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<br />STRUCTURAL DOTES
<br />LAKEHOUSE CLUBHOUSE RENOVATI® - VLMK JOB #20200220
<br />DIVISION 1 - GENERAL
<br />A. GENERAL
<br />AA. THESE DRAWINGS HAVE BEEN PREPARED SOLELY FOR USE IN THE CONSTRUCTION OF:
<br />A1.a. LAKEHOUSE CLUBHOUSE RENOVATION
<br />A.1.b. 12115 19TH AVE SE, EVERETT, WA 98208
<br />A.1.c. POSSESSION OF THESE DRAWINGS DOES NOT GRANT A LICENSE TO CONSTRUCT OR
<br />FABRICATE THE WHOLE, OR PARTS OF THIS PROJECT IN OTHER LOCATIONS
<br />A.2. THESE NOTES SET MINIMUM STANDARDS FOR CONSTRUCTION. THE DRAWINGS GOVERN OVER THE
<br />GENERAL NOTES TO THE EXTENT SHOWN.
<br />A.3. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ON DRAWINGS AND IN FIELD.
<br />COORDINATE LOCATIONS OF OPENINGS THROUGH FLOORS, ROOFS AND WALLS WITH ARCHITECTURAL,
<br />MECHANICAL AND ELECTRICAL DRAWINGS. NOTIFY VLMK ENGINEERING + DESIGN (VLMK) OF ANY
<br />DISCREPANCIES OR IF ACTUAL CONDITIONS DIFFER FROM THOSE SHOWN OR NOTED.
<br />A.4. CONTRACTOR SHALL PROVIDE ALL NECESSARY TEMPORARY SUPPORT PRIOR TO COMPLETION OF
<br />VERTICAL AND LATERAL LOAD SYSTEMS. VLMK HAS NOT BEEN RETAINED TO PROVIDE ANY SERVICES
<br />RELATED TO JOB SITE SAFETY PRECAUTIONS, OR TO REVIEW THE MEANS, METHODS, TECHNIQUES,
<br />SEQUENCES, OR PROCEDURES FOR THE CONTRACTOR TO PERFORM WORK, UNLESS WE ARE
<br />SPECIFICALLY RETAINED AND COMPENSATED TO DO OTHERWISE, OUR WORK IS LIMITED TO THE DESIGN
<br />OF WORK DESCRIBED ON OUR DRAWINGS FOR THIS PROJECT.
<br />A.5. INSPECTION AND/OR JOB SUPERVISION IS NOT PROVIDED BY VLMK.
<br />A.S. WHERE REFERENCE IS MADE TO ASTM, RISC, ACI, ASCE OR OTHER STANDARDS, THE LATEST ISSUE
<br />SHALL APPLY.
<br />A.7. ALL WORK SHALL BE IN STRICT COMPLIANCE WITH:
<br />A.7.a. 2015 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED BY THE STATE OF WWASHINGTON
<br />(INTERNATIONAL BUILDING CODE, 2015 EDITION, EFFECTIVE JULY 1, 2016)
<br />A,7.b. ALL OTHER STATE AND LOCAL BUILDING REQUIREMENTS THAT APPLY.
