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Home My WebLink AboutS-1639 Map 6STRUCTURAL QUALITY CONTROL & GENERAL NOTES REVISIONS: NO. OATE REVISION SPECIAL INSPECTION ITEMS SPECIAL INSPECTION PROGRAM PER 2006 INTERNATIONAL BUILDING CODE CHAPTER 17 AND 1997 FEMA 302 CHAPTER 3. ITEM CON(TIN)UOUS PERIODIC DIC COMMENTS DIVISION 2 - SOILS & FOUNDATION GRADING EXCAVATION &FILL X BY GEOTECHNICAL ENGINEER DRILLED PIERS DIVISION 3 - CONCRETE REINFORCING PLACEMENT REINFORCING WELDING REFERENCE NOTE 6 ANCHOR BOLTS & INSERTS PREPARATION OF TEST SPECIMENS X CONCRETE PLACEMENT X EPDXY ANCHOR PLACEMENT EXPANSION ANCHOR PLACEMENT INSULATED CONCRETE FORMS DIVISION 4 - STRUCTURAL MASONRY REINFORCING PLACEMENT UNIT PLACEMENT GROUT PLACEMENT DIVISION 5 - STRUCTURAL STEEL WELDING OF ANCHORS AND STUDS METAL DECK WELDING EMBEDDED PLATES DIVISION 5 - SHOP WELDING SINGLE PASS FILLET WELDS S 5/16" FIELD WELDS > 5/16" PARTIAL/ COMPLETE PENETRATION WELDS DIVISION 5 - FIELD WELDING SINGLE PASS FILLET WELDS S 5/16" FIELD WELDS > 5/16" PARTIAL/ COMPLETE PENETRATION WELDS ARCHITECTURAL COMPONENTS VENEER ANCHORAGE & TIES ANCHORAGE OF NON LOAD BEARING WALLS SUSPENDED CEILINGS MECHANICAL & ELECTRICAL COMPONENTS X ELECTRICAL EQUIP. ANCHORAGE PROGRAM FOOTNOTES: 1. THE ITEMS CHECKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH 2O001BC BY A CERTIFIED INSPECTOR FROM AN ESTABLISHED TESTING AGENCY. FOR MATERIAL SAMPLING AND TESTING REQUIREMENTS, REFER TO THE MATERIAL SAMPLING AND TESTING SECTION. THE PROJECT SPECIFICATIONS AND SPECIFIC GENERAL NOTES SECTIONS. THE TESTING -'-`% Y SHALL SEND COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS DIRECTLY TO - HITECT, ENGINEER, CONTRACTOR AND BUILDING OFFICIAL. ANY MATERIALS WHICH FAIL TO M_- RC,:EC SPECIFICATIONS SHALL IMMEDIATELY BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER. SPECIAL INSPECTION TESTING REQUIREMENTS APPLY EQUALLY TO ALL BIDDER DESIGNED COMPONENTS. 2. SPECIAL INSPECTION IS NOT REQUIRED FOR WORK PERFORMED BY AN AISC CERTIFIED COMPLEX BUILDING FABRICATOR. 3. CONTINUOUS SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON THE SITE AT ALL TIMES OBSERVING THE WORK REQUIRING SPECIAL INSPECTION 1997 FEMA 302. PERIODIC SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON SITE AT TIME INTERVALS NECESSARY TO CONFIRM THAT ALL WORK REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE. 4. ALL WELDS SHALL BE VISUALLY INSPECTED AFTER COMPLETION. 5. ALL COMPLETE PENETRATION WELDS SHALL BE TESTED UL TRASONICALLY OF BY USE OF A COMPARABLE APPROVED METHOD. 