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VENEER CMU CONCRETE EARTH RIGID INSULATION STEEL PLYWOOD WOOD AGGREGATE GROUT TIMBER X2.0x2.0 FOOTING TYPE FOOTING SIZE (SEE FOOTING SCHEDULE) FOOTING TYPE F - ISOLATED CF - CONTINUOUS TD - TURNDOWN TS - THICKENED SLAB FOOTING ANNOTATIONS # x sxxx x sxxx x sxxx sw # EXP. GRID LINE SECTION ELEVATION DETAILS IN PLANS & SECTIONS WALL TYPE EXISTING TO REMAIN SHEAR WALL CONTROL JOINT EXPANSION JOINT LIGHT GAUGE METAL CONNECTORS SHEAR WALL HOLDOWN FOUNDATION EXTENTS DESIGN LOADS AREA DEAD LOAD (PSF) LIVE LOAD (PSF) TOTAL LOAD (PSF) FIRST FLOOR SLAB 50 100 150 SECOND FLOOR 70 100 170 ROOF (TYP.) 15 30 45 DESIGN LOADS DESIGN LOADS FOR THIS PROJECT ARE LISTED IN THE DESIGN LOAD TABLE BELOW BASED UPON "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, (ASCE/SEI 7)", AMERICAN SOCIETY OF CIVIL ENGINEERS. EQUIPMENT, INCLUDING MECHANICAL UNITS, SUPPORTED BY THE STRUCTURE WITH WEIGHTS IN EXCESS OF 200 LBS, AND NOT SHOWN ON THE STRUCTURAL PLANS, SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER PRIOR TO INSTALLATION. CONTRACTOR SHALL COORDINATE FINAL MEP DRAWINGS AND CONFIRM MECHANICAL LOADS DO NOT EXCEED THE LOADS SHOWN ON STRUCTURAL FRAMING PLANS. *ALTERNATE 2000# CONCENTRATED LOAD FLOORS ARE DESIGNED FOR THE UNIFORMLY DISTRIBUTED LIVE LOADS NOTED ABOVE OR ACTUAL CONCENTRATED LOADS, WHERE SUCH LOADING GOVERNS. LIVE LOAD REDUCTION AS PER INTERNATIONAL BUILDING CODE REQUIREMENTS. ADDITIONAL LOADS DUE TO SNOW DRIFT AND SLIDING SNOW HAVE BEEN CONSIDERED WHERE APPLICABLE. GROUND SNOW LOAD Pg SNOW LOAD DESIGN DATA RAIN ON SNOW SURCHARGE - FLAT - ROOF SNOW LOAD Pf SNOW EXPOSURE FACTOR Ce SNOW LOAD IMPORTANCE FACTOR Is THERMAL FACTOR Ct 25 PSF 5 PSF 23.1 PSF 1 1 1.1 SITE CLASS - SEISMIC LOAD DESIGN DATA RISK CATEGORY - IMPORTANCE FACTOR I MAPPED SPECTRAL RESPONSE ACCELERATION S SEISMIC DESIGN CATEGORY - BASIC STRUCTURAL SYSTEM BASIC SEISMIC FORCE RESISTING SYSTEM SEISMIC RESPONSE COEFFICIENT C RESPONSE MODIFICATION COEFFICIENT R ANALYSIS PROCEDURE DESIGN BASE SHEAR MAPPED SPECTRAL RESPONSE ACCELERATION DESIGN SPECTRAL RESPONSE ACCELERATION DESIGN SPECTRAL RESPONSE ACCELERATION E S S 1 S DS S D1 S D II 1 0.17 0.049 0.182 0.079 D MOMENT - RESISTING FRAME SYSTEM ORDINARY STEEL MOMENT FRAMES EQUIV. LATERAL FORCE 0.56 3.25 41 K WIND SPEED V WIND LOAD DESIGN DATA WIND SPEED RISK CATEGORY - WIND EXPOSURE CATEGORY - DESIGN PROCEDURE ult V asd - N/A 100 MPH II C ASCE 7 - 05 CH 6, PT 1 ROOF (GREEN) 15 + 60 (GREEN) 30 105 ROOF (w/ SOLAR PANELS) 30 50 15 + 5 (SOLAR) STAIRS 100 120 20 CONCRETE (CAST-IN-PLACE) CONCRETE CONSTRUCTION SHALL COMPLY WITH REFERENCED OR LATEST EDITIONS OF THE FOLLOWING STANDARDS: 1) "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318", AMERICAN CONCRETE INSTITUTE. 2) "ACI MANUAL OF CONCRETE PRACTICE - PARTS 1 THROUGH 5 ", AMERICAN CONCRETE INSTITUTE. 3) "MANUAL OF STANDARD PRACTICE", CONCRETE REINFORCING STEEL INSTITUTE. 4) "ACI DETAILING MANUAL, SP-66", AMERICAN CONCRETE INSTITUTE. 5) "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS, ACI 301", AMERICAN CONCRETE INSTITUTE. CONTRACTOR SHALL SUBMIT MIX DESIGNS ACCOMPANIED BY APPROPRIATE GRAPHS AND BACKGROUND DATA FOR APPROVAL. MIX DESIGN SHALL INDICATE 7 AND 28 DAYS STRENGTHS, CEMENT CONTENT, AIR CONTENT, WATER-CEMENT RATIO, AMOUNT OF FINE AND COARSE AGGREGATES, AND ADMIXTURES. CONCRETE SHALL BE MADE IN ACCORDANCE WITH DESIGN MIXES WHICH ARE TO BE APPROVED BY THE ARCHITECT OR ENGINEER PRIOR TO CASTING ANY CONCRETE. MIXES SHALL BE IN ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE ACI 318. CONCRETE MATERIALS SHALL CONFORM TO ASTM CI50, TYPE I/II FOR PORTLAND CEMENT AND ASTM C33 FOR AGGREGATES. MIXES SHALL HAVE A MAXIMUM WATER/CEMENT RATIO OF 0.53 FOR INTERIOR CONCRETE PROTECTED FROM FREEZING AND 0.45 FOR ALL EXTERIOR EXPOSED CONCRETE. WATER-REDUCING ADMIXTURES SHALL CONFORM TO ASTM C494, TYPE A (FREE OF CALCIUM CHLORIDES), AIR-ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C260, AND HIGH-RANGE WATER REDUCERS (SUPER-PLASTICIZERS) SHALL CONFORM TO ASTM C494, TYPE F. FLY ASH SHALL COMPLY WITH ASTM C619 FOR CLASS F AND SHALL NOT BE PROPORTIONED IN MIXES WITH MORE THAN 30% CEMENT BY WEIGHT. USE OF ADDITIVES SHALL NOT BE PERMITTED UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. USE OF ADDITIVES CONTAINING CALCIUM CHLORIDE SHALL NOT BE PERMITTED. DO NOT USE HIGH-RANGE WATER REDUCING ADMIXTURES IN AIR-ENTRAINED CONCRETE. ADDITION OF WATER TO THE CONCRETE AT THE JOB SITE FOR THE PURPOSE OF INCREASING THE SLUMP OR FOR RETEMPERING THE CONCRETE WHICH HAS BEGUN TO SET IS STRICTLY PROHIBITED. LIQUID-MEMBRANE CURING COMPOUNDS SHALL BE HIGH-SOLIDS, WATER AND ACRYLIC-BASED, COMPLYING WITH ASTM C309 AS TESTED UNDER ASTM C156. EXPOSED CONCRETE BEAMS, WALLS AND COLUMNS SHALL HAVE CHAMFERED EDGES. ALL CONCRETE WORK, REINFORCING PLACEMENT, FORMWORK AND SHORING SHALL BE INSPECTED UNDER THE SUPERVISION OF A REGISTERED PROFESSIONAL ENGINEER. CONCRETE QUALITY CONTROL, INSPECTION AND TESTING SHALL BE IN STRICT ACCORDANCE WITH THE PROJECT SPECIFICATIONS, AS WELL AS LOCAL BUILDING CODE REQUIREMENTS. REINFORCING BARS SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, GRADE 60. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064. BARS SHALL BE BRANDED BY THE MANUFACTURER WITH BAR SIZE AND GRADE OF STEEL AND CERTIFIED MILL REPORTS SHALL BE SUBMITTED FOR RECORD. REINFORCING STEEL SHALL BE DETAILED FABRICATED, AND PLACED IN ACCORDANCE WITH ACI 318, ACI 315, AND CRSI STANDARDS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064, GRADE 60. LAP WELDED WIRE FABRIC ONE FULL MESH AT ENDS AND SIDES. ALL REINFORCING STEEL (INCLUDING WELDED WIRE FABRIC) SHALL BE SECURELY TIED AND ANCHORED IN PLACE TO PREVENT DISLOCATION DURING THE PLACING OPERATION. REINFORCING STEEL SHALL BE CLEAN OF MUD, DEBRIS, LOOSE RUST, CEMENT, GROUT, OR ANY OTHER MATERIAL WHICH MAY INHIBIT THE BOND BETWEEN THE STEEL AND CONCRETE. PROVIDE CORNER BARS AT JUNCTIONS OF CONCRETE WALLS, GRADE BEAMS AND WALL FOOTINGS AND LAP WITH WALL REINFORCING AS SHOWN IN TYPICAL DETAILS. SIZE AND SPACING OF CORNER BARS TO BE SAME AS HORIZONTAL WALL REINFORCING, UNLESS SHOWN OTHERWISE. WHERE CONTINUOUS BARS ARE CALLED FOR, THEY SHALL RUN CONTINUOUSLY AROUND CORNERS AND LAPPED AS NECESSARY. PROVIDE STANDARD HOOKS AT DISCONTINUOUS ENDS. PROVIDE DOWELS BETWEEN ALL FOOTINGS, WALLS AND PIERS TO MATCH SIZE AND SPACING OF VERTICAL REINFORCING. LAPS SHALL BE A MINIMUM OF 36 BAR DIAMETERS OR PER LAP TABLE. TENSION AND COMPRESSION LAP SPLICES SHALL NOT BE LESS THAN THE SPLICE LENGTHS AS GIVEN IN ACI-318. GENERALLY LAP TOP BARS AT MID SPAN AND BOTTOM BARS AT SUPPORTS. PROVIDE PLACING ACCESSORIES IN ACCORDANCE WITH ACI RECOMMENDATIONS. REINFORCEMENT FOR SLABS ON GRADE SHALL BE SUPPORTED IN PLACE PRIOR TO PLACING CONCRETE. PLACE CONCRETE OVER 6 MIL. POLYETHYLENE VAPOR BARRIER AND 4 INCHES MINIMUM OR COURSE AGGREGATE OR AS RECOMMENDED BY GEOTECHNICAL ENGINEER. THE AGGREGATE LAYER SHALL BE PLACED OVER APPROVED SUBGRADE. POUR SLABS ON GRADE IN ALTERNATE PANELS WITH A MAXIMUM OF 600 SF AND PROVIDE CONTROL AND KEYED CONSTRUCTION JOINTS AT 15'-0" MAXIMUM OR AS REQUIRED TO PREVENT UNCONTROLLED CRACKING.PROVIDE DIAMOND OR ROUND SHAPE ISOLATION JOINTS AROUND COLUMN BASES. POUR CONCRETE INTO ISOLATION JOINTS AROUND COLUMN BASES AFTER SLAB ON GRADE IS POURED. CONCRETE FOR SLABS-ON-GRADE SHALL BE PLACED IN A SEQUENCE AND MANNER THAT IS CONSISTENT WITH THE RECOMMENDATIONS OF THE AMERICAN CONCRETE INSTITUTE. LOCATE CONSTRUCTION AND CONTROL JOINTS IN SUCH A WAY TO MINIMIZE THE EFFECTS OF SHRINKAGE OF THE CONCRETE SLAB SECTIONS. SUBMIT TO THE ARCHITECT/ENGINEER THE SEQUENCE AND METHOD OF CASTING CONCRETE SLABS-ON-GRADE PRIOR TO PLACING THESE ELEMENTS. SLAB CONTROL JOINTS: SAW CUT OR FORM TO 1/3 SLAB DEPTH. SPACE NO MORE THAN 15 FEET APART. DISCONTINUE REINFORCEMENT AT CONTROL JOINTS. PROVIDE JOINTS ON GROUND SUPPORTED SLABS IN RECTANGULAR CONFIGURATION, WITH THE LONGER SIDE NO MORE THAN ONE-AND-ONE-HALF TIMES THE LENGTH OF THE SHORTER SIDE. SLAB ISOLATION JOINTS: PROVIDE PRE-MOLDED JOINT FILLER AROUND ALL PIPING, PIERS AND FOUNDATION WALLS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FURNISHING AND INSTALLING ANCHOR BOLTS, CLIPS, INSERTS, CONNECTION PLATES, SLEEVES, SLOTS AND OTHER REQUIRED ITEMS IN ACCORDANCE WITH THE CONTRACT DRAWINGS, AND IN COOPERATION WITH OTHER TRADES PRIOR TO PLACING CONCRETE. MINIMUM CLEARANCES (COVER) FOR REINFORCEMENT FOOTING AND CONCRETE CAST AGAINST EARTH 3" FORMED CONCRETE EXPOSED TO EARTH OR WEATHER 2" FORMED CONCRETE NOT EXPOSED TO EARTH OR WEATHER (SLABS, WALLS & JOISTS) 3 / 4 " FORMED CONCRETE NOT EXPOSED TO EARTH OR WEATHER (BEAMS & COLUMNS) 11 / 2 " SLABS ON GRADE, W.W.F. LESSER OF MID-DEPTH OR 2" BELOW SURFACE MINIMUM CONCRETE PROPERTIES LOCATION F' c @28 DAYS SLUMP FOOTINGS, GRADE BEAMS, FDN. WALS AND PILE CAPS 3000 PSI 4" ±1" SLABS ON GRADE 3500 PSI 4" ±1" ELEVATED, FORMED CONCRETE 4500 PSI 4" ±1" (7" ±1" FOR PUMPED CONCRETE) EXTERIOR AND CONCRETE EXPOSED TO WEATHER SHALL BE AIR ENTRAINED TO ± 6%. FOUNDATION WHERE REQUIRED, STEP FOOTINGS IN A RATIO OF 2 HORIZONTAL TO 1 VERTICAL. ANCHOR BOLTS SHALL BE MAX. 12" FROM PLATE ENDS, MINIMUM OF (2) PER PLATE SECTION. 1/2" WATERPROOF PARGING OR BITUMINOUS WATERPROOFING SHALL BE APPLIED TO FOUNDATION WALLS U.N.O. FOUNDATION DRAINS ARE THE RESPONSIBILITY OF THE ARCHITECT OR CONTRACTOR UNLESS SHOWN ON THE STRUCTURAL DRAWINGS. STEEL FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE LATEST SPECIFICATION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION STEEL CONSTRUCTION MANUAL. STRUCTURAL STEEL SHALL CONFORM TO: WF BEAMS ASTM A992 (50KSI) RECT. HSS ASTM A500 GRADE B (46KSI) ROUND HSS ASTM A500 GRADE B (42KSI) STEEL PIPE ASTM A53 GRADE B (35KSI) PLATES, ANGLES & CHANNELS ASTM A36 (36KSI) BOLTS ASTM A325-N (3/4" ∅ U.N.O.) ANCHOR BOLTS ASTM F1554 GRADE 36 PROVIDE WELDED CONNECTIONS TYPICALLY UNLESS OTHERWISE NOTED. WELDING ELECTRODES SHALL BE E70 SERIES. WELDS SHALL BE MADE ONLY BY WELDERS WHO HAVE BEEN PREQUALIFIED BY TESTS OF THE AMERICAN WELDING SOCIETY, PRESCRIBED IN THE STRUCTURAL WELDING CODE," AWS DI.I (LATEST EDITION). ANY CONNECTION NOT SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS SHALL BE DESIGNED AND DETAILED BY THE STRUCTURAL STEEL FABRICATOR. SEE THE TYPICAL BEAM CONNECTION DETAILS ON THE DRAWINGS. CONNECTIONS SHALL BE AISC STANDARD. PROVIDE BASE PLATE FOR ALL STRUCTURAL STEEL BEAMS BEARING ON CONCRETE OR MASONRY. GROUT FOR SETTING BEARING SURFACES SHALL BE NON-SHRINK, NOT-STAINING. ALL STEEL SUPPORT COLUMNS SHALL BEAR DIRECTLY ON MASONRY OR CONCRETE FOUNDATION SYSTEMS. MISCELLANEOUS STRUCTURAL STEEL SHALL CONFORM TO THE LATEST EDITION OF THE AISC "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", AND SHALL BE ASTM A36. BOLTS SHALL BE HIGH STRENGTH 3/4" DIAMETER CONFORMING TO ASTM A325. WELDING SHALL BE DONE ONLY BY CERTIFIED WELDERS. WELD IN ACCORDANCE WITH THE AWS "STANDARD CODE FOR ARC AND GAS WELDING IN BUILDING CONSTRUCTION". STRUCTURAL STEEL SURFACES CAST INTO CONCRETE SHALL BE UNPAINTED. SUBMIT STRUCTURAL STEEL SHOP DRAWINGS SHOWING COMPLETE DIMENSIONS AND DETAILS FOR APPROVAL PRIOR TO FABRICATION. THE STRUCTURAL STEEL SUBCONTRACTOR SHALL BE RESPONSIBLE FOR CHECKING, VERIFICATION, AND FOR COORDINATION OF DIMENSIONS AND DETAILS WITH THE STRUCTURAL AND OTHER PORTIONS OF THE CONTRACT DRAWINGS. THE STRUCTURAL CONTRACT DRAWINGS SHALL NOT BE REPRODUCED AS SHOP DRAWINGS UNLESS THE STRUCTURAL ENGINEER'S APPROVAL IS OBTAINED IN WRITING. STEEL SHOP DRAWINGS SHALL INCLUDE ALL STEEL FABRICATED WOOD CONNECTIONS. CONTRACTOR SHALL SUBMIT SAMPLE CONNECTIONS TO ARCHITECT AND ENGINEER FOR APPROVAL. SAMPLE CONNECTIONS SHALL BE MOCKED UP AND INCLUDE BOLTS AND TIMBER. MISCELLANEOUS ITEMS THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL SAFETY REGULATIONS, PROGRAMS AND PRECAUTIONS RELATED TO ALL WORK ON THIS PROJECT AND FOR THE PROTECTION OF PERSONS AND PROPERTY EITHER ON OR ADJACENT TO THE PROJECT AND SHALL PROTECT SAME AGAINST INJURY, DAMAGE OR LOSS. THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOAD IMPOSED ON THE STRUCTURE. SUCH LOADS SHALL NOT EXCEED THE CAPACITY OF THE STRUCTURE AT ANY TIME. THE STRUCTURAL INTEGRITY OF THE BUILDING IS DEPENDANT UPON COMPLETION ACCORDING TO PLANS AND SPECIFICATIONS. THE STRUCTURAL ENGINEER ASSUMES NO LIABILITY FOR THE STRUCTURE DURING CONSTRUCTION. THE METHOD OF CONSTRUCTION AND SEQUENCE OF OPERATIONS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL SUPPLY ANY NECESSARY SHORING, BRACING, GUYS, ETC., TO PROPERLY BRACE THE STRUCTURE AGAINST WIND, DEAD AND LIVE LOADS UNTIL THE BUILDING IS COMPLETED ACCORDING TO THE PLANS AND SPECIFICATIONS. CONTRACTOR SHALL NOT PLACE BACK FILL AGAINST BASEMENT WALLS UNTIL THE FLOOR SYSTEM IS COMPLETELY INSTALLED OR CONTRACTOR HAS PROVIDED ADEQUATE SHORING AND BRACING. ANY QUESTIONS REGARDING TEMPORARY SHORING REQUIREMENTS SHOULD BE FORWARDED TO THE STRUCTURAL ENGINEER FOR REVIEW. