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GENERAL 1. ALL DESIGN, MATERIALS, CONSTRUCTION AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, IBC 2009 EDITION AND ALL OTHER APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS. 2. THE NOTES ON THESE DRAWINGS ARE NOT INTENDED TO REPLACE SPECIFICATIONS. SEE SPECIFICATIONS FOR REQUIREMENTS IN ADDITION TO GENERAL NOTES. INCONSISTENCIES BETWEEN THESE DRAWINGS AND THE SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PORTION OF THE WORK. 3. CONTRACTOR SHALL COORDINATE ALL ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL DRAWINGS AND SPECIFICATIONS WORK WITH THE STRUCTURAL CONTRACT DRAWINGS AND SPECIFICATIONS. CONSULT THE APPROPRIATE DRAWINGS FOR LOCATIONS AND DIMENSIONS OF OPENINGS, CHASES, INSERTS, REGLETS, SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS. ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING WITH THE AFFECTED PART OF THE WORK. 4. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR DETERMINING AND VERIFYING THE EXISTENCE AND LOCATION OF ALL UTILITIES PRIOR TO THE COMMENCEMENT OF WORK. 5. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR DETERMINING AND VERIFYING ALL SITE CONDITIONS AND FIELD VERIFYING DIMENSIONS BEFORE THE COMMENCEMENT OF WORK. THE STRUCTURAL ENGINEER OF RECORD SHALL BE NOTIFIED OF ANY DISCREPANCIES OR DEVIATIONS FROM THE DRAWINGS. 6. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR’S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCE TO INSURE THE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING CONSTRUCTION. THIS INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS OR TIE-DOWNS. PROVIDE ALL SHORING AND BRACING REQUIRED TO STABILIZE AND PROTECT EXISTING AND ADJACENT STRUCTURES AND SYSTEMS DURING COURSE OF DEMOLITION AND CONSTRUCTION. SUCH MATERIAL SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER COMPLETION OF THE PROJECT. 7. SECTIONS AND DETAILS SHOWN ON STRUCTURAL DRAWINGS SHALL BE CONSIDERED TYPICAL FOR SIMILAR CONDITIONS. REFER TO TYPICAL DETAILS AS REQUIRED TO COMPLETE THE WORK. 8. ANY CONTRACTOR PERFORMING WORK SHOWN ON THESE DRAWINGS WHICH REQUIRE OUTDOOR CONSTRUCTION, DIGGING, OR DISTURBING THE EARTH ARE REQUIRED TO NOTIFY THE LOCAL EXCAVATION ONE-CALL CENTER AT LEAST THREE BUSINESS DAYS PRIOR TO COMMENCING ANY WORK. THE FOLLOWING NUMBERS ARE PROVIDED AS A COURTESY ONLY: - PENNSYLVANIA ONE CALL 1.800.242.1776 FOUNDATION 1. PERFORM ALL SITE PREPARATION AND EXCAVATION WORK IN STRICT ACCORDANCE WITH THE REPORT OF GEOTECHNICAL EXPLORATION, PREPARED BY DAVID BLACKMORE & ASSOCIATES, INC., DATED MAY 8, 2017. 2. EXCAVATE THE BUILDING SITE TO THE DEPTH AND EXTENT INDICATED ON THE FOUNDATION DRAWING. ALL SUBGRADES SHALL BE APPROVED IN WRITING BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF STRUCTURAL FILL. 3. BOTTOM OF FOOTINGS ARE TO BEAR ON UNDISTURBED NATURAL SOIL OR CONTROLLED COMPACTED FILL CAPABLE OF SAFELY SUPPORTING 3,000 PSF. ADJUST FOOTING ELEVATION OR SIZE AS DIRECTED BY THE GEOTECHNICAL ENGINEER IF SUITABLE BEARING IS NOT FOUND AT THE ELEVATIONS INDICATED. 4. BOTTOM OF ALL FOOTINGS MUST BE INSPECTED AND APPROVED BY A LICENSED GEOTECHNICAL ENGINEER BEFORE PLACING CONCRETE. APPROVAL IN WRITING MUST CONFIRM THAT SOIL IS ADEQUATE TO SAFELY SUSTAIN SPECIFIED SOIL BEARING PRESSURE. 5. AREAS REQUIRING UNDERCUT AND FILL MATERIAL DUE TO THE PRESENCE OF UNSUITABLE MATERIAL SHALL BE BACKFILLED TO THE DESIGN FOOTING SUBGRADE WITH NEW COMPACTED STRUCTURAL FILL. 6. ALL ORGANIC MATERIALS, EXCESSIVELY SOFT OR LOOSE SOILS, TREES, ASPHALT, CONCRETE, DEBRIS AND OTHER DELETERIOUS MATERIALS SHOULD BE REMOVED WITHIN AND AT LEAST 5 FEET BEYOND THE BUILDING LIMIT. THE EXISTING ORGANIC SOIL SHOULD BE STRIPPED AND CAN BE STOCKPILED FOR REUSE IN LANDSCAPE AREAS. IN THE PRESENCE OF THE GEOTECHNICAL ENGINEER, THE CONTRACTOR SHALL PROOF-ROLL THE ENTIRE BUILDING SITE WITH A 10 TON (MINIMUM) ROLLER. AT THE GEOTECHNICAL ENGINEER'S DIRECTION, INCOMPETENT SOILS SHALL CONTINUE TO BE EXCAVATED UNTIL COMPETENT BEARING SOILS ARE ENCOUNTERED. NO FILL FOR THE BUILDING SUPPORT SHALL BE PLACED UNTIL SUBGRADES AND FILL MATERIAL HAVE BEEN OBSERVED AND APPROVED BY THE GEOTECHNICAL ENGINEER. 7. BACKFILLING OF FOUNDATIONS SHALL NOT CREATE AN UNBALANCED CONDITION OF MORE THAN 24 INCHES. 8. UNLESS NOTED OTHERWISE IN THE GEOTECHNICAL REPORT SATISFACTORY FILL MATERIALS ARE THOSE COMPLYING WITH ASTM D2487, GROUPS GW, GP, GM, SM, SW AND SP. ON-SITE BORROW MATERIAL SHALL BE TESTED TO DETERMINE SUITABILITY FOR USE AS FILL MATERIAL. 9. UNLESS NOTED OTHERWISE IN THE GEOTECHNICAL REPORT COMPACT SOILS TO NOT LESS THAN THE FOLLOWING PERCENTAGES OF MAXIMUM DENSITY OF MODIFIED PROCTOR (ASTM D1557): UNDER BUILDING FOUNDATIONS – 98% UNDER BUILDING SLABS, STEPS & PAVEMENTS – 95% 10. FOOTINGS AND SLABS SHALL BE PLACED ONLY ON A FIRM, DRY, NON-FROZEN SUBGRADE. 