<br />A.8. DESIGN CRITERIA:
<br />A.8.a. ROOF LIVE LOADS (PER IBC 1603.1.2)
<br />MINIMUM 15 PSF
<br />A.8.b. ROOF SNOW LOAD (PER NBC 1603.1.3)
<br />FLAT -ROOF SNOW LOAD -- (Pf) 25 PSF
<br />SNOW EXPOSURE FACTOR (Ce) 1.0
<br />SNOW LOAD IMPORTANCE FACTOR (is) 1.0
<br />THERMAL FACTOR (Ct) 1.0
<br />A.8.c. WIND 'LOAD (PER IBC 1603.1.4)
<br />ULTIMATE DESIGN WIND SPEED (VuIt) 98 MPH
<br />NOMINAL DESIGN WIND SPEED (Vasil) 76 MPH
<br />RISK CATEGORY II
<br />WIND EXPOSURE B
<br />INTERNAL PRESSURE COEFFICIENT (GCpi)
<br />A.8.d. EARTHQUAKE DESIGN DATA (PER ISO 1603.1.5)
<br />SEISMIC IMPORTANCE FACTOR 0e) 1.0
<br />RISK CATEGORY II
<br />MAPPED SPECTRAL RESPONSE ACCELERATIONS Ss = 1.366 S1 = 0.484
<br />SITE CLASS D
<br />DESIGN SPECTRAL RESPONSE COEFFICIENTS Sds = 1.093 Sd1 = 0.5
<br />SEISMIC DESIGN CATEGORY D
<br />BASIC SEISMIC -FORCE -RESISTING SYSTEM STEEL CANTILEVERED COLUMN SYSTEM
<br />DESIGN BASE SHEAR (V) 6.9 KIPS
<br />SEISMIC RESPONSE COEFFICIENT (CS) 1.093
<br />RESPONSE MODIFICATION FACTOR (R) 1.25
<br />ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE
<br />A.9. MECHANICAL EQUIPMENT, MECHANICAL AND SPRINKLER PIPING LARGER THAN 2 INCHES IN DIAMETER
<br />OR ANY OTHER ITEMS PRODUCING A HANGER OR SUPPORT LOAD OF OVER 50 POUNDS SHALL BE HUNG
<br />BY A SYSTEM APPROVED BY VLMK. ANY HANGER OR SUPPORT PRODUCING A LOAD OVER 200 POUNDS
<br />SHALL HAVE ADDITIONAL FRAMING INSTALLED TO TRANSFER THESE LOADS TO THE MAIN STRUCTURAL
<br />BEAMS OR WALL UNLESS OTHERWISE APPROVED
<br />A.10. WHERE REQUIRED, SEISMIC BRACING FOR MECHANICAL AND ELECTRICAL EQUIPMENT, SPRINKLER
<br />PIPING OR OTHER NON-STRUCTURAL COMPONENTS SHALL BE PROVIDED BY THE CONTRACTOR IN
<br />ACCORDANCE WITH CHAPTER 13 OF ASCE 7. STRUCTURAL CALCULATIONS AND DETAILS STAMPED BY A
<br />LICENSED ENGINEER SHALL BE SUBMITTED TO VLMK FOR REVIEW.
<br />A.11. PROVIDE SHOP DRAWINGS FOR ALL STRUCTURAL PRODUCTS DELIVERED TO THE PROJECT. VLMK WILL
<br />REVIEW AND MARK-UP ELECTRONIC SUBMITTALS IN PDF FORMAT OR A MAXIMUM OF THREE HARD
<br />COPIES OF SUBMITTALS. THE CONTRACTOR WILL BE RESPONSIBLE FOR DUPLICATING MARK-UPS IF
<br />ADDITIONAL COPIES ARE REQUIRED. SUBMITTALS WILL BE REVIEWED AND RETURNED TO THE GENERAL
<br />CONTRACTOR WITHIN TWO WEEKS. ALL SUBMITTALS SHALL BE REVIEWED AND STAMPED BY THE
<br />CONTRACTOR PRIOR TO SUBMITTAL TO THE ENGINEER. UNLESS OTHERWISE INDICATED, SHOP
<br />DRAWINGS SHALL BE PROVIDED ON THE FOLLOWING:
<br />A.11.a. STRUCTURAL STEEL AND MISCELLANEOUS STEEL.
<br />A.11.b. CONCRETE MIX DESIGNS.
<br />A.11.c. ALL REINFORCING STEEL.
<br />DIVISION 2 - SITE WORK
<br />A. GENERAL
<br />A.1: REMOVE ALL ORGANIC MATERIAL AND TOPSOIL FROM AREAS UNDER THE BUILDING OR UNDER PANIED
<br />AREAS.
<br />A.2. FILL MATERIAL TO CONSIST OF A GRANULAR MATERIAL OR CONDITIONED SITE MATERIAL. PLACE FILL IN
<br />LIFTS NOT TO EXCEED 8 INCHES AND COMPACT TO 95% STANDARD ASTM D-1557 UNDER FOOTINGS,
<br />UNDER PAVED AREAS AND UNDER FLOOR SLABS.
