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Home My WebLink AboutWWP2703473.48GENERAL STRUCTURAL NOTES SPECIAL INSPECTION AND STRUCTURAL ABBREVIATIONS 3 i 0 0 cc 0 0 i Y i 0 V) 0 0 z 0 u 0 0 cc i 0 co N 0 0 U) LO N co z 0 U) W 0 i 0 0 C6 0 0 0 i 0 0 w Q z Li U_ 0 0 N z 0 o' W w 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 ENGINEERS) 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 GENERALLY CLASSIFIED DENSE, SILTY SAND. 3. THE DESIGN BEARING CAPACITY OF THE SOILS IS 2,000 PSF FOR FOOTINGS. BEARING CAPACITY OF SOILS ARE FOR DEAD AND LIVE LOADS FOR FOUNDATIONS. 4. SOILS SHALL BE EXCAVATED TO THE ELEVATIONS INDICATED ON THE DRAWINGS FOR FOUNDATIONS. THE SUBGRADE SHALL BE PREPARED AS INDICATED ON THE DRAWINGS AND SPECIFICATIONS AND APPROVED BY THE GEOTECHNICAL ENGINEER. EXCAVATED MATERIAL SHALL BE REPLACED WITH STRUCTURAL FILL AS SHOWN ON THE DRAWINGS. FOUNDATIONS SHALL BE CONSTRUCTED AGAINST UNDISTURBED NATIVE COMPETENT MATERIAL OR COMPACTED STRUCTURAL FILL. LOADING CRITERIA 1. MINIMUM LOADING REQUIREMENTS PER CHAPTER 16 OF THE 2006 INTERNATIONAL BUILDING CODE INCLUDING LATEST REVISION. 2. DEAD LOAD: AS CALCULATED 3. LIVE LOADS: CATWALKS FOR MAINTENANCE ACCESS 40 PSF UNIFORM, 300 LBS POINT ELEVATED SLABS & WALKWAYS 100 PSF UNIFORM FIXED LADDERS 300 LBS POINT HANDRAILS, GUARDRAILS AND GRAB BARS 50 PLF AT TOP RAIL, 200 LBS POINT FLOOR - HEAVY MANUFACTURING/STORAGE 250 PSF UNIFORM, 3,000 LBS POINT FLOOR - GARAGE (TRUCKS) AASHTO HS20-44 ROOF (REDUCTION FOR UNIFORM LOAD) 20 PSF UNIFORM, 2,000 LBS POINT CEILING - WITH STORAGE AREA 20 PSF UNIFORM GRATING, CHECKERED PLATE, ACCESS HATCHES EQUAL TO FLOOR LIVE LOAD SIDEWALKS & VEHICULAR DRIVEWAYS 250 PSF UNIFORM, 8,000 LBS POINT AASHTO UNRESTRICTED VEHICULAR ACCESS HS20-44 CONCRETE VAULTS AND COVERS AASHTO HS20-44 4. WIND LOAD: IMPORTANCE FACTOR, Iw 1.15 BASIC WIND SPEED 85 MPH EXPOSURE C 5. SNOW LOAD: IMPORTANCE FACTOR, 1 1.2 BASIC GROUND SNOW LOAD, Pg 20 PSF SNOW EXPOSURE COEFFICIENT, Ce 0.9 THERMAL FACTOR, Ct 1.2 6. SEISMIC LOAD: OCCUPANCY CATEGORY III SEISMIC IMPORTANCE FACTOR, 1 1.25 SEISMIC IMPORTANCE FACTOR, Ip 1.0 SOIL PROFILE TYPE SD SEISMIC DESIGN RESPONSE PARAMATER SCIS 0.933 SEISMIC DESIGN RESPONSE PARAMATER Sri 0.48 SEISMIC DESIGN CATEGORY D SITE COEFFICIENT Fa 1.0 SITE COEFFICIENT Fv 1.5 OVERSTRENGTH AND DUCTILITY COEFFICIENT, R 5 ROTPHI Roth Hill, LLC Tel 425.869.9448 www.rothhill.com 11130 NE 33rd Place, Suite 200 Bellevue. WA 98004 REINFORCING STEEL WOOD FRAMING: 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. 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 PARTITIONS, STUD GRADE. OTHERWISE SHOWN. WHERE Ld IS THE TENSION DEVELOPMENT LENGTH. 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 SPLICED AND SHALL HAVE A MINIMUM LAP AS NOTED ABOVE. BAR 2" TO 4" THICK, 2" TO 4" WIDE, SELECT STRUCTURAL GRADE. SPLICES SHALL BE STAGGERED. 