11. NO EXCAVATION SHALL BE CLOSER THAN AT A SLOPE OF 2H:1V (TWO HORIZONTAL TO ONE VERTICAL) TO A FOOTING. 12. THE CONTRACTOR SHALL OBSERVE WATER CONDITIONS AT THE SITE AND TAKE THE NECESSARY PRECAUTIONS TO ENSURE THAT THE FOUNDATION EXCAVATIONS REMAIN DRY DURING CONSTRUCTION. ANY SHEETING OR SHORING REQUIRED FOR DEWATERING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. 13. THE EXCAVATION FOR PLACEMENT OF COMPACTED STRUCTURAL FILL SHOULD EXTEND BEYOND THE EDGE OF FOOTINGS A MINIMUM DISTANCE EQUAL TO THE DEPTH OF FILL. 14. SLABS ON GRADE MAY BE SUPPORTED ON FIRM SUITABLE NATURAL SOILS, OR ON COMPACTED STRUCTURAL FILL FOLLOWING STRIPPING OF TOPSOIL, VEGETATION, ASPHALT AND ANY SOFT OR DISTURBED SOILS WITHIN THE BUILDING AREA. A WASHED GRAVEL OR CRUSHED STONE LAYER CORRESPONDING TO AASHTO NO. 57 AGGREGATE SHOULD BE USED BENEATH ALL FLOOR SLABS ON GRADE. REFER TO PLAN FOR TYPICAL SLAB NOTES. 15. GRADE AWAY FROM THE FOUNDATION WALLS AND COORDINATE THE FINAL SITE GRADING WITH THE CIVIL DRAWINGS. 16. STEP FOOTINGS DOWN AT 2H:1V TO PASS UNDER ALL PIPES UNLESS NOTED OTHERWISE. 17. CENTER COLUMN PIERS AND FOOTINGS ON COLUMN LINES, AND CENTER WALL FOOTINGS UNDER WALLS UNLESS SHOWN OTHERWISE. WHERE MORE THAN ONE COLUMN BEARS ON A FOOTING, CENTER FOOTING UNDER CENTER OF BOTH COLUMNS IN EITHER DIRECTION UNLESS NOTED OTHERWISE ON PLANS. 18. EXTEND BOTTOM OF EXTERIOR FOOTINGS AT LEAST 3 FEET BELOW THE EXTERIOR FINISH GRADE FOR PROTECTION AGAINST FROST. CONCRETE 1. ALL REINFORCED CONCRETE SHALL BE DESIGNED, DETAILED AND PLACED IN ACCORDANCE WITH THE REQUIREMENTS OF ACI 318, BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, LATEST EDITION. 2. NORMAL WEIGHT CONCRETE SHALL BE IN ACCORDANCE WITH THE FOLLOWING SPECIFICATIONS: TYPE I PORTLAND CEMENT 28-DAY COMPRESSIVE STRENGTH (f’c): SLAB ON GRADE: 4,000 PSI FOOTINGS: 4,000 PSI FOUNDATION WALLS & PIERS: 4,000 PSI MAXIMUM AGGREGATE SIZE: 1 INCH MAXIMUM SLUMP: 3 INCHES +/- 1 INCH 3. CONCRETE EXPOSED TO WEATHER SHALL HAVE AIR ENTRAINMENT IN ACCORDANCE WITH ACI 318, FOR SEVERE EXPOSURE. 4. MAXIMUM WATER-CEMENT RATIO (W/C) SHALL BE AS FOLLOWS: W/C MAX = 0.50 FOR f’c = 4,000 PSI (NON AIR ENTRAINED) W/C MAX = 0.45 FOR ALL AIR ENTRAINED CONCRETE EXPOSED TO FREEZE/THAW 5. THE RECOMMENDATIONS CONTAINED IN ACI COMMITTEE REPORT 306R, COLD WEATHER CONCRETING, LATEST EDITION, SHALL BE OBSERVED. 6. THE RECOMMENDATIONS CONTAINED IN ACI COMMITTEE REPORT 305R, HOT WEATHER CONCRETING, LATEST EDITION, SHALL BE OBSERVED. 7. ALL REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615, GRADE 60 DEFORMED BARS. 8. ALL TENSION LAP SPLICING OF REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS FOR ACI CLASS “B” SPLICES, UNLESS NOTED OTHERWISE. 9. LAP ALL BARS MINIMUM 40 DIAMETERS. 10. REINFORCING STEEL DIMENSIONS ARE TO THE CENTERLINE OF THE BAR UNLESS NOTED OTHERWISE. COVER DISTANCES ARE TO THE OUTSIDE FACE OF THE BAR. 11. UNLESS NOTED OTHERWISE ON THE DRAWINGS, UTILIZE THE FOLLOWING FOR REINFORCEMENT CLEARANCES: CONCRETE PLACED DIRECTLY ON EARTH, FOOTINGS: 3” COVER ALL AROUND SLABS, FROM TOP UNLESS OTHERWISE NOTED: 1” FORMED SURFACES EXPOSED TO WEATHER OR EARTH: 1 1/2" (#5 BAR OR SMALLER) 2” (#6 BAR OR LARGER) CONCRETE NOT EXPOSED TO WEATHER: SLABS, WALLS AND JOISTS: 1 1/2" (#14 OR #18 BARS) 3/4" (#11 OR SMALLER) BEAMS, COLUMNS: 1 1/2" 12. WELDED WIRE FABRIC SHALL CONFORM TO THE REQUIREMENTS OF ASTM A1064. MINIMUM SIZE SHALL BE 6x6-W1.4xW1.4. DWG No. 2 08-31-2017 ISSUED FOR BID DRAWING TITLE 5 STRUCTURAL DRAWING LIST 3 4 6 1 ISSUE ISSUED FOR REFERENCE AND COORDINATION ONLY S-0.1 COVER SHEET AND GENERAL NOTES - DRAWING LIST REVISION Pf = 20 x Is= 22 PSF BUT NOT LESS THAN: SEISMIC RESPONSE COEFF: Cs = 0.068 SEE CHART COMPONENTS AND CLADDING GCpi = ±0.18 INTERNAL PRESSURE COEFF: Pf = 23.1 PSF Pr = 30 PSF Is = 1.10 Pg = 30 PSF Ce = 1.0 Ct = 1.0 qh = 22 PSF BASE PRESSURE: Iw = 1.15 EXPOSURE CATEGORY: BASIC WIND SPEED: (3-SECOND GUST) WIND LOAD CRITERIA IMPORTANCE FACTOR: C V = 90MPH (ASD) DRIFTING LOADS CONSIDERED IN DESIGN. FLAT ROOF SNOW LOAD: DESIGN SNOW LOAD: IMPORTANCE FACTOR: GROUND SNOW LOAD: EXPOSURE FACTOR: THERMAL FACTOR: ROOF SNOW LOAD SPECTRAL RESPONSE ACCELERATION AT 1 SEC PERIOD: SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS: SITE CLASSIFICATION IMPORTANCE FACTOR ANALYSIS PROCEDURE SITE COEFF FOR 1 SEC PERIOD SITE COEFF FOR SHORT PERIOD SEISMIC DESIGN CATEGORY DESIGN SPECTRAL ACCELERATION 1 SEC PERIOD DESIGN SPECTRAL ACCELERATION SHORT PERIOD BASIC SEISMIC FORCE RESISTING SYSTEM RESPONSE MODIFICATION FACTOR DEFLECTION AMPLIFICATION FACTOR R = 3 Cd = 3 EQUIVALENT LATERAL FORCE Sds = 0.227 Sd1 = 0.070 Ss = 0.284 S1 = 0.062 C Fv = 1.70 Fa = 1.20 Ie = 1.25 B SEISMIC LOAD CRITERIA STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTENCE STEEL FRAMING STEEL DECK COLLATERAL/MISC MEP CEILING ROOF & INSULATION CONCRETE SLAB OCCUPANCY CATEGORY: III BUILDING CODE: IBC 2009 50 TOTAL DEAD LOAD (PSF) AUDITORIUM ROOF SLAB ON GRADE AREA COMPONENT (ALL LOADS SHOWN ARE IN PSF) UNIFORM (PSF) AUDITORIUM STAGE DESIGN LOAD SCHEDULE DEAD LOADS FLOOR LIVE LOADS MECHANICAL ROOMS LIVE LOAD REDUCTION PUBLIC AREAS 100 150 100 PER BLDG CODE CONCENTRATED 1,000# 1,000# 1,000# 1,000# ROOF LIVE LOADS TYPICAL 20 (MIN) - SNOW LOAD SEE BELOW - CATWALK 60 AB ANCHOR BOLT ADD'L ADDITIONAL AFF ABOVE FINISHED FLOOR ALT ALTERNATE APPROX APPROXIMATE ARCH ARCHITECT ARCH'L ARCHITECTURAL BCX BOTTOM CHORD EXTENSION BEW BOTTOM EACH WAY BOF BOTTTOM OF FOOTING BLDG BUILDING BM BEAM BP BASE PLATE BRG BEARING BS BOTH SIDES CANT CANTILEVER C/C CENTER TO CENTER CFMF COLD FORMED METAL FRAMING CJ CONTROL JOINT CL CENTERLINE CLG CEILING CLR CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN CONC CONCRETE COND CONDITION CONN CONNECTION CONST CONSTRUCTION CONT CONTINUOUS COORD COORDINATE DBL DOUBLE DEMO DEMOLITION, DEMOLISH DET DETAIL DIA DIAMETER DIAG DIAGONAL DIM DIMENSION DL DEAD LOAD DN DOWN DP DEEP DWG(S) DRAWING(S) DWL DOWEL EA EACH EF EACH FACE ELEV ELEVATION ELEC ELECTRICAL EMBED EMBEDMENT ENGR ENGINEER EOD EDGE OF DECK EOS EDGE OF SLAB EQ EQUAL EQUIP EQUIPMENT ES EACH SIDE EXIST, EX EXISTING EXP EXPANSION EXT EXTERIOR EW EACH WAY FDN FOUNDATION FF FINISH FLOOR FIN FINISH FLR FLOOR FLG FLANGE FOB FACE OF BRICK FOC FACE OF CONC FOM FACE OF MAS FOW FACE OF WALL FS FAR SIDE FT FEET FTG FOOTING FV FIELD VERIFY GA GAGE GALV GALVANIZED GC GENERAL CONTACTOR HI HIGH HDR HEADER HEF HORIZONTAL EACH FACE HIF HORIZONTAL INSIDE FACE HOF HORIZONTAL OUSIDE FACE HORIZ HORIZONTAL HP HIGH POINT HSS HOLLOW STRUCTURAL SHAPE HT HEIGHT HVAC HEATING, VENTILATING & AIR CONDITIONING ID INSIDE DIAMETER IF INSIDE FACE INFO INFORMATION INT INTERIOR JST JOIST JT JOINT k KIP ‘k FOOT KIPS KB KNEE BRACE KLF KIPS PER LINEAR FOOT KSI KIPS PER SQUARE INCH LH LEFT HAND LL LIVE LOAD LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LO LOW LONG LONGITUDINAL LP LOW POINT LSL LAMINATED STRAND LUMBER LVL LAMINATED VENEER LUMBER (MICROLAM) MFR MANUFACTURER MAS MASONRY MATL MATERIAL MAX MAXIMUM MC MOMENT CONNECTION MECH MECHNICAL MEP MECHNICAL, ELECTRICAL & PLUMBING MIN MINIMUM MISC MISCELLANEOUS MO MASONRY OPENING MTL METAL NF NEAR FACE NIC NOT IN CONTRACT NO NUMBER NS NEAR SIDE NTS NOT TO SCALE NWC NORMAL WEIGHT CONCRETE OC ON CENTER OD OUTSIDE DIA OF OUTSIDE FACE O/O OUT TO OUT OPP OPPOSITE OPP HAND OPPOSITE HAND OSL OUTSTANDING LEG PC PIECE PERP PERPENDICULAR PREFAB PREFABRICATED PL STEEL PLATE (t x W x L) PLF POUNDS PER LINEAR FOOT PLYWD PLYWOOD PROJ PROJECTION PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PSL PARALLEL STRAND LUMBER (PARALLAM) PT PRESSURE TREATED R RADIUS REINF REINFORCE(D)(MENT) REQD REQUIRED REV REVISE(D)(SION) RF ROOF RH RIGHT HAND RM ROOM RO ROUGH OPENING SCH SCHEDULE SECT SECTION SIM SIMILAR SL SLOPED SOG SLAB ON GRADE SPEC SPECIFICATION SPL SPLICE SQ SQUARE SS STAINLESS STEEL STD STANDARD STIFF STIFFENER STL STEEL STRUC STRUCTURAL SW SHORT WAY SYM SYMMETRICAL T&B TOP & BOTTOM TCX TOP CHORD EXTENSION TEMP TEMPORARY TOF TOP OF FOOTING T&G TONGUE AND GROOVE THK THICK(NESS) TOC TOP OF CONCRETE TOS TOP OF STEEL TR TREATED TYP TYPICAL UNO UNLESS NOTED OTHERWISE VEF VERTICAL EACH FACE VERT VERTICAL VIF VERTICAL INSIDE FACE VOF VERTICAL OUTSIDE FACE W/ WITH W/O WITHOUT WD WOOD WP WORK POINT WWF WELDED WIRE FABRIC 1. ALL ABBREVIATIONS MAY NOT BE USED. 2. THESE ABBREVIATIONS APPLY TO STRUCTURAL DRAWINGS ONLY, SEE ARCH & MEP DRAWINGS FOR SEPARATE SYMBOLS AND ABBREVIATIONS LISTS. RCG STANDARD ABBREVIATIONS S-3.1 S-4.1 FOUNDATION SECTIONS STEEL FRAMING SECTIONS S-2.1 FOUNDATION PLAN LOW ROOF FRAMING PLAN HIGH ROOF FRAMING PLAN S-5.1 TYPICAL DETAILS LOW ROOF LOADING GALLERY 100 3 7 13 5 5 4 2 6 5 4 37 25 50 S-2.2 S-2.3 1180 HOLLAND ROAD, HOLLAND, PA 18966 VILLA JOSEPH MARIE HIGH SCHOOL AUDITORIUM ADDITION RCG PROJECT CONTACT KENNETH W. SEILER , PE T: 215.361.2301 x204 C: 215.692.0557 [email protected] S-5.2 TYPICAL DETAILS S-4.2 STEEL FRAMING SECTIONS S-4.3 STEEL FRAMING SECTIONS 20 CAT WALK 4 2 20 100 S-4.4 STEEL FRAMING SECTIONS S-4.5 JOIST LOADING DIAGRAMS AND LINTEL PLAN 09-20-2017 REV # 1 - ADDENDUM #2 12-05-2017 CONFORMED SET 13. INSTALL WELDED WIRE FABRIC IN LENGTHS AS LONG AS PRACTICABLE. LAP ADJOINING PIECES AT LEAST ONE FULL MESH AND LACE SPLICES WITH WIRE. OFFSET LAPS OF ADJOINING WIDTHS TO PREVENT CONTINUOUS LAPS IN EITHER DIRECTION. 14. WELDING OF REINFORCEMENT IS NOT PERMITTED. 15. REINFORCEMENT SHALL BE DETAILED, FABRICATED AND PLACED IN ACCORDANCE WITH ACI 315, LATEST EDITION AND AS PER CRSI MANUAL OF STANDARD PRACTICE, LATEST EDITION. 16. THE PLACEMENT OF THE STEEL REINFORCEMENT SHALL BE REVIEWED BY AN ENGINEER OR QUALIFIED INSPECTION AGENCY. 17. ALL CONTINUOUS WALL FOOTING REINFORCEMENT SHALL BE CONTINUOUS THROUGH COLUMN FOOTINGS. 18. REINFORCING SUPPORTS, SPACERS AND CHAIRS SHALL MEET THE REQUIREMENTS OF ACI 301 AND CRSI MANUAL OF STANDARD PRACTICE, LATEST EDITION. 