6. PERIODIC SPECIAL INSPECTION IS ALLOWED FOR WELDING OF ASTM A-706 REINFORCING STEEL NOT GREATER THAN NO. 5 USED FOR EMBEDMENTS. PROVIDED THE MATERIALS AND THE QUALIFICATIONS OF WELDING PROCEDURES AND WELDERS ARE VERIFIED PRIOR TO THE START OF WORK_ PERIODIC INSPECTIONS ARE MADE OF WORK IN PROGRESS, AND THAT A VISUAL INSPECTION OF ALL WELDS IS MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF WELDING SHOP WELDING ITEMS. 7, CONTINUOUS INSPECTION IS ONLY REQUIRED AT WELDS THAT ARE PART OF THE LATERAL LOAD RESISTING SYSTEM. SPECIAL INSPECTION ITEMS 1. SPECIAL INSPECTION SHALL BE PROVIDED BY THE OWNER ACCORDING TO SECTION 1704 OF VOLUME 2 OF ARKANSAS FIRE PREVENTION CODE (IBC-2000). THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS. THE SPECIAL INSPECTOR SHALL SEND REPORTS TO THE ARCHITECT/ENGINEER SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING THAT THE ADDITIONAL TESTING AND INSPECTION WORK WAS, TO THE BEST OF HIS KNOWLEDGE, IN CONFORMANCE WITH THE PLANS, SPECIFICATIONS AND APPLICABLE WORKMANSHIP PROVISIONS OF THE IBC. SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING WORK: A. SOIL BEARING PRESSURE OF BOTTOMS OF ALL FOOTINGS. B. CONCRETE PLACEMENT C. BOLTS INSTALLED IN CONCRETE D. CONCRETE REINFORCING STEEL E. ANY STRUCTURAL WELDING F. SHEAR WALLS DESIGN CRITERIA BUILDING CODE: 2002 ARKANSAS FIRE PREVENTION CODE, 2006 INTERNATIONAL BUILDING CODE GRAVITY LOADS: LIVE LOADS: FLOORS: SLAB ON GRADE 80 PSF ROOF: (DO NOT REDUCE) 20 PSF DEAD LOADS: ACTUAL WEIGHT OF MATERIALS COLLATERAL (ROOF) 8 PSF METAL BUILDING 3 PSF LATERAL LOADS WIND: (REFERENCE: ASCE 7-07) BASIC WIND SPEED: 90 MPH EXPOSURE: C SEISMIC CRITERIA I HEREBY CERTIFY THAT THE STRUCTURAL PLANS SUBMITTED HEREWITH ARE DESIGNED WITH THE STRUCTURAL LOAD CARRYING ELEMENTS TO RESIST THE ANTICIPATED FORCES OF THE DESIGNATED SEISMIC ZONE IN WHICH THE STRUCTURE IS LOCATED IN ACCORDANCE WITH ARKANSAS ACT 1100, 1991. ZONE CLASSIFICATION OF PROJECT ..........................ZONE 1 (ACT 1100) SEISMIC USE GROUP.................................................1 SPECIAL RESPONSE ACCELERATION COEFFICIENTS .... Sds= 0.46g/ Sd1= 0.24g SITE CALSS................................................................B SEISMIC DESIGN CATEGORY.......................................D BASIC STRUCTURAL SYSTEM....... .............................COMMON RIGID FRAMES & PORTAL FRAMES SEISMIC FORCE RESISTING SYSTEM..........................COMMON RIGID FRAMES & PORTAL FRAMES RESPONSE MODIFICATION FACTOR.............................R=3.5 DEFLECTION AMPLIFICATION FACTOR ..........................Cd= 4.0 CTOR ........ ....................... OVERSTRENGTHACT SYSTEM FA 0=2.5 ANALYSIS PROCEDURE .... ......... ......... ........EQUIVALENT LATERAL FORCE PROCEDURE tf IF 7 STEPHEN M. YELEN ' H Fl E. ARKANSAS RMSTf ATION NO. �409 fJ �r STRUCTURAL DESIGN APPROACH: PORT: 1. THE FOUNDATION SYSTEM IS DESIGNED AS A COMBINATION OF SPREAD AND CONTINUOUS FOOTINGS WITH A STIFFENED TURNDOWN SLAB. 2. VERTICAL LOADS SHALL BE SUPPORTED BY PURLINS SPANNING BETWEEN THE RIGID FRAMES. 