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Home My WebLink AboutS-347351i 1 L 3 T N GENERALSTRUCTURALNOTES GENERAL 1. DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2006 INTERNATIONAL BUILDING CODE (2007 WASHINGTON ADMINISTRATIVE CODE), AND THE REFERENCED BUILDING CODE STANDARDS. 2. THESE NOTES AS WELL AS THE TYPICAL DETAILS APPLY TO ALL PARTS OF THE PROJECT, UNLESS NOTED OTHERWISE. 3. SHOP DRAWINGS FOR THIS CONTRACT SHALL BE COORDINATED WITH FAVORABLY REVIEWED EQUIPMENT MANUFACTURER'S DRAWINGS. 4. DIMENSIONS NOTED WITH AN ASTERISK, " * ARE TO BE COORDINATED WITH FAVORABLY REVIEWED EQUIPMENT MANUFACTURER. PERMITS AND INSPECTIONS 1. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL PERMITS AND INSPECTIONS REQUIRED BY THE LOCAL BUILDING INSPECTOR AND AS DESCRIBED IN THE SPECIFICATIONS. 2. THE CONTRACTOR SHALL SELECT, INSTALL AND MAINTAIN SHORING, SHEETING, BRACING AND SLOPING AS NECESSARY TO MAINTAIN SAFE EXCAVATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ENSURING FULL COMPLIANCE WITH 29 CFR PART 1926 OSHA SUBPART P EXCAVATIONS AND TRENCHES REQUIREMENTS. ALL EARTHWORK SHALL BE PERFORMED IN STRICT ACCORDANCE WITH APPLICABLE LAW, INCLUDING LOCAL ORDINANCES, WASHINGTON STATE DEPARTMENT OF LABOR AND INDUSTRIES TITLE 296, WASHINGTON ADMINISTRATIVE CODE REQUIREMENTS, AND APPLICABLE OSHA REQUIREMENTS. SPECIAL INSPECTIONS AND STRUCTURAL OBSERVATIONS 1. THE CONTRACTOR SHALL NOTIFY THE ENGINEER 48 -HOURS BEFORE PLACEMENT OF REINFORCING STEEL AND CONCRETE SO THAT THE SUBGRADE OF EXCAVATIONS MAY BE INSPECTED BY THE GEOTECHNICAL ENGINEER. 2. THE GEOTECHNICAL ENGINEER SHALL VERIFY BACKFILL MATERIAL AND BACKFILLING PROCEDURES AND PROVIDE SOIL COMPACTION TESTS. 3. STRUCTURAL OBSERVATION SHALL BE PROVIDED BY THE DESIGN ENGINEER(S) OF RECORD OR THEIR AUTHORIZED REPRESENTATIVES IN ACCORDANCE WITH IBC 2006, SECTION 1709. STRUCTURAL OBSERVATION SHALL CONSIST OF SITE VISITS AT INTERVALS APPROPRIATE TO THE STAGE OF CONSTRUCTION TO OBSERVE CONSTRUCTION IN PROGRESS AND REVIEW OF TESTING AND INSPECTION REPORTS FOR GENERAL COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS RELATING TO THE STRUCTURAL WORK AND THE NONSTRUCTURAL COMPONENTS AND EQUIPMENT ANCHORAGE. 4. SPECIAL INSPECTION IN ACCORDANCE WITH IBC 2006, SECTION 1704, SHALL BE REQUIRED AS INDICATED IN THE SPECIAL INSPECTION AND TESTING SCHEDULE ON THIS SHEET. SOIL AND FOUNDATIONS 1. GEOTECHNICAL INVESTIGATIONS FOR DESIGN PURPOSES FOR THIS PROJECT WERE MADE FOR THE CITY OF RENTON BY HWA GEOSCIENCES INC. IN A REPORT DATED 11/07/08. 2. IN ACCORDANCE WITH THE IBC CHAPTER 18 THE SOILS IN RENTON ARE REINFORCING STEEL WOOD FRAMING: STRENGTH 1. REINFORCING BARS SHALL BE ASTM A615 -GRADE 60. 