<br />A.3. BASE MATERIAL IMMEDIATELY UNDER SLAB TO BE 6 INCH LAYER OF COMPACTED CRUSHED ROCK WITH
<br />LESS THAN 5% PASSING THE #200 SIEVE.
<br />AA. DESIGN SOIL PRESSURE: 1,500 PSF (DL + LL) PER ISO TABLE 1806.2
<br />A.5. ALL FOOTINGS TO BEAR A MINIMUM 18 INCHES BELOW FINAL GRADE ON FIRM, UNDISTURBED SOIL OR
<br />APPROVED COMPACTED FILL. NOTIFY VLMK BEFORE PROCEEDING IF ANY UNUSUAL CONDITIONS ARE
<br />ENCOUNTERED IN THE FOOTING EXCAVATIONS.
<br />A.6. DO NOT EXCAVATE CLOSER THAN 2:1 SLOPE BELOW FOOTING EXCAVATIONS.
<br />A.7. CLEAN ALL FOOTING EXCAVATIONS OF LOOSE MATERIAL.
<br />A.S. EXCAVATIONS MAY BE MADE UNDER CONTINUOUS FOOTINGS FOR PIPES. BACKFILL TO BE APPROVED BY
<br />GEOTECHNICAL ENGINEER.
<br />DIVISION 3 - CONCRETE AND REIN ORC� NG
<br />A. CONCRETE MIX/MATERIAL
<br />A.I. STRENGTH: AVERAGE 28 DAY CONCRETE STRENGTH DETERMINED BY JOB CAST LAB CURED CYLINDER
<br />TO BE AS INDICATED BELOW PLUS INCREASE DEPENDING ON THE PLANT'S STANDARD DEVIATION AS
<br />SPECIFIED IN ACI 318. PROVIDE MIX DESIGNS TO THE ENGINEER FOR ALL CONCRETE TO BE USED.
<br />CLEARLY LABEL ALL MIX DESIGNS FOR PROPOSED AREA OF USE.
<br />A.2. MINIMUM MIX REQUIREMENTS:
<br />LOCATION MIN. COMP. SLUMP MIN. CEMENT ADMIXTURES
<br />STRENGTH (a) CONTENT
<br />FOOTINGS AND STEMWALLS 3,000 PSI 0"-5" 470 LB NONE
<br />EXTERIOR SLAB ON GRADE 3,000 PSI 2"4" 517 LB (b) (c)
<br />MISCELLANEOUS 3,000 PSI 01'-51, 470 LB (b)
<br />(a) - SLUMP EXCEEDING SPECIFIED LIMITS SHALL NOT BE INCORPORATED IN THE PROJECT
<br />EXCEPT BY WRITTEN APPROVAL FROM ENGINEER.
<br />(b) - WRA = WATER REDUCING AGENT.
<br />(c) - AE = AIR ENTRAINMENT.
<br />(d) - UP TO 1 1/2 PERCENT CALCIUM CHLORIDE ALLOWED DURING COLD WEATHER.
<br />(e) - POZZUTEC 20 REQUIRED FOR CONCRETE PLACED BELOW 40 DEGREES FAHRENHIEIT.
<br />A.3. USE TYPE I CEMENT, PER ASTM C-150 UNLESS OTHERWISE APPROVED.
<br />A.4. AGGREGATES PER ASTM C33. USE 3/4 INCH MINUS UNLESS OTHERWISE NOTED OR APPROVED.
<br />A.5. WATER REDUCING AGENT (WRA) SHALL BE POLYHEED 900 OR DURACEM 55 (MINIMUM 6 OZ. PER 100
<br />POUNDS CEMENT). COMPLY WITH ASTM C-494.
<br />A.6. AIR ENTRAINMENT (AE) SHALL COMPLY WITH ASTM C-260 AND SHALL BE USED ONLY WHERE SPECIFIED
<br />AND/OR APPROVED BY ENGINEER.
<br />A.7. ACCELERATORS: POZZUTEC 20+ NON -CHLORIDE FOR COMPONENTS EXPOSED TO WEATHER IN THE
<br />COMPLETED STRUCTURE (WALLS, EXTERIOR PAVING, ETC.), CALCIUM CHLORIDE IN THE INTERIOR SLABS
<br />ON GRADE. QUANTITY (DOSAGE) TO BE DETERMINED BY CONTRACTOR AND APPROVAL OBTAINED FROM
<br />ENGINEER BEFORE USE OF ACCELERATORS.