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION, AND ANY TEMPORARY BRACING OR SUPPORT REQUIRED TO ACCOMMODATE THE CONTRACTOR'S MEANS AND METHODS ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR IS TO VERIFY ALL OPENING SIZES AND LOCATIONS WITH THE REQUIREMENTS OF OTHER TRADES PRIOR TO FABRICATION AND ERECTION. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS, AND THE CONTRACTOR SHALL BE RESPONSIBLE FOR SEEING THAT THE WORK OF ALL TRADES IS COORDINATED WITH ADJACENT WORK. EARTH RETAINING WALLS, OTHER THAN CANTILEVERED TYPE WALLS, SHALL BE ADEQUATELY BRACED UNTIL CONCRETE FOR SUPPORTING SLABS HAS BEEN PLACED AND ALL CONCRETE HAS CURED. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGNING, FURNISHING, ERECTING AND REMOVING ANY TEMPORARY SHORING AND BRACING DURING CONSTRUCTION THE ARCHITECT AND ENGINEER SHALL BE NOTIFIED AT THE PROPER TIME WHEN ALL ITEMS ARE READY FOR OBSERVATION. SUFFICIENT NOTICE SHALL BE GIVEN BY THE CONTRACTOR TO ALLOW FOR SCHEDULING OF OBSERVATIONS. SAFETY REGULATIONS SHALL BE STRICTLY FOLLOWED BY THE CONTRACTOR OR SUBCONTRACTOR DURING ALL TIMES OF WORK ON THIS PROJECT. THE ARCHITECT OR ENGINEER SHALL NOT HAVE CONTROL OR CHARGE OF, AND SHALL NOT BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES, FOR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK, FOR ACTS OF OMISSIONS OF THE CONTRACTOR, SUBCONTRACTORS, OR ANY OTHER PERSONS PERFORMING ANY OF THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. ALL SPECIALTY BOLTS, INCLUDING EXPANSION TYPE AND EPOXY TYPE ANCHORS SHALL BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTRUCTIONS. THE CONTRACTOR SHALL PROTECT FROM DAMAGES EXISTING BUILDING(S), OWNER EQUIPMENT, ROADS, WALKS AND UTILITIES. THE CONTRACTOR SHALL MAINTAIN THESE DURING THE COURSE OF THE WORK, AND SHALL REPAIR ALL DAMAGES AT NO ADDITIONAL EXPENSE TO THE OWNER. IN AREAS WHERE THE DRAWINGS DO NOT ADDRESS METHODOLOGY, THE CONTRACTOR SHALL BE BOUND TO PERFORM IN STRICT COMPLIANCE WITH MANUFACTURER'S SPECIFICATIONS AND/OR RECOMMENDATIONS. ON-SITE VERIFICATION OF ALL DIMENSIONS AND CONDITIONS SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND HIS SUBCONTRACTORS. NOTED DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALE. THE GENERAL NOTES AND TYPICAL DETAILS APPLY THROUGHOUT THE JOB UNLESS OTHERWISE NOTED OR SHOWN. THE CONTRACTOR SHALL COMPARE AND COORDINATE ALL DRAWINGS. IF A DISCREPANCY EXISTS, HE SHALL PROMPTLY REPORT IT FOR PROPER ADJUSTMENT BEFORE PROCEEDING WITH THE WORK. IN THE EVENT THAT CERTAIN FEATURES OF THE CONSTRUCTION ARE NOT FULLY SHOWN ON THE DRAWINGS, THEIR CONSTRUCTION SHALL BE OF THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN OR NOTED. THESE PLANS ARE SUBJECT TO MODIFICATIONS AS NECESSARY TO MEET CODE REQUIREMENTS OR TO FACILITATE MECHANICAL, PLUMBING INSTALLATIONS OR TO INCORPORATE DESIGN IMPROVEMENTS. DO NOT BUILD OVER GAS LINES OR ENCLOSE THE METER. CONSULT THE LOCAL GAS COMPANY PRIOR TO CONSTRUCTION. CHIMNEY SHALL EXTEND AT LEAST 2 FEET HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10 FEET, BUT SHALL NOT BE LESS THAN 3 FEET ABOVE THE POINT WHERE IT PASSES THROUGH THE ROOF. DECKS ARE NOT APPROVED FOR FUTURE HOT TUB INSTALLATION. GOVERNING CODES THIS PROJECT SHALL COMPLY WITH THE "INTERNATIONAL BUILDING CODE", INTERNATIONAL CODE COUNCIL, INC., 2009 EDITION, INCLUDING SPECIFICATIONS REFERENCED WITHIN. USE THE REFERENCED OR LATEST EDITIONS UNLESS NOTED OTHERWISE. MANUFACTURER SPECIFICATION AND LOCAL CODE REQUIREMENTS, WHEN IN EXCESS OF MINIMUM SPECIFICATION, SHALL CONTROL. ARCH. BLK. BM. C.A. CHAM. CLG. COL. CONC. CMU CNST. JNT. CONT. CTR. C.J. DBL. DIA. DIM. DWG. EA. E.E. EL. EQ. EX. EXP. EXT. FDN. FLR. F.O.C. F.O.F. F.O.S. GA. GALV. G.T. ARCHITECTURAL BLOCKING BEAM COLUMN ABOVE CHAMFER CEILING COLUMN CONCRETE CONCRETE MASONRY UNIT CONSTRUCTION JOINT CONTINUOUS CENTER CONTROL JOINT DOUBLE DIAMETER DIMENSION DRAWING EACH EACH END ELEVATION EQUAL EXISTING EXPANSION EXTERIOR FOUNDATION FLOOR FACE OF CONCRETE FACE OF FINISH FACE OF STUDS GAUGE GALVANIZED GIRDER TRUSS H.C. HORIZ. INT. JNT. PWD. RAD. OR R. SCHED. SHT. SQ. STD. STL. STRUCT. T. & G. HOLLOW CORE HORIZONTAL INTERIOR JOINT PLYWOOD RADIUS SCHEDULE SHEET SQUARE STANDARD STEEL STRUCTURAL TONGUE & GROOVE E.S. EACH SIDE D.J. DOUBLE JOIST P.T. PRESERVATIVE TREATED Ø A.B. B.F.F. BLDG. BL BO B.O.S. BRG. E.J. E.W. J.B.E. ℄ CENTERLINE DIAMETER ANCHOR BOLT BELOW FINSH FLOOR BUILDING BLOCK LINTEL BOTTOM OF BOTTOM OF STEEL BEARING EXPANSION JOINT EACH WAY JOIST BEARING ELEVATION JST. KSI PSF PSI QTY. REF. JOIST KIPS PER SQUARE INCH POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH REFER TO REINFORCED A.F.F. ABOVE FINISH FLOOR F.S. FAR SIDE FTG. FOOTING G.C. GENERAL CONTRACTOR GR. GWB GRADE GYPSUM WALL BOARD H HEIGHT HSA HEADED STUD ANCHOR HSS HOLLOW STRUCTURAL SHAPE I.D. I.F. INSIDE DIAMETER INSIDE FACE INFO ISO INFORMATION ISOLATED I.D. I.F. INSIDE DIAMETER INSIDE FACE QUANTITY REINF. REQUIRED REQD REVERSE REV. ROUGH OPENING R.O. ROOF TOP UNIT R.T.U. THICKNESS THK TOP OF T.O. TOP OF BEAM T.O.B. TOP & BOTTOM T & B SIMILAR SIM. SPECIFICATIONS SPECS TOP OF CONCRETE T.O.C. TOP OF FOOTING T.O.F. TOP OF GRADE BEAM T.O.G.B. TOP OF MASONRY T.O.M. TOP OF PAVING T.O.P. TOP OF STEEL OR SLAB T.O.S. TOP OF WALL T.O.W. TRANSVERSE TRANS TYPICAL UNLESS NOTED OTHERWISE VERTICAL VERIFY IN FIELD TYP. U.N.O. VERT. V.I.F. WIDTH WITH W w/ WD. w/o WOOD WITHOUT WP WORK POINT HANGER N/A O.C. O.F. O.D. OPP. NOT APPLICABLE ON CENTER OUTSIDE FACE OUTSIDE DIAMETER OPPOSITE L L.L.H. L.L.V. LONG. MAX MECH MFR MIN MISC. M.O. MTL. N.I.C. NO. N.S. N.T.S. OSL P.A.F. PC PCF PL PLF LENGTH LONG LEG HORIZONTAL LONG LEG VERTICAL LONGITUDINAL MAXIMUM MECHANICAL MANUFACTURER MINIMUM MISCELLANEOUS MASONRY OPENING METAL NOT IN CONTRACT NUMBER NEAR SIDE NOT TO SCALE OUTSTANDING LEG POWDER ACTUATED FASTENER PRECAST POUNDS PER CUBIC FOOT PLATE POUNDS PER LINEAR FOOT TCX TOP CHORD EXTENSION METAL DECKING FASTENING INSTRUCTIONS SHALL APPEAR ON THE SUPPLIER'S SHOP DRAWINGS SUBMITTAL. SEE THE PROJECT SPECIFICATIONS AND ROOF PLAN NOTES FOR OTHER REQUIREMENTS OF THESE SUBMITTALS. WELDING OF ROOF DECK FOR ATTACHMENT IS PERMITTED ONLY AT PERIMETER WALLS. DESIGN, FABRICATION, AND ERECTION OF METAL DECK SHALL BE IN ACCORDANCE WITH THE LATEST OF APPLICABLE ( "SPECIFICATION OF THE STEEL DECK INSTITUTE"). SPECIFIED DECK HAS BEEN DESIGNED TO BE CONTINUOUS OVER 3 SPANS MINIMUM. FOR ONE OR TWO SPAN CONDTIONS PROVIDE HEAVIER GUAGE OR PROVIDE TWO LAYERS TO SUPPORT APPLICABLE LOADS. MAKE CONNECTIONS AFTER PLACEMENT OF DOUBLE LAYERS. METAL ROOF DECK SHALL ACT AS A DIAPHRAM. SEE SECHDULE FOR ATTACHMENT PATTERN. WELD WITH E60XX RODS WHERE WELDING IS REQUIRED. PROVIDE WELDING WASHERS WHERE SPECIFIED OR FOR DECK LIGHTER THEN 22 GAUGE. WELDING SHALL CONFORM TO AWS D1.3. WELDS OR BURNED AREAS SHALL BE CLEANED AND COATED SIMILAR TO DECK COATING. BRICK AND CONCRETE MASONRY MASONRY WORK SHALL BE IN ACCORDANCE WITH THE LATEST SPECIFICATION OF "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530/ASCE 5/TMS 402) & SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530.1/ASCE 6/TMS 602)" AND APPLICABLE REQUIREMENTS OF BIA AND NCMA SPECIFICATION FOR CONCRETE MASONRY CONSTRUCTION (ACI 513). CONCRETE MASONRY UNITS (CMU) SHALL COMPLY WITH ASTM C-90, GRADE N, F'm = 1500PSI, NORMAL WEIGHT CONCRETE TO BE PLACED IN THE CELLS OF CMU (COARSE MASONRY GROUT), OR IN THE VOIDS OFBRICK MASONRY CONSTRUCTION, SHALL CONTAIN PEA GRAVEL (3/8-INCH DIAMETER MAX.) IN LIEU OF COARSE AGGREGATE. THE CONCRETE SHALL CONTAIN A HIGH-RANGE WATER REDUCER. MASONRY CELLS TO BE REINFORCED AND FILLED WITH GROUT SHALL BE ALIGNED TO PROVIDE A CONTINUOUS UNOBSTRUCTED VERTICAL OPENING. CELLS OF UNITS TO BE REINFORCED SHALL BE FILLED WITH COARSE MASONRY GROUT. PROVIDE BENT BARS WITH LAP LEGS AT EVERY CORNER OR WALL INTERSECTION. REINFORCED MASONRY WALLS SHALL HAVE ALL HOLLOW CELLS FILLED WITH GROUT BELOW GRADE, ONLY CELLS CONTAINING REBAR NEED TO BE GROUTED ABOVE GRADE. CONCRETE MAY BE PLACED IN MAXIMUM VERTICAL LIFTS NOT TO EXCEED 4-FEET. ROUGHEN ALL SURFACES OF CONCRETE FILL WHICH ARE TO RECEIVE ADDITIONAL LIFTS ABOVE. PROVIDE MINIMUM 2 COURSES 8" x 16" SOLID BEARING AT BEAM AND HEADER BEARING POINTS IN CMU WALLS. MASONRY ANCHORS SHALL BE HOT DIPPED GALVANIZED STEEL. MORTAR SCHEDULE EXTERIOR ABOVE GRADE TYPE "S" EXTERIOR BELOW GRADE TYPE "M" INTERIOR TYPE "S" VENEER TYPE "N" BAR JOIST 12K1 NOMINAL DEPTH JOIST TYPE CHORD SIZE STEEL FRAMING ANNOTATIONS W12X24 (X) C= x/x" MOMENT CONNECTION AISC SHAPE DESIGNATION # HEADED STUDS CAMBER STEEL BEAM * BOTTOM CHORD EXTENSION COMPOSITE JOIST 30EXX/XX/XX NOMINAL DEPTH COMPOSITE (ECOSPAN) JOIST TOTAL LOAD (PLF) COMPOSITE LIVE LOAD (PLF) COMPOSITE DEAD LOAD (PLF) * BOTTOM CHORD EXTENSION STEEL JOISTS STEEL JOISTS SHALL CONFORM AND BE INSTALLED ACCORDING TO THE REQUIREMENTS OF THE STEEL JOISTS INSTITUTE'S "STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOISTS, K-SERIES." STEEL JOISTS SHALL BE FURNISHED BY A STEEL JOIST INSTITUTE MEMBER. COMPOSITE STEEL JOISTS SHALL BE DESIGNED BY ECOSPAN® OR APPROVED ALTERNATIVE. BASIS OF DESIGN IS ECOSPAN®. DESIGN LOADS ARE AS NOTED ON STRUCTURAL FRAMING PLANS. FOR ADDITIONAL INFORMATION SEE STEEL FRAMING ANNOTATIONS. STEEL JOISTS SHALL BE DESIGNED IN ACCORDANCE WITH DESIGN LOADS NOTED ON PLANS AND S001. JOIST SHOP DRAWINGS SHALL BE SUBMITTED FOR APPROVAL. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A REGISTERED ENGINEER IN THE STATE OF DELAWARE. UNLESS SPECIFICALLY NOTED OTHERWISE ON THE DRAWINGS OR THE PROJECT SPECIFICATIONS, ROOF JOIST BRIDGING SHALL CONSIST OF "X-TYPE" ANGLES (L-1X1X1/8") WELDED TO JOIST CHORDS AT INTERSECTIONS. PROVIDE HORIZONTAL BRIDGING WHERE REQUIRED FOR MECHANICAL DUCTWORK. UNLESS SPECIFICALLY NOTED OTHERWISE ON THE DRAWINGS OR PROJECT SPECIFICATIONS, FLOOR JOIST BRIDGING SHALL CONSIST OF HORIZONTAL TYPE; WELDED TO TOP AND BOTTOM CHORDS OF JOISTS. ALL BRIDGING AND OTHER JOISTS BRACING MEMBERS SHALL BE INSTALLED AS SOON AS JOISTS HAVE BEEN ERECTED, AND BEFORE THE APPLICATION OF ANY METAL DECK OR CONSTRUCTION LOADS. SECURE ALL BRIDGING TO INTERSECTING WALLS, BEAMS AND OTHER MEMBERS AS REQUIRED, EVEN IF NOT SPECIFICALLY DETAILED ON THE DRAWINGS. CHORD SPLICES ARE NOT PERMITTED ON THE BOTTOM CHORDS. SPLICES ON THE TOP CHORDS SHALL BE REINFORCED WITH 1 1/2 -INCH DIAMETER X 0'-6" LONG STEEL RODS AT EACH JOIST ANGLE. NOTES: 1) SPECIAL INSPECTIONS SHALL BE PROVIDED BY THE OWNER (OR AS DESIGNATED IN THE CONTRACT DOCUMENTS) TO PROVIDE INSPECTIONS DURING CONSTRUCTION AS NOTED. 2) SPECIAL INSPECTIONS AND TESTING TO BE PROVIDED AT A FREQUENCY AS DESIGNATED IN THE CODE REFERENCE. 3) ADDITIONAL INSPECTION AND TESTING MAY BE REQUIRED, SEE NOTES AND SPECIFICATIONS. 4) DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION. REFUSAL TO CORRECT DISCRPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER / ARCHITECT PRIOR TO COMPLETION OF THAT PHASE OF WORK. 5) INSPECTION REPORTS SHALL BE SUBMITTED TO THE CONTRACTOR, OWNER AND ENGINEER / ARCHITECT. REPORTS SHALL DOCUMENT PERFORMED INSPECTIONS AND CORRECTED DISCRPANCIES. PROVIDE REPORTS A REGULAR INTERVALS DURING PROGRESS OF WORK. COMPONENT STRUCTURAL STEEL CODE REFERENCE AISC 360 STEEL CONSTRUCTION OTHER THEN STRUCTURAL STEEL CONCRETE CONSTRUCTION MASONRY CONSTRUCTION IBC 1704.3 & TABLE 1704.3 IBC 1704.4 & TABLE 1704.4 TMS 402 / ACI 330 / ASCE 5 & TMS 602 / ACI 530.1 / ASCE 7 INTERNATIONAL BUILDING CODE 2009 WOOD CONSTRUCTION SOILS IBC 1704.7 & TABLE 1704.7 IBC 1704.6 COMPONENT CODE REFERENCE WOOD WOOD AND TIMBER CONSTRUCTION SHALL COMPLY WITH REFERENCED OR LATEST EDITIONS OF THE FOLLOWING STANDARDS: 1) NATIONAL FOREST PRODUCTS ASSOCIATION: "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION." 2) AMERICAN INSTITUTE OF TIMBER CONSTRICTION: " TIMBER CONSTRUCTION MANUAL." 3) AMERICAN PLYWOOD ASSOCIATION: "PLYWOOD DESIGN SPECIFICATION." 4) AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS STRUCTURAL TIMBER SHALL BE STAMPED WITH A GRADE MARK IN ACCORDANCE WITH DOC PS 20 WITH MOISTURE CONTENT TO BE 19% MAXIMUM. JOISTS, HEADERS, TRIMMERS AND EXTERIOR AND INTERIOR BEARING WALL STUDS SHALL BE S.P.F. #2 OR BETTER. 