1. FRAMING LUMBER SHALL BE DOUGLAS FIR -LARCH AND BE GRADE 2. ARRANGEMENT AND DETAILING OF REINFORCING STEEL, INCLUDING BAR MARKED PER W.C.L.I.B. SPECIFICATIONS: SUPPORTS AND SPACERS, SHALL BE IN ACCORDANCE WITH THE LATEST A) STUDS: ACI 315 DETAILING MANUAL. WOOD 2" TO 4" THICK, 2" TO 4" WIDE, INTERIOR, NON- BEARING 3. REINFORCING SHALL LAP A MINIMUM OF OF 1.3 Ld AT SPLICES UNLESS BEARING CAPACITY OF SOILS ARE FOR DEAD PARTITIONS, STUD GRADE. OTHERWISE SHOWN. WHERE Ld IS THE TENSION DEVELOPMENT LENGTH. SUBMIT CONCRETE AND MASONRY LIFT DRAWINGS SHOWING THE LOCATION 2" TO 4" THICK, 2" AND WIDER, EXTERIOR, BEARING WALLS, NO. 1 WHEN BARS OF DIFFERENT SIZE LAP TO EACH OTHER, SPLICE LENGTH AND BETTER GRADE. FOR THE SMALLER BAR CAN BE USED. DOWELS SHALL HAVE THE SAME B) JOISTS AND RAFTERS: SIZE AND SPACING AS THAT OF THE REINFORCING STEEL THEY ARE PROVIDE WASHERS UNDER HEADS AND NUTS OF ALL BOLTS BEARING ON 4. SPLICED AND SHALL HAVE A MINIMUM LAP AS NOTED ABOVE. BAR ANCHOR BOLT 2" TO 4" THICK, 2" TO 4" WIDE, SELECT STRUCTURAL GRADE. SPLICES SHALL BE STAGGERED. WOOD. 2" TO 4" THICK, 5" AND WIDER, NO. 1 AND BETTER GRADE. 4. HOOK REINFORCING BARS INTERUPTED BY OPENINGS. C) BEAMS AND HEADERS: 5. NO WELDING OF REINFORCING BARS SHALL BE PERMITTED, UNLESS 2. 2" TO 4" THICK, 5" AND WIDER, NO. 1 AND BETTER GRADE. APPROVAL IN WRITING IS OBTAINED FROM THE ENGINEER PRIOR TO INDICATED ON THE DRAWINGS AND SPECIFICATIONS 5" THICK AND GREATER, ALL WIDTHS, NO. 1 AND BETTER GRADE. CONSTRUCTION. D) POSTS AND COLUMNS: 6. DIMENSIONS TO REINFORCING ARE TO BAR CENTERLINES, UNLESS NOTED LONG LEG VERTICAL 2" TO 4" THICK, 2" TO 4" WIDE, NO. 1 AND BETTER GRADE. OTHERWISE BAR COVER IS CLEAR DISTANCE BETWEEN THE BAR AND THE HORIZONTAL CONSTRUCTION JOINTS SHALL HAVE A STANDARD KEYWAY 5" THICK AND GREATER, ALL WIDTHS, SELECT STRUCTURAL GRADE. CONCRETE SURFACE. UNLESS NOTED OR SHOWN OTHERWISE BAR COVER E) TOP PLATES: FOR REINFORCING STEEL SHALL BE AS FOLLOWS: ADJ AND SHALL BE FAVORABLY REVIEWED BY THE ENGINEER. REFER TO 4. PLATES USED IN ROOF FRAMING SHALL BE ASTM A36 OR ASTM A572 2" THICK X 4" WIDE, INTERIOR, NON- BEARING PARTITIONS, STUD FOOTINGS AND BASE SLABS: COMPETENT MATERIAL OR GRADE. FORMED SURFACES AND BOTTOMS ON CONCRETE STEEL CONSTRUCTION 2" THICK X 4" WIDE, EXTERIOR, BEARING WALLS, NO. 1 AND BETTER WORK MAT 2 -INCH COMPACTED STRUCTURAL FILL. GRADE. BOTTOMS AND SIDES IN CONTACT WITH EARTH 3 -INCH F) BLOCKING: BEAMS AND COLUMNS: LOADING 2" TO 4" THICK, 2" AND WIDER, STUD GRADE. DRY CONDITIONS: G) SILL PLATES: STIRRUPS, SPIRALS, AND TIES 1 1/2 -INCH THE MANUFACTURER'S RECOMMENDATIONS. 