<br />A.S. PLACE AND CURE ALL CONCRETE PER ACI CODES AND STANDARDS.
<br />A.9. PROVIDE CONTROL JOINTS IN ALL INTERIOR SLABS ON GRADE AT 25'-0" ON CENTER EACH WAY MAXIMUM
<br />UNLESS OTHERWISE SHOWN ON PLANS.
<br />A.10. SLEEVES, PIPES OR CONDUITS OF ALUMINUM SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE
<br />UNLESS EFFECTIVELY COATED.
<br />B. REINFORCING
<br />B. 1. ALL REINFORCING TO BE ASTM A615 GRADE 60 UNLESS OTHERWISE NOTED.
<br />B.2. FABRICATE AND INSTALL REINFORCING STEEL ACCORDING TO THE MANUAL OF STANDARD PRACTICE
<br />FOR DETAILING REINFORCED CONCRETE STRUCTURES - ACI STANDARD 315.
<br />DIVISION 4 - MASONRY (NOT USED)
<br />DIVISION 6 - METAL
<br />A. GENERAL
<br />A. 1. ALL STRUCTURAL MEMBERS TO BE DETAILED, FABRICATED ARID ERECTED IN ACCORDANCE WITH THE
<br />LATEST EDITION OF RISC STANDARDS.
<br />B. MATERIALS
<br />B. 1. ALL STEEL W SECTIONS TO BE ASTM A992 TYPICAL UNLESS OTHERWISE NOTED.
<br />B.2. ALL STEEL PLATE, ANGLES, CHANNELS, ETC. TO BE ASTM A36 TYPICAL UNLESS OTHERWISE NOTED.
<br />B.3. STEEL PIPE ASTM A53 GRADE B (Fy = 35 KSI); TYPE E OR S, OR ASTM A501 (Fy = 36 KSI).
<br />BA. STRUCTURAL TUBING TO BE ASTM A500 GRADE C (Fy = 50 KSI RECTANGULAR, Fy = 46 KSI ROUND).
<br />B.5. UNLESS OTHERWISE NOTED, BOLTS TO BE A325N FOR STEEL TO STEEL CONNECTIONS.
<br />B.S. ANCHOR BOLTS AND WOOD CONFECTIONS TO BE A307. PROVIDE STANDARD PLATE WASHERS UNDER
<br />ALL BOLT HEADS AND NUTS IN CONTACT WITH WOOD.
<br />B.7. ANCHOR RODS TO BE ASTM F1554, GRADE 36 UNLESS OTHERWISE NOTED
<br />B.B. LAG BOLTS IN WOOD TO BE SAE J429 GRADE 1 WITH MINIMUM DIMENSIONS MEETING ANSUASME B.18.2.1.
<br />B.9. LIGHT GAUGE STEEL 16 GAUGE AND HEAVIER SHALL BE FORMED FROM STEEL OF ASTM A1003 ST50H
<br />WITH (Fy = 50 KSI). LIGHT GAUGE STEEL 18 GAUGE AND LIGHTER SHALL BE FORMED FROM ASTM A1003
<br />ST33H WITH (Fy = 33 KSI). DETAIL AND FABRICATE LIGHT GAUGE STEEL PER AISI STANDARDS.
<br />B.10. HEADED STEEL STUD CONNECTORS:
<br />B.10.a. SHALL BE NELSON GRANULAR FLUX -FILLED HEADED STUDS OR PRIOR APPROVED EQUAL AND
<br />BE MANUFACTURED FROM ASTM A29-12 /A108, GRADES 1010-1020 COLD ROLLED CARBON
<br />STEEL WITH A MINIMUM TENSILE STRENGTH OF 60,000 PSI.
<br />B.10.b. STUDS TO BE AUTOMATICALLY END WELDED WITH A STUD WELDING GUN. ALTERNATE
<br />WELDING PROCEDURES MAY BE USED ONLY WITH PRIOR WRITTEN APPROVAL FROM THE
<br />ENGINEER. STUD WELDING, INSPECTION AND TESTING SHALL CONFORM TO AWS DIA.