4x4 & 6x6 P.T. POSTS SHALL BE S. PINE #2 OR BETTER GLU-LAMS (LAMINATED TIMBER) SHALL BE OF THE WIDTH AND DEPTH SPECIFIED ON THE PLANS. GLU-LAM MEMBERS SHALL BE ARCHITECTURAL GRADE GLUE LAMINATED SOUTHERN PINE IDENTIFIED BY GRADE MARK OF A LUMBER INSPECTION AGENCY. MEMBER SIZES SHALL BE AS NOTED ON THECORRESPONDING DRAWING. WOOD EXPOSED TO THE ELEMENTS, WOOD IN CONTACT WITH CONCRETE OR MASONRY, AND WOOD DESIGNATED "PRESERVATIVE TREATED" SHALL BE NO. 2 GRADE SOUTHERN PINE OR BETTER & PRESERVATIVE TREATED IN ACCORDANCE WITH AWPA U1 FOR THE SPECIES, PRODUCT, PRESERVATIVE AND END USE. FIELD CUT ENDS, NOTCHES AND DRILLED HOLES OF P.T. WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. LUMBER SCHEDULE (MINIMUM ALLOWABLE PROPERTIES) SPECIES f b (PSI) fv (PSI) E (KSI) S.G. GLULAM BEAMS (24FV5 SP/SP) 2,400 165 1,700 0.50 S. PINE #2 VARIES BY DIMENSIONS 0.50 GLULAM COLUMNS (#49N1M16) fby = 1,900 fbx = 1,800 fvy = 260 fvx = 300 1,700 0.55 BRICK AND CONCRETE MASONRY MASONRY WORK SHALL BE IN ACCORDANCE WITH THE LATEST SPECIFICATION OF "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530/ASCE 5/TMS 402) & SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530.1/ASCE 6/TMS 602)" AND APPLICABLE REQUIREMENTS OF BIA AND NCMA SPECIFICATION FOR CONCRETE MASONRY CONSTRUCTION (ACI 513). CONCRETE MASONRY UNITS (CMU) SHALL COMPLY WITH ASTM C-90, GRADE N, F'm = 1500PSI, NORMAL WEIGHT STRUCTURAL BRICK SHALL COMPLY WITH ASTM C26 & C-216 AS APPLICABLE. CONCRETE TO BE PLACED IN THE CELLS OF CMU (COARSE MASONRY GROUT), OR IN THE VOIDS OF BRICK MASONRY CONSTRUCTION, SHALL CONTAIN PEA GRAVEL (3/8-INCH DIAMETER MAX.) IN LIEU OF COARSE AGGREGATE. THE CONCRETE SHALL CONTAIN A HIGH-RANGE WATER REDUCER. SLUMP OF THE CONCRETE SHALL BE A MINIMUM OF 6-INCHES AND A MAXIMUM OF 9-INCHES. MASONRY CELLS TO BE REINFORCED AND FILLED WITH GROUT SHALL BE ALIGNED TO PROVIDE A CONTINUOUS UNOBSTRUCTED VERTICAL OPENING. CELLS OF UNITS TO BE REINFORCED SHALL BE FILLED WITH COARSE MASONRY GROUT. PROVIDE CONTINUOUS HORIZONTAL JOINT REINFORCING, "DUR-O-WAL" OR EQUIVALENT, IN ALL MASONRY WALLS AT 16" O.C. VERTICALLY, AT MORTAR JOINTS ABOVE AND BELOW AN OPENING, AND AT HORIZONTAL JOINTS WITH WALL TIES TO BEAMS. WHERE WALLS ABUT EACH OTHER AND AT OUTSIDE CORNERS, PROVIDE PREFABRICATED TEE-TYPE AND CORNER TRUSS TIES. DISCONTINUE JOINT REINFORCING AT CONTROL JOINTS. PROVIDE BENT BARS WITH LAP LEGS AT EVERY CORNER OR WALL INTERSECTION. REINFORCED MASONRY WALLS SHALL HAVE ALL HOLLOW CELLS FILLED WITH GROUT BELOW GRADE, ONLY CELLS CONTAINING REBAR NEED TO BE GROUTED ABOVE GRADE. CONCRETE MAY BE PLACED IN MAXIMUM VERTICAL LIFTS NOT TO EXCEED 4-FEET. ROUGHEN ALL SURFACES OF CONCRETE FILL WHICH ARE TO RECEIVE ADDITIONAL LIFTS ABOVE. SOLID MASONRY WALL TO HAVE "DUR-O-WALL" (OR APPROVED EQUAL) TRUSS TIES AT 16" O.C. VERTICALLY ABOVE GRADE AND 8" O.C. VERTICALLY BELOW GRADE. BRICK VENEER WALLS TO HAVE NON-CORROSIVE METAL TIES AT 16" O.C. VERTICALLY AND HORIZONTALLY AND COMPLY WITH ASTM A82 WITH A153, CLASS B-2 COATING. MINIMUM WIRE DIAMETER SHALL BE 0.1875 INCHES. PROVIDE WEEP HOLES AT 24" O.C. AT BASE FLASHING. PROVIDE MINIMUM 2 COURSES 8" x 16" SOLID BEARING AT BEAM AND HEADER BEARING POINTS IN CMU WALLS. MASONRY ANCHORS SHALL BE HOT DIPPED GALVANIZED STEEL. LINTELS SHALL BEAR A MINIMUM OF 8 INCHES AT EACH END ON A MINIMUM OF 8 INCH DEPTH OF BRICK OR SOLID MASONRY, UNLESS OTHERWISE NOTED. MORTAR SCHEDULE EXTERIOR ABOVE GRADE TYPE "S" EXTERIOR BELOW GRADE TYPE "M" INTERIOR TYPE "S" VENEER TYPE "N" SUBGRADE & BASE EARTHWORK AND SUBGRADE PREPARATION SHALL BE IN ACCORDANCE WITH APPLICABLE SECTIONS OF THE FOUNDATIONS AND SOILS INVESTIGATION (GEOTECHNICAL REPORT). IN LIEU OF A FOUNDATIONS AND SOILS INVESTIGATION, THE REQUIREMENTS OF THESE SPECIFICATIONS SHALL APPLY. WHERE CONFLICTS EXIST, THE MORE STRINGENT SHALL APPLY, UNLESS APPROVED IN WRITING BY THE GEOTECHNICAL ENGINEER AND STRUCTURAL ENGINEER. FOUNDATIONS SHALL BEAR ON UNDISTURBED SOIL OR CONTROLLED COMPACTED FILL HAVING AN ALLOWABLE BEARING CAPACITY OF AS NOTED ON PLAN OR GREATER. THE CONTRACTOR SHALL VERIFY THE ASSUMED BEARING CAPACITY OF THE BEARING SOILS IN THE FOOTING EXCAVATION PRIOR TO CASTING ANY FOOTINGS. FOOTING EXCAVATION SHALL BE INSPECTED BY THE BUILDING OFFICIAL AND/OR REGISTERED GEOTECHNICAL ENGINEER PRIOR TO POURING CONCRETE. WRITTEN VERIFICATION SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER. THE BOTTOM OF EXTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF 2'-0" BELOW FINISH GRADE FOR FROST PROTECTION. THE BOTTOM OF INTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF 1'-0" BELOW FINISH FLOOR. PLACE FOOTINGS ON FIRM, DRY, NON-FROZEN SUBGRADE. REMOVE SOFT SOILS ENCOUNTERED DURING EXCAVATION. SOILS, FOOTINGS, FOUNDATION WALLS AND SLABS SHALL NOT BE PLACED ON OR IN MARINE CLAY, PEAT OR OTHER ORGANIC MATERIALS. ENGINEERED FILL SHALL BE PLACED IN LAYERS NOT MORE THAN 8 INCHES IN LOOSE DEPTH FOR MATERIAL COMPACTED BY HEAVY COMPACTION EQUIPMENT AND NOT MORE THAN 4 INCHES IN LOOSE DEPTH FOR MATERIAL COMPACTED BY HAND-OPERATED TAMPERS. UNDER STRUCTURES, BUILDING SLABS, STEPS, AND PAVEMENTS, SCARIFY AND RECOMPACT TOP 12 INCHES OF EXISTING SUBGRADE AND EACH LAYER OF BACKFILL OR FILL SOIL MATERIAL. COMPACT SOIL MATERIALS TO NOT LESS THAN 95% OF MAXIMUM DRY UNIT WEIGHT ACCORDING TO ASTM D1557 (MODIFIED PROCTOR). ENGINEERED FILL SHALL BE BROUGHT TO WITHIN 2 PERCENT OF OPTIMUM MOISTURE CONTENT BEFORE COMPACTION. DO NOT PLACE BACKFILL OR FILL SOIL MATERIAL ON SURFACES THAT ARE MUDDY, FROZEN, OR CONTAIN FROST OR ICE. BACKFILL TRENCHES EXCAVATED UNDER FOOTINGS AND WITHIN 18 INCHES OF BOTTOM OF FOOTINGS WITH SATISFACTORY SOIL; FILL WITH CONCRETE TO ELEVATION OF BOTTOM OF FOOTINGS. ENGINEERED FILL SHALL COMPLY WITH ASTM D2487 SOIL CLASSIFICATION GROUPS GW, GP, GM, SW, SP, OR SM, AASHTO M 145 GROUPS A-1, A-2-4, A-2-5, OR A-3, OR A COMBINATION OF THESE GROUPS; FREE OF ROCK OR GRAVEL LARGER THAN 3 INCHES IN ANY DIMENSION, DEBRIS, WASTE, FROZEN MATERIALS, VEGETATION, AND OTHER DELETERIOUS MATTER. ENGINEERED FILL SHALL HAVE A LIQUID LIMIT OF 34 AND A PLASTICITY INDEX OF 7. SLABS ON GRADE SHALL BE SUPPORTED BY A DRAINAGE COURSE TO PROVIDE A CAPILLARY BREAK. DRAINAGE COURSE SHALL CONSIST OF A NARROWLY GRADED MIXTURE OF WASHED CRUSHED STONE, OR CRUSHED OR UNCRUSHED GRAVEL; ASTM D448; COARSE-AGGREGATE GRADING SIZE 57; WITH 100 PERCENT PASSING A 1-1/2-INCH SIEVE AND ZERO TO 5 PERCENT PASSING A NO. 8 SIEVE. PLACE DRAINAGE COURSE ON SUBGRADES FREE OF MUD, FROST, SNOW, OR ICE. CONTRACTOR TO IMMEDIATELY NOTIFY THE OWNERS REPRESENTATIVE & ENGINEER IF UNUSUAL SOIL CONDITIONS ARE FOUND. PROVIDE FREE DRAINING, GRANULAR BACKFILL WITH A MAXIMUM EQUIVALENT FLUID PRESSURE OF 30 PSF PER FOOT OF DEPTH AGAINST BASEMENT AND RETAINING WALLS. IF BACKFILL PRESSURE EXCEEDS 30 PSF, THEN WALL MUST BE DESIGNED FOR ACTUAL PRESSURES BY STRUCTURAL ENGINEER. PRE-ENGINEERED STAIRS AND GUARDRAILS CONTRACTOR SHALL FABRICATE, SUPPLY AND ERECT STAIRS AND RAILINGS. PROVIDE SHOP DRAWINGS TO INCLUDE, BUT NOT LIMITED TO: • BUILDING ELEVATIONS AND/OR PLANS TO SHOW THE LOCATION AND DESIGNATION OF EACH RAILING AND/OR STAIR. • SCALE PLANS (LAYOUT) AND ELEVATIONS (PROFILES)OF STAIR AND RAILING CONFIGURATIONS SHOWING ACTUAL DIMENSIONS, AND QUANITIES. DISTINGUISH SHOP AND FIELD ASEMBLED WORK. • DETAILS AND MATERIAL SCHEDULES FOR FABRICATION OF MEMBERS AND CONNECTIONS. DESIGN SHALL INCLUDE PROVISIONS FOR THERMAL MOVEMENT. STAIRS AND GUARDRAILS SHALL BE DESIGNED IN ACCORDANCE WITH THE LOADING REQUIREMENTS SPECIFIED IN THE CODE. PROVIDE STRUCTURAL CALCULATIONS FOR MEMBERS, CONNECTIONS AND ANCHORS. ASSUMPTIONS SHALL BE CLEARLY STATED AND REFERENCED AS APPROPRIATE. CALCULATIONS OR DRAWINGS SHALL BE SHALL BE PREPARED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED. COLD-FORMED METAL FRAMING DESIGN OF FRAMING MEMBERS SHALL CONFORM TO AISI SPECIFICATION FOR DESIGN OF COLD-FORMED STEEL MEMBERS. CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLETE DESIGN AND DETAILING OF ALL MEMBERS AND CONNECTIONS IN CONFORMANCE WITH THE GENERAL LAYOUT, PROPERTIES AND BASIC MEMBER SIZES SPECIFIED. SUBMIT CALCULATIONS AND COMPLETE SHOP DRAWINGS. ALL GALVANIZED STUDS, JOISTS AND TRACKS SHALL BE FORMED FROM STEEL THAT CORRESPONDS TO THE MINIMUM REQUIREMENTS OF ASTM A446, GRADE D, WITH A MINIMUM YIELD STRENGTH OF 50 ksi FOR MATERIAL 16 GAUGE & THICKER; AND GRADE A, 33 ksi FOR MATERIAL 18 GAUGE & THINNER. ALL STRUCTURAL MEMBERS SHALL BE DESIGNED IN ACCORDANCE WITH AMERICAN IRON AND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS." ALL STRUCTURAL MEMBERS SHALL BE ZINC COATED IN ACCORDANCE WITH ASTM A525. WALL STUD BLOCKING AND STRAPPING FOR AXIALLY LOADED STUDS SHALL BE INSTALLED IN A MANNER TO PROVIDE RESISTANCE TO BOTH MINOR AXIS BENDING AND ROTATION. BLOCKING AND STRAPPING ROWS SHALL BE EQUALLY SPACED NOT TO EXCEED MORE THAN 4'-0" ON CENTERS. WALL SHALL BE PERMANENTLY SHEATHED PER THE ARCHITECTURAL DRAWINGS. TRACKS SHALL BE COMPLETELY ANCHORED TO THE SUPPORTING STRUCTURE UNIFORMLY AND LEVEL. AT TRACK BUTT JOINTS, ABUTTING PIECES OF TRACK SHALL BE SECURELY ANCHORED TO A COMMON STRUCTURAL ELEMENT, OR THEY MAY BE BUTT WELDED OR SPLICED TOGETHER. AXIALLY LOADED STUDS SHALL BE INSTALLED IN A MANNER IN WHICH WILL ASSURE THAT EACH END IS BEARING AGAINST THE INSIDE WEB OF THE TRACK, PRIOR TO STUD AND TRACK ATTACHMENT. SPLICES IN AXIALLY LOADED STUDS SHALL NOT BE PERMITTED. ALL LOAD BEARING STUDS SHALL BE LATERALLY BRACED AT 48-INCHES ON CENTERS MAXIMUM WITH 1-1/2 INCH COLD-ROLLED CHANNELS. FASTEN CHANNEL STUD WITH 16 GA. CLIP WITH (2) #10 SCREWS TO CHANNEL AND (2) #10 SCREWS TO STUD. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS & CALCULATIONS FOR APPROVAL PRIOR TO ERECTION. PERGOLAS AND CANOPIES PERGOLAS AND CANOPIES SHALL BE DESIGNED IN ACCORDANCE WITH THE LOADING REQUIREMENTS SPECIFIED IN THE CODE. PROVIDE STRUCTURAL CALCULATIONS FOR MEMBERS, CONNECTIONS AND ANCHORS. ASSUMPTIONS SHALL BE CLEARLY STATED AND REFERENCED AS APPROPRIATE. CALCULATIONS OR DRAWINGS SHALL BE SHALL BE PREPARED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED. PROVIDE SHOP DRAWINGS TO INCLUDE, BUT NOT LIMITED TO: • BUILDING ELEVATIONS AND/OR PLANS TO SHOW THE LOCATION AND DESIGNATION OF EACH MEMBER. • LOADING CRITERIA USED FOR DESIGN AND REACTIONS ON BUILDING ELEMENTS. • DETAILS AND MATERIAL SCHEDULES FOR FABRICATION OF MEMBERS AND CONNECTIONS. SUSTAINABLE DESIGN CONSULTING SUSTAINABILITY CONSULTANT 1432 K STREET NW, 3RD FLOOR WASHINGTON, DC 20005 202-667-1620 fax 202-667-1622 DEDC, LLC FIRE PROTECTION, PLUMBING, MECHANICAL, AND ELECTRICAL ENGINEER 315 SOUTH CHAPEL STREET NEWARK, DELAWARE 19711 302-738-7172 fax: 302-738-7175 SCALE: DATE: DRAWN BY: PROJ MGR: PROJECT NO: PROJECT TITLE SHEET TITLE ISSUE BLOCK COPYRIGHT © 2020 PROFESSIONAL CERTIFICATION: I CERTIFY THAT THESE DOCUMENTS W ERE PREPARED OR APPROVED BY ME AND THAT I AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE STATE OF DELAWARE. LICENSE NO: EXPIRATION DATE: 18535 06/30/2022 NOTES MATERIALS DRAWING KEY SPECIAL INSPECTIONS ABBREVIATIONS COMPONENTS & CLADDING ANNOTATIONS Delaware 309 S Governors Ave Dover, DE 19904 302.734.7950 Maryland 312 West Main St, Suite 300 Salisbury, MD 21801 410.546.9100 North Carolina 3333 Jaeckle Drive, Suite 120 Wilmington, NC 28403 910.341.7600 www.beckermorgan.com Rittenhouse Station 250 South Main Street, Suite 109 Newarrk, DE 19711 302.369.3700 12" = 1'-0" 9/21/2020 1:56:07 PM C:\Users\helliott\Documents\201823000_STRUCT_CENTRAL_2019_helliottBMG.rvt S001 NOTES JIW HBE 07.22.2020 2018230.00 DOVER, DELAWARE DSWA ADMINISTRATION BUILDING WIND PRESURE (PSF) (+ PRESSURES ACT TOWARD SURFACE) EFFECTIVE AREA (SQ. FT.) 10 20 50 100 500 ZONE 1 2 3 4 5 ROOF WALL 2 OH 3 OH 5 5 5 5 4 4 a a a a GABLE ROOF WIND DIAGRAM 3 3 3 3 3 3 3 3 2 2 2 2 2 2 2 ASCE 7 - 05: CHAPTER 6, METHOD 1 MEAN ROOF HEIGHT: 30 FT ADJUSTMENT FACTOR (A.F.): 1.45 END ZONE DISTANCE (a): 4 FT ROOF ANGLE: 20 ° 15.1 - 23.9 13.6 - 23.2 11.9 - 22.3 10.6 - 21.6 15.1 13.6 11.9 10.6 15.1 13.6 11.9 10.6 26.1 24.9 23.3 22.2 26.1 24.9 23.3 22.2 19.4 19.4 - 41.6 - 38.3 - 33.8 - 30.5 - 61.5 - 57.4 - 52.2 - 48.1 - 28.3 - 27.1 - 25.5 - 24.4 - 34.9 - 32.6 - 29.4 - 27.1 - 48.6 - 48.6 - 48.6 - 48.6 - 81.8 - 73.8 - 63.2 - 55.2 - 21.6 - 21.6 Revision Schedule Mark Date Description 1 02/28/2020 ISSUE FOR PERMIT 2 09/22/2020 ISSUE FOR BID