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" TO 4" THICK, 5" AND WIDER, NO. 1 AND BETTER GRADE. APPROVAL IN WRITING IS OBTAINED FROM THE ENGINEER PRIOR TO 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 2" TO 4" THICK, 2" TO 4" WIDE, NO. 1 AND BETTER GRADE. OTHERWISE BAR COVER IS CLEAR DISTANCE BETWEEN THE BAR AND THE 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: 2" THICK X 4" WIDE, INTERIOR, NON -BEARING PARTITIONS, STUD FOOTINGS AND BASE SLABS: GRADE. FORMED SURFACES AND BOTTOMS ON CONCRETE 2" THICK X 4" WIDE, EXTERIOR, BEARING WALLS, NO. 1 AND BETTER WORK MAT 2-INCH GRADE. BOTTOMS AND SIDES IN CONTACT WITH EARTH 3-INCH F) BLOCKING: BEAMS AND COLUMNS: 2" TO 4" THICK, 2" AND WIDER, STUD GRADE. DRY CONDITIONS: G) SILL PLATES: STIRRUPS, SPIRALS, AND TIES 1 1/2-INCH 2" THICK X 4" WIDE, INTERIOR, NON -BEARING PARTITIONS, PRINCIPAL REINFORCEMENT 2-INCH PRESSURE TREATED STUD GRADE. EXPOSED TO EARTH, WATER, OR WEATHER: 2" TO 4" THICK, 4" AND WIDER, EXTERIOR, PRESSURE TREATED NO. STIRRUPS, SPIRALS, AND TIES 2-INCH 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: EAVES - 4'x8'x3/4" SHEETS, APPEARANCE GRADE A-C EXT (A 1. CEMENT SHALL BE ASTM C150 TYPE II FOR ALL STRUCTURES. CONCRETE SIDE DOWN). SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH AS NOTED IN THE 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 CONIC - CONTROL BUILDING E 2,500 MISCELLANEOUS STRUCTURES AND SITEWORK 2. CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318 (LATEST EDITION) 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. INCLUDING BAR BENDS AND HOOKS, UNLESS DETAILED OTHERWISE. WOOD FASTENERS: 3. SUBMIT CONCRETE AND MASONRY LIFT DRAWINGS SHOWING THE LOCATION OF CONSTRUCTION JOINTS, WATERSTOPS AND OTHER TYPES OF JOINTS 1. PROVIDE WASHERS UNDER HEADS AND NUTS OF ALL BOLTS BEARING ON OTHER THAN SPECIFIED OR SHOWN ON THE DRAWINGS FOR FAVORABLE WOOD. REVIEW BY THE ENGINEER BEFORE START OF WORK ON FORMS, 2. ALL NAILING SHALL BE STAGGERED TO AVOID SPLITTING OF MEMBERS. REINFORCING STEEL OR PLACING CONCRETE. ANY ADDITIONAL VERTICAL OR 3. BOLTS USED IN FRAMING SHALL BE ASTM A307 WITH STANDARD HEX HORIZONTAL CONSTRUCTION JOINTS SHALL HAVE A STANDARD KEYWAY HEAD DIMENSIONS CONFORMING TO ANSI/ASME 318.2.1. AND SHALL BE FAVORABLY REVIEWED BY THE ENGINEER. REFER TO 4. PLATES USED IN ROOF FRAMING SHALL BE ASTM A36 OR ASTM A572 SPECIFICATIONS AND TYPICAL DETAILS FOR ADDITIONAL INFORMATION. GRADE 50. CONSTRUCTION JOINTS SHALL BE ROUGHENED TO 1/4-INCH AMPLITUDE. 5. PROVIDE AND INSTALL ALL BOLTS AND NAILS TO ALL CONNECTORS PER 4. OPENINGS, PIPE SLEEVES, CONDUITS, INSERTS AND OTHER EMBEDDED THE MANUFACTURER'S RECOMMENDATIONS. 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 CONTRACTOR'S RESPONSIBILITY TO COORDINATE ARCHITECTURAL, CIVIL, INTERNATIONAL BUILDING CODE. USE COMMON TYPE NAILS UNLESS MECHANICAL, ELECTRICAL, LANDSCAPING, HVAC, PLUMBING, OTHERWISE SPECIFIED. ALL FASTNERS IN CONTACT WITH PRESSURE INSTRUMENTATION AND OTHER PLANS FOR ITEMS REQUIRING SLEEVES AND TREATED WOOD SHALL BE HOT DIPPED GALVANIZED FASTENERS (MEETING EMBEDMENTS IN CONCRETE WHICH ARE NOT INDICATED OR SHOWN ON ASTM A153) AND CONNECTORS (ASTM A653 CLASS G185 SHEET), OR STRUCTURAL DRAWINGS. NO PIPES OR SLEEVES SHALL PASS THROUGH BETTER. STRUCTURAL MEMBERS (UNLESS SHOWN ON STRUCTURAL DRAWINGS). COORDINATE WITH EQUIPMENT MANUFACTURERS DRAWINGS FOR ANCHORING DEVICES. 5. UNLESS OTHERWISE NOTED, ALL EXPOSED EDGES AND CORNERS SHALL BE DEFERRED SUBMITTALS: CHAMFERED 3/4-INCH. INTERIOR FLOOR SLABS AND EXTERIOR SIDEWALKS SHALL HAVE TOOLED 3/8-INCH RADIUS CONSTRUCTION JOINT. 