTURES: ACI $01. WASHINGTON WHO HAS CURRENT DESIGN EXPERIENCE IN THE TYPE OF
AGGREGATES; ASTM C33. WATER: ASTM C94. WORK REVIEWED.
PLACING REQUIREMENTS: THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL
PLACING: THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY
PLACE CONCRETE AS NEARLY AS PRACTICABLE TO ITS FINAL THE BUILDING OFFICIAL.
POSITION TO AVOID SEGREGATION. THE FREE UNCONFINED FALL OF J
THE CONCRETE SHALL NOT EXCEED 5 FEET, DESIGN CRITERIA
ERIA .5
DEBRIS:
REMOVE ALL DEBRIS FROM FORMS PRIOR TO PLACING CONCRETE. VERTICAL LOAD DESIGN:
CONSOLIDATION: DESCRIPTION: LIVE LOAD: DEAD LOAD:
CONSOLIDATE CONCRETE BY SUITABLE MEANS. THOROUGHLY WORK UNIFORM LIVE LOAD 250PSF A NA
CONCRETE AROUND EMBEDDED ITEMS AND INTO CORNERS OF FORMS. TRUCK WHEEL LOADS -------- H625-44 * --------
CURING REQUIREMENTS: SOIL COVER SEE DIAGRAM BELOW
CURING: 1,0' 2.0'
CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A
SUITABLE PERIOD OF TIME AFTER PLACEMENT, �' T 1
WEATHER CONDITIONS:
ADEQUATE PRECAUTIONS SHALL BE TAKEN DURING HOT AND COLD
WEATHER IN ACCORDANCE WITH THE SPECIFICATIONS, 10' 2.5' t•
REINFORCING BAR
UNIFORM LIVE LOAD AND TRUCK LIVE LOAD NEED NOT BE APPLIED
CONCURRENTLY,
MATERIAL REQUIREMENT:
SEISMIC DESIGN:
REINFORCING BARS:
SEISMIC USE GROUP "I" le - 1.0
USE DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60, EXCEPT
STRUCTURE LOCATION; ZIP CODE 98058
AS NOTED ON THE DRAWINGS.
SITE CLASS - C
WELDED WIRE FABRIC:
DESIGN SPECTRAL RESPONSE ACCELERATIONS
SMOOTH FABRIC SHALL CONFORM TO ASTM A185.
Sda - 0,866 Shc = 0.401
FABRICATION AND PLACING REQUIREMENTS:
SEISMIC DESIGN. CATEGORY = D
BENDING:
BASIC SEISMIC FORCE RESISTING SYSTEM
BARS SHALL BE BENT COLD, BARS PARTIALLY EMBEDDED IN
BEARING WALL SYSTEMS
CONCRETE SHALL NOT BE FIELD BENT UNLESS NOTED OR SHOWN
ORDINARY REINFORCED CONCRETE SHEAR WALLS
OTHERWISE OR AUTHORIZED BY THE ENGINEER..
RESPONSE MODIFICATION COEFFICIENT "R" = 4.5
PLACING:
REDUNDANCE COEFFICIENT p - 1.0
REINFORCEMENT SHALL BE SUPPORTED AND TIED TO PREVENT
STRUCTURE DEAD LOAD "W" - 825k
DISPLACEMENT BY CONSTRUCTION LOADS OR BY PLACING OF
SEISMIC HORIZONTAL LOAD EFFECT
CONCRETE, MAXIMUM SPACING OF SUPPORTS SHALL BE 3'-611.
E-1,00.210.8601/4.5 = 0.23W = 0.23(825k) = 190k
CONCRETE COVER:
WIND LOAD DESIGN:
MINIMUM CONCRETE COVER FOR REINF. SHALL BE AS FOLLOWS,
WIND LOADING ON BELOW GRADE VAULTS IS NOT APPLICABLE
UNLESS NOTED OTHERWISE:
FOUNDATION DESIGN:
CONCRETE CAST AGAINST EARTH 3"
FOUNDATION DESIGN IS BASED ON THE FOLLOWING VALUES DERIVED
CONCRETE CAST AGAINST FORMS AND
FROM THE GEOTECHNICAL ADDENDUM BY KRAZAN 6 ASSOCIATES, INC.
EXPOSED TO EARTH 2"
DATED 2/10/2005:
WELDING:
ALLOWABLE BEARING PRESSURE: 4,000 PSF
DO NOT WELD REINFORCING BARS.
LATERAL EARTH PRESSURES ON THE VAULT;
WET SETTINGS:
AT REST: 55 PCF EFW IDRAINED LEVEL BACKFILL)
REINFORCEMENT ANCHOR BOLTS, OR ANY EMBEDDED ITEM WITHIN THE
SEISMIC COMPONENT: E - 14H (AT REST CONDITION(
CONCRETE, MAY NOT BE SET INTO THE CONCRETE AFTER IT HAS
BEEN POURED WITHIN THE FORMS,
PASSIVE SOIL RESISTANCE: 280 PCF EFW (F.5. - 1.5)
COEFFFICIENT OF BASE FRICTION 0.54 (F.S. = 1.51
LAP SPLICES:
PROVIDE LAP LENGTHS AS SHOWN ON THESE DRAWINGS.
SATURATED SOIL DENSITY 125 PCF .
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R-439019