3. THE METAL BUILDING SHALL BE STABILIZED BY RIGID FRAMES IN THE TRANSVERSE DIRECTION AND CROSS BRACING AND OR PORTAL FRAMES IN LONGITUDINAL DIRECTION. PAD: 1. THE FOUNDATION SYSTEM IS DESIGNED AS A POST TENSIONED STIFFENED TURNDOWN SLAB WITH INTERIOR RIBS. A. STABILITY DURING CONSTRUCTION, SHORING AND TEMPORARY STRUCTURES: 1, PERMANENT STABILITY OF THE BUILDING AND COMPONENTS IS NOT PROVIDED UNTIL ALL THE STRUCTURAL ELEMENTS ARE INSTALLED AS SHOWN ON THE CONTRACT DRAWINGS: THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING STABILITY TO ALL NON -SELF SUPPORTING ELEMENTS AND SAFETY TO ALL WORKERS, ANIMALS, AND PROPERTY DURING CONSTRUCTION AND UNTIL ALL PERMANENT BRACING ELEMENTS ARE INSTALLED. 2• WHERE SHORING AND/OR TEMPORARY STRUCTURES ARE REQUIRED IN ORDER TO SATISFY THE CONTRACT REQUIREMENTS: THE CONTRACTOR IS TO DESIGN AND BUILD THE TEMPORARY STRUCTURES WITHOUT EXTRA COST TO THE CONTRACT. 3. BRACING USED TO STABILIZE THE BUILDING DURING THE ERECTION PROCESS SHALL BE DESIGNED BY THE CONTRACTOR SO TO NOT TWIST OR DISTORT MEMBERS. 4. THE ANCHOR BOLTS ARE NOT DESIGNED TO STABILIZE THE STRUCTURE BY PROVIDING FIXITY. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR STABILITY DURING THE ERECTION PHASE. B. MISCELLANEOUS 1. WORK NOT INDICATED ON A PART OF THE DRAWING BUT REASONABLY IMPLIED TO BE SIMILAR TO THAT SHOWN AT CORRESPONDING PLACES SHALL BE REPEATED. 2. ALL DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALE SHOWN ON PLANS, SECTIONS, AND DETAILS. 3. THE DETAILS SHOWN AND DESIGNATED AS "TYPICAL DETAILS" APPLY GENERALLY TO THE DRAWINGS IN ALL AREAS WHERE CONDITIONS ARE SIMILAR TO THOSE DESCRIBED IN THE DETAILS UNLESS NOTED OTHERWISE 4. THE DETAILS ON THE CONTRACT DRAWINGS SHALL NOT BE REVISED BY THE CONTRACTOR WITHOUT PRIOR APPROVAL BY THE ARCHITECT/ENGINEER. IF PERMITTED THE REVISED DETAILS AND CALCULATIONS SHALL BE DONE ONLY BY A LICENSED PROFESSIONAL ENGINEER AND SUBMITTED TO THE ARCHITECT/ENGINEER. FOR APPROVAL- 5. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH DRAWINGS RELATING TO OTHER TRADES. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR CHECKING AND COORDINATING DIMENSIONS, CLEARANCES, OPENINGS, PIPE SLEEVES, CURBS, ETC. WITH THE WORK OF OTHER TRADES. 6. THE GENERAL CONTRACTOR SHALL EXAMINE THE DRAWINGS FOR REQUESTED OPENINGS AND SHALL PROVIDE FOR ALL OPENINGS WHETHER SHOWN ON THESE DRAWINGS OR NOT, AND SHALL VERIFY SIZE AND LOCATION OF ALL OPENINGS WITH ALL SUB -CONTRACTORS. C. EARTHWORK AND FOOTINGS 1. TOP OF FOOTING ELEVATIONS ARE GIVEN FOR BIDDING PURPOSES ONLY. THE TURNDOWN SLAB BEARING ON CONTINUOUS FOOTINGS IN SHALE/CLAY ARE DESIGNED FOR AN ALLOWABLE BEARING PRESSURE OF 1500 PSF. CONTRACTOR TO FIELD VERIFY SOIL BEARING CAPACITY PRIOR TO PLACEMENT OF CONCRETE. 