<br />C. WELDING
<br />C.1. ALL WELDS TO BE MADE BY CERTIFIED WELDERS TO AWS STANDARDS WITH E70XX ELECTRODES.
<br />CONTRACTOR SHALL PAY SPECIAL ATTENTION TO THE MEANS AND METHODS OF CONSTRUCTION THEY
<br />ANTICIPATE EMPLOYING ON THE PROJECT. SOME WELDS SHOWN AS SHOP WELDS MAY NEED TO BE
<br />FIELD WELDS TO AID ERECTION.
<br />DIVI&ON 6 - WOOD
<br />A. ROUGH CARPENTRY
<br />A. 1. LUMBER SPECIES AND GRADES TO BE AS FOLLOWS UNLESS OTHERWISE SHOWN ON DRAWINGS
<br />JOISTS, BEAMS & STRINGERS: DOUGLAS FIR 42
<br />6 INCH NOMINAL AND GREATER: DOUGLAS FIR #1
<br />BUCKS, BLOCKING, BRIDGING AND MISCELLANEOUS: DOUGLAS FIR OR HEM FIR #3
<br />2x STUDS: DOUGLAS Fill R a 2
<br />SILLS, LEDGERS, STRIPPING, ETC. IN CONTACT PRESSURE TREATED HEM FIR#2
<br />WITH CONCRETE, AND WOOD CURBS:
<br />PLATES AND HEADERS: KILN DRIED DOUGLAS FIR #2
<br />POSTS, COLUMNS (SAWN): DOUGLAS FIR #1
<br />ROOF, FLOOR AND \WALL SHEATHING:
<br />APA RATED SHEATHING, EXPOSURE 1, CONFORMING TO APA PERFORMANCE STANDARD PS 1-95
<br />AND EXCERPT NER-108. SEE DRAWINGS FOR REQUIRED THICKNESS OF SHEATHING AND/OR
<br />SPAN RATING. INSTALL ROOF AND FLOOR SHEATHING WITH LONG DIMENSION PERPENDICULAR
<br />TO SUPPORTS UNLESS OTHERWISE NOTED. USE SPACERS TO PROVIDE 1/8 INCH END AND EDGE
<br />JOINTS (114 INCH FOR JUMBO PANELS) WHENEVER SHEATHING IS EXPOSED TO WET WEATHER.
<br />FILL ANY JOINT SPACING OVER 3/8 INCH 'UNLESS OTHERWISE APPROVED BY ENGINEER. INSTALL
<br />2x4 OR THICKER BLOCKING AT UNSUPPORTED JOINTS IN lr'OdALL SHEATHING. BLOCK ROOF AND
<br />FLOOR SHEATHING WHERE NOTED ON DRAWINGS.
<br />GLULAM BEAMS:
<br />-Fb = 2400 PSI, E = 1,800,000 PSI PER ANSI A190.1 SPECIFICATION.
<br />-SIMPLE SPANS COMBINATION: 24F-V4
<br />-CANTILEVER SPANS COMBINATION: 24F-V8
<br />-SUBMIT CERTIFICATE OF CONFORMANCE INDICATING MEMBERS MEET THE
<br />REQUIREMENTS OF ANSI A190.1.
<br />A.2. PROVIDE FIRE BLOCKING AS REQUIRED AND BLOCKINU I• L)H, ALL 6HILUR-ILL) VVALL-Iv UUN I t-IJ I I MWO
<br />INCLUDING CABINETS, DOORSTOPS, ETC.
<br />A.3. CONNECTORS:
<br />A.3.a. TIE STRAPS, FRAMING ANCHORS, HANGERS, STIRRUPS, COLUMN CAPS, COLUMN BASES, ETC.,
<br />TO BE SIMPSON AS DETAILED, OR AS APPROVED.
<br />A.3.b. FULLY FASTEN ACCORDING. TO MANUFACTURER'S SCHEDULE USING LARGEST SIZE SHOWN.
<br />A.3.c. ALL BEAMS AND JOISTS NOT BEARING ON ANOTHER MEMBER TO CONNECT WITH 'U' TYPE
<br />HANGERS UNLESS OTHERWISE NOTED ON DRAWINGS.