1. TRUSSES 6. EACH FACE CONCRETE SHALL BE REINFORCED A MINIMUM OF NO. 5 BARS AT 12-INCHES EACH WAY. 7. CONCRETE ENCASE ALL PIPES AND CONDUITS UNDER CONCRETE SLABS AND FOOTINGS. Kennedy/Jenks Consultants 32001 32nd Avenue South, Suite 100 Federal Way, WA 98001 Ph. 253-835-6400 Fax 253-952-3435 NO. RECORD DRAWING REVISION S=347322 RECORD DRAWING These Record Drawings have been prepared based on information provided by the contractor and others. Kennedy/Jenks Consultants has not verified the accuracy or completeness of information provided to them and does not warrant the accuracy or completeness of these Record Drawings. Users of these Record Drawings assume all risk of loss resulting from their use. SURVEYED: DESIGNED: ET DRAWN: ET RFB 201 JMF I CHECKEDDLB BY DATE APPR APPROVED: SCALE: 1 /2"=1 '-0" ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY TESTING SCHEDULE 1. GOWGRE TE [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 [XI ALL BOLTS [ ] 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 [ ] 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 VERIFICATION 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 [X] [X] 3/WEEK MORTAR [ ] [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. VERTICAL: NAVE) 1988 HORIZONTAL: NAD 1983/1991 DATU M CITY OF RENTON Planning/Building/Public Works Dept. & AND ® AT # NUMBER 0 DIAMETER AASHTO AMERICAN ASSOCIATION OF STATE HIGHWAY TRANSPORTATION OFFICIALS AB ANCHOR BOLT AGGREGATE BASE ACI AMERICAN CONCRETE INSTITUTE ADDIT ADDITIONAL ADJ ADJACENT AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION AISI AMERICAN IRON AND STEEL INSTITUTE AITC AMERICAN INSTITUTE OF TIMBER CONSTRUCTION ALUM ALUMINUM ALT ALTERNATE APA AMERICAN PLYWOOD ASSOCIATION APROX APPROXIMATE ARCH ARCHITECTURAL ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS AWS AMERICAN WELDING SOCIETY B/ BOTTOM OF BLKG BLOCKING BLDG BUILDING BM BEAM BM-1 BEAM MEMBER 1 BN BOUNDARY NAILING BOT BOTTOM BP BASE PLATE BS BOTH SIDES BTWN BETWEEN JT JOINT KIP 1,000 POUNDS KSI KIPS PER SQUARE INCH L,L ANGLE LB(S) POUNDS LB/SF POUND(S) PER SQUARE FOOT LL LIVE LOAD LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LLBB LONG LEG BACK-TO-BACK LONGIT LONGITUDINAL LT LIGHT LW LIGHT WEIGHT MATL MATERIAL MAX MAXIMUM MB MACHINE BOLT MC MOISTURE CONTENT MC MISCELLANEOUS CHANNEL MECH MECHANICAL MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MTL METAL (N) NEW NDT NON-DESTRUCTIVE TESTING) NIC NOT IN CONTACT NO. NUMBER NOM NOMINAL NS NEAR SIDE NSG NON -SHRINK GROUT NTS NOT TO SCALE OC ON CENTERS OD OUTSIDE DIAMETER OH OPPOSITE HAND, OVERHEAD OPNG(S) OPENINGS) 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 CENTERLINE PP PARTIAL PENETRATION CLR CLEAR PSF POUND PER SQUARE FOOT CNJ CONTROL JOINT PSI POUND PER SQUARE INCH COL COLUMN PT(S) POINTS) CONIC 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 DN 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) SPECIFICATIONS) 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 UON 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/0 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 06-1 1-20101 PAGE DRAWING NO: S1 SHEET: OF: 22 42