19. ANCHOR BOLT PLACEMENT SHALL CONFORM TO THE APPROVED ANCHOR BOLT PLANS PREPARED BY THE STEEL FABRICATOR. 20. CONTRACTOR SHALL PROVIDE ADEQUATE BRACING FOR ALL WALLS AND PIERS AS REQUIRED DURING BACKFILLING AND COMPACTION. 21. FORM MATERIALS SHALL BE OF SUFFICIENT STRENGTH AND STABILITY TO WITHSTAND PRESSURE OF PLACED CONCRETE WITHOUT BOW OR DEFLECTION. FORMS FOR EXPOSED FINISH CONCRETE SHALL BE PLYWOOD, METAL, METAL-FRAMED PLYWOOD FACED, OR OTHER ACCEPTABLE PANEL-TYPE MATERIALS, TO PROVIDE CONTINUOUS, STRAIGHT, SMOOTH, EXPOSED SURFACES. FURNISH IN LARGEST PRACTICABLE SIZES TO MINIMIZE NUMBER OF JOINTS AND TO CONFORM TO JOINT SYSTEM SHOWN ON DRAWINGS. 22. PROVIDE COMMERCIAL FORMULATION FORM-COATING COMPOUNDS THAT WILL NOT BOND WITH, STAIN, NOR ADVERSELY AFFECT CONCRETE SURFACES, AND WILL NOT IMPAIR SUBSEQUENT TREATMENTS OF CONCRETE SURFACES. 23. FORM TIES OR SPREADERS SHALL LEAVE NO METAL WITHIN 1 1/2 INCHES OF EXPOSED CONCRETE SURFACE. PLUG ROD HOLES SOLID. 24. NO CONCRETE SHALL BE DEPOSITED UNTIL ALL WATER AND DEBRIS HAVE BEEN COMPLETELY REMOVED FROM THE FORMWORK. 25. CONCRETE SHALL BE DEPOSITED AS NEARLY AS PRACTICABLE IN ITS FINAL POSITION TO AVOID SEGREGATION DUE TO REHANDLING. IMMEDIATELY AFTER DEPOSITING, CONCRETE SHALL BE COMPACTED BY MEANS OF MECHANICAL AGITATION TO PREVENT THE FORMATION OF VOIDS. EXTERNAL VIBRATION WILL NOT BE PERMITTED. THE PLACING OF CONCRETE SHALL BE CARRIED ON AT SUCH A RATE THAT CONCRETE IS AT ALL TIMES PLASTIC AND FLOWS READILY INTO SPACES BETWEEN BARS. CONCRETE SHALL NOT BE PLACED ON CONCRETE WHICH HAS ACQUIRED ITS INITIAL SET. CONCRETE WHICH HAS CONTAINED ITS MIXING WATER MORE THAN 1½ HOURS SHALL NOT BE DEPOSITED IN THE WORK. (ONE HOUR WHEN AIR TEMPERATURE IS ABOVE 75 F.) 26. FINISHING CONCRETE: ALL CONCRETE SURFACES SHALL BE TRUE AND EVEN, FREE FROM HONEYCOMBING, STONE POCKETS AND EXCESSIVE DEPRESSIONS, PROJECTIONS, AND AIR POCKETS. ALL EXPOSED CONCRETE EDGES SHALL BE CHAMFERED 1 INCH X 1 INCH UNLESS NOTED OTHERWISE ON THE DRAWINGS. 27. HORIZONTAL SURFACES SHALL BE CAREFULLY FINISHED TO THE REQUIRED ELEVATIONS, AND SHALL BE THOROUGHLY WORKED AND FINISHED AS NOTED. 28. FINISHES: STEEL TROWEL FINISH - FOR ALL FLOORS BROOM FINISH - FOR EXTERIOR STAIRS AND CONCRETE SIDEWALKS AND PAVING. GROUT CLEANED FINISH - FOR ALL OTHER SURFACES EXPOSED TO VIEW. 29. CURING OF CONCRETE: APPLY LIQUID MEMBRANE-FORMING COMPOUND FOR CURING AND SEALING CONCRETE. PRODUCT SHALL BE ASTM C309, TYPE I-D, WITH FUGITIVE DYE; SEALTIGHT CS-309 BY W.R. MEADOWS, “KURE-N-SEAL” BY SONNEBORN OR APPROVED EQUAL. COMPOUNDS SHALL NOT DISCOLOR CONCRETE SURFACES. 30. UNHARDENED CONCRETE SHALL BE PROTECTED FROM HEAVY RAINS OR FLOWING WATER. ALL CONCRETE SHALL BE ADEQUATELY PROTECTED FROM MECHANICAL INJURY. 31. CONTROL JOINTS FOR THE SLAB ON GRADE SHALL BE LOCATED AS SHOWN ON FOUNDATION PLAN. 32. CONTROL JOINTS IN WALLS SHALL BE AS SHOWN ON THE DRAWINGS. REFER TO TYPICAL DETAILS. 33. CONCRETE FOOTINGS, PIERS AND WALLS SHALL ACHIEVE EITHER 75 PERCENT OF THE INTENDED MINIMUM COMPRESSIVE DESIGN STRENGTH OR SUFFICIENT STRENGTH TO SUPPORT THE LOADS IMPOSED DURING STEEL ERECTION. THE CONCRETE STRENGTH IS BASED ON AN APPROPRIATE ASTM STANDARD TEST METHOD OF FIELD-CURED SAMPLES. 34. PROVIDE GALVANIZED STEEL SLEEVES WHERE PIPES PASS THROUGH EXTERIOR CONCRETE WALLS, FOOTINGS, BEAMS OR SLABS. PROVIDE PVC SLEEVES WHERE PIPES PASS THROUGH INTERIOR CONCRETE WALLS, BEAM OR SLABS. SLEEVE SHALL BE 2 INCHES LARGER DIAMETER THAN THE PIPE PASSING THROUGH THE CONSTRUCTION. 35. PRIOR TO PLACING NEW CONCRETE OVER EXISTING CONCRETE, CONTRACTOR SHALL INTENTIONALLY ROUGHEN THE EXISTING SURFACES WHERE CONCRETE IS TO BE PLACED. APPLY SIKADUR 32 HI-MOD BONDING AGENT OR APPROVED EQUAL, TO EXISTING CONCRETE SURFACES IN ACCORDANCE WITH MANUFACTURER’S RECOMMENDATIONS. 36. COMPLETE SHOP DRAWINGS AND SCHEDULES OF ALL REINFORCING STEEL SHALL BE PREPARED BY THE CONTRACTOR AND SUBMITTED TO THE ENGINEER FOR REVIEW. MASONRY 1. ALL MATERIALS, CONSTRUCTION AND WORKMANSHIP SHALL COMPLY WITH THE (ACI 530/530.1) BUILDING CODE REQUIREMENTS AND SPECIFICATIONS FOR MASONRY STRUCTURES AS PUBLISHED BY THE AMERICAN CONCRETE INSTITUTE (ACI). 2. HOLLOW NON-LOAD-BEARING NORMAL WEIGHT CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO THE REQUIREMENTS OF ASTM C90, GRADE N, TYPE I, INCLUDING STRETCHERS AND CORNER BLOCKS, UNLESS NOTED OTHERWISE. 3. MINIMUM NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNITS SHALL BE 1,900 PSI. 4. MINIMUM NET AREA COMPRESSIVE STRENGTH OF MASONRY (f’m) SHALL BE 2,000 PSI. 5. CMU SHALL BE LAID IN RUNNING BOND. 6. MORTAR FOR BLOCK MASONRY SHALL CONFORM TO THE REQUIREMENTS OF ASTM C270, TYPE M OR S. MORTAR FOR EXTERIOR BRICK VENEER SHALL CONFORM TO THE REQUIREMENTS OF ASTM C270, TYPE N (EXCEPTION: THOSE PORTIONS OF THE BRICK VENEER IN CONTACT WITH SOIL SHALL BE LAID WITH MORTAR CONFORMING TO THE REQUIREMENTS OF ASTM C270, TYPE M). 