Transcript of S001 › wp-content › uploads › ...designed and detailed by the structural steel fabricator. see...

  • VENEER

    CMU

    CONCRETE

    EARTH

    RIGID INSULATION

    STEEL

    PLYWOOD

    WOOD

    AGGREGATE

    GROUT

    TIMBER

    X2.0x2.0

    FOOTING TYPE

    FOOTING SIZE (SEE FOOTING SCHEDULE)

    FOOTING TYPEF - ISOLATEDCF - CONTINUOUSTD - TURNDOWNTS - THICKENED SLAB

    FOOTING ANNOTATIONS #

    x

    sxxx

    x

    sxxx

    x

    sxxx

    sw #

    EX

    P.

    GRID LINE SECTION

    ELEVATIONDETAILS IN PLANS & SECTIONS

    WALL TYPE EXISTING TO REMAIN

    SHEAR WALL CONTROL JOINT

    EXPANSION JOINTLIGHT GAUGE METAL CONNECTORS

    SHEAR WALL HOLDOWN

    FOUNDATION EXTENTS

    DESIGN LOADSAREA DEAD LOAD (PSF) LIVE LOAD (PSF) TOTAL LOAD (PSF)

    FIRST FLOOR SLAB 50 100 150

    SECOND FLOOR 70 100 170

    ROOF (TYP.) 15 30 45

    DESIGN LOADS

    DESIGN LOADS FOR THIS PROJECT ARE LISTED IN THE DESIGN LOAD TABLE BELOW BASED UPON"MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, (ASCE/SEI 7)", AMERICANSOCIETY OF CIVIL ENGINEERS.

    EQUIPMENT, INCLUDING MECHANICAL UNITS, SUPPORTED BY THE STRUCTURE WITH WEIGHTS INEXCESS OF 200 LBS, AND NOT SHOWN ON THE STRUCTURAL PLANS, SHALL BE BROUGHT TO THEATTENTION OF THE STRUCTURAL ENGINEER PRIOR TO INSTALLATION. CONTRACTOR SHALL COORDINATE FINAL MEP DRAWINGS AND CONFIRM MECHANICAL LOADS DO NOT EXCEED THELOADS SHOWN ON STRUCTURAL FRAMING PLANS.

    *ALTERNATE 2000# CONCENTRATED LOADFLOORS ARE DESIGNED FOR THE UNIFORMLY DISTRIBUTED LIVE LOADS NOTED ABOVE OR ACTUALCONCENTRATED LOADS, WHERE SUCH LOADING GOVERNS. LIVE LOAD REDUCTION AS PERINTERNATIONAL BUILDING CODE REQUIREMENTS.

    ADDITIONAL LOADS DUE TO SNOW DRIFT AND SLIDING SNOW HAVE BEENCONSIDERED WHERE APPLICABLE.

    GROUND SNOW LOAD Pg

    SNOW LOAD DESIGN DATA

    RAIN ON SNOW SURCHARGE -

    FLAT-ROOF SNOW LOAD Pf

    SNOW EXPOSURE FACTOR Ce

    SNOW LOAD IMPORTANCE FACTOR

    Is

    THERMAL FACTOR Ct

    25 PSF

    5 PSF

    23.1 PSF

    1

    1

    1.1

    SITE CLASS -

    SEISMIC LOAD DESIGN DATA

    RISK CATEGORY -

    IMPORTANCE FACTOR I

    MAPPED SPECTRAL RESPONSE ACCELERATION

    S

    SEISMIC DESIGN CATEGORY -

    BASIC STRUCTURAL SYSTEM

    BASIC SEISMIC FORCE RESISTING SYSTEM

    SEISMIC RESPONSE COEFFICIENT

    C

    RESPONSE MODIFICATION COEFFICIENT

    R

    ANALYSIS PROCEDURE

    DESIGN BASE SHEAR

    MAPPED SPECTRAL RESPONSE ACCELERATION

    DESIGN SPECTRAL RESPONSE ACCELERATION

    DESIGN SPECTRAL RESPONSE ACCELERATION

    E

    S

    S1

    SDS

    SD1

    S

    D

    II

    1

    0.17

    0.049

    0.182

    0.079

    D

    MOMENT- RESISTINGFRAME SYSTEM

    ORDINARY STEELMOMENT FRAMES

    EQUIV. LATERALFORCE

    0.56

    3.25

    41 K

    WIND SPEED V

    WIND LOAD DESIGN DATA

    WIND SPEED

    RISK CATEGORY -

    WIND EXPOSURE CATEGORY -

    DESIGN PROCEDURE

    ult

    Vasd

    -

    N/A

    100 MPH

    II

    C

    ASCE 7-05CH 6, PT 1

    ROOF (GREEN) 15 + 60 (GREEN) 30 105

    ROOF (w/ SOLAR PANELS) 30 5015 + 5 (SOLAR)

    STAIRS 100 12020

    CONCRETE (CAST-IN-PLACE)

    CONCRETE CONSTRUCTION SHALL COMPLY WITH REFERENCED OR LATEST EDITIONS OF THEFOLLOWING STANDARDS:

    1) "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318", AMERICAN CONCRETE INSTITUTE.

    2) "ACI MANUAL OF CONCRETE PRACTICE - PARTS 1 THROUGH 5 ", AMERICAN CONCRETE INSTITUTE.

    3) "MANUAL OF STANDARD PRACTICE", CONCRETE REINFORCING STEEL INSTITUTE.4) "ACI DETAILING MANUAL, SP-66", AMERICAN CONCRETE INSTITUTE.5) "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS, ACI 301", AMERICAN

    CONCRETE INSTITUTE.

    CONTRACTOR SHALL SUBMIT MIX DESIGNS ACCOMPANIED BY APPROPRIATE GRAPHS ANDBACKGROUND DATA FOR APPROVAL. MIX DESIGN SHALL INDICATE 7 AND 28 DAYS STRENGTHS,CEMENT CONTENT, AIR CONTENT, WATER-CEMENT RATIO, AMOUNT OF FINE AND COARSEAGGREGATES, AND ADMIXTURES. CONCRETE SHALL BE MADE IN ACCORDANCE WITH DESIGNMIXES WHICH ARE TO BE APPROVED BY THE ARCHITECT OR ENGINEER PRIOR TO CASTING ANYCONCRETE. MIXES SHALL BE IN ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE ACI 318.

    CONCRETE MATERIALS SHALL CONFORM TO ASTM CI50, TYPE I/II FOR PORTLAND CEMENT ANDASTM C33 FOR AGGREGATES. MIXES SHALL HAVE A MAXIMUM WATER/CEMENT RATIO OF 0.53 FORINTERIOR CONCRETE PROTECTED FROM FREEZING AND 0.45 FOR ALL EXTERIOR EXPOSEDCONCRETE. WATER-REDUCING ADMIXTURES SHALL CONFORM TO ASTM C494, TYPE A (FREE OFCALCIUM CHLORIDES), AIR-ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C260, ANDHIGH-RANGE WATER REDUCERS (SUPER-PLASTICIZERS) SHALL CONFORM TO ASTM C494, TYPE F.FLY ASH SHALL COMPLY WITH ASTM C619 FOR CLASS F AND SHALL NOT BE PROPORTIONED INMIXES WITH MORE THAN 30% CEMENT BY WEIGHT. USE OF ADDITIVES SHALL NOT BE PERMITTEDUNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. USE OF ADDITIVESCONTAINING CALCIUM CHLORIDE SHALL NOT BE PERMITTED. DO NOT USE HIGH-RANGE WATERREDUCING ADMIXTURES IN AIR-ENTRAINED CONCRETE. ADDITION OF WATER TO THE CONCRETE AT THE JOB SITE FOR THE PURPOSE OF INCREASINGTHE SLUMP OR FOR RETEMPERING THE CONCRETE WHICH HAS BEGUN TO SET IS STRICTLYPROHIBITED.

    LIQUID-MEMBRANE CURING COMPOUNDS SHALL BE HIGH-SOLIDS, WATER AND ACRYLIC-BASED,COMPLYING WITH ASTM C309 AS TESTED UNDER ASTM C156.

    EXPOSED CONCRETE BEAMS, WALLS AND COLUMNS SHALL HAVE CHAMFERED EDGES.

    ALL CONCRETE WORK, REINFORCING PLACEMENT, FORMWORK AND SHORING SHALL BEINSPECTED UNDER THE SUPERVISION OF A REGISTERED PROFESSIONAL ENGINEER.CONCRETE QUALITY CONTROL, INSPECTION AND TESTING SHALL BE IN STRICTACCORDANCE WITH THE PROJECT SPECIFICATIONS, AS WELL AS LOCAL BUILDING CODEREQUIREMENTS.

    REINFORCING BARS SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, GRADE 60.WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064. BARS SHALL BE BRANDED BY THEMANUFACTURER WITH BAR SIZE AND GRADE OF STEEL AND CERTIFIED MILL REPORTS SHALL BESUBMITTED FOR RECORD. REINFORCING STEEL SHALL BE DETAILED FABRICATED, AND PLACEDIN ACCORDANCE WITH ACI 318, ACI 315, AND CRSI STANDARDS.

    WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064, GRADE 60. LAP WELDED WIRE FABRICONE FULL MESH AT ENDS AND SIDES.

    ALL REINFORCING STEEL (INCLUDING WELDED WIRE FABRIC) SHALL BE SECURELY TIED ANDANCHORED IN PLACE TO PREVENT DISLOCATION DURING THE PLACING OPERATION.

    REINFORCING STEEL SHALL BE CLEAN OF MUD, DEBRIS, LOOSE RUST, CEMENT, GROUT, OR ANYOTHER MATERIAL WHICH MAY INHIBIT THE BOND BETWEEN THE STEEL AND CONCRETE.

    PROVIDE CORNER BARS AT JUNCTIONS OF CONCRETE WALLS, GRADE BEAMS AND WALLFOOTINGS AND LAP WITH WALL REINFORCING AS SHOWN IN TYPICAL DETAILS. SIZE ANDSPACING OF CORNER BARS TO BE SAME AS HORIZONTAL WALL REINFORCING, UNLESS SHOWNOTHERWISE. WHERE CONTINUOUS BARS ARE CALLED FOR, THEY SHALL RUN CONTINUOUSLYAROUND CORNERS AND LAPPED AS NECESSARY. PROVIDE STANDARD HOOKS ATDISCONTINUOUS ENDS. PROVIDE DOWELS BETWEEN ALL FOOTINGS, WALLS AND PIERS TOMATCH SIZE AND SPACING OF VERTICAL REINFORCING. LAPS SHALL BE A MINIMUM OF 36 BARDIAMETERS OR PER LAP TABLE. TENSION AND COMPRESSION LAP SPLICES SHALL NOT BE LESSTHAN THE SPLICE LENGTHS AS GIVEN IN ACI-318. GENERALLY LAP TOP BARS AT MID SPAN ANDBOTTOM BARS AT SUPPORTS. PROVIDE PLACING ACCESSORIES IN ACCORDANCE WITH ACIRECOMMENDATIONS.

    REINFORCEMENT FOR SLABS ON GRADE SHALL BE SUPPORTED IN PLACE PRIOR TO PLACINGCONCRETE. PLACE CONCRETE OVER 6 MIL. POLYETHYLENE VAPOR BARRIER AND 4 INCHESMINIMUM OR COURSE AGGREGATE OR AS RECOMMENDED BY GEOTECHNICAL ENGINEER. THEAGGREGATE LAYER SHALL BE PLACED OVER APPROVED SUBGRADE.

    POUR SLABS ON GRADE IN ALTERNATE PANELS WITH A MAXIMUM OF 600 SF AND PROVIDECONTROL AND KEYED CONSTRUCTION JOINTS AT 15'-0" MAXIMUM OR AS REQUIRED TO PREVENTUNCONTROLLED CRACKING.PROVIDE DIAMOND OR ROUND SHAPE ISOLATION JOINTS AROUNDCOLUMN BASES. POUR CONCRETE INTO ISOLATION JOINTS AROUND COLUMN BASES AFTERSLAB ON GRADE IS POURED. CONCRETE FOR SLABS-ON-GRADE SHALL BE PLACED IN ASEQUENCE AND MANNER THAT IS CONSISTENT WITH THE RECOMMENDATIONS OF THEAMERICAN CONCRETE INSTITUTE. LOCATE CONSTRUCTION AND CONTROL JOINTS IN SUCH AWAY TO MINIMIZE THE EFFECTS OF SHRINKAGE OF THE CONCRETE SLAB SECTIONS. SUBMIT TOTHE ARCHITECT/ENGINEER THE SEQUENCE AND METHOD OF CASTING CONCRETESLABS-ON-GRADE PRIOR TO PLACING THESE ELEMENTS.

    SLAB CONTROL JOINTS: SAW CUT OR FORM TO 1/3 SLAB DEPTH. SPACE NO MORE THAN 15 FEETAPART. DISCONTINUE REINFORCEMENT AT CONTROL JOINTS. PROVIDE JOINTS ON GROUNDSUPPORTED SLABS IN RECTANGULAR CONFIGURATION, WITH THE LONGER SIDE NO MORE THANONE-AND-ONE-HALF TIMES THE LENGTH OF THE SHORTER SIDE.

    SLAB ISOLATION JOINTS: PROVIDE PRE-MOLDED JOINT FILLER AROUND ALL PIPING, PIERS ANDFOUNDATION WALLS.

    THE CONTRACTOR SHALL BE RESPONSIBLE FOR FURNISHING AND INSTALLING ANCHOR BOLTS,CLIPS, INSERTS, CONNECTION PLATES, SLEEVES, SLOTS AND OTHER REQUIRED ITEMS INACCORDANCE WITH THE CONTRACT DRAWINGS, AND IN COOPERATION WITH OTHER TRADESPRIOR TO PLACING CONCRETE.

    MINIMUM CLEARANCES

    (COVER) FOR REINFORCEMENT

    FOOTING AND CONCRETECAST AGAINST EARTH

    3"

    FORMED CONCRETEEXPOSED TO EARTH OR

    WEATHER2"

    FORMED CONCRETE NOTEXPOSED TO EARTH OR

    WEATHER(SLABS, WALLS & JOISTS)

    3/4"

    FORMED CONCRETE NOTEXPOSED TO EARTH OR

    WEATHER(BEAMS & COLUMNS)

    11/2"

    SLABS ON GRADE, W.W.F.

    LESSER OFMID-DEPTH

    OR 2" BELOWSURFACE

    MINIMUM CONCRETE PROPERTIES

    LOCATION F'c@28 DAYS SLUMP

    FOOTINGS, GRADE BEAMS,FDN. WALS AND PILE CAPS

    3000 PSI 4" ±1"

    SLABS ON GRADE 3500 PSI 4" ±1"

    ELEVATED, FORMED

    CONCRETE4500 PSI

    4" ±1"

    (7" ±1" FORPUMPED CONCRETE)

    EXTERIOR AND CONCRETE EXPOSED TO WEATHER SHALL BE AIR ENTRAINED TO ± 6%.

    FOUNDATION

    WHERE REQUIRED, STEP FOOTINGS IN A RATIO OF 2 HORIZONTAL TO 1 VERTICAL.

    ANCHOR BOLTS SHALL BE MAX. 12" FROM PLATE ENDS, MINIMUM OF (2) PER PLATE SECTION.

    1/2" WATERPROOF PARGING OR BITUMINOUS WATERPROOFING SHALL BE APPLIED TO FOUNDATIONWALLS U.N.O.

    FOUNDATION DRAINS ARE THE RESPONSIBILITY OF THE ARCHITECT OR CONTRACTOR UNLESSSHOWN ON THE STRUCTURAL DRAWINGS.

    STEEL

    FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THELATEST SPECIFICATION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION STEELCONSTRUCTION MANUAL.

    STRUCTURAL STEEL SHALL CONFORM TO:WF BEAMS ASTM A992 (50KSI)RECT. HSS ASTM A500 GRADE B (46KSI)ROUND HSS ASTM A500 GRADE B (42KSI)STEEL PIPE ASTM A53 GRADE B (35KSI)PLATES, ANGLES & CHANNELS ASTM A36 (36KSI)

    BOLTS ASTM A325-N (3/4" ∅ U.N.O.)

    ANCHOR BOLTS ASTM F1554 GRADE 36

    PROVIDE WELDED CONNECTIONS TYPICALLY UNLESS OTHERWISE NOTED.