2. THE CONTRACTOR SHALL TAKE ADEQUATE MEASURES TO ALLOW FOR WORKING SURFACE DURING CONSTRUCTION OF FOUNDATIONS AND SLAB -ON -GRADE, SUCH AS A GRAVEL BED OF ADEQUATE DEPTH, ETC. 3. CONTRACTOR TO PROVIDE FOR DE -WATERING OF EXCAVATIONS FROM EITHER SURFACE WATER, GROUND WATER OR SEEPAGE. SOME SURFACE WATER IS ANTICIPATED IN EXCAVATIONS, AND THEY SHALL BE DE -WATERED BEFORE PLACING CONCRETE. 4. CONTRACTOR SHALL PROVIDE AND INSTALL ALL CRIBBING, SHEATHING, AND SHORING REQUIRED TO SAFELY RETAIN THE EARTH BANKS. SHORING AND BRACING OF TRENCHES SHALL MEET THE REQUIREMENTS OF OSHA, IF REQUIRED. 5. CONTRACTOR SHALL PROTECT ALL UTILITY LINES, ETC. ENCOUNTERED DURING EXCAVATION AND BACKFILLING. 6. ALL FOUNDATION WORK SHALL MEET THE APPROVAL OF THE GEOTECHNICAL CONSULTANT AND THE ARCHITECT/ENGINEER. D. CONCRETE AND REINFORCING STEEL 1. THE DESIGN OF THE CONCRETE FOUNDATION AND SLAB ON GRADE IS BASED ON ACI 318-07. SHALL GOVERN ACI CODE PROVISIONS N ALL PHASES OF CONCRETE CONSTRUCTION AND CURING. SHALL B - 2. ALL REINFORCEMENTE A 615 GRADE 60 STEEL. 3. ALL REINFORCEMENT SHOULD BE SECURELY HELD IN PLACE WHILE PLACING CONCRETE. IF REQUIRED, ADDITIONAL BARS OR STIRRUPS SHALL BE PROVIDED BY THE CONTRACTOR TO FURNISH SUPPORT FOR ALL BARS. 4. ALL REINFORCING BARS SHALL BE LAPPED 48 BAR DIAMETERS - 24" MIN. U.N.O. TERMINATE CONTINUOUS BARS AT NON CONTINUOUS END WITH STAN DARD HOOKS. TENSION REINFORCEMENT IN GRADE BEAMS SHALL BE LAPPED TO 60 BAR DIAMETERS. 5. CONCRETE COVER FOR REINFORCING STEEL SHALL BE 1" FOR SLABS ALL CONCRETE EXPOSED TO WEATHER OR EARTH SHALL HAVE CONCRETE COVER OF 2" FOR BARS LARGER THAN 5 " # 1-1 /2FOR #5 BARS OR SMALLER, AND 3" FOR ALL CONCRETE PLACED AGAINST EARTH, U.N.O. TOLERANCES SHALL BE AS PER ACI-318. 6. PIPES OR CONDUITS PLACED IN FOUNDATION AND SLABS SHALL NOT BE SPACED CLOSER THAN 3 DIAMETERS ON CENTER. PIPES AND CONDUITS PLACED IN SLAB SHALL NOT HAVE AN OUTSIDE DIAMETER LARGER THAN 1/3" OF SLAB THICKNESS. ALUMINUM CONDUITS SHALL NOT BE PLACED IN CONCRETE. 7. PROVIDE CORNER BARS IN ALL STIFFENED TURNDOWN SLAB INTERSECTIONS, BARS SHALL MATCH SIZE AND SPACING OF HORIZONTAL BARS IN THOSE MEMBERS. 8. LOCATION OF SLOTTED INSERTS, WELD PLATES, ANCHOR RODS AND ALL OTHER ITEMS TO BE EMBEDDED IN CONCRETE SHALL BE COORDINATED WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. 9. REINFORCING BARS SHALL NOT BE WELDED, UNLESS SPECIFICALLY NOTED ON THE DRAWING AS BEING WELDED. WELDED REINFORCING SHALL CONFORM TO ASTM A706. 