7. GROUT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C476 UNLESS NOTED OTHERWISE: a. 3,000 PSI 28 DAY COMPRESSIVE STRENGTH b. 8 INCH TO 10 INCH SLUMP c. COURSE GROUT (1/2 INCH PEA GRAVEL) FOR CMU LARGER THAN 8 INCHES d. FINE GROUT (SAND AGGREGATE) FOR 8” CMU AND SMALLER 8. ALL STEEL REINFORCING BARS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615, GRADE 60. 9. STANDARD LAP LENGTH OF GRADE 60 REINFORCING BARS SHALL BE 48 BAR DIAMETERS, UNLESS NOTED OTHERWISE. 10. SEE ARCHITECTURAL DRAWINGS FOR CONTROL JOINTS. 11. PROVIDE HOT-DIPPED GALVANIZED, TRUSS TYPE, HORIZONTAL WALL REINFORCING WITH 9 GA. (W1.7) SIDE RODS AND CROSS TIES. HORIZONTAL JOINT REINFORCING SHALL BE PLACED IN MASONRY WALLS AT 16 INCHES ON CENTER MAXIMUM. SPACE HORIZONTAL JOINT REINFORCEMENT AT 8 INCHES ON CENTER IN ALL PARAPETS. USE SHOP FABRICATED SPECIAL PIECES AT ALL CORNERS AND TEES. FOR BRICK VENEER USE DUR-O-EYE TRUSS TYPE OR EQUAL. 12. ALL COURSES BELOW GRADE SHALL BE LAID IN A FULL MORTAR BED AND GROUTED SOLID, UNLESS NOTED OTHERWISE. 13. THE TOP COURSE OF ALL WALLS SHALL BE BOND BEAMS, WITH TWO (2) #5 BOTTOM BARS, UNLESS NOTED OTHERWISE. PROVIDE A MINIMUM OF (2) #4 BARS AT THE ENDS OF ALL WALLS AND ON EACH SIDE OF EACH MASONRY OPENING. 14. FILL ALL BOND BEAMS WITH 3,000 PSI CONCRETE USING PEA GRAVEL AGGREGATE. 15. WHERE VERTICAL BARS TERMINATE AT BOND BEAM, PROVIDE STANDARD HOOK INTO BOND BEAM. 16. LOCATION OF LINTELS AT MASONRY OPENINGS SHALL BE COORDINATED WITH THE ARCHITECTURAL DRAWINGS. 17. REINFORCE MASONRY WALLS AS INDICATED ON PLANS AND DETAILS. REINFORCE ALL MASONRY OPENINGS PER TYPICAL DETAILS. 18. ALL REINFORCEMENT SPLICES SHALL BE STAGGERED AND VERTICAL REINFORCEMENT SPLICES SHALL NOT BE LOCATED AT MID HEIGHT OF WALL. 19. REINFORCEMENT SHALL BE EMBEDDED INTO THE FOUNDATION IN ACCORDANCE WITH THE CONTRACT DRAWINGS. ALL REINFORCEMENT SHALL BE INSTALLED DIRECTLY IN THE CENTER OF THE CMU, UNLESS NOTED OTHERWISE. 20. ALL MASONRY WALL CORES CONTAINING VERTICAL REINFORCING SHALL BE GROUTED SOLID. 21. BLOCK TO BE GROUTED SHALL HAVE CELLS WITH WEBS ALIGNED FOR FULL WALL HEIGHT. 22. PROVIDE PIPE SLEEVES OF APPROPRIATE SIZE AND MATERIAL FOR ALL PENETRATIONS PASSING THROUGH MASONRY WALLS. INCLUDE ANY MISCELLANEOUS EMBEDDED ITEMS FOR ALL TRADES WHICH MUST BE SET IN MASONRY WALLS AS SHOWN ON DRAWINGS. 23. CMU WALLS SHALL BE CONSTRUCTED IN 5 FEET (MAX) VERTICAL LIFTS, THEN GROUTED. DURING THE GROUTING PROCESS, EACH CORE SHALL BE VIBRATED USING A “PENCIL” VIBRATOR ONLY. DAMAGE TO THE CMU CAN OCCUR IF ANY OTHER VIBRATOR IS USED. REMOVE EXCESS WET GROUT FROM THE TOP OF THE MASONRY IN ORDER TO MAINTAIN A LEVEL BLOCK SURFACE. 24. MASONRY WHICH HAS BEEN SUBJECTED TO EXCESSIVE HEAT AND DEHYDRATION BEFORE GROUTING SHALL BE HOSED DOWN IN MODERATION TO MOISTEN THE CMU. DO NOT CAUSE WATER TO POND INSIDE THE CORES. 25. BRACE WALLS DURING CONSTRUCTION AND DO NOT REMOVE UNTIL ROOF FRAMING IS COMPLETELY INSTALLED AND SHEATHED. TEMPORARY BRACING OF WALLS IS REQUIRED OF THE CONTRACTOR UNTIL THE FLOOR OR ROOF DIAPHRAGM IS COMPLETELY INSTALLED. 26. BRACE TOP OF ALL NON-BEARING MASONRY PARTITIONS PER TYPICAL DETAILS. 27. AIR SPACE (CAVITY) BETWEEN BRICK VENEER AND CMU BACKUP WALL SHALL BE AS SHOWN ON THE ARCHITECTURAL DRAWINGS. KEEP EXTERIOR BRICK CAVITIES CLEAN OF MORTAR DROPPINGS. 28. A MINIMUM WIDTH OF 2/3 OF THE BRICK VENEER SHALL BEAR ON ALL STEEL LINTEL ANGLES. 29. MASONRY WALLS WHICH SUPPORT STRUCTURAL MEMBERS SHALL HAVE CELLS GROUTED SOLID FULL HEIGHT UNDER BEARING WITH (1) #5 BAR MINIMUM VERTICAL IN EACH CELL TYPICAL UNLESS NOTED OTHERWISE ON THE DRAWINGS. 30. HOT AND COLD WEATHER CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI 530/530.1. 31. FILL ALL CELLS IN TOP TWO COURSES BELOW FINISHED FLOOR, CMU LINTELS, BOND BEAMS AND BEAM BEARINGS. 32. PROVIDE MASONRY ANCHORS AT 16” ON CENTER, SET ON COURSING AND ATTACHED TO ALL BEAMS, COLUMNS, PARTITIONS, AND WALLS ABUTTING OR EMBEDDED IN MASONRY, TYPICAL UNLESS NOTED OTHERWISE ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. 33. PROVIDE VERTICAL MASONRY CONTROL JOINTS AT MAXIMUM 25 FEET ON CENTER UNLESS DETAILED OTHERWISE ON ARCHITECTURAL DRAWINGS. COORDINATE LOCATION OF CONTROL JOINTS WITH ARCHITECT. 34. COMPLETE SHOP DRAWINGS AND SCHEDULES OF ALL CMU REINFORCING STEEL SHALL BE PREPARED BY THE CONTRACTOR AND SUBMITTED TO THE ENGINEER FOR REVIEW. 35. ALL BRICK NOT EXPOSED TO CONDITIONED AREAS SHALL BE SEVERE WEATHER BRICK (SW) ASTM C216 FOR FACE BRICK AND ASTM C62 FOR BUILDING BRICK. 36. BRICK TIES SHALL BE MANUFACTURED BY HECKMAN. USE 12 GAGE x 3/4 INCH WIDE x 9 INCH LONG NO. 315-C SCREW-ON ANCHOR STRAPS AND 5 INCH LONG, 3/16 INCH DIAMETER NO. 316 TRIANGULAR WIRE TIES. INSTALL AT 24 INCHES ON CENTER HORIZONTALLY, 16 INCHES ON CENTER VERTICALLY AND 8 INCHES ON CENTER AROUND OPENINGS USING 1/4 INCH SELF- TAPPING GALVANIZED SCREWS. THE STRAPS AND TIES SHALL BE HOT-DIP GALVANIZED. 