    WELDING ELECTRODES SHALL BE E70 SERIES.

    WELDS SHALL BE MADE ONLY BY WELDERS WHO HAVE BEEN PREQUALIFIED BY TESTS OF THEAMERICAN WELDING SOCIETY, PRESCRIBED IN THE STRUCTURAL WELDING CODE," AWS DI.I(LATEST EDITION).

    ANY CONNECTION NOT SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS SHALL BEDESIGNED AND DETAILED BY THE STRUCTURAL STEEL FABRICATOR. SEE THE TYPICAL BEAMCONNECTION DETAILS ON THE DRAWINGS.

    CONNECTIONS SHALL BE AISC STANDARD.

    PROVIDE BASE PLATE FOR ALL STRUCTURAL STEEL BEAMS BEARING ON CONCRETE OR MASONRY.GROUT FOR SETTING BEARING SURFACES SHALL BE NON-SHRINK, NOT-STAINING.

    ALL STEEL SUPPORT COLUMNS SHALL BEAR DIRECTLY ON MASONRY OR CONCRETE FOUNDATIONSYSTEMS.

    MISCELLANEOUS STRUCTURAL STEEL SHALL CONFORM TO THE LATEST EDITION OF THE AISC"SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FORBUILDINGS", AND SHALL BE ASTM A36. BOLTS SHALL BE HIGH STRENGTH 3/4" DIAMETERCONFORMING TO ASTM A325. WELDING SHALL BE DONE ONLY BY CERTIFIED WELDERS. WELD INACCORDANCE WITH THE AWS "STANDARD CODE FOR ARC AND GAS WELDING IN BUILDINGCONSTRUCTION". STRUCTURAL STEEL SURFACES CAST INTO CONCRETE SHALL BE UNPAINTED.

    SUBMIT STRUCTURAL STEEL SHOP DRAWINGS SHOWING COMPLETE DIMENSIONS AND DETAILS FOR APPROVAL PRIOR TO FABRICATION. THE STRUCTURAL STEEL SUBCONTRACTOR SHALL BERESPONSIBLE FOR CHECKING, VERIFICATION, AND FOR COORDINATION OF DIMENSIONS ANDDETAILS WITH THE STRUCTURAL AND OTHER PORTIONS OF THE CONTRACT DRAWINGS. THESTRUCTURAL CONTRACT DRAWINGS SHALL NOT BE REPRODUCED AS SHOP DRAWINGS UNLESSTHE STRUCTURAL ENGINEER'S APPROVAL IS OBTAINED IN WRITING.

    STEEL SHOP DRAWINGS SHALL INCLUDE ALL STEEL FABRICATED WOOD CONNECTIONS. CONTRACTOR SHALL SUBMIT SAMPLE CONNECTIONS TO ARCHITECT AND ENGINEER FOR APPROVAL. SAMPLE CONNECTIONS SHALL BE MOCKED UP AND INCLUDE BOLTS AND TIMBER.

    MISCELLANEOUS ITEMS

    THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL SAFETY REGULATIONS, PROGRAMS ANDPRECAUTIONS RELATED TO ALL WORK ON THIS PROJECT AND FOR THE PROTECTION OF PERSONSAND PROPERTY EITHER ON OR ADJACENT TO THE PROJECT AND SHALL PROTECT SAME AGAINSTINJURY, DAMAGE OR LOSS.

    THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOAD IMPOSEDON THE STRUCTURE. SUCH LOADS SHALL NOT EXCEED THE CAPACITY OF THE STRUCTURE AT ANYTIME. THE STRUCTURAL INTEGRITY OF THE BUILDING IS DEPENDANT UPON COMPLETIONACCORDING TO PLANS AND SPECIFICATIONS. THE STRUCTURAL ENGINEER ASSUMES NO LIABILITYFOR THE STRUCTURE DURING CONSTRUCTION. THE METHOD OF CONSTRUCTION AND SEQUENCEOF OPERATIONS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALLSUPPLY ANY NECESSARY SHORING, BRACING, GUYS, ETC., TO PROPERLY BRACE THE STRUCTUREAGAINST WIND, DEAD AND LIVE LOADS UNTIL THE BUILDING IS COMPLETED ACCORDING TO THEPLANS AND SPECIFICATIONS. CONTRACTOR SHALL NOT PLACE BACK FILL AGAINST BASEMENTWALLS UNTIL THE FLOOR SYSTEM IS COMPLETELY INSTALLED OR CONTRACTOR HAS PROVIDEDADEQUATE SHORING AND BRACING. ANY QUESTIONS REGARDING TEMPORARY SHORINGREQUIREMENTS SHOULD BE FORWARDED TO THE STRUCTURAL ENGINEER FOR REVIEW.

    THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION, AND ANY TEMPORARYBRACING OR SUPPORT REQUIRED TO ACCOMMODATE THE CONTRACTOR'S MEANS AND METHODSARE THE RESPONSIBILITY OF THE CONTRACTOR.

    THE CONTRACTOR IS TO VERIFY ALL OPENING SIZES AND LOCATIONS WITH THE REQUIREMENTS OFOTHER TRADES PRIOR TO FABRICATION AND ERECTION.

    STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE ARCHITECTURAL,MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS, AND THE CONTRACTOR SHALL BERESPONSIBLE FOR SEEING THAT THE WORK OF ALL TRADES IS COORDINATED WITH ADJACENTWORK.

    EARTH RETAINING WALLS, OTHER THAN CANTILEVERED TYPE WALLS, SHALL BE ADEQUATELYBRACED UNTIL CONCRETE FOR SUPPORTING SLABS HAS BEEN PLACED AND ALL CONCRETE HASCURED.

    THE CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGNING, FURNISHING, ERECTING ANDREMOVING ANY TEMPORARY SHORING AND BRACING DURING CONSTRUCTION

    THE ARCHITECT AND ENGINEER SHALL BE NOTIFIED AT THE PROPER TIME WHEN ALL ITEMS AREREADY FOR OBSERVATION. SUFFICIENT NOTICE SHALL BE GIVEN BY THE CONTRACTOR TO ALLOWFOR SCHEDULING OF OBSERVATIONS.

    SAFETY REGULATIONS SHALL BE STRICTLY FOLLOWED BY THE CONTRACTOR OR SUBCONTRACTORDURING ALL TIMES OF WORK ON THIS PROJECT. THE ARCHITECT OR ENGINEER SHALL NOT HAVECONTROL OR CHARGE OF, AND SHALL NOT BE RESPONSIBLE FOR CONSTRUCTION MEANS,METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES, FOR SAFETY PRECAUTIONS ANDPROGRAMS IN CONNECTION WITH THE WORK, FOR ACTS OF OMISSIONS OF THE CONTRACTOR,SUBCONTRACTORS, OR ANY OTHER PERSONS PERFORMING ANY OF THE WORK IN ACCORDANCEWITH THE CONTRACT DOCUMENTS.

    ALL SPECIALTY BOLTS, INCLUDING EXPANSION TYPE AND EPOXY TYPE ANCHORS SHALL BEINSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTRUCTIONS.

    THE CONTRACTOR SHALL PROTECT FROM DAMAGES EXISTING BUILDING(S), OWNER EQUIPMENT,ROADS, WALKS AND UTILITIES. THE CONTRACTOR SHALL MAINTAIN THESE DURING THE COURSEOF THE WORK, AND SHALL REPAIR ALL DAMAGES AT NO ADDITIONAL EXPENSE TO THE OWNER.

    IN AREAS WHERE THE DRAWINGS DO NOT ADDRESS METHODOLOGY, THE CONTRACTOR SHALL BEBOUND TO PERFORM IN STRICT COMPLIANCE WITH MANUFACTURER'S SPECIFICATIONS AND/ORRECOMMENDATIONS.

    ON-SITE VERIFICATION OF ALL DIMENSIONS AND CONDITIONS SHALL BE THE RESPONSIBILITY OFTHE GENERAL CONTRACTOR AND HIS SUBCONTRACTORS. NOTED DIMENSIONS SHALL TAKEPRECEDENCE OVER SCALE.

    THE GENERAL NOTES AND TYPICAL DETAILS APPLY THROUGHOUT THE JOB UNLESS OTHERWISENOTED OR SHOWN.

    THE CONTRACTOR SHALL COMPARE AND COORDINATE ALL DRAWINGS. IF A DISCREPANCY EXISTS,HE SHALL PROMPTLY REPORT IT FOR PROPER ADJUSTMENT BEFORE PROCEEDING WITH THEWORK.

    IN THE EVENT THAT CERTAIN FEATURES OF THE CONSTRUCTION ARE NOT FULLY SHOWN ON THEDRAWINGS, THEIR CONSTRUCTION SHALL BE OF THE SAME CHARACTER AS SIMILAR CONDITIONSTHAT ARE SHOWN OR NOTED.

    THESE PLANS ARE SUBJECT TO MODIFICATIONS AS NECESSARY TO MEET CODE REQUIREMENTSOR TO FACILITATE MECHANICAL, PLUMBING INSTALLATIONS OR TO INCORPORATE DESIGNIMPROVEMENTS.

    DO NOT BUILD OVER GAS LINES OR ENCLOSE THE METER. CONSULT THE LOCAL GAS COMPANYPRIOR TO CONSTRUCTION.

    CHIMNEY SHALL EXTEND AT LEAST 2 FEET HIGHER THAN ANY PORTION OF THE BUILDING WITHIN10 FEET, BUT SHALL NOT BE LESS THAN 3 FEET ABOVE THE POINT WHERE IT PASSES THROUGHTHE ROOF.

    DECKS ARE NOT APPROVED FOR FUTURE HOT TUB INSTALLATION.

    GOVERNING CODES

    THIS PROJECT SHALL COMPLY WITH THE "INTERNATIONAL BUILDING CODE", INTERNATIONAL CODE

    COUNCIL, INC., 2009 EDITION, INCLUDING SPECIFICATIONS REFERENCED WITHIN. USE THE REFERENCED OR LATEST EDITIONS UNLESS NOTED OTHERWISE. MANUFACTURER SPECIFICATION AND LOCAL CODE REQUIREMENTS, WHEN IN EXCESS OF MINIMUM SPECIFICATION, SHALL CONTROL.

    ARCH.

    BLK.

    BM.

    C.A.

    CHAM.

    CLG.

    COL.

    CONC.

    CMU

    CNST. JNT.

    CONT.

    CTR.

    C.J.

    DBL.

    DIA.

    DIM.

    DWG.

    EA.

    E.E.

    EL.

    EQ.

    EX.

    EXP.

    EXT.

    FDN.

    FLR.

    F.O.C.

    F.O.F.

    F.O.S.

    GA.

    GALV.

    G.T.

    ARCHITECTURAL

    BLOCKING

    BEAM

    COLUMN ABOVE

    CHAMFER

    CEILING

    COLUMN

    CONCRETE

    CONCRETE MASONRY UNIT

    CONSTRUCTION JOINT

    CONTINUOUS

    CENTER

    CONTROL JOINT

    DOUBLE

    DIAMETER

    DIMENSION

    DRAWING

    EACH

    EACH END

    ELEVATION

    EQUAL

    EXISTING

    EXPANSION

    EXTERIOR

    FOUNDATION

    FLOOR

    FACE OF CONCRETE

    FACE OF FINISH

    FACE OF STUDS

    GAUGE

    GALVANIZED

    GIRDER TRUSS

    H.C.

    HORIZ.

    INT.

    JNT.

    PWD.

    RAD. OR R.

    SCHED.

    SHT.

    SQ.

    STD.

    STL.

    STRUCT.

    T. & G.

    HOLLOW CORE

    HORIZONTAL

    INTERIOR

    JOINT

    PLYWOOD

    RADIUS

    SCHEDULE

    SHEET

    SQUARE

    STANDARD

    STEEL

    STRUCTURAL

    TONGUE & GROOVE

    E.S. EACH SIDE

    D.J. DOUBLE JOIST

    P.T. PRESERVATIVE TREATED

    Ø

    A.B.

    B.F.F.

    BLDG.

    BL

    BO

    B.O.S.

    BRG.

    E.J.

    E.W.

    J.B.E.

    ℄ CENTERLINE

    DIAMETER

    ANCHOR BOLT

    BELOW FINSH FLOOR

    BUILDING

    BLOCK LINTEL

    BOTTOM OF

    BOTTOM OF STEEL

    BEARING

    EXPANSION JOINT

    EACH WAY

    JOIST BEARING ELEVATION

    JST.

    KSI

    PSF

    PSI

    QTY.

    REF.

    JOIST

    KIPS PER SQUARE INCH

    POUNDS PER SQUARE FOOT

    POUNDS PER SQUARE INCH

    REFER TO

    REINFORCED

    A.F.F. ABOVE FINISH FLOOR

    F.S. FAR SIDE

    FTG. FOOTING

    G.C. GENERAL CONTRACTOR

    GR.

    GWB

    GRADE

    GYPSUM WALL BOARD

    H HEIGHT

    HSA HEADED STUD ANCHOR

    HSS HOLLOW STRUCTURAL SHAPE

    I.D.

    I.F.

    INSIDE DIAMETER

    INSIDE FACE

    INFO

    ISO

    INFORMATION

    ISOLATED

    I.D.

    I.F.

    INSIDE DIAMETER

    INSIDE FACE

    QUANTITY

    REINF.

    REQUIREDREQD

    REVERSEREV.

    ROUGH OPENINGR.O.

    ROOF TOP UNITR.T.U.

    THICKNESSTHK

    TOP OFT.O.

    TOP OF BEAMT.O.B.

    TOP & BOTTOMT & B

    SIMILARSIM.

    SPECIFICATIONSSPECS

    TOP OF CONCRETET.O.C.

    TOP OF FOOTINGT.O.F.

    TOP OF GRADE BEAMT.O.G.B.

    TOP OF MASONRYT.O.M.

    TOP OF PAVINGT.O.P.

    TOP OF STEEL OR SLABT.O.S.

    TOP OF WALLT.O.W.

    TRANSVERSETRANS

    TYPICAL

    UNLESS NOTED OTHERWISE

    VERTICAL

    VERIFY IN FIELD

    TYP.

    U.N.O.

    VERT.

    V.I.F.

    WIDTH

    WITH

    W

    w/

    WD.

    w/o

    WOOD

    WITHOUT

    WP WORK POINT

    HANGER

    N/A

    O.C.

    O.F.

    O.D.

    OPP.

    NOT APPLICABLE

    ON CENTER

    OUTSIDE FACE

    OUTSIDE DIAMETER

    OPPOSITE

    L

    L.L.H.

    L.L.V.

    LONG.

    MAX

    MECH

    MFR

    MIN

    MISC.

    M.O.

    MTL.

    N.I.C.

    NO.

    N.S.

    N.T.S.

    OSL

    P.A.F.

    PC

    PCF

    PL

    PLF

    LENGTH

    LONG LEG HORIZONTAL

    LONG LEG VERTICAL

    LONGITUDINAL

    MAXIMUM

    MECHANICAL

    MANUFACTURER

    MINIMUM

    MISCELLANEOUS

    MASONRY OPENING

    METAL

    NOT IN CONTRACT

    NUMBER

    NEAR SIDE

    NOT TO SCALE

    OUTSTANDING LEG

    POWDER ACTUATED FASTENER

    PRECAST

    POUNDS PER CUBIC FOOT

    PLATE

    POUNDS PER LINEAR FOOT

    TCX TOP CHORD EXTENSION

    METAL DECKING

    FASTENING INSTRUCTIONS SHALL APPEAR ON THE SUPPLIER'S SHOP DRAWINGS SUBMITTAL. SEETHE PROJECT SPECIFICATIONS AND ROOF PLAN NOTES FOR OTHER REQUIREMENTS OF THESESUBMITTALS. WELDING OF ROOF DECK FOR ATTACHMENT IS PERMITTED ONLY AT PERIMETERWALLS.

    DESIGN, FABRICATION, AND ERECTION OF METAL DECK SHALL BE IN ACCORDANCE WITH THELATEST OF APPLICABLE ( "SPECIFICATION OF THE STEEL DECK INSTITUTE").

    SPECIFIED DECK HAS BEEN DESIGNED TO BE CONTINUOUS OVER 3 SPANS MINIMUM. FOR ONE OR TWO SPAN CONDTIONS PROVIDE HEAVIER GUAGE OR PROVIDE TWO LAYERS TO SUPPORT APPLICABLE LOADS. MAKE CONNECTIONS AFTER PLACEMENT OF DOUBLE LAYERS.

    METAL ROOF DECK SHALL ACT AS A DIAPHRAM. SEE SECHDULE FOR ATTACHMENT PATTERN.

    WELD WITH E60XX RODS WHERE WELDING IS REQUIRED. PROVIDE WELDING WASHERS WHERE SPECIFIED OR FOR DECK LIGHTER THEN 22 GAUGE. WELDING SHALL CONFORM TO AWS D1.3. WELDS OR BURNED AREAS SHALL BE CLEANED AND COATED SIMILAR TO DECK COATING.

    BRICK AND CONCRETE MASONRY

    MASONRY WORK SHALL BE IN ACCORDANCE WITH THE LATEST SPECIFICATION OF "BUILDING CODEREQUIREMENTS FOR MASONRY STRUCTURES (ACI 530/ASCE 5/TMS 402) & SPECIFICATIONS FORMASONRY STRUCTURES (ACI 530.1/ASCE 6/TMS 602)" AND APPLICABLE REQUIREMENTS OF BIA ANDNCMA SPECIFICATION FOR CONCRETE MASONRY CONSTRUCTION (ACI 513).

    CONCRETE MASONRY UNITS (CMU) SHALL COMPLY WITH ASTM C-90, GRADE N, F'm = 1500PSI, NORMAL WEIGHT

    CONCRETE TO BE PLACED IN THE CELLS OF CMU (COARSE MASONRY GROUT), OR IN THE VOIDS OFBRICK MASONRY CONSTRUCTION, SHALL CONTAIN PEA GRAVEL (3/8-INCH DIAMETER MAX.) IN LIEU OF COARSE AGGREGATE. THE CONCRETE SHALL CONTAIN A HIGH-RANGE WATER REDUCER.

    MASONRY CELLS TO BE REINFORCED AND FILLED WITH GROUT SHALL BE ALIGNED TO PROVIDE ACONTINUOUS UNOBSTRUCTED VERTICAL OPENING. CELLS OF UNITS TO BE REINFORCED SHALL BEFILLED WITH COARSE MASONRY GROUT.

    PROVIDE BENT BARS WITH LAP LEGS AT EVERY CORNER OR WALL INTERSECTION.