2" THICK X 4" WIDE, INTERIOR, NON- BEARING PARTITIONS, PRINCIPAL REINFORCEMENT 2 -INCH MACHINE BOLT PRESSURE TREATED STUD GRADE. EXPOSED TO EARTH, WATER, OR WEATHER: 6. 2" TO 4" THICK, 4" AND WIDER, EXTERIOR, PRESSURE TREATED NO. STIRRUPS, SPIRALS, AND TIES 2 -INCH MINIMUM LOADING REQUIREMENTS PER CHAPTER 16 OF THE 2006 INTERNATIONAL 1 AND BETTER GRADE. PRINCIPAL REINFORCEMENT 2 1/2 -INCH 2. STRUCTURAL PLYWOOD SHALL BE DOUGLAS FIR CONFORMING TO WALLS: COMMERCIAL STANDARDS PSI -74 AND GRADE STAMPED N.F.P.A. ALL LESS THAN 12- INCHES THICK 1 1/2 -INCH ROOFS AND WALLS SHALL BE SHEATHED AND ALL UNSUPPORTED EDGES 12 INCHES OR OVER IN THICKNESS 2 1/2 -INCH SHALL BE BLOCKED ACCORDING TO THE TYPICAL NAILING SCHEDULE: CONCRETE: A) ROOF SHEATHING: MIN MINIMUM EAVES - 4'x8'x3/4" SHEETS, APPEARANCE GRADE A -C EXT (A 1. CEMENT SHALL BE ASTM C150 TYPE II FOR ALL STRUCTURES. CONCRETE MISC SIDE DOWN). SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH AS NOTED IN THE AMERICAN SOCIETY FOR OTHER - 4'x8'x3/4" SHEETS, APPEARANCE GRADE C -D EXT. TABLE BELOW AND AS FURTHER DEFINED IN THE SPECIFICATIONS: 3. ALL LUMBER HARDWARE (HANGERS, FRAMING ANCHORS, STRAPS, ETC) CONCRETE STRENGTH (PSI) TYPE STRENGTH LOCATION C 4,000 BUILDING BASIC CONC - CONTROL BUILDING E 2,500 MISCELLANEOUS STRUCTURES AND SITEWORK AS SHOWN ARE STRONG -TIE CONNECTORS AS MANUFACTURED BY SIMPSON COMPANY OF SAN LEANDRO, CALIFORNIA. APPROVED EQUAL HARDWARE MAY BE SUBSTITUTED IF FAVORABLY REVIEWED BY THE ENGINEER. 4. NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED, OR DRILLED UNLESS SPECIFICALLY SHOWN OR APPROVED BY THE ENGINEER. 5. MAXIMUM MOISTURE CONTENT OF LUMBER SHALL NOT EXCEED 19% FOR ALL FRAMING LUMBER. ROTI- 'MILL Roth Hill, LLC Te1425.869.9448 www.rothhill.com 11130 NE 33rd Place, Suite 200 Bellevue, WA 98004 SPECIAL INSPECTION AND TESTING SCHEDULE I. GUNGKIL IL [X] CONTINUOUS PLACEMENT INSPECTION [X] EXCEPTIONS: 2,500 PSI OR TYPE E CONCRETE [X] 4 CYLINDERS PER 100 CUBIC YARDS* TEST: 2 ® 7 DAYS, 2 @ 28 DAYS. *EACH MIX PLACED, EACH DAY PLACED 2. BOLTS INSTALLED IN CONCRETE [X] ALL BOLTS [I LOCATION: _ 3. SPECIAL MOMENT - RESISTING CONCRETE FRAME NOT USED 4. REINFORCING STEEL AND PRESTRESSING TENDONS [X] PLACEMENT INSPECTION STRESSING AND GROUTING OF TENDONS 5. STRUCTURAL WELDING PERIODIC VISUAL INSPECTION: [X] SINGLE PASS FILLET WELDS < 5/16" [ ] STEEL DECK [ ] WELDED STUDS [ ] COLD FORMED STUDS AND JOINTS [X] STAIR AND RAILING SYSTEMS CONTINUOUS VISUAL INSPECTION [] ALL OTHER WELDING [X] REINFORCING STEEL [] OTHER SPECIAL MOMENT - RESISTING FRAMES: NOT USED SPLICES > 3/4" [] UT COLUMN FLANGES AT BEAM FLANGES WELDS [I NDT RATE REDUCTION PER IBC 1703.1 APPLIES OTHER 6. HIGH STRENGTH BOLTING SNUG TIGHT: [ ] ALL [X] AS INDICATED FULL PRETENSION: [ ] ALL [X] AS INDICATED 7. STRUCTURAL MASONRY f'm =1,500 psi FULL STRESSES VERIFCAT10N OF f'm: [ ] PRISM TEST RECORD [X] UNIT STRENGTH [X] LEVEL II [ ] LEVEL I TEST BEFORE DURING PRISMS [ ] [X] 3/5,000 sf UNITS [X] [ ] GROUT 1XI [XI 3/WEEK MORTAR I [X] 3 /WEEK 8. SPECIAL CASES [X] SHEAR WALL /DIAPHRAGM NAILING [X] ANCHORAGE TO EXISTING CONCRETE /MASONRY (SPEC 05100): [X] INSTALLATION INSPECTION [X] PROOF LOAD TEST TO TWICE ALLOWABLE TENSION VALUE: (SUBMIT TEST LOADS TO ENGINEER PRIOR TO TEST) - 10% OF ANCHORS FOR DOWELS - 10% OF ANCHORS FOR SILL PLATE BOLTS - 50% OF ANCHORS FOR EQUIP ANCHORAGE - 100% OF ANCHORS FOR HOLD -DOWN BOLTS - 100% FOR ALL OTHER ANCHORS [X] EXCAVATION SUPPORT /SHORING AS REQUIRED BY CONTRACTOR'S ENGINEER, TO BE PROVIDED BY CONTRACTOR [ ] UNDERPINNING NOTE: POST- INSTALLED FASTENERS ARE ONLY TO BE INSTALLED WHERE SPECIFCIALLY INDICATED AND SHALL RECEIVE SPECIAL INSPECTION IN ACCORDANCE WITH SECTION 10.05100. Tlave Record Drawings Have bw prepared bond w II onmrtion KwAded by the conbador and oeiere. Kern dy /JaYO ConevBmb here sot verified the awurury or c Oefenm of infamm8m, provided to them and does not emmit the ocauary or oompbtereve of IAm Record Drmingm, Usars of then Record DmwhVs see ens at risk of love reeu" Lerri 9sdr m. Kennedy /Jenks Consultants vmrcu_ euw ,sm 1/2'= l • -0" xoimoraw wn ,sw /,ee, 32001 32nd Avenue South, Suite 100 Er Federal Way, WA 98001 ET Ph. 253.835 -6400 t RECORD DRAWING RFB 7/20/1 JMF mmnao: I DATUM Fax 253 - 952-3435 DUB it wr"�o,axm NO. REVISION BY DATE APPR s CITY OF RENTON Planning /Building /Public Works Dept. STRUCTURAL ABBREVIATIONS & GENERALLY CLASSIFIED DENSE, SILTY SAND. JT 2. CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318 (LATEST EDITION) AT 3. THE DESIGN BEARING CAPACITY OF THE SOILS IS 2,000 PSF FOR FOOTINGS. NUMBER INCLUDING BAR BENDS AND HOOKS, UNLESS DETAILED OTHERWISE. WOOD FASTENERS, DIAMETER BEARING CAPACITY OF SOILS ARE FOR DEAD AND LIVE LOADS FOR 3. SUBMIT CONCRETE AND MASONRY LIFT DRAWINGS SHOWING THE LOCATION FOUNDATIONS. L,L ANGLE OF CONSTRUCTION JOINTS, WATERSTOPS AND OTHER TYPES OF JOINTS 1. PROVIDE WASHERS UNDER HEADS AND NUTS OF ALL BOLTS BEARING ON 4. SOILS SHALL BE EXCAVATED TO THE ELEVATIONS INDICATED ON THE ANCHOR BOLT OTHER THAN SPECIFIED OR SHOWN ON THE DRAWINGS FOR FAVORABLE POUND(S) PER SQUARE WOOD. AGGREGATE BASE DRAWINGS FOR FOUNDATIONS. THE SUBGRADE SHALL BE PREPARED AS REVIEW BY THE ENGINEER BEFORE START OF WORK ON FORMS, 2. ALL NAILING SHALL BE STAGGERED TO AVOID SPLITTING OF MEMBERS. ACI INDICATED ON THE DRAWINGS AND SPECIFICATIONS AND APPROVED BY THE LONG LEG HORIZONTAL