<br />A.3.d. NAILING: ALL NAILS SPECIFIED IN THE DRAWINGS TO BE "COMMON" NAILS UNLESS OTHERWISE
<br />NOTED, ALL NAILING SHALL COMPLY WITH IBC FASTENING SCHEDULE PER CHAPTER 23.
<br />OBTAIN ENGINEERS APPROVAL OF ALL PROPRIETARY NAILING SYSTEMS.
<br />A.3.e. NAILS AT ROOF, FLOOR AND WALL DIAPHRAGMS TO BE DRIVEN SO THAT THEIR HEAD OR
<br />CROWN IS FLUSH WITH THE SURFACE OF THE SHEATHING. CHECK AND RESiNK IF NEEDED,
<br />IMMEDIATELY BEFORE ROOFING.
<br />A.3.f. BOLTS - SEE DIVISION 5, METAL.
<br />A.3.g. CORROSION PROTECTION:
<br />A.3.g.a. CONFIRM REQUIRED CORROSION PROTECTION FOR HARDWARE AND FASTENERS
<br />WITH SPECIFIC RECOMMENDATIONS FROM PRESSURE TREATING MANUFACTURER
<br />OR HANGER MANUFACTURER (USE MOST CONSERVATIVE) FOR SPECIFIC WOOD
<br />TREATMENTS USED.
<br />A.3.g.b. MINIMUM CORROSION PROTECTION ON METAL CONNECTORS EXPOSED TO THE
<br />ENVIRONMENT OR PRESSURE TREATED LUMBER TO BE PER ASTM A653 CLASS 185
<br />(SIMPSON ZMAX) OR ASTM A123.
<br />A.3.g.c, FASTENERS FOR PRESSURE TREATED LUMBER MUST BE MINIMUM HOT -DIP
<br />GALVANIZED, STAINLESS STEEL, SILICON BRONZE OR COPPER.
<br />A.3.g.d. HOT -DIP GALVANIZED HARDWARE AND FASTENERS MUST COMPLY WITH ASTM
<br />A153, STAINLESS STEEL FASTENERS TO BE TYPE 304 OR TYPE 316.
<br />A.3.g.e. HARDWARE AND FASTENERS USED TOGETHER MUST BE THE SAME TYPE (E.G.
<br />HOT -DIP GALVANIZED NAILS WITH HOT-DiP GALVANIZED HANGERS).
<br />A.4. DELIVERY AND STORAGE: ALL LUMBER AND SHEATHING DELIVERED TO THE SITE, SHALL BE STACKED OR
<br />STORED OFF THE GROUND AND PROPERLY PROTECTED AGAINST WEATHER.
<br />A.5. CUTTING AND NOTCHING OF JOISTS NOT ALLOWED. A 1 INCH DIAMETER HOLE MAY BE DRILLED IN THE
<br />CENTER '1/3 OF THE MEMBER DEPTH. ALL OTHER HOLES TO BE APPROVED BY ENGINEER.
<br />A.6. STUDS MAY BE NOTCHED IN THE LOWER 1/5 OF THE HEIGHT OF THE STUD FOR ELECTRIC AND PLUMBING
<br />PIPES, BUT NO PART OF THE NOTCH IS TO BE DEEPER THAN 25 PERCENT OF THE WIDTH OF THE STUD.
<br />HOLES OF DIAMETERS UP TO 1/3 OF WIDTH OF STUD MAY BE DRILLED IN THE STUD.