    REINFORCED MASONRY WALLS SHALL HAVE ALL HOLLOW CELLS FILLED WITH GROUT BELOWGRADE, ONLY CELLS CONTAINING REBAR NEED TO BE GROUTED ABOVE GRADE. CONCRETE MAYBE PLACED IN MAXIMUM VERTICAL LIFTS NOT TO EXCEED 4-FEET. ROUGHEN ALL SURFACES OFCONCRETE FILL WHICH ARE TO RECEIVE ADDITIONAL LIFTS ABOVE.

    PROVIDE MINIMUM 2 COURSES 8" x 16" SOLID BEARING AT BEAM AND HEADER BEARING POINTS INCMU WALLS.

    MASONRY ANCHORS SHALL BE HOT DIPPED GALVANIZED STEEL.

    MORTAR SCHEDULE

    EXTERIOR ABOVE GRADE TYPE "S"

    EXTERIOR BELOW GRADE TYPE "M"

    INTERIOR TYPE "S"

    VENEER TYPE "N"

    BAR JOIST

    12K1

    NOMINAL DEPTH

    JOIST TYPE

    CHORD SIZE

    STEEL FRAMING ANNOTATIONS

    W12X24 (X) C= x/x"

    MOMENT CONNECTION

    AISC SHAPE DESIGNATION

    # HEADED STUDS

    CAMBER

    STEEL BEAM

    * BOTTOM CHORD EXTENSION

    COMPOSITE JOIST

    30EXX/XX/XX

    NOMINAL DEPTH

    COMPOSITE (ECOSPAN) JOIST

    TOTAL LOAD (PLF)

    COMPOSITE LIVE LOAD (PLF)

    COMPOSITE DEAD LOAD (PLF)*

    BOTTOM CHORD EXTENSION

    STEEL JOISTS

    STEEL JOISTS SHALL CONFORM AND BE INSTALLED ACCORDING TO THE REQUIREMENTS OF THESTEEL JOISTS INSTITUTE'S "STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOISTS, K-SERIES."

    STEEL JOISTS SHALL BE FURNISHED BY A STEEL JOIST INSTITUTE MEMBER.

    COMPOSITE STEEL JOISTS SHALL BE DESIGNED BY ECOSPAN® OR APPROVED ALTERNATIVE. BASIS OF DESIGN IS ECOSPAN®. DESIGN LOADS ARE AS NOTED ON STRUCTURAL FRAMING PLANS. FOR ADDITIONAL INFORMATION SEE STEEL FRAMING ANNOTATIONS.

    STEEL JOISTS SHALL BE DESIGNED IN ACCORDANCE WITH DESIGN LOADS NOTED ON PLANS AND S001. JOIST SHOP DRAWINGS SHALL BE SUBMITTED FOR APPROVAL. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A REGISTERED ENGINEER IN THE STATE OF DELAWARE.

    UNLESS SPECIFICALLY NOTED OTHERWISE ON THE DRAWINGS OR THE PROJECT SPECIFICATIONS,ROOF JOIST BRIDGING SHALL CONSIST OF "X-TYPE" ANGLES (L-1X1X1/8") WELDED TO JOIST CHORDSAT INTERSECTIONS. PROVIDE HORIZONTAL BRIDGING WHERE REQUIRED FOR MECHANICALDUCTWORK.

    UNLESS SPECIFICALLY NOTED OTHERWISE ON THE DRAWINGS OR PROJECT SPECIFICATIONS,FLOOR JOIST BRIDGING SHALL CONSIST OF HORIZONTAL TYPE; WELDED TO TOP AND BOTTOMCHORDS OF JOISTS.

    ALL BRIDGING AND OTHER JOISTS BRACING MEMBERS SHALL BE INSTALLED AS SOON AS JOISTSHAVE BEEN ERECTED, AND BEFORE THE APPLICATION OF ANY METAL DECK OR CONSTRUCTIONLOADS. SECURE ALL BRIDGING TO INTERSECTING WALLS, BEAMS AND OTHER MEMBERS ASREQUIRED, EVEN IF NOT SPECIFICALLY DETAILED ON THE DRAWINGS.

    CHORD SPLICES ARE NOT PERMITTED ON THE BOTTOM CHORDS. SPLICES ON THE TOP CHORDSSHALL BE REINFORCED WITH 1 1/2 -INCH DIAMETER X 0'-6" LONG STEEL RODS AT EACH JOIST ANGLE.

    NOTES:1) SPECIAL INSPECTIONS SHALL BE PROVIDED BY THE OWNER (OR AS DESIGNATED IN THE CONTRACT DOCUMENTS) TO PROVIDE INSPECTIONS DURING CONSTRUCTION AS

    NOTED.2) SPECIAL INSPECTIONS AND TESTING TO BE PROVIDED AT A FREQUENCY AS DESIGNATED IN THE CODE REFERENCE.3) ADDITIONAL INSPECTION AND TESTING MAY BE REQUIRED, SEE NOTES AND SPECIFICATIONS. 4) DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION. REFUSAL TO CORRECT DISCRPANCIES SHALL BE BROUGHT TO THE

    ATTENTION OF THE ENGINEER / ARCHITECT PRIOR TO COMPLETION OF THAT PHASE OF WORK.5) INSPECTION REPORTS SHALL BE SUBMITTED TO THE CONTRACTOR, OWNER AND ENGINEER / ARCHITECT. REPORTS SHALL DOCUMENT PERFORMED INSPECTIONS AND CORRECTED

    DISCRPANCIES. PROVIDE REPORTS A REGULAR INTERVALS DURING PROGRESS OF WORK.

    COMPONENT

    STRUCTURAL STEEL

    CODE REFERENCE

    AISC 360

    STEEL CONSTRUCTION OTHER THEN STRUCTURAL STEEL

    CONCRETE CONSTRUCTION

    MASONRY CONSTRUCTION

    IBC 1704.3 & TABLE 1704.3

    IBC 1704.4 & TABLE 1704.4

    TMS 402 / ACI 330 / ASCE 5 & TMS 602 / ACI 530.1 / ASCE 7

    INTERNATIONAL BUILDING CODE 2009

    WOOD CONSTRUCTION

    SOILSIBC 1704.7 &

    TABLE 1704.7

    IBC 1704.6

    COMPONENT CODE REFERENCE

    WOOD

    WOOD AND TIMBER CONSTRUCTION SHALL COMPLY WITH REFERENCED OR LATEST EDITIONS OFTHE FOLLOWING STANDARDS: 1) NATIONAL FOREST PRODUCTS ASSOCIATION: "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION." 2) AMERICAN INSTITUTE OF TIMBER CONSTRICTION: " TIMBER CONSTRUCTION MANUAL." 3) AMERICAN PLYWOOD ASSOCIATION: "PLYWOOD DESIGN SPECIFICATION." 4) AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS

    STRUCTURAL TIMBER SHALL BE STAMPED WITH A GRADE MARK IN ACCORDANCE WITH DOC PS20 WITH MOISTURE CONTENT TO BE 19% MAXIMUM.

    JOISTS, HEADERS, TRIMMERS AND EXTERIOR AND INTERIOR BEARING WALL STUDS SHALL BES.P.F. #2 OR BETTER.

    4x4 & 6x6 P.T. POSTS SHALL BE S. PINE #2 OR BETTER

    GLU-LAMS (LAMINATED TIMBER) SHALL BE OF THE WIDTH AND DEPTH SPECIFIED ON THE PLANS.

    GLU-LAM MEMBERS SHALL BE ARCHITECTURAL GRADE GLUE LAMINATED SOUTHERN PINE IDENTIFIED BY GRADE MARK OF A LUMBER INSPECTION AGENCY. MEMBER SIZES SHALLBE AS NOTED ON THECORRESPONDING DRAWING.

    WOOD EXPOSED TO THE ELEMENTS, WOOD IN CONTACT WITH CONCRETE OR MASONRY, ANDWOOD DESIGNATED "PRESERVATIVE TREATED" SHALL BE NO. 2 GRADE SOUTHERN PINE ORBETTER & PRESERVATIVE TREATED IN ACCORDANCE WITH AWPA U1 FOR THE SPECIES,PRODUCT, PRESERVATIVE AND END USE. FIELD CUT ENDS, NOTCHES AND DRILLED HOLES OFP.T. WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4.

    LUMBER SCHEDULE(MINIMUM ALLOWABLE PROPERTIES)

    SPECIES f b(PSI) fv (PSI) E (KSI) S.G.

    GLULAM BEAMS (24FV5 SP/SP)

    2,400 165 1,700 0.50

    S. PINE #2 VARIES BY DIMENSIONS 0.50

    GLULAM COLUMNS(#49N1M16)

    fby = 1,900fbx = 1,800

    fvy = 260fvx = 300

    1,700 0.55

    BRICK AND CONCRETE MASONRY

    MASONRY WORK SHALL BE IN ACCORDANCE WITH THE LATEST SPECIFICATION OF "BUILDING CODEREQUIREMENTS FOR MASONRY STRUCTURES (ACI 530/ASCE 5/TMS 402) & SPECIFICATIONS FORMASONRY STRUCTURES (ACI 530.1/ASCE 6/TMS 602)" AND APPLICABLE REQUIREMENTS OF BIA ANDNCMA SPECIFICATION FOR CONCRETE MASONRY CONSTRUCTION (ACI 513).

    CONCRETE MASONRY UNITS (CMU) SHALL COMPLY WITH ASTM C-90, GRADE N, F'm = 1500PSI, NORMAL WEIGHT

    STRUCTURAL BRICK SHALL COMPLY WITH ASTM C26 & C-216AS APPLICABLE.

    CONCRETE TO BE PLACED IN THE CELLS OF CMU (COARSE MASONRY GROUT), OR IN THE VOIDS OFBRICK MASONRY CONSTRUCTION, SHALL CONTAIN PEA GRAVEL (3/8-INCH DIAMETER MAX.) IN LIEUOF COARSE AGGREGATE. THE CONCRETE SHALL CONTAIN A HIGH-RANGE WATER REDUCER. SLUMP OF THE CONCRETE SHALL BE A MINIMUM OF 6-INCHES AND A MAXIMUM OF 9-INCHES.

    MASONRY CELLS TO BE REINFORCED AND FILLED WITH GROUT SHALL BE ALIGNED TO PROVIDE ACONTINUOUS UNOBSTRUCTED VERTICAL OPENING. CELLS OF UNITS TO BE REINFORCED SHALL BEFILLED WITH COARSE MASONRY GROUT.

    PROVIDE CONTINUOUS HORIZONTAL JOINT REINFORCING, "DUR-O-WAL" OR EQUIVALENT, IN ALLMASONRY WALLS AT 16" O.C. VERTICALLY, AT MORTAR JOINTS ABOVE AND BELOW AN OPENING,AND AT HORIZONTAL JOINTS WITH WALL TIES TO BEAMS. WHERE WALLS ABUT EACH OTHER ANDAT OUTSIDE CORNERS, PROVIDE PREFABRICATED TEE-TYPE AND CORNER TRUSS TIES.DISCONTINUE JOINT REINFORCING AT CONTROL JOINTS.

    PROVIDE BENT BARS WITH LAP LEGS AT EVERY CORNER OR WALL INTERSECTION.

    REINFORCED MASONRY WALLS SHALL HAVE ALL HOLLOW CELLS FILLED WITH GROUT BELOWGRADE, ONLY CELLS CONTAINING REBAR NEED TO BE GROUTED ABOVE GRADE. CONCRETE MAYBE PLACED IN MAXIMUM VERTICAL LIFTS NOT TO EXCEED 4-FEET. ROUGHEN ALL SURFACES OFCONCRETE FILL WHICH ARE TO RECEIVE ADDITIONAL LIFTS ABOVE.

    SOLID MASONRY WALL TO HAVE "DUR-O-WALL" (OR APPROVED EQUAL) TRUSS TIES AT 16" O.C.VERTICALLY ABOVE GRADE AND 8" O.C. VERTICALLY BELOW GRADE.

    BRICK VENEER WALLS TO HAVE NON-CORROSIVE METAL TIES AT 16" O.C. VERTICALLY ANDHORIZONTALLY AND COMPLY WITH ASTM A82 WITH A153, CLASS B-2 COATING. MINIMUM WIREDIAMETER SHALL BE 0.1875 INCHES. PROVIDE WEEP HOLES AT 24" O.C. AT BASE FLASHING.

    PROVIDE MINIMUM 2 COURSES 8" x 16" SOLID BEARING AT BEAM AND HEADER BEARING POINTS INCMU WALLS.

    MASONRY ANCHORS SHALL BE HOT DIPPED GALVANIZED STEEL.

    LINTELS SHALL BEAR A MINIMUM OF 8 INCHES AT EACH END ON A MINIMUM OF 8 INCH DEPTH OFBRICK OR SOLID MASONRY, UNLESS OTHERWISE NOTED.

    MORTAR SCHEDULE

    EXTERIOR ABOVE GRADE TYPE "S"

    EXTERIOR BELOW GRADE TYPE "M"

    INTERIOR TYPE "S"

    VENEER TYPE "N"

    SUBGRADE & BASE

    EARTHWORK AND SUBGRADE PREPARATION SHALL BE IN ACCORDANCE WITH APPLICABLE SECTIONS OF THE FOUNDATIONS AND SOILS INVESTIGATION (GEOTECHNICAL REPORT). IN LIEU OF A FOUNDATIONS AND SOILS INVESTIGATION, THE REQUIREMENTS OF THESE SPECIFICATIONS SHALL APPLY. WHERE CONFLICTS EXIST, THE MORE STRINGENT SHALL APPLY, UNLESS APPROVED IN WRITING BY THE GEOTECHNICAL ENGINEER AND STRUCTURAL ENGINEER.

    FOUNDATIONS SHALL BEAR ON UNDISTURBED SOIL OR CONTROLLED COMPACTED FILL HAVING AN ALLOWABLE BEARING CAPACITY OF AS NOTED ON PLAN OR GREATER. THE CONTRACTOR SHALL VERIFY THE ASSUMED BEARING CAPACITY OF THE BEARING SOILS IN THE FOOTING EXCAVATION PRIOR TO CASTING ANY FOOTINGS. FOOTING EXCAVATION SHALL BE INSPECTED BY THE BUILDING OFFICIAL AND/OR REGISTERED GEOTECHNICAL ENGINEER PRIOR TO POURING CONCRETE. WRITTEN VERIFICATION SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER.

    THE BOTTOM OF EXTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF 2'-0" BELOW FINISH GRADE FOR FROST PROTECTION. THE BOTTOM OF INTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF 1'-0" BELOW FINISH FLOOR.

    PLACE FOOTINGS ON FIRM, DRY, NON-FROZEN SUBGRADE. REMOVE SOFT SOILS ENCOUNTERED DURING EXCAVATION. SOILS, FOOTINGS, FOUNDATION WALLS AND SLABS SHALL NOT BE PLACED ON OR IN MARINE CLAY, PEAT OR OTHER ORGANIC MATERIALS. ENGINEERED FILL SHALL BE PLACED IN LAYERS NOT MORE THAN 8 INCHES IN LOOSE DEPTH FOR MATERIAL COMPACTED BY HEAVY COMPACTION EQUIPMENT AND NOT MORE THAN 4 INCHES IN LOOSE DEPTH FOR MATERIAL COMPACTED BY HAND-OPERATED TAMPERS. UNDER STRUCTURES, BUILDING SLABS, STEPS, AND PAVEMENTS, SCARIFY AND RECOMPACT TOP 12 INCHES OF EXISTING SUBGRADE AND EACH LAYER OF BACKFILL OR FILL SOIL MATERIAL. COMPACT SOIL MATERIALS TO NOT LESS THAN 95% OF MAXIMUM DRY UNIT WEIGHT ACCORDING TO ASTM D1557 (MODIFIED PROCTOR). ENGINEERED FILL SHALL BE BROUGHT TO WITHIN 2 PERCENT OF OPTIMUM MOISTURE CONTENT BEFORE COMPACTION. DO NOT PLACE BACKFILL OR FILL SOIL MATERIAL ON SURFACES THAT ARE MUDDY, FROZEN, OR CONTAIN FROST OR ICE. BACKFILL TRENCHES EXCAVATED UNDER FOOTINGS AND WITHIN 18 INCHES OF BOTTOM OF FOOTINGS WITH SATISFACTORY SOIL; FILL WITH CONCRETE TO ELEVATION OF BOTTOM OF FOOTINGS.

    ENGINEERED FILL SHALL COMPLY WITH ASTM D2487 SOIL CLASSIFICATION GROUPS GW, GP, GM, SW, SP, OR SM, AASHTO M 145 GROUPS A-1, A-2-4, A-2-5, OR A-3, OR A COMBINATION OF THESE GROUPS; FREE OF ROCK OR GRAVEL LARGER THAN 3 INCHES IN ANY DIMENSION, DEBRIS, WASTE, FROZEN MATERIALS, VEGETATION, AND OTHER DELETERIOUS MATTER. ENGINEERED FILL SHALL HAVE A LIQUID LIMIT OF 34 AND A PLASTICITY INDEX OF 7. SLABS ON GRADE SHALL BE SUPPORTED BY A DRAINAGE COURSE TO PROVIDE A CAPILLARY BREAK. DRAINAGE COURSE SHALL CONSIST OF A NARROWLY GRADED MIXTURE OF WASHED CRUSHED STONE, OR CRUSHED OR UNCRUSHED GRAVEL; ASTM D448; COARSE-AGGREGATE GRADING SIZE 57; WITH 100 PERCENT PASSING A 1-1/2-INCH SIEVE AND ZERO TO 5 PERCENT PASSING A NO. 8 SIEVE. PLACE DRAINAGE COURSE ON SUBGRADES FREE OF MUD, FROST, SNOW, OR ICE.

    CONTRACTOR TO IMMEDIATELY NOTIFY THE OWNERS REPRESENTATIVE & ENGINEER IF UNUSUAL SOIL CONDITIONS ARE FOUND.

    PROVIDE FREE DRAINING, GRANULAR BACKFILL WITH A MAXIMUM EQUIVALENT FLUID PRESSURE OF 30 PSF PER FOOT OF DEPTH AGAINST BASEMENT AND RETAINING WALLS. IF BACKFILL PRESSURE EXCEEDS 30 PSF, THEN WALL MUST BE DESIGNED FOR ACTUAL PRESSURES BY STRUCTURAL ENGINEER.

    PRE-ENGINEERED STAIRS AND GUARDRAILS

    CONTRACTOR SHALL FABRICATE, SUPPLY AND ERECT STAIRS AND RAILINGS.