REINFORCING STEEL OR PLACING CONCRETE. ANY ADDITIONAL VERTICAL OR 3. BOLTS USED IN FRAMING SHALL BE ASTM A307 WITH STANDARD HEX LONG LEG VERTICAL GEOTECHNICAL ENGINEER. EXCAVATED MATERIAL SHALL BE REPLACED WITH ADDITIONAL HORIZONTAL CONSTRUCTION JOINTS SHALL HAVE A STANDARD KEYWAY LONG LEG HEAD DIMENSIONS CONFORMING TO ANSI /ASME 318.2.1. STRUCTURAL FILL AS SHOWN ON THE DRAWINGS. FOUNDATIONS SHALL BE ADJ AND SHALL BE FAVORABLY REVIEWED BY THE ENGINEER. REFER TO 4. PLATES USED IN ROOF FRAMING SHALL BE ASTM A36 OR ASTM A572 AISC CONSTRUCTED AGAINST UNDISTURBED NATIVE COMPETENT MATERIAL OR LIGHT SPECIFICATIONS AND TYPICAL DETAILS FOR ADDITIONAL INFORMATION. STEEL CONSTRUCTION GRADE 50. LIGHT WEIGHT COMPACTED STRUCTURAL FILL. AMERICAN IRON AND CONSTRUCTION JOINTS SHALL BE ROUGHENED TO 1/4 -INCH AMPLITUDE. 5. PROVIDE AND INSTALL ALL BOLTS AND NAILS TO ALL CONNECTORS PER LOADING CRITERIA AITC 4. OPENINGS, PIPE SLEEVES, CONDUITS, INSERTS AND OTHER EMBEDDED MAXIMUM THE MANUFACTURER'S RECOMMENDATIONS. TIMBER CONSTRUCTION MB MACHINE BOLT ALUM ITEMS SHALL BE IN PLACE BEFORE CONCRETE IS PLACED. IT IS THE 6. ALL NAILING SHALL BE IN ACCORDANCE WITH CHAPTER 23 OF THE 2006 1. MINIMUM LOADING REQUIREMENTS PER CHAPTER 16 OF THE 2006 INTERNATIONAL MC CONTRACTOR'S RESPONSIBILITY TO COORDINATE ARCHITECTURAL, CIVIL, APA INTERNATIONAL BUILDING CODE. USE COMMON TYPE NAILS UNLESS MECH BUILDING CODE INCLUDING LATEST REVISION. ASSOCIATION MECHANICAL, ELECTRICAL, LANDSCAPING, HVAC, PLUMBING, MANUFACTURER OTHERWISE SPECIFIED. ALL FASTNERS IN CONTACT WITH PRESSURE APPROXIMATE MIN MINIMUM ARCH INSTRUMENTATION AND OTHER PLANS FOR ITEMS REQUIRING SLEEVES AND MISC TREATED WOOD SHALL BE HOT DIPPED GALVANIZED FASTENERS (MEETING ASTM AMERICAN SOCIETY FOR MTL METAL EMBEDMENTS IN CONCRETE WHICH ARE NOT INDICATED OR SHOWN ON TESTING AND MATERIALS ASTM A153) AND CONNECTORS (ASTM A653 CLASS G185 SHEET), OR 2. DEAD LOAD: AS CALCULATED (N) STRUCTURAL DRAWINGS. NO PIPES OR SLEEVES SHALL PASS THROUGH BETTER. 3. LIVE LOADS: STRUCTURAL MEMBERS (UNLESS SHOWN ON STRUCTURAL DRAWINGS). TEST(ING) B/ BOTTOM OF CATWALKS FOR MAINTENANCE ACCESS 40 PSF UNIFORM, 300 LBS POINT BLKG COORDINATE WITH EQUIPMENT MANUFACTURERS DRAWINGS FOR ANCHORING NO. NUMBER BLDG ELEVATED SLABS & WALKWAYS 100 PSF UNIFORM NOMINAL DEVICES. BEAM NS NEAR SIDE FIXED LADDERS 300 LBS POINT 5. UNLESS OTHERWISE NOTED, ALL EXPOSED EDGES AND CORNERS SHALL BE BN BOUNDARY NAILING NTS HANDRAILS, GUARDRAILS AND GRAB BARS 50 PLF AT TOP RAIL, 200 LBS POINT BOTTOM CHAMFERED 3/4 -INCH. INTERIOR FLOOR SLABS AND EXTERIOR SIDEWALKS DEFERRED SUBMITTALS: BASE PLATE FLOOR - HEAVY MANUFACTURING /STORAGE 250 PSF UNIFORM, 3,000 LBS POINT BS SHALL HAVE TOOLED 3/8 -INCH RADIUS CONSTRUCTION JOINT. 