<br />CODE REQUIRED SPECIAL INSPECTIION AND MATERIALS TESTING PROGRAM
<br />SOILS AND FOUNDATION SUBGRADE:
<br />COMMENTS
<br />DURATION
<br />INSPECTION AGENCY
<br />FILL MATERIAL, PLACEMENT AND COMPACTION
<br />C
<br />TESTING LAB
<br />GRADING AND SUBGRADE COMPACTION
<br />REF. PROJECT SPECIFICATIONS
<br />P
<br />TESTING LAB
<br />FOOTING EXCAVATION AND COMPACTION
<br />P
<br />TESTING LAB
<br />CONCRETE:
<br />VERIFY USE OF ENGINEER APPROVED CONCRETE MIX. DESIGNS
<br />P
<br />TESTING LAB
<br />FOOTING FORMWORK AND REINFORCING PLACEMENT
<br />P
<br />TESTING LAB
<br />PLACING OF REINFORCING FOR SLAB -ON -GRADE
<br />P
<br />TESTING LAB
<br />PLACING OF CONCRETE FOR REINFORCED SLAB -ON -GRADE
<br />SEE NOTE 6, ITEM A
<br />C
<br />TESTING LAB
<br />STRUCTURAL WELDING AND HIGH -STRENGTH BOLTING:
<br />MATERIAL VERIFICATION OF STRUCTURAL STEEL, DECKING, P TESTING LAB
<br />HIGH STRENGTH BOLTS, NUTS AND WASHERS, ANCHOR
<br />RODS, AND WELD FILLER MATERIALS
<br />SINGLE PASS FILLET WELDS 5/16".AND SMALLER
<br />P
<br />TESTING LAB
<br />HIGH STRENGTH A325N AND A490N BOLT INSTALLATION
<br />VERIFY ALL BOLTS INSTALLED
<br />P
<br />TESTING LAB
<br />TO 'SNUG TIGHT' CONDITION
<br />APPROVED FABRICATORS:
<br />CERTIFICATE OF COMPLIANCE MUST BE SUBMITTED TO THE P TESTING LAB
<br />ARCHITECT OR ENGINEER OF RECORD, FOR ALL OFF SITE
<br />FABRICATION SUCH AS STRUCTURAL STEEL, OPEN -WEB STEEL
<br />JOISTS AND GIRDERS, GLU-LAMS, AND PRE -CAST CONCRETE
<br />SPECIAL IINSPEC70 I PROGRAM NOTES:
<br />1. DURATION REFERS TO TIME AND FREQUENCY OF INSPECTION FOR THE PORTIONS OF WORK INDICATED.
<br />C = CONTINUOUS INSPECTION IN WHICH THE SPECIAL INSPECTOR IS ON SITE AT ALL TIMES, OBSERVING THE
<br />WORK REQUIRING SPECIAL INSPECTION.
<br />P = PERIODIC INSPECTION IN WHICH THE SPECIAL INSPECTOR IS ON SITE AT TIME INTERVALS NECESSARY TO
<br />CONFIRM THAT THE WORK REQUIRING SPECIAL INSPECTION IS IN CONFORMANCE WITH APPROVED PERMIT
<br />DRAWINGS AND SPECIFICATIONS.
<br />2. THE INSPECTION AGENCIES ARE AS FOLLOWS:
<br />ENGINEER: VLMK ENGINEERING + DESIGN
<br />GEOTECHNICAL: TO BE DETERMINED
<br />TESTING LAB: TO BE DETERMINED
<br />TESTING LAB SHALL PERFORM INSPECTIONS OF ALL PORTIONS OF WORK DESIGNATED IN THE PROGRAM. THE
<br />SELECTED INSPECTION AGENCY SHALL BE AN ACCREDITED, APPROVED SPECIAL INSPECTION AGENCY EMPLOYED
<br />BY THE OWNER OR OWNER'S AGENT, NOT THE CONTRACTOR OR SUB CONTRACTOR, PER I.B.C. SECTION 1704.1.
<br />THE SPECIAL INSPECTORS DUTIES REGARDING THE PORTIONS OF WORK ARE DESCRIBED IN CHAPTER 17 OF THE
<br />I.B.C.. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE
<br />SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR
<br />OPERATION REQUIRING SPECIAL INSPECTION.
<br />3. PRIOR TO THE BEGINNING OF CONSTRUCTION, THE ARCHITECT (OR ENGINEER) SHALL CALL A PRE -CONSTRUCTION
<br />MEETING WITH THE ARCHITECT, ENGINEER, BUILDING OFFICIAL, CONTRACTOR, AND SPECIAL INSPECTORS TO
<br />REVIEW THE SPECIAL INSPECTION REQUIREMENTS. THE STRUCTURAL OBSERVATION REQUIREMENTS SHALL ALSO
<br />BE DISCUSSED DURING THIS MEETING.