10.ALL CONCRETE WORK SHALL CONFORM TO THE LATEST ACI CODE AND DETAILING MANUAL. 11. CONTRACTOR SHALL VERIFY DIMENSIONS AND LOCATIONS OF ALL OPENINGS, PIPE SLEEVE CURBS, ETC., AS REQUIRED BY OTHER TRADES BEFORE CONCRETE IS PLACED. 12. ALL LAPS IN WELDED WIRE FABRIC SHALL BE ONE MESH PLUS TWO INCHES AT SPLICES. 13. COARSE AGGREGATE FOR CONCRETE SHALL NOT CONTAIN LIGNITE, STEEL, OR OTHER MATERIALS THAT MAY BE DETRIMENTAL TO THE CONCRETE. 14.MAXIMUM TOLERANCE FOR SLAB EDGES IS 1/2"f EXCEPT WHERE TIGHTER TOLERANCE IS REQUIRED FOR ARCHITECTURAL REASONS. 15. CONCRETE PLACED WHEN AIR TEMPERATURES EXCEEDING 90 DEGREES F. ARE EXPECTED SHALL BE CURED BY MOIST CURING METHODS INCLUDING COVERING WITH PLASTIC OR BURLAP AND KEPT MOIST FOR 7 DAYS MINIMUM. 16.FLY ASH MAY BE SUBSTITUTED FOR CEMENT CONTENT AT NOT MORE THAN 15% 17. THE TOTAL ALLOWABLE MIX WATER (INCLUDES WATER AT BATCH PLANT PLUS ANY FIELD ADDED WATER) CONTENT SHALL NOT EXCEED THE VALUE AT WHICH THE MIX DESIGN WAS CERTIFIED BY LAB TESTS. GENERALLY THE SLUMP SHALL BE 5" WITH A TOLERANCE OF -1" AND 42". THE CONCRETE DELIVERY TICKET SHALL SHOW THE AMOUNT OF WATER ADDED IN FIELD, IF APPLICABLE. 18. CONCRETE STRENGTH AT 28 DAYS: ITEM MIN. STRENGTH AIR ENTRAINING WATER REDUCING ADMIX REQUIRED REINFORCED FOOTINGS 3.0 KSI WRA EXTERIOR SLABS 3.0 KSI 5% AIR WRA INTERIOR SLAB ON GRADE 3.0 KSI 3% AIR WRA *WRA - INDICATES WATER REDUCING ADMIXTURE E. POST TENSIONED CONCRETE 1. ALL POST -TENSIONING TENDONS AND REINFORCING SHALL BE SIZED BY POST -TENSIONING ENGINEER. PROVIDE COMPLETE DRAWINGS SEALED BY AN ENGINEER REGISTERED IN THE STATE OF ARKANSAS. 2. FOUNDATION SECTIONS SHOWN ARE FOR GENERAL INFORMATION ONLY. THE POST TENSIONING ENGINEER MAY CHANGE SIZES AND/OR CONFIGURATION OF FOOTINGS, REINFORCING, AND TENDONS. 3. ALL POST TENSIONING TENDONS SHALL BE 7 WIRE LOW RELAXATION STRAND CONFORMING TO ASTM A416. 4. TENDONS SHALL NOT BE FULLY STRESSED UNTIL CONCRETE HAS REACHED A MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI. A PARTIAL STRESS OF 25% OF FULL STRESS MAY BE APPLIED TO CABLES 24 HOURS MINIMUM AFTER THE POUR IS COMPLETED. 5. CALCIUM CHLORIDE NOR ANY OTHER ADD MIXTURES THAT IS CORROSIVE TO METALS SHALL BE ADDED TO THE CONCRETE MIX. & THE P/T CONTRACTOR SHALL COMPUTE THE TENDON INITIAL FORCE, THE TENSION FORCE AFTER SHORT TERM REDUCTION, AND THE TENSION FORCE AFTER LONG TERM REDUCTION. 7. THE EXPECTED ELONGATION OF EACH CABLE WHEN STRESSED SHALL BE INDICATED ON THE P/T SHOP DRAWINGS. b F. PRE-ENGINEERED METAL BUILDINGS 1. THE PRE-ENGINEERED METAL BUILDING SUPPLIER SHALL DESIGN THE PRE- ENGINEERED METAL BUILDING FOR THE LOADS AND CRITERIA SHOWN ON THE PLANS AND SPECIFICATIONS. 