    PROVIDE SHOP DRAWINGS TO INCLUDE, BUT NOT LIMITED TO: • BUILDING ELEVATIONS AND/OR PLANS TO SHOW THE LOCATION AND DESIGNATION OF

    EACH RAILING AND/OR STAIR.• SCALE PLANS (LAYOUT) AND ELEVATIONS (PROFILES)OF STAIR AND RAILING

    CONFIGURATIONS SHOWING ACTUAL DIMENSIONS, AND QUANITIES. DISTINGUISH SHOP AND FIELD ASEMBLED WORK.

    • DETAILS AND MATERIAL SCHEDULES FOR FABRICATION OF MEMBERS AND CONNECTIONS. DESIGN SHALL INCLUDE PROVISIONS FOR THERMAL MOVEMENT.

    STAIRS AND GUARDRAILS SHALL BE DESIGNED IN ACCORDANCE WITH THE LOADING REQUIREMENTS SPECIFIED IN THE CODE. PROVIDE STRUCTURAL CALCULATIONS FOR MEMBERS, CONNECTIONS AND ANCHORS. ASSUMPTIONS SHALL BE CLEARLY STATED AND REFERENCED AS APPROPRIATE.CALCULATIONS OR DRAWINGS SHALL BE SHALL BE PREPARED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED.

    COLD-FORMED METAL FRAMING

    DESIGN OF FRAMING MEMBERS SHALL CONFORM TO AISI SPECIFICATION FOR DESIGN OFCOLD-FORMED STEEL MEMBERS. CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLETE DESIGNAND DETAILING OF ALL MEMBERS AND CONNECTIONS IN CONFORMANCE WITH THE GENERALLAYOUT, PROPERTIES AND BASIC MEMBER SIZES SPECIFIED. SUBMIT CALCULATIONS ANDCOMPLETE SHOP DRAWINGS.

    ALL GALVANIZED STUDS, JOISTS AND TRACKS SHALL BE FORMED FROM STEEL THATCORRESPONDS TO THE MINIMUM REQUIREMENTS OF ASTM A446, GRADE D, WITH A MINIMUMYIELD STRENGTH OF 50 ksi FOR MATERIAL 16 GAUGE & THICKER; AND GRADE A, 33 ksi FORMATERIAL 18 GAUGE & THINNER. ALL STRUCTURAL MEMBERS SHALL BE DESIGNED INACCORDANCE WITH AMERICAN IRON AND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THEDESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS." ALL STRUCTURAL MEMBERS SHALLBE ZINC COATED IN ACCORDANCE WITH ASTM A525.

    WALL STUD BLOCKING AND STRAPPING FOR AXIALLY LOADED STUDS SHALL BE INSTALLED IN AMANNER TO PROVIDE RESISTANCE TO BOTH MINOR AXIS BENDING AND ROTATION. BLOCKINGAND STRAPPING ROWS SHALL BE EQUALLY SPACED NOT TO EXCEED MORE THAN 4'-0" ONCENTERS. WALL SHALL BE PERMANENTLY SHEATHED PER THE ARCHITECTURAL DRAWINGS.

    TRACKS SHALL BE COMPLETELY ANCHORED TO THE SUPPORTING STRUCTURE UNIFORMLY ANDLEVEL. AT TRACK BUTT JOINTS, ABUTTING PIECES OF TRACK SHALL BE SECURELY ANCHOREDTO A COMMON STRUCTURAL ELEMENT, OR THEY MAY BE BUTT WELDED OR SPLICED TOGETHER.

    AXIALLY LOADED STUDS SHALL BE INSTALLED IN A MANNER IN WHICH WILL ASSURE THAT EACHEND IS BEARING AGAINST THE INSIDE WEB OF THE TRACK, PRIOR TO STUD AND TRACKATTACHMENT.

    SPLICES IN AXIALLY LOADED STUDS SHALL NOT BE PERMITTED.

    ALL LOAD BEARING STUDS SHALL BE LATERALLY BRACED AT 48-INCHES ON CENTERS MAXIMUMWITH 1-1/2 INCH COLD-ROLLED CHANNELS. FASTEN CHANNEL STUD WITH 16 GA. CLIP WITH (2) #10SCREWS TO CHANNEL AND (2) #10 SCREWS TO STUD.

    CONTRACTOR SHALL SUBMIT SHOP DRAWINGS & CALCULATIONS FOR APPROVAL PRIOR TOERECTION.

    PERGOLAS AND CANOPIES

    PERGOLAS AND CANOPIES SHALL BE DESIGNED IN ACCORDANCE WITH THE LOADING REQUIREMENTS SPECIFIED IN THE CODE. PROVIDE STRUCTURAL CALCULATIONS FOR MEMBERS, CONNECTIONS AND ANCHORS. ASSUMPTIONS SHALL BE CLEARLY STATED AND REFERENCED AS APPROPRIATE. CALCULATIONS OR DRAWINGS SHALL BE SHALL BE PREPARED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED.

    PROVIDE SHOP DRAWINGS TO INCLUDE, BUT NOT LIMITED TO: • BUILDING ELEVATIONS AND/OR PLANS TO SHOW THE LOCATION AND DESIGNATION OF EACH

    MEMBER.• LOADING CRITERIA USED FOR DESIGN AND REACTIONS ON BUILDING ELEMENTS.• DETAILS AND MATERIAL SCHEDULES FOR FABRICATION OF MEMBERS AND CONNECTIONS.

    SUSTAINABLE DESIGN CONSULTING

    SUSTAINABILITY CONSULTANT

    1432 K STREET NW, 3RD FLOORWASHINGTON, DC 20005

    202-667-1620 fax 202-667-1622

    DEDC, LLC

    FIRE PROTECTION, PLUMBING, MECHANICAL, AND ELECTRICAL ENGINEER

    315 SOUTH CHAPEL STREETNEWARK, DELAWARE 19711302-738-7172 fax: 302-738-7175

    SCALE:

    DATE:

    DRAWN BY: PROJ MGR:

    PROJECT NO:

    PROJECT TITLE

    SHEET TITLE

    ISSUE BLOCK

    COPYRIGHT © 2020

    PROFESSIONAL CERTIFICATION:I CERTIFY THAT THESE DOCUMENTS WERE PREPARED OR APPROVED BY ME AND THAT I AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE

    STATE OF DELAWARE.

    LICENSE NO:

    EXPIRATION DATE:

    18535

    06/30/2022

    NOTES

    MATERIALS DRAWING KEY

    SPECIAL INSPECTIONS

    ABBREVIATIONS

    COMPONENTS & CLADDING

    ANNOTATIONS

    Delaware309 S Governors Ave

    Dover, DE 19904

    302.734.7950

    Maryland312 West Main St, Suite 300

    Salisbury, MD 21801

    410.546.9100

    North Carolina3333 Jaeckle Drive, Suite 120

    Wilmington, NC 28403

    910.341.7600

    www.beckermorgan.com

    Rittenhouse Station

    250 South Main Street, Suite 109

    Newarrk, DE 19711

    302.369.3700

    12" = 1'-0"

    9/2

    1/2

    020

    1:5

    6:0

    7 P

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    JIWHBE

    07.22.2020

    2018230.00

    DOVER, DELAWARE

    DSWAADMINISTRATIONBUILDING

    WIND PRESURE (PSF)

    (+ PRESSURES ACT TOWARD SURFACE)

    EFFECTIVE AREA (SQ. FT.)

    10 20 50 100 500ZONE

    1

    2

    3

    4

    5

    RO

    OF

    WA

    LL

    2 OH

    3 OH

    5 5

    5

    5

    4

    4

    a

    a

    a

    a

    GABLE ROOF WIND DIAGRAM

    3

    3

    3

    3

    3

    3

    3

    3

    2

    2

    2

    2

    2

    2

    2

    ASCE 7-05: CHAPTER 6, METHOD 1

    MEAN ROOF HEIGHT: 30 FT

    ADJUSTMENT FACTOR (A.F.): 1.45

    END ZONE DISTANCE (a): 4 FT

    ROOF ANGLE: 20 °

    15.1 -23.9 13.6 -23.2 11.9 -22.3 10.6 -21.6

    15.1 13.6 11.9 10.6

    15.1 13.6 11.9 10.6

    26.1 24.9 23.3 22.2

    26.1 24.9 23.3 22.2

    19.4

    19.4

    -41.6 -38.3 -33.8 -30.5

    -61.5 -57.4 -52.2 -48.1

    -28.3 -27.1 -25.5 -24.4

    -34.9 -32.6 -29.4 -27.1

    -48.6 -48.6 -48.6 -48.6

    -81.8 -73.8 -63.2 -55.2

    -21.6

    -21.6

    Revision Schedule

    Mark Date Description

    1 02/28/2020 ISSUE FOR PERMIT

    2 09/22/2020 ISSUE FOR BID

  • OPENING

    ST

    EE

    L J

    OIS

    T O

    R B

    EA

    M

    ST

    EE

    L J

    OIS

    T O

    R B

    EA

    M

    ST

    EE

    L J

    OIS

    T O

    R B

    EA

    M

    L4X3X3/8 (L.L.V.)

    L4X

    3X

    3/8

    (L.L

    .V.)

    L4X3X3/8 (L.L.V.)

    L5X3X3/8 (L.L.V.)

    L5X3X3/8 (L.L.V.)

    L5X3X3/8X6"LONG (L.L.V.) TYP. EQUIPMENT

    CURB

    (SEE PLAN) (SEE PLAN)

    6' -

    0"

    (MA

    X.)

    Y

    X

    L4X3 1/2X3/8 (L.L.V.)ROOF DECK

    L5X3X3/8 (L.L.V.)

    L5X3X3/8X6"LONG (L.L.V.)

    STEEL JOISTOR BEAM

    3/16 3

    3/16

    SECTION - Y

    SECTION - X

    L5X3X3/8X6"LONG (L.L.V.)

    STEEL JOISTOR BEAM

    3/16

    ROOF DECK

    EQUIPMENT CURB

    L5X3X3/8 (L.L.V.)

    3/16 3

    1 1/2" 9" 1 1/2"

    1 1

    /2"

    9"

    1 1

    /2"

    1' -

    0"

    1' - 0"

    1" BASEPLATEw/ (4) 3/4"Ø ANCHORBOLTS

    1/4

    HSS 6x6

    7/8"Ø HOLE

    2" 10" 2"

    2"

    10"

    2"

    1' -

    2"

    1' - 2"

    1" BASEPLATEw/ (4) 3/4"Ø ANCHORBOLTS

    1/4

    HSS 8x8

    7/8"Ø HOLE

    2" 1' - 2" 2"

    2"

    1' -

    4"

    2"

    1' -

    8"

    1' - 6"

    1" BASEPLATEw/ (4) 3/4"Ø ANCHORBOLTS

    W12

    7/8"Ø HOLE

    TYPICAL BASE PLATE DETAILS

    2" 10" 2"

    2"

    10"

    2"

    1' -

    2"

    1' - 2"

    1" BASEPLATEw/ (4) 3/4"Ø ANCHORBOLTS

    1/4

    W8

    7/8"Ø HOLE

    1/4

    DESIGN LOADS (SEE S001)

    SNOW DRIFT (SEE PLAN)"W"

    Pd

    MECHANICAL LOAD (SEE PLAN)

    - DESIGN LOADS CAN BE FOUND ON S001- MECHANICAL LOADS SHALL BE COORDINATED WITH STRUCTURAL AND MECHANICAL DRAWINGS- SNOW DRIFT IS DESIGNED PER THE ASCE 7-05

    BEAM COLUMN

    3/4"Ø A325N BOLTS

    BEAM

    BEAM TO COLUMN CONNECTION SCHEDULE

    # OF BOLTS L

    1/2"

    L

    1 1/2"

    1 1

    /2"

    3"

    3"

    3"

    COLUMN

    3/8"x 3 1/2"

    MIN

    .

    3/16

    W18

    W16

    W21

    W8 HSS

    5

    2

    4

    6

    12"

    6"

    15"

    18"HSS

    HSS

    HSS

    W12 3 9"HSS

    W10 HSS 2 6"

    W24 7 21"HSS/W

    W27 7 21"HSS

    W14 3 9"HSS

    W30 8 24"HSS

    BEAM COLUMN

    3/4"Ø A325N BOLTS

    # OF BOLTS L

    W18 W12 5

    COLUMN WEB

    1/4

    1/4

    BEAM

    1/4

    1/4EACH SIDE

    3/8" STL. SHEAR PLATE

    15"

    2" 2"

    "S"

    VARIES

    "L"

    SHEAR PLATE

    S

    3"

    W21 W12 6 18"3"

    WIDE FLANGE COLUMN

    W16 W12 4 12"3"

    BEAM GIRDER

    W24 W27

    W12 W24

    BEAM GIRDER

    W24 W24

    W12 W12

    GIRDER

    BEAM

    BEAM TO GIRDER CONNECTION SCHEDULE

    3/4"Ø A325N BOLTS

    # OF BOLTS

    MIN

    .

    L

    21"

    1/2"

    L

    1 1

    /2"

    3"

    3"

    3"

    COPE BEAM7

    3 9"

    # OF BOLTS L

    21"7

    3 9"

    GIRDER

    BEAM

    3/4"Ø A325N BOLTS

    MIN

    .

    COPE BEAM

    L

    3"

    1 1

    /2"

    3"

    3"

    W10 W12 2 6"

    W8 W12

    W8 W21

    2 6"

    2 6"

    W21 6 18"W21

    GIRDER

    BEAM

    3/4"Ø A325N BOLTS

    MIN

    .

    COPE BEAM

    L

    3"

    1 1

    /2"

    3"

    3"

    BEAM GIRDER

    W21 W16

    W24 W21

    # OF BOLTS L

    12"4

    6 18"

    W24 W16 4 12"

    W16 W24 4 12"

    W21 W24 6 18"

    W12 W21 3 9"

    BEAM GIRDER

    GIRDER

    BEAM

    3/4"Ø A325N BOLTS

    # OF BOLTS L

    1/2"

    3"

    3"

    COPE BEAM

    3/8"x4"xL STL. PLATE

    1/4

    1/4

    1/4

    1/4

    3/8"x4"xL STL. PLATE

    3/8"x4"xL STL. PLATE

    1/4

    1/4

    3/8"x4"xL STL. PLATE

    1/4

    1/4

    "D"

    "L"

    D

    W18 W21 12"4 4"

    W16 W21 12"3 4"

    W16 W16 9"3 4"

    BEAM GIRDER

    W14 W16

    # OF BOLTS L

    9"3 2 1/2"

    D

    W16 W14 9"3 2 1/2"

    W16 W16 12"4 2 1/2"

    W27 W18 12"4 2 1/2"

    GIRDER

    BEAM

    3/4"Ø A325N BOLTS

    MIN

    .

    COPE BEAM

    L

    3"

    1 1

    /2"

    3"

    3"

    3/8"x4"xL STL. PLATE

    "D"

    "L"

    W16 W16 9"3 4"

    W14 W18 9"3 4"

    W24 W27 18"6 4"

    W12 W24 11"

    W8 W8 6"2

    W21 W18 12"4 2 1/2"

    W12 W18 9"3 4"

    W14 W27 9"3 2 1/2"

    W12 W16 3 9"

    W12 W27 9"3 11"

    9"3

    W14 W14 6"2 4"

    W18 W16 9" 2 1/2"

    W18 W14 2 1/2"

    W14 W18 9"3 2 1/2"

    3

    W21 W21 15" 2 1/2"5

    9"3

    W18 W21 5 15"

    W18 W21 12" 2 1/2"4

    BEAM COLUMN

    3/4"Ø A325N BOLTS

    BEAM

    TYP. BEAM TO COLUMN MOMENT CONNECTION SCHEDULE

    # OF BOLTS L1

    1/2"

    L1

    1 1/2"

    1 1

    /2"

    3"

    3"

    3"

    HSS COLUMN

    3/8"x 4" SHEAR TAB

    MIN

    .

    1/4

    1/4

    W8 HSS 2 6"

    3/8" FLANGE PLATE (MATCH BEAM WIDTH)

    3/4"Ø A325N BOLTS

    SHEAR TAB FLANGE PLATE

    # OF BOLTS L2

    3"

    4 6"

    L2

    BEAM COLUMN

    3/4"Ø A325N BOLTS

    BEAM

    # OF BOLTS L1

    1/2"

    L1

    1 1/2"

    1 1

    /2"

    3"

    3"

    3"

    HSS COLUMN

    3/8"x 4" SHEAR TAB

    MIN

    .

    1/4

    1/4

    W24 W 6 18"

    1/2" FLANGE PLATE (MATCH BEAM WIDTH)

    3/4"Ø A325N BOLTS

    SHEAR TAB FLANGE PLATE

    # OF BOLTS L2

    3"

    6 9 1/2"

    L2

    W27 W 7 21" 8 12 1/2"

    W30 W 8 24" 8 12 1/2"

    1/2" FLANGE STIFFENER

    3/8

    3/8

    W18

    W16

    W21

    5

    4

    6

    12"

    15"

    18"HSS

    HSS

    HSS

    W27 8 24"HSS

    W14 3 9"HSS

    W24 6 18"HSS

    4

    4

    4

    4

    4

    6

    6"

    6"

    6"

    6"

    6"

    9"

    W30 8 24"HSS 6 9"

    W12 3 9"HSS 4 6"

    BEAM COLUMN

    3/4"Ø A325N BOLTS

    BEAM TO COLUMN MOMENT CONNECTION SCHEDULE (WEAK DIRECTION)

    # OF BOLTS L

    W14 W12 3

    COLUMN

    1/4

    1/4

    SIDE VIEW

    BEAM

    1/2" STL. FLANGE PLATE

    1/4

    1/4EACH SIDE

    3/8" STL. SHEAR PLATE

    TOP VIEW

    3/4"Ø A325N BOLTS

    BEAM

    COLUMN

    1/4

    1/4EACH SIDE

    1/4

    1/4

    3/8" STL. PLATE

    1/2" STL. FLANGE PLATE

    12"

    2" "S2" 1 1/2"2" 2"

    "S1"

    VARIES

    VARIES

    "L"

    SHEAR PLATE FLANGE PLATE

    # OF BOLTS

    4

    S2

    3"

    S1

    3 1/4"

    W16 4 13" 6 3"3 1/4"

    W21 4 18" 6 3"4 1/4"

    W12

    W12

    1" MIN. 1/4

    HSS BEAM

    HSS COLUMN

    0" MIN. 1/4

    1/4

    HSS BEAM

    HSS COLUMN1/4

    1/4

    NOTE:CAREFULL ATTENTION SHALL BE GIVEN TO EXPOSED WELDS TO MINIMIZE GRINDING OF AND REMOVAL OF WELD MATERIAL

    N.T.S.N.T.S.