<br />4. DUTIES OF THE SPECIAL INSPECTOR TO INCLUDE, BUT ARE NOT LIMITED TO:
<br />A. ACKNOWLEDGE THE SPECIAL INSPECTION PROGRAM AND THE SPECIAL INSPECTION AND TESTING AGREEMENT,
<br />PROVIDED BY THE LOCAL JURISDICTION.
<br />B. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK FOR CONFORMANCE WITH THE APPROVED PERMIT
<br />DRAWINGS AND SPECIFICATIONS. ALL DISCREPANCIES SHALL BE BRCUG.I ,T. T.G THE IMMEDIATE ATTENTION OF
<br />THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE ENGINEER AND TO THE BUILDING
<br />OFFICIAL.
<br />C. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE BUILDING
<br />OFFICIAL, ARCHITECT, ENGINEER, CONTRACTOR, AND (OTHER DESIGNATED PARTIES), IN A TIMELY MANNER, AS
<br />ESTABLISHED AT THE PRE -CONSTRUCTION MEETING,
<br />D. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT STATING WHETHER THE WORK REQUIRING SPECIAL
<br />INSPECTION WAS INSPECTED, AND WHETHER THE WORK IS IN GENERAL CONFORMANCE WITH THE APPROVED
<br />PERMIT DRAWINGS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE
<br />INTERNATIONAL BUILDING CODE.
<br />5. DUTIES OF THE CONTRACTOR INCLUDE, BUT ARE NOT LIMITED TO:
<br />A. NOTIFY THE SPECIAL INSPECTOR THAT THE WORK IS READY FOR INSPECTION AT LEAST 24 HOURS BEFORE
<br />SUCH INSPECTION.
<br />B. ALL WORK REQUIRING SPECIAL INSPECTION SHALL REMAIN ACCESSIBLE AND EXPOSED UNTIL IT HAS BEEN
<br />OBSERVED AND INDICATED TO BE IN CONFORMANCE BY THE SPECIAL INSPECTOR AND APPROVED BY THE
<br />BUILDING OFFICIAL.
<br />C. PROVIDE THE SPECIAL INSPECTOR WITH ACCESS TO APPROVED PERMIT DRAWINGS AND SPECIFICATIONS AT
<br />THE JOB SITE.
<br />D. MAINTAIN AT THE JOB SITE, COPIES OF ALL REPORTS SUBMITTED BY THE SPECIAL INSPECTOR.
<br />6. IN ADDITION TO THE INSPECTION AND TESTING REQUIREMENTS INDICATED IN THE I.B.C., THE FOLLOWING SHALL
<br />ALSO APPLY:
<br />A. CONCRETE INSPECTION AND TESTING REQUIREMENTS AREAS FOLLOWS:
<br />1) CONTINUOUS OBSERVATION OF SLAB ON GRADE AND TILT WALL PANEL CONCRETE PLACEMENT IS
<br />REQUIRED.
<br />2) OBTAIN (4) TEST CYLINDERS FOR EACH 100 CUBIC YARDS PLACED (OR PORTION THEREOF IF LESS THAN
<br />100 CUBIC YARDS ARE PLACED). BREAK (1) CYLINDER AT 7 DAYS AND (2) CYLINDERS AT 28 DAYS. (IF THE
<br />FIRST 28 DAY CYLINDER BREAK IS LESS THAN REQUIRED STRENGTH, HOLD (2) CYLINDERS FOR 56 DAY
<br />BREAK) HOLD 4TH CYLINDER FOR 56 DAY BREAK. BREAK 4TH CYLINDER ONLY IF REQUIRED STRENGTH IS
<br />NOT MET WITH (2) CYLINDERS AT 28 DAYS.
<br />3) VERIFY THAT THE APPROVED MIX DESIGNS ARE BEING DELIVERED TO THE SITE. BATCH TICKETS SHOULD
<br />BE CHECKED FOR ALL TRUCKS ENTERING THE SITE.
<br />VLMK.
<br />ENGINEERING + DESIGN
<br />3933 SW Kelly Av.-- Podland. Ocegon 97239
<br />503222.h453 wwuv.vlmlc,com
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<br />07.15.20
<br />A, DESCRIPTION DATE
<br />10/1 2®
<br />TI' 1/2021
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