37. PROVIDE WEEP HOLES AT 24 INCHES ON CENTER ABOVE ALL FLASHING. WEEPS SHALL BE #342 RECTANGULAR PLASTIC WEEP HOLES AS MANUFACTURED BY HOHMANN & BARNARD, INC., OR AN APPROVED EQUAL. FLASHING SHALL BE AS NOTED ON ARCHITECTURAL PLANS. 38. PERFORM JOB SITE CUTTING OF BRICK VENEER WITH PROPER POWER TOOLS TO PROVIDE STRAIGHT AND TRUE, UN-CHIPPED EDGES. STRUCTURAL STEEL 1. ALL STRUCTURAL STEEL SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE AISC STEEL CONSTRUCTION MANUAL LATEST EDITION. 2. ALL STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE LATEST AISC AND ASTM STANDARDS AND SPECIFICATIONS: W-SHAPES, CHANNELS (C10 & LARGER) ASTM A992, Fy = 50 KSI ANGLE, CHANNEL (C8 & SMALLER), PLATES AND BARS ASTM A36, Fy = 36 KSI RECTANGULAR HSS ASTM A500, GR. B, Fy = 46 KSI HSS PIPE ASTM A500, GR. B, Fy = 42 KSI ANCHOR RODS ASTM F1554, Fy = 36 KSI 3. FABRICATE BEAMS WITH THE NATURAL CAMBER UP. 4. FULL DEPTH CONNECTIONS ARE TO BE USED ON ALL GIRDER AND BEAM CONNECTIONS TO COLUMNS. BOLTS TO BE AT 3 INCHES ON CENTER VERTICAL. 5. ALL CONNECTIONS SHALL BE “FRAMED BEAM CONNECTIONS” DESIGNED IN ACCORDANCE WITH THE AISC MANUAL AND THE END REACTIONS FROM THE “UNIFORM LOAD TABLES”, BUT NOT LESS THAN 6 KIPS. PROVIDE DOUBLE ANGLE CONNECTIONS OR KNIFE PLATE CONNECTIONS FOR THE FULL BEAM DEPTH. PROVIDE A MINIMUM OF TWO BOLTS PER CONNECTION. ALL BEAM TO COLUMN CONNECTIONS SHALL BE DESIGNED FOR THE MINIMUM SHEAR REACTION NOTED ABOVE IN COMBINATION WITH A 10 KIP AXIAL FORCE ACTING IN BOTH TENSION AND COMPRESSION. 6. PROVIDE A MINIMUM 3/8 INCH THICK FULL DEPTH THRU-PLATE FOR ALL PIPE AND TUBE COLUMN CONNECTIONS. 7. MAIN SUPPORT MEMBERS FOR THE METAL DECK ARE SHOWN. DURING PREPARATION, SUBMISSION AND REVIEW OF SHOP DRAWINGS, ANY ADDITIONAL ANGLES OR MISCELLANEOUS ATTACHMENT DETAILS REQUIRED TO SUPPORT THE METAL DECK AT THE REQUIRED ELEVATION SHALL BE PROVIDED BY THE STRUCTURAL STEEL CONTRACTOR. 8. WELDING SHALL CONFORM TO THE STRUCTURAL WELDING CODE' - AWS D1.1, LATEST EDITION. SHOP AND FIELD WELDING SHALL BE PERFORMED BY WELDERS QUALIFIED AS DESCRIBED IN THE AMERICAN WELDING SOCIETY'S "STANDARD QUALIFICATION PROCEDURE" (AWS D1.1) TO PERFORM THE TYPE OF WORK REQUIRED. WELDING ELECTRODES SHALL BE E70XX. PRE-HEATING OF MEMBERS PRIOR TO WELDING SHALL BE IN ACCORDANCE WITH AWS D1.1, AS REQUIRED. 9. ALL WELDS SHALL BE MINIMUM 3/16 INCH FILLET WELDS, UNLESS NOTED OTHERWISE. PROVIDE MINIMUM WELD SIZE PER AISC SPECIFICATION WHERE NO WELD IS SHOWN. 10. NO FIELD BURNING OF BOLT HOLES WILL BE PERMITTED. FIELD HOLES SHALL BE DRILLED AND/OR REAMED. 11. THERE SHALL BE NO FIELD CUTTING OF STRUCTURAL STEEL MEMBERS FOR THE WORK OF OTHER TRADES WITHOUT THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD. 12. FIELD CONNECTIONS SHALL BE BOLTED USING 3/4 INCH DIAMETER ASTM A325-N HIGH STRENGTH BOLTS UNLESS NOTED OTHERWISE. 13. HIGH-STRENGTH BOLTS, NUTS AND WASHERS SHALL CONFORM TO THE FOLLOWING CRITERION: a. ASTM A325-N, TYPE 1, PLAIN, HEAVY HEX STRUCTURAL BOLTS b. ASTM A563, PLAIN, HEAVY HEX CARBON-STEEL NUTS c. ASTM F436, TYPE 1, PLAIN, HEAVY HEX HARDENED CARBON-STEEL WASHERS. d. DIRECT-TENSION INDICATORS: ASTM F959, TYPE 325. 15. GALVANIZED HIGH-STRENGTH BOLTS, NUTS AND WASHERS SHALL CONFORM TO THE FOLLOWING CRITERION: a. ASTM A325-N, TYPE 1, GALVANIZED, HEAVY HEX STRUCTURAL BOLTS b. ASTM A563, GRADE DH, GALVANIZED, HEAVY HEX CARBON-STEEL NUTS c. ASTM F436, TYPE 1, GALVANIZED, HEAVY HEX HARDENED CARBON-STEEL WASHERS. d. DIRECT-TENSION INDICATORS: ASTM F959, TYPE 325, ZINC COATED BY THE MECHANICAL DEPOSITION PROCESS IN ACCORDANCE WITH ASTM B695, CLASS 50. 16. THE METHOD OF BOLTING ALL STRUCTURAL BOLTS SHALL BE “TURN OF THE NUT” AS OUTLINED IN THE ASD “SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS” (LATEST EDITION). 17. COORDINATE ALL OPENING SIZES AND LOCATIONS WITH MECHANICAL CONTRACTOR PRIOR TO STEEL FABRICATION. 18. CONTRACTOR SHALL PREPARE, CHECK AND SUBMIT DETAILED STRUCTURAL STEEL SHOP DRAWINGS OF WORK FOR ENGINEER’S REVIEW PRIOR TO FABRICATION. 19. ALL STEEL SHALL HAVE ONE SHOP COAT OF RUST INHIBITIVE PAINT. DELETE PAINT APPLICATION WHERE STEEL IS TO RECEIVE SPRAYED-ON FIREPROOFING, CONCRETE ENCASEMENT OR GALVANIZING. 20. ALL EXTERIOR EXPOSED STEEL INCLUDING STAIRS, LINTELS, SHELF ANGLES AND CONCRETE EMBEDMENTS SHALL BE HOT-DIPPED GALVANIZED IN ACCORDANCE WITH ASTM A123. ANY POINTS OF WELDING SHALL BE TOUCHED UP IN THE FIELD WITH A ZINC-RICH PAINT. 21. REFER TO SPECIFICATION FOR INFORMATION CONCERNING ARCHITECTURALLY EXPOSED STRUCTURAL STEEL. 22. SPANDRELS AND COLUMNS ADJACENT TO MASONRY SHALL HAVE ADJUSTABLE MASONRY TIES. 23. CONTRACTOR SHALL SUPPLY TURNBUCKLES, CLEVISES AND PINS THAT MEET ALL GEOMETRIC AND STRENGTH REQUIREMENTS. SAFE WORKING TENSION LOAD SHALL BE GREATER THAN OR EQUAL TO THE LOADS INDICATED ON THE DRAWINGS. TIGHTEN TURNBUCKLES AS REQUIRED TO ASSURE ALL SLACK IS REMOVED FROM THE TENSION RODS AND THE RODS ARE FULLY TAUT (DO NOT OVERLY TIGHTEN). 