2. SHOP DRAWINGS AND CALCULATIONS SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEERING IN THE STATE OF ARKANSAS AND SUBMITTED TO THE ENGINEER FOR REVIEW. 3. THE PRE-ENGINEERED METAL BUILDING SUPPLIER SHALL SUPPLY COLUMN REACTIONS FOR DESIGN OF THE FOUNDATION BY THE ENGINEER. 4. ALL WELDING SHALL BE PERFORMED BY WELDERS CERTIFIED BY AWS TO PERFORM THE WELDING IN ACCORDANCE WITH AWS. 5. FINAL BOLTING OR WELDING SHALL NOT BE PERFORMED UNTIL THE STRUCTURE HAS BEEN PROPERLY ALIGNED. 6. PRE-ENGINEERED METAL BUILDING MANUFACTURER SHALL DESIGN THE BUILDING FOR A MAXIMUM DRIFT OF h/200 UNDER WORST LATERAL LOAD COMBINATION. COLUMN BASES SHALL BE ASSUMED TO BE PINNED. 7. LOCATION OF THE PRE-ENGINEERED METAL BUILDING COLUMNS SHOWN AS A GENERAL ARRANGEMENT. MANUFACTURER SHALL DESIGN METAL BUILDING SYSTEM AND SUBMIT FINAL COLUMN REACTIONS, SHOP DRAWINGS AND ERECTION DRAWINGS WITH DIMENSIONS FOR APPROVAL PRIOR TO BEGINNING CONSTRUCTION OPERATIONS. CONTRACTOR SHALL VERIFY ALL SPAN ARRANGEMENTS AND COLUMN LOCATIONS. B. PRE-ENGINEERED METAL BUILDING MANUFACTURER SHALL PROVIDE WRITTEN CERTIFICATION THAT THE BUILDING COMPONENTS ARE IN COMPLIANCE WITH A.I.S.C., A.I.S.I. & DESIGN LOADS IN ACCORDANCE WITH CHAPTER 16, 2006 I.B.C. ABBREVIATIONS ADJ. ADJACENT ADD'L ADDITIONAL A.F.F. ABOVE FINISHED FLOOR APPROX. APPROXIMATE ARCH. ARCHITECTURAL BD BOARD B.F.F. BELOW FINISHED FLOOR BM. BEAM BOT, BOTTOM C CHANNEL CJ CONTROL JOINT CLR CLEAR. CMU CONCRETE MASONRY UNIT COL. t C@ U'AN CONC. COICPETE CONN.f CONNLaSTION CONT. CONTINUOUS CTR'D CENTERED DB DECK BEARING D.B.A. DEFOr MED BAR ANCHOR DIMENS16N DIM. DTL. DETAIL EA, EACH E. F. EACH FA E ELEV. ELEVATION E.W. EACH WAY EXP. EXPANSION EXT. EXTERIOR F. D. FOUNDATION DRAIN FDN FOUNDATION FTG FOOTING GA GAGE GALV. GALVAN17ED G.C. GENERAL CONTRACTOR HOP H'GH CHAIRS WITH PLATES HORIZ. HORIZONTAL HISS FOLLOW STRUCTURAL STEEL IN. NGH JT. JOINT K KIPS KCJ KEYED CONSTRUCTION JOINT K5F KPS P SQUARE FOOT L TENSION DEVELOPMENT LEENGTH OF BAR LLH _ONO LEG HORIZONTAL LLV _ONG LEG VERTICAL LT. UGHT MATL. MATERIAL MAX. MAXIMuM MIN. MINIMUM N.T.S. :NOT TO SCALE O.C. ON CENTER PSI POUNDS PER SQUARE INCH REINF. REINFORCEMENT REQ'D. REQUIRED SECT. SECTION SHT. SHEET SIM. SIMILAR SPA. SPACING STD. STANDARD TB TIE BEAM T.O.F. TOP OF FOOTING T.O.S. TOP OF STEEL TS THICKENED SLAB TYR TYPICAL U.N.O. UNLESS NOTED OTHERWISE VERT. VERTICAL V.I.F. VERIFY IN FIELD W/ WITH W.S. WATER STOP WT, WEIGHT ZRC ZINC BASE PAINT SYMBOLS L ANGLE * AT 0 DIAMETER # NUMBER < LESS THAN > GREATER THAN h PLATE CENTERLINE PROJECT NAME: F_ OQ z W cc Q Z W U Uw Ir O -' SHEET TITLE: STRUCTURAL QUALITY CONTROL & GENERAL NOTES PROJECT NUMBER HW9-360 PROJECT DATE: JUNE 2009 SHEET NUMBER: S-1.0