1. TRUSSES BTWN FLOOR - GARAGE (TRUCKS) AASHTO HS20 -44 6. EACH FACE CONCRETE SHALL BE REINFORCED A MINIMUM OF NO. 5 BARS OVERHEAD ROOF (REDUCTION FOR UNIFORM LOAD) 20 PSF UNIFORM, 2,000 LBS POINT OPNG(S) AT 12- INCHES EACH WAY. C CHANNEL OPP CEILING - WITH STORAGE AREA 20 PSF UNIFORM 7. CONCRETE ENCASE ALL PIPES AND CONDUITS UNDER CONCRETE SLABS CC,C /C CENTER -TO- CENTER GRATING, CHECKERED PLATE, POWDER ACTUATED AND FOOTINGS. FASTENER CJ ACCESS HATCHES EQUAL TO FLOOR LIVE LOAD PLATE CJP COMPLETE JOINT PENETRATION PLF POUND PER LINEAL FOOT SIDEWALKS & VEHICULAR DRIVEWAYS 250 PSF UNIFORM, 8,000 LBS POINT PP PARTIAL PENETRATION CLR CLEAR PSF POUND PER SQUARE FOOT AASHTO CONTROL JOINT PSI POUND PER SQUARE INCH COL COLUMN UNRESTRICTED VEHICULAR ACCESS HS20 -44 CONC CONCRETE PT PRESSURE TREATED CONST CONCRETE VAULTS AND COVERS AASHTO HS20 -44 CONT CONTINUOUS R, RAD 4. WIND LOAD: RECT RECTANGLE, RECTANGULAR DBL DOUBLE REINF IMPORTANCE FACTOR, Iw 1.15 DIAMETER REQ'D REQUIRED DIM DIMENSION BASIC WIND SPEED 85 MPH DL DEAD LOAD SCH SCHEDULE ON EXPOSURE C SQUARE FOOT DWG(S) DRAWINGS SHT 5. SNOW LOAD: SIM SIMILAR (E) EXISTING SLBB IMPORTANCE FACTOR,1 1.2 BACK -TO -BACK EA EACH BASIC GROUND SNOW LOAD, Pg 20 PSF EF EACH FACE SLV SHORT LEG VERTICAL EL SNOW EXPOSURE COEFFICIENT, Ce 0.9 SHEET METAL SCREW EMBED EMBEDMENT SPEC(S) SPECIFICATION(S) THERMAL FACTOR, Ct 1.2 SQ SQUARE EQ EQUAL 6. SEISMIC LOAD: EQUIP EQUIPMENT SSD SATURATED SURFACE DRY ES EACH SIDE OCCUPANCY CATEGORY III EW EACH WAY STD STANDARD EXP SEISMIC IMPORTANCE FACTOR, 1 1.25 STIFFENER EXT EXTERIOR STL STEEL SEISMIC IMPORTANCE FACTOR, Ip 1.0 STRUC STRUCTURE (A) FUTURE SUSP SOIL PROFILE TYPE SD FLOOR DRAIN SYM SYMMETRICAL FF FINISH FLOOR SEISMIC DESIGN RESPONSE PARAMATER SDs 0.933 FIN FINISH T/ TOP OF FLR SEISMIC DESIGN RESPONSE PARAMATER Sot 0.48 TOP AND BOTTOM FN FIELD NAILING TS STRUCTURAL TUBING SEISMIC DESIGN CATEGORY D TYP TYPICAL FRP FIBERGLASS REINFORCED SITE COEFFICIENT Fo 1.0 PLASTIC UBC UNIFORM BUILDING CODE FT FOOT /FEET SITE COEFFICIENT Fv 1.5 FTG FOOTING UT ULTRASONIC TESTING GA OVERSTRENGTH AND DUCTILITY VERT VERTICAL GALV GALVANIZED VIF VERIFY IN FIELD COEFFICIENT, R 5 RECORD DRAWING ROTI- 'MILL Roth Hill, LLC Te1425.869.9448 www.rothhill.com 11130 NE 33rd Place, Suite 200 Bellevue, WA 98004 SPECIAL INSPECTION AND TESTING SCHEDULE I. GUNGKIL IL [X] CONTINUOUS PLACEMENT INSPECTION [X] EXCEPTIONS: 2,500 PSI OR TYPE E CONCRETE [X] 4 CYLINDERS PER 100 CUBIC YARDS* TEST: 2 ® 7 DAYS, 2 @ 28 DAYS. *EACH MIX PLACED, EACH DAY PLACED 2. BOLTS INSTALLED IN CONCRETE [X] ALL BOLTS [I LOCATION: _ 3. SPECIAL