24. SPANDREL ANGLES TO BE ADJUSTABLE. SHIP ANGLE LOOSE AND SET WITH STRING LINE IN FIELD FOR VERTICAL AND HORIZONTAL ALIGNMENT AFTER STEEL IS FULLY ERECTED TO A MAXIMUM TOLERANCE OF 1/4 INCH (HORIZONTAL) PER BAY/PER FLOOR AND MUST BE SET PLUMB PRIOR TO STUD ERECTION BY STEEL ERECTOR. ANGLE SHALL BE INSTALLED IN ONE LENGTH PER BAY. 25. ALL ALUMINUM AND STEEL MEMBERS SHALL BE TREATED OR PROPERLY SEPARATED TO PREVENT GALVANIC AND CORROSIVE EFFECTS. 26. FIREPROOFING SHALL BE COMPLETELY REMOVED FROM ALL EXISTING STEEL SURFACES THAT REQUIRE WELDING. 27. FIREPROOFING SHALL BE REPLACED EQUAL TO THAT OF THE EXISTING FIREPROOFING. FIREPROOFING FOR TENSION BRACES SHALL BE INSTALLED ACCORDING TO ARCHITECTURAL DRAWINGS. 28. STEEL FABRICATOR IS SOLELY RESPONSIBLE FOR SURVEYING AND VERIFICATION OF EXISTING CONDITIONS INCLUDING, BUT NOT LIMITED TO THE LOCATION, ELEVATION, AND DIMENSIONS OF EXISTING WALLS AND FRAMING. 29. ALL NEW GRATING SHALL BE ATTACHED WITH MANUFACTURER SUPPLIED FASTENING CLIP TO FRAMING STEEL. REFER TO DRAWINGS FOR GRATING SIZE. PLACE BEARING BARS SPANNING ACROSS THE SHORT DIRECTION. STAIR GRATING SHALL CONTAIN INTEGRAL ABRASIVE NOSINGS. EXTERIOR GRATING FOR STAIRS TO BE HOT DIPPED GALVANIZED. 30. ALL INTERMEDIATE FLOOR AND ROOF BEAMS TO BE EVENLY SPACED BETWEEN COLUMN LINES UNLESS NOTED OTHERWISE ON THE FRAMING PLANS OR DETAILS. 31. OWNER SHALL ENGAGE AN INDEPENDENT TESTING AND INSPECTION AGENCY TO INSPECT WELDED CONNECTIONS, INSTALLATION OF SHEAR CONNECTORS AND OTHER WELDAMENTS AND TO PERFORM TESTS AND PREPARE TEST REPORTS. TESTING AGENCY SHALL CONDUCT AND INTERPRET TESTS IN ACCORDANCE WITH ASTM E709, MAGNETIC PARTICLE INSPECTION, ASTM E94; E142, RADIOGRAPHIC INSPECTION, OR ASTM E164, ULTRASONIC INSPECTION, AND STATE IN EACH REPORT WHETHER TEST RESULTS COMPLY WITH REQUIREMENTS, AND SPECIFICALLY STATE ANY DEVIATIONS. STEEL JOIST AND JOIST GIRDER 1. LH-SERIES AND DLH-SERIES STEEL JOISTS AND STEEL JOIST GIRDERS SHALL BE DESIGNED, FABRICATED, MANUFACTURED, DELIVERED, STORED, HANDLED AND ERECTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE SPECIFICATIONS OF THE STEEL JOIST INSTITUTE (SJI). 2. PROVIDE TEMPORARY AND PERMANENT BRIDGING AND ACCESSORIES IN ACCORDANCE WITH SJI. 3. VERTICAL LIVE LOAD DEFLECTIONS OF 1/360 OF THE SPAN AND TOTAL LOAD DEFLECTIONS OF 1/240 OF THE SPAN SHALL NOT BE EXCEEDED. JOIST MANUFACTURER SHALL CAMBER FOR DEAD LOADS AS REQUIRED. 4. QUALITY ASSURANCE: a. MANUFACTURER MUST BE CERTIFIED BY SJI TO MANUFACTURE JOISTS CONFORMING TO SJI STANDARDS. b. EACH WELDER MUST QUALIFY AS AN AMERICAN WELDING SOCIETY (AWS) CERTIFIED WELDER. 5. ALL BRIDGING AND BRIDGING ANCHORS SHALL BE COMPLETELY INSTALLED BEFORE CONSTRUCTION LOADS ARE PLACED ON THE JOIST. BRIDGING SHALL SUPPORT THE TOP CHORDS AGAINST LATERAL MOVEMENT DURING THE CONSTRUCTION PERIOD AND SHALL HOLD THE STEEL JOIST IN APPROXIMATE POSITIONS AS SHOWN ON THE PLANS. 6. CAP PLATES AND BEARING SEAT WIDTHS UNDER JOIST GIRDERS TO BE COORDINATED WITH FINAL DESIGN WIDTH OF GIRDER. 7. JOIST MANUFACTURER SHALL DESIGN JOISTS INDICATED “SP” FOR THE SPECIAL JOIST LOAD CONDITIONS SHOWN IN LOAD DIAGRAMS AND THE UNIFORM LOADS FROM THE SJI LOAD TABLES. 8. DESIGN JOISTS FOR A NET UPLIFT PRESSURE OF 16 PSF. PROVIDE BOTTOM CHORD BRIDGING NEAR THE FIRST BOTTOM CHORD PANEL POINT AT EACH END IN ACCORDANCE WITH SJI SPECIFICATIONS. 9. EXTEND THE BOTTOM CHORD OF ALL COLUMN TIE JOISTS AND FASTEN TO COLUMN OR BEAM. ALL COLUMN TIE JOISTS SHALL HAVE SLOTTED CONNECTIONS WITH (2) 1/2 INCH DIAMETER BOLTS EACH END FOR K-SERIES JOISTS AND (2) 3/4 INCH DIAMETER BOLTS EACH END FOR LH-SERIES JOISTS. 10. ALL JOISTS SHALL HAVE ONE SHOP COAT OF RUST INHIBITIVE NON-BITUMINOUS PAINT. STEEL DECK 1. STEEL ROOF DECK SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION OF THE STEEL DECK INSTITUTE (SDI) SPECIFICATION AND COMMENTARIES. STEEL DECK SIZE, TYPE AND ATTACHMENT SHALL BE AS INDICATED ON THE STEEL DECK SCHEDULE LOCATED ON THE DRAWINGS. 2. INSTALLATION SHALL BE IN ACCORDANCE WITH SDI SUGGESTED SPECIFICATIONS UNLESS NOTED OTHERWISE ON THE DRAWINGS. INDIVIDUAL DECK SHEETS SHALL EXTEND OVER AT LEAST THREE SPANS, WITH LAPS PLACED OVER A SUPPORT. 3. STEEL DECK SUPPLIER SHALL PROVIDE ALL ADDITIONAL FRAMING, CLOSURE ANGLES AND PLATES, POUR STOPS, SCREED ANGLES, AND ROOF SUMP PANS AS REQUIRED AT THE EDGES OF ALL OPENINGS AND AT ALL SLAB DEPRESSIONS, OR CHANGES OF DECK DIRECTION, INCLUDING THOSE WHICH HAVE NOT BEEN DETAILED. 4. WELDING WASHERS SHALL BE USED FOR ALL STEEL DECK 22 GA. AND LIGHTER. 