MOMENT - RESISTING CONCRETE FRAME NOT USED 4. REINFORCING STEEL AND PRESTRESSING TENDONS [X] PLACEMENT INSPECTION STRESSING AND GROUTING OF TENDONS 5. STRUCTURAL WELDING PERIODIC VISUAL INSPECTION: [X] SINGLE PASS FILLET WELDS < 5/16" [ ] STEEL DECK [ ] WELDED STUDS [ ] COLD FORMED STUDS AND JOINTS [X] STAIR AND RAILING SYSTEMS CONTINUOUS VISUAL INSPECTION [] ALL OTHER WELDING [X] REINFORCING STEEL [] OTHER SPECIAL MOMENT - RESISTING FRAMES: NOT USED SPLICES > 3/4" [] UT COLUMN FLANGES AT BEAM FLANGES WELDS [I NDT RATE REDUCTION PER IBC 1703.1 APPLIES OTHER 6. HIGH STRENGTH BOLTING SNUG TIGHT: [ ] ALL [X] AS INDICATED FULL PRETENSION: [ ] ALL [X] AS INDICATED 7. STRUCTURAL MASONRY f'm =1,500 psi FULL STRESSES VERIFCAT10N OF f'm: [ ] PRISM TEST RECORD [X] UNIT STRENGTH [X] LEVEL II [ ] LEVEL I TEST BEFORE DURING PRISMS [ ] [X] 3/5,000 sf UNITS [X] [ ] GROUT 1XI [XI 3/WEEK MORTAR I [X] 3 /WEEK 8. SPECIAL CASES [X] SHEAR WALL /DIAPHRAGM NAILING [X] ANCHORAGE TO EXISTING CONCRETE /MASONRY (SPEC 05100): [X] INSTALLATION INSPECTION [X] PROOF LOAD TEST TO TWICE ALLOWABLE TENSION VALUE: (SUBMIT TEST LOADS TO ENGINEER PRIOR TO TEST) - 10% OF ANCHORS FOR DOWELS - 10% OF ANCHORS FOR SILL PLATE BOLTS - 50% OF ANCHORS FOR EQUIP ANCHORAGE - 100% OF ANCHORS FOR HOLD -DOWN BOLTS - 100% FOR ALL OTHER ANCHORS [X] EXCAVATION SUPPORT /SHORING AS REQUIRED BY CONTRACTOR'S ENGINEER, TO BE PROVIDED BY CONTRACTOR [ ] UNDERPINNING NOTE: POST- INSTALLED FASTENERS ARE ONLY TO BE INSTALLED WHERE SPECIFCIALLY INDICATED AND SHALL RECEIVE SPECIAL INSPECTION IN ACCORDANCE WITH SECTION 10.05100. Tlave Record Drawings Have bw prepared bond w II onmrtion KwAded by the conbador and oeiere. Kern dy /JaYO ConevBmb here sot verified the awurury or c Oefenm of infamm8m, provided to them and does not emmit the ocauary or oompbtereve of IAm Record Drmingm, Usars of then Record DmwhVs see ens at risk of love reeu" Lerri 9sdr m. Kennedy /Jenks Consultants vmrcu_ euw ,sm 1/2'= l • -0" xoimoraw wn ,sw /,ee, 32001 32nd Avenue South, Suite 100 Er Federal Way, WA 98001 ET Ph. 253.835 -6400 t RECORD DRAWING RFB 7/20/1 JMF mmnao: I DATUM Fax 253 - 952-3435 DUB it wr"�o,axm NO. REVISION BY DATE APPR s CITY OF RENTON Planning /Building /Public Works Dept. STRUCTURAL ABBREVIATIONS & AND JT JOINT ® AT # NUMBER KIP 1,000 POUNDS 0 DIAMETER KSI KIPS PER SQUARE INCH AASHTO AMERICAN ASSOCIATION OF STATE HIGHWAY L,L ANGLE TRANSPORTATION OFFICIALS LB(S) POUNDS AB ANCHOR BOLT LB /SF POUND(S) PER SQUARE AGGREGATE BASE FOOT LL LIVE LOAD ACI AMERICAN CONCRETE LLH LONG LEG HORIZONTAL INSTITUTE LLV LONG LEG VERTICAL ADDIT ADDITIONAL LLBB LONG LEG BACK -TO -BACK ADJ ADJACENT LONGIT LONGITUDINAL