5. NO MECHANICAL OR ELECTRICAL PIPING, FIXTURES, UNITS OR SYSTEMS MAY BE HUNG DIRECTLY FROM THE ROOF DECK. 6. IN AREAS OF WARPED ROOF DECK USE SELF-DRILLING SCREWS FOR CONNECTION OF STEEL ROOF DECK TO STRUCTURAL STEEL SUPPORTS. SCREW SIZES SHALL COMPLY WITH MANUFACTURER'S AND FACTORY MUTUAL REQUIREMENTS. ATTACH DECK TO ALL SUPPORTING ROOF MEMBERS. METAL STAIR 1. THE ENGINEERING OF ALL METAL STAIR FRAMING, INCLUDING THEIR CONNECTIONS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. 2. METAL STAIRS AND PLATFORMS SHALL BE DESIGNED TO SUPPORT A MINIMUM UNIFORM LOAD OF 100 PSF OR A CONCENTRATED LOAD OF 300 POUNDS ON A 4 SQUARE INCH AREA, WHICHEVER PRODUCES THE GREATEST STRESS. MAXIMUM LIVE LOAD DEFLECTION SHALL BE LIMITED TO L/360. 3. SHOP DRAWINGS AND SAMPLE CALCULATIONS, SIGNED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE PROJECT STATE, SHALL BE SUBMITTED FOR REVIEW. 4. SIZES INDICATED ON THE CONTRACT DRAWINGS ARE THE MINIMUM ACCEPTED SIZES ONLY, AND THE CONTRACTOR'S USE OF THEM DOES NOT RELIEVE THEM OF THE RESPONSIBILITY FOR THEIR DESIGN. 5. WHERE STEEL CONSTRUCTION OCCURS ADJACENT TO STAIRS, CONNECTIONS TO STRUCTURAL MEMBERS SHALL BE DESIGNED TO ATTACH DIRECTLY TO THE ADJACENT BEAMS. DO NOT ATTACH TO BENT PLATES OR OTHER SLAB EDGE SUPPORT MEMBERS. 6. CONNECTIONS AND FASTENERS TO STRUCTURAL MEMBERS ARE THE RESPONSIBILITY OF THE METAL STAIR PROVIDER AND CONTRACTOR. CONTRACTOR SHALL PROVIDE AND INSTALL ALL COMPONENTS NOT SHOWN ON THE STRUCTURAL DRAWINGS REQUIRED FOR STAIR SUPPORT. ADDITIONAL COMPONENTS REQUIRED SHALL FIT WITHIN ARCHITECTURAL CONSTRAINTS AND SHALL BE INCLUDED IN SHOP DRAWINGS FOR ARCHITECT/ENGINEER REVIEW. COLD FORMED METAL FRAMING 1. COLD FORMED METAL FRAMING, CONNECTIONS AND DETAILS ARE SCHEMATIC ONLY. CONTRACTOR MUST SUBMIT SEALED SHOP DRAWINGS AND DESIGN CALCULATIONS INDICATING CAPACITY OF MEMBERS, FRAMING DETAILS, BRACING, BRIDGING AND ALL OTHER ACCESSORIES TO CONFORM TO LOAD CRITERIA. SHOP DRAWINGS AND DESIGN CALCULATIONS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE PROJECT STATE. 2. ALL STEEL STUDS SHALL BE HOT DIPPED GALVANIZED (G-60) PER ASTM A525. STEEL STUDS SHALL BE DESIGNED, MANUFACTURED AND INSTALLED IN ACCORDANCE WITH THE LATEST AISI SPECIFICATIONS. 18 GAGE OR LIGHTER MEMBERS SHALL COMPLY WITH ASTM A653 CQ (Fy=33 KSI). 16 GAGE AND HEAVIER MEMBERS SHALL COMPLY WITH ASTM A653 SQ (Fy=50 KSI). 3. MAKE CONNECTIONS WITH SELF-DRILLING, SELF-TAPPING SCREWS OR WELDING SO THAT THE CONNECTIONS MEET OR EXCEEDS THE DESIGN LOADS. ALL FIELD CONNECTIONS SHALL CONFORM TO DETAILS SHOWN ON SHOP DRAWINGS. MINIMUM SCREW SIZE SHALL BE A #10 SCREW. 4. INSTALL BUILT-UP HEADERS IN ALL OPENINGS LARGER THAN STUD SPACING. 5. ALL BUILT-UP HEADERS SHALL HAVE WEB STIFFENERS AT BEARING POINTS AND INTERMEDIATE WEB STIFFENERS AT POINTS OF CONCENTRATED LOADS. 6. SPLICES IN AXIALLY LOADED STUDS SHALL NOT BE PERMITTED. 7. PROVIDE BRIDGING AT ALL WALL AND FLOOR FRAMING. 8. TRACK SHALL BE ATTACHED TO FOUNDATIONS AND OTHER STRUCTURAL COMPONENTS AS SHOWN ON DRAWINGS. SECURELY ANCHOR STUDS IN TRACK TO FLOOR CONSTRUCTION AND OVERHEAD STRUCTURE. PROVIDE SLIP JOINTS WHERE NON-BEARING VERTICAL STUDS MEET FLOOR OR ROOF STRUCTURAL MEMBER. ALLOW 1” OF VERTICAL DEFLECTION AT SLIP JOINTS. 9. PROVIDE LIGHT GAGE METAL DEFLECTION CLIPS AT EACH WALL STUD AS REQUIRED TO SECURE STUD FRAMING TO STRUCTURAL MEMBERS. 10. CUT ALL LIGHT GAGE STEEL FRAMING MEMBERS WITH SAWS OR SHEARS. FLAME CUTTING OF MEMBERS IS NOT PERMITTED. 11. DESIGN OF COLD FORMED METAL FRAMING TO INCLUDE INTERIOR FRAMING FOR PARTITIONS, SOFFITS, CEILING, ETC. INCLUDE SUPPORT FOR LIGHTING, ACOUSTIC PANELS, ETC, SUPPORTED BY COLD FORMED METAL FRAMING. REFER TO THE ARCHITECTURAL DRAWINGS. ZONE 1 3 2 4 5 EFFECTIVE WIND AREA (SF) 10 50 100 10 50 100 10 50 100 10 50 100 10 50 100 POSITIVE PRESSURE (PSF) NOMINAL 10.6 10 10 10.6 10 10 10.6 10 10 23.9 21.5 20.4 23.9 21.5 20.4 CASE A - PRESSURE TOWARD - POS (PSF) Interior Corner a = 12 ft 10 50 100 10 50 100 49.8 45.7 43.9 61.1 49.1 43.9 NEGATIVE PRESSURE (PSF) NOMINAL -28.4 -28.4 -28.4 -32.8 -31.3 -30.6 -43.9 -34.6 -30.6 -25.9 -23.5 -22.4 -31.9 -27.0 -24.9 CASE B - PRESSURE AWAY - NEG (PSF) -42.8 -37.7 -35.6 -48.9 -41.3 -38.1 Parapet WALL ROOF COMPONENT AND CLADDING LOADS 1180 HOLLAND ROAD, HOLLAND, PA 18966 VILLA JOSEPH MARIE HIGH SCHOOL AUDITORIUM ADDITION SHEET # SHEET TITLE JOB # 2339 REVISIONS DATE SCALE AS NOTED DRAWN BY ETH/DCL REVIEWED BY KWS S-0.1 COVER SHEET KENNETH W. SEILER, P.E. PA LICENSE #PE-039267-E 12/5/2017 AMBLER YARDS, BUILDING 18, SUITE 150 300 BROOKSIDE AVENUE, AMBLER PA 19002 PHONE: 215-646-2003 | FAX: 215-646-5707 GODSHALL KANE O'ROURKE ARCHITECTS, LLC WWW.GKOARCHITECTS.COM RING CONSULTING GROUP, P.C. 512 WEST THIRD STREET LANSDALE PENNSYLVANIA 19446 T: 215.361.2301 INFO@RINGCONSULTING.COM STRUCTURAL ENGINEERING PROJECT MANAGEMENT © Ring Consulting Group, P.C. These documents are property of Ring Consulting Group, P.C. and may not be used without explicit permission. It is a violation of the law for any person, unless acting under the direction of Ring Consulting Group, P.C., to alter these plans in any way.