AISC AMERICAN INSTITUTE OF LT LIGHT STEEL CONSTRUCTION LW LIGHT WEIGHT AISI AMERICAN IRON AND STEEL INSTITUTE MATL MATERIAL AITC AMERICAN INSTITUTE OF MAX MAXIMUM TIMBER CONSTRUCTION MB MACHINE BOLT ALUM ALUMINUM MC MOISTURE CONTENT ALT ALTERNATE MC MISCELLANEOUS CHANNEL APA AMERICAN PLYWOOD MECH MECHANICAL ASSOCIATION MFR MANUFACTURER APROX APPROXIMATE MIN MINIMUM ARCH ARCHITECTURAL MISC MISCELLANEOUS ASTM AMERICAN SOCIETY FOR MTL METAL TESTING AND MATERIALS AWS AMERICAN WELDING SOCIETY (N) NEW NDT NON- DESTRUCTIVE TEST(ING) B/ BOTTOM OF NIC NOT IN CONTACT BLKG BLOCKING NO. NUMBER BLDG BUILDING NOM NOMINAL BM BEAM NS NEAR SIDE BM -1 BEAM MEMBER 1 NSG NON- SHRINK GROUT BN BOUNDARY NAILING NTS NOT TO SCALE BOT BOTTOM BP BASE PLATE OC ON CENTERS BS BOTH SIDES OD OUTSIDE DIAMETER BTWN BETWEEN OH OPPOSITE HAND, OVERHEAD OPNG(S) OPENING(S) C CHANNEL OPP OPPOSITE CALC'S CALCULATIONS CC,C /C CENTER -TO- CENTER PAF POWDER ACTUATED FASTENER CJ CONSTRUCTION JOINT PL PLATE CJP COMPLETE JOINT PENETRATION PLF POUND PER LINEAL FOOT CL CENTERLINE PP PARTIAL PENETRATION CLR CLEAR PSF POUND PER SQUARE FOOT CNJ CONTROL JOINT PSI POUND PER SQUARE INCH COL COLUMN PT(S) POINT(S) CONC CONCRETE PT PRESSURE TREATED CONST CONSTRUCTION CONT CONTINUOUS R, RAD RADIUS RECT RECTANGLE, RECTANGULAR DBL DOUBLE REINF REINFORCING, -MENT DIA DIAMETER REQ'D REQUIRED DIM DIMENSION DL DEAD LOAD SCH SCHEDULE ON DOWN SF SQUARE FOOT DWG(S) DRAWINGS SHT SHEET SIM SIMILAR (E) EXISTING SLBB SHORT LEGS BACK -TO -BACK EA EACH SLH SHORT LEG HORIZONTAL EF EACH FACE SLV SHORT LEG VERTICAL EL ELEVATION SMS SHEET METAL SCREW EMBED EMBEDMENT SPEC(S) SPECIFICATION(S) EN EDGE NAILING SQ SQUARE EQ EQUAL SS STAINLESS STEEL EQUIP EQUIPMENT SSD SATURATED SURFACE DRY ES EACH SIDE STAG STAGGER EW EACH WAY STD STANDARD EXP EXPANSION STIFF STIFFENER EXT EXTERIOR STL STEEL STRUC STRUCTURE (A) FUTURE SUSP SUSPENDED FD FLOOR DRAIN SYM SYMMETRICAL FF FINISH FLOOR FIN FINISH T/ TOP OF FLR FLOOR T &B TOP AND BOTTOM FN FIELD NAILING TS STRUCTURAL TUBING FNDN FOUNDATION TYP TYPICAL FRP FIBERGLASS REINFORCED PLASTIC UBC UNIFORM BUILDING CODE FT FOOT /FEET LION UNLESS OTHERWISE NOTED FTG FOOTING UT ULTRASONIC TESTING GA GAGE /GAUGE VERT VERTICAL GALV GALVANIZED VIF VERIFY IN FIELD GLB GLULAM BEAM W/ WITH HORIZ HORIZONTAL W/O WITHOUT HSS HOLLOW STRUCTURAL SECTION W WIDE FLANGE HT HEIGHT WP WORK POINT HWL HIGH WATER LEVEL WT WEIGHT, STRUCTURAL TEE WALL THICKNESS IBC INTERNATIONAL BUILDING CODE WWF WELDED WIRE FABRIC ICC INTERNATIONAL CODE COUNCIL IN INCH YD YARD INT INTERIOR STONEGATE LIFT STATION REPLACEMENT GENERAL STRUCTURAL NOTES a6 " 15 - 34--) 3 C�yk`L_)- 06 -11 -2010 ere¢ S1 22 o' 42