    COMPOSITE BEAM DECK TRANSITION DETAIL

    STUD LAYOUT WITH DECK SPAN PERPENDICULAR TO BEAM

    1. SEE PLAN FOR BEAM SIZES.2. END STUDS MAY BE RELOCATED 6" TOWARD MID SPAN IF NECESSARY TO CLEAR BEAM CONNECTION, SIDE CLOSURE OF STEEL DECK OR STEEL EDGE.3. STEEL DECK SHALL BE UNSHORED UNLESS NOTED OTHERWISE.4. COMPOSITE BEAMS SHALL BE UNSHORED.5. TOP OF FLANGE OF COMPOSITE BEAMS SHALL NOT BE PAINTED.6. CONSTRUCTION LOADS IN EXCESS OF 20 P.S.F. SHALL NOT BE PLACED ON FLOOR SLAB UNTIL CONCRETE HAS ATTAINED ITS DESIGN STRENGTH.7. STEEL BEAMS SHALL BE FABRICATED AND ERECTED WITH CAMBER UP. ( IF CAMBER IS SPECIFIED).8. STEEL DECK SHALL BE CUT AS REQUIRED TO FIT AROUND OPENINGS, COLUMNS, BEAM TO COLUMN CONNECTION, PLATE AND OTHER MATERIAL ON TOP OF BEAM.9. SINGLE STUDS SHALL BE CENTERED OVER BEAMS EXCEPT AT THE END OF DECK WHERE THEY SHALL BE OFFSET 1" FROM CENTERLINE OF BEAM, ALTERNATING SIDES. IF BEAM FLANGE

    THICKNESS IS < 0.3", PLACE STUDS ON CENTERLINE AND WELD DECK ENDS SEPARATELY TO BEAM WITH 3/4" DIAMETER WELDS AT 12" ON CENTER.10. PROVIDE SLAB BOLSTERS WITH RUNNERS FOR SUPPORT OF REINFORCEMENT AND WIRE MESH ON STEEL DECK.11. ENDS OF STEEL DECK SHALL NOT BE LAPPED. STUDS SHALL BE WELDED THROUGH A SINGLE THICKNESS OF DECK. SEE SPECIFICATIONS.

    STUD QUANTITY "N" INDICATED ON PLAN

    CL OF SUPPORT

    BEAM(SEE PLAN)

    CL OF SUPPORT

    TOTAL NUMBER OF STUDS = N

    A

    1/2 OF N STUDS SPACED EQUALLY

    B

    FLOOR SYSTEM(SEE PLAN)

    6"

    CL OF SUPPORTCL OF BEAM

    BEAM (SEE PLAN)

    SLAB REINF. (SEE SCHEDULE)

    3/4"Ø x3 1/4" STUDS

    32" MAX.4 1/2" MIN.

    COMPOSITE BEAM DETAILS

    NOTES:

    SUSTAINABLE DESIGN CONSULTING

    SUSTAINABILITY CONSULTANT

    1432 K STREET NW, 3RD FLOORWASHINGTON, DC 20005

    202-667-1620 fax 202-667-1622

    DEDC, LLC

    FIRE PROTECTION, PLUMBING, MECHANICAL, AND ELECTRICAL ENGINEER

    315 SOUTH CHAPEL STREETNEWARK, DELAWARE 19711302-738-7172 fax: 302-738-7175

    SCALE:

    DATE:

    DRAWN BY: PROJ MGR:

    PROJECT NO:

    PROJECT TITLE

    SHEET TITLE

    ISSUE BLOCK

    COPYRIGHT © 2020

    PROFESSIONAL CERTIFICATION:I CERTIFY THAT THESE DOCUMENTS WERE PREPARED OR APPROVED BY ME AND THAT I AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE

    STATE OF DELAWARE.

    LICENSE NO:

    EXPIRATION DATE:

    18535

    06/30/2022

    Delaware309 S Governors Ave

    Dover, DE 19904

    302.734.7950

    Maryland312 West Main St, Suite 300

    Salisbury, MD 21801

    410.546.9100

    North Carolina3333 Jaeckle Drive, Suite 120

    Wilmington, NC 28403

    910.341.7600

    www.beckermorgan.com

    Rittenhouse Station

    250 South Main Street, Suite 109

    Newarrk, DE 19711

    302.369.3700

    As indicated

    9/2

    1/2

    020

    1:5

    6:0

    9 P

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    300

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    S002

    TYPICAL STEELDETAILS

    JKBKRC

    07.22.2020

    2018230.00

    DOVER, DELAWARE

    DSWAADMINISTRATIONBUILDING

    SCALE: 3/4" = 1'-0"12TYP. ROOF EQUIP. CURB &OPENING FRAMING DETAIL

    SCALE: 1" = 1'-0"1JOIST ADDITIONAL LOADINGDIAGRAM

    SCALE: 3/4" = 1'-0"2 TYP. HSS TO HSS CONNECTION

    Revision Schedule

    Mark Date Description

    1 02/28/2020 ISSUE FOR PERMIT

    2 09/22/2020 ISSUE FOR BID

  • NOTE:MATCH STUD GAUGE UNLESS NOTED OTHERWISE

    FASTEN ALL BUILT-UP MEMBERS @ 12" O.C. MIN.

    ALL HEADERS SHALL BE UNPUNCHED

    CRIP STUDSFIT TO BEAR

    600S162-(MATCH STUD GAUGE)

    JAMB ASSEMBLY

    JACK

    MIN. (6) #8 SCREWS EA. SIDEFOR 6" DEEP HEADERS

    TRACK WEB STIFFENER

    AT BEARING OF EACH HEADER

    STUD

    TRACK

    TOP TRACK

    600T125-(MATCH STUD GAUGE)

    600T125-(MATCH STUD GAUGE)

    600S162-(MATCH STUD GAUGE) 600T125-(MATCH STUD GAUGE)

    STUDS(SEE PLAN)#8 SCREWS

    @ 12" O.C.

    (2) STUDS

    600T125-(MATCH STUD GAUGE)

    (2) 0.145" Ø x 3/4" P.A.F. PINS

    ATTACH TRACK TOEACH STUD FLANGE

    w/ #8 SCREWS

    "X" BRIDGINGATTACHEDw/ (2) #10 SCREWS

    CONTINUOUS BRIDGINGEND TO END @ 8'-0" O.C.

    BETWEEN ROWS

    MATERIAL THICKNESS/GAUGE

    GAUGE

    20 (STRUC)

    18

    14

    12

    10

    16

    DESIGN THICKNESSMINIMUM

    THICKNESS

    0.0346"

    0.0451"

    0.0713"

    0.1017"

    0.1242"

    0.0566"

    0.0428"

    0.0677"

    0.0966"

    0.1180"

    0.0538"

    MILS

    33

    43

    68

    97

    118

    54

    33 KSI

    50 KSI

    50 KSI

    50 KSI

    50 KSI

    0.0329" 33 KSI

    YEILD STRENGTH

    CONTRACTOR SHALL PROVIDE ANCHORS TO MEET ALLOWABLE LOADS SHOWN IN SCHEDULE.

    INSTALL ANCHORS PER MANUFACTURERS RECOMMENDATIONS TO PROVIDE LOADS SHOWN.

    ALLOWABLE ANCHOR LOADSEMBED

    (IN)

    3/16" Ø CONCRETE /MASONRY SCREW

    TYPETENSION

    1

    CONRETE

    SHEAR TENSION

    CMU

    SHEAR

    1/4" Ø CONCRETE /MASONRY SCREW

    1

    0.145" Ø P.A.F. 7/8

    1 3/40.145" Ø P.A.F.

    255

    400

    250

    -

    125

    365

    90

    -

    205

    250

    -

    200

    110

    150

    -

    110

    ALLOWABLE SCREW LOADS

    THICKNESS

    (MILS)

    ALLOWABLE SCREW LOADS BASED ON MINIMUM STEEL PROPERTIES OF Fy = 33ksi FOR18 GAUGE AND SMALLER AND Fy = 50ksi FOR 16 GAUGE AND LARGER.

    CAPACITIES BASED ON ANSI S100 SECTION E4.

    SCREW SPACING SHALL NOT BE LESS THAN 3 x D. (D = SCREW DIAMETER)

    SCREWS ARE ASSUMED TO HAVE A CENTER-OF-SCREW TO EDGE-OF-STEEL SPACINGOF AT LEAST 1.5 x D. (D = SCREW DIAMETER)

    NOMINAL STRENGTH OF SCREW MUST BE AT LEAST 3.75 TIMES THE ALLOWABLE LOADS.

    151

    214

    214

    214

    214

    214

    61

    79

    140

    140

    140

    140

    14033

    43

    54

    68

    97

    118

    SHEAR PULL-OUT PULL-OVER

    DIA. = 0.138", HEAD = 0.272"

    Pss = 643 lbs, Pts = 419 lbs

    #6 SCREW

    164

    244

    426

    72

    94

    171

    195

    195

    195

    195

    SHEAR PULL-OUT PULL-OVER

    DIA. = 0.164", HEAD = 0.272"

    Pss = 1278 lbs, Pts = 586 lbs

    #8 SCREW

    177

    263

    534

    548

    548

    548

    84

    109

    198

    249

    356

    386

    265

    345

    386

    SHEAR PULL-OUT PULL-OVER

    DIA. = 0.190", HEAD = 0.340"

    Pss = 1644 lbs, Pts = 1158 lbs

    #10 SCREW

    188

    280

    569

    777

    777

    777

    95

    124

    225

    284

    405

    494

    265

    345

    625

    775

    775

    775

    SHEAR PULL-OUT PULL-OVER

    DIA. = 0.216", HEAD = 0.340"

    Pss = 2330 lbs, Pts = 2325 lbs

    #12 SCREW

    203

    302

    613

    866

    1016

    1016

    110

    144

    261

    328

    468

    572

    318

    415

    752

    948

    1067

    1067

    SHEAR PULL-OUT PULL-OVER

    DIA. = 0.250", HEAD = 0.409"

    Pss = 3048 lbs, Pts = 3201 lbs

    1/4" SCREW

    140

    140

    140

    140

    140

    426

    426

    426

    195

    195

    195

    195

    195

    386

    386

    386

    CAPACITIES ARE BASED ON ALLOWABLE STRENGTH DESIGN (ASD) AND INCLUDE A 3.0FACTOR OF SAFETY.

    APPLIED LOADS MAY BE MULTIPLIED BY 0.75 FOR SEISMIC OR WIND LOADING, PER AISI.

    PENETRATION OF SCREWS THROUGH JOINED MATERIALS SHOULD NOT BE LESS THAN 3EXPOSED THREADS. SCREWS SHOULD BE INSTALLED AND TIGHTENED INACCORDANCE WITH SCREW MANUFACTURERS RECOMMENDATIONS.

    FILLET AND FLARE GROOVE WELD ALLOWABLE LOADS

    FILLET WELDS (LBS/IN)

    499

    626

    1125

    905

    1140

    789

    846

    1084

    1269

    1566

    1972

    1365

    682

    *

    985

    1241

    859

    832

    *

    1202

    1514

    1048

    544 663

    STEEL

    MILS

    43

    54

    68

    97

    54

    68

    97

    NOMINAL

    WELD SIZE(IN)

    3/32

    1/8

    1/8

    1/8

    LONGITUDINAL TRANSVERSE LONGITUDINAL TRANSVERSE

    FLARE GROOVE WELDS (LBS/IN)

    1269 1269 * *

    WELD CAPACITIES BASED ON ANSI S100 SPECIFICATIONS SECTION E2.4 FOR FILLET WELDS ANDE2.5 FOR FLARE GROOVE WELDS.

    CAPACITIES ARE BASED ON ALLOWABLE STRENGTH DESIGN (ASD)

    WELD CAPACITIES ARE BASED ON E60 ELECTRODES. FOR MATERIAL THINNER THAN 68 MIL, 0.030"TO 0.035" DIAMETER WIRE ELECTRODES MAY PROVIDE BEST RESULTS.

    MATERIAL THICKNESS/GAUGE

    GAUGE

    20 (STRUC)

    18

    14

    12

    10

    16

    DESIGN THICKNESSMINIMUM

    THICKNESS

    0.0346"

    0.0451"

    0.0713"

    0.1017"

    0.1242"

    0.0566"

    0.0428"

    0.0677"

    0.0966"

    0.1180"

    0.0538"

    MILS

    33

    43

    68

    97

    118

    54

    33 KSI

    50 KSI

    50 KSI

    50 KSI

    50 KSI

    0.0329" 33 KSI

    YEILD STRENGTH

    COLD FORMED STEEL MEMBER TYPE

    FLANGE WIDTH

    STUDS/JOISTS

    1 1/4"

    EXAMPLE:

    (SSMA) 600S 162-43

    (MARINO/WARE) 6SW18

    1 3/8"

    2"

    2 1/2"

    3"

    1 5/8"

    3 1/2"

    1 1/4"

    1 1/2"

    2"

    TRACKS

    SSMA MARINO/WARE

    S125

    S137

    S200

    S250

    S300

    S162

    S350

    T125

    T150

    T200

    CW

    J

    JE

    JX

    SW

    JXW

    T

    DT

    600T150-(MATCH STUD GAUGE)

    JAMB (SEE JAMB &HEADER DETAIL)

    1 1/2"x1 1/2"x5" 16 GAUGE CLIPANGLE w/ (4) #10 SCREWSEACH LEG

    #8 SCREWS

    FLAT STRAPS, NOTCHEDCHANNEL, X-BRIDGING ORPROPRIETARY BRIDGING(EACH SIDE) LAP SPLICESTRAPS MINIMUM 4"SCREWS AS

    REQUIRED(EACH SIDE)

    SOLID BLOCKING:LOCATE BLOCKING AT

    EACH END OF WALL,ADJACENT TO OPENINGS

    AND AS REQUIRED.

    FOR TRACK:WHERE BLOCKING

    MATERIAL THICKNESSALLOWS, NOTCH AND

    BEND FLANGES 90° ORANCHOR TO VERTICALS

    WITH CLIP ANGLES.

    NOTE:MAXIMUM VERTICAL SPACINGOF BRIDGING 4'-0" O.C.

    OPENING CENTEREDIN WEB

    OPENING CENTERED IN WEB.REINFORCEMENT REQUIRED FOR

    PENETRATIONS GREATER THANPUNCH-OUT DEPTH

    STUDS

    NOTES:1) FLANGES SHALL NOT BE NOTCHED OR CUT.

    2) CAPACITY VERIFICATION BY DESIGN IS REQUIRED FORANY OPENINGS LOCATED AT CONCENTRATION LOADS ANDBEARING ENDS.

    STUDS (SEE PLAN).(PROVIDE LATERAL BRACING @48" O.C. VERTICALLY)

    1 1/2"x4"X3" 18 GAUGE(50ksi) CLIP ANGLEw/ (4) #10 SCREWS,WHERE INDICATED

    (2) 1/4"Ø CONC.SCREWS @ 16" O.C.

    #10 SCREW @EACH FLANGE

    600 T125-(MATCH STUD GAUGE)BOTTOM TRACK

    #8 SCREWS (EACH SIDE)

    COLD ROLLED CHANNELHORIZONTAL BRIDGINGTO BE SPACED ASREQUIRED BY DESIGNCLIP ANGLE 1/4" LESS

    THAN STUD WIDTH. ATTACHWITH 4 SCREWS AS SHOWN

    STUDS(SEE PLANS)

    #8 SCREWS@ 12" O.C.

    SUSTAINABLE DESIGN CONSULTING

    SUSTAINABILITY CONSULTANT

    1432 K STREET NW, 3RD FLOORWASHINGTON, DC 20005

    202-667-1620 fax 202-667-1622

    DEDC, LLC

    FIRE PROTECTION, PLUMBING, MECHANICAL, AND ELECTRICAL ENGINEER

    315 SOUTH CHAPEL STREETNEWARK, DELAWARE 19711302-738-7172 fax: 302-738-7175

    SCALE:

    DATE:

    DRAWN BY: PROJ MGR:

    PROJECT NO:

    PROJECT TITLE

    SHEET TITLE

    ISSUE BLOCK

    COPYRIGHT © 2020

    PROFESSIONAL CERTIFICATION:I CERTIFY THAT THESE DOCUMENTS WERE PREPARED OR APPROVED BY ME AND THAT I AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE

    STATE OF DELAWARE.

    LICENSE NO:

    EXPIRATION DATE:

    18535

    06/30/2022

    Delaware309 S Governors Ave

    Dover, DE 19904

    302.734.7950

    Maryland312 West Main St, Suite 300

    Salisbury, MD 21801

    410.546.9100

    North Carolina3333 Jaeckle Drive, Suite 120

    Wilmington, NC 28403

    910.341.7600

    www.beckermorgan.com

    Rittenhouse Station

    250 South Main Street, Suite 109

    Newarrk, DE 19711

    302.369.3700

    As indicated

    9/2

    1/2

    020

    1:5

    6:1

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    S003

    TYPICAL COLD FORMMETAL FRAMINGDETAILS

    JIW/JKBJKB

    07.22.2020

    2018230.00

    DOVER, DELAWARE

    DSWAADMINISTRATIONBUILDING

    SCALE: 1 1/2" = 1'-0"1BEARING HEAD AND JAMBDETAIL

    SCALE: 3/4" = 1'-0"2 CORNER FRAMING

    SCALE: 1 1/2" = 1'-0"3 END GUARD DETAIL

    SCALE: 1 1/2" = 1'-0"11 FLOOR CROSS BRIDGING

    SCALE: 1 1/2" = 1'-0"5 SILL DETAIL SCALE: 1 1/2" = 1'-0"8 STUD BRACING DETAILS

    SCALE: 1 1/2" = 1'-0"9 STUD WEB PENETRATIONS

    SCALE: 1 1/2" = 1'-0"7 TRACK DETAIL

    SCALE: 1 1/2" = 1'-0"6 TRACK SPLICE

    SCALE: 1 1/2" = 1'-0"10 WALL BRIDGING (ALTERNATIVE)

    SCALE: 3/4" = 1'-0"4 WALL INTERSECTION FRAMING

    Revision Schedule

    Mark Date Description

    1 02/28/2020 ISSUE FOR PERMIT

    2 09/22/2020 ISSUE FOR BID

  • 30" OR 36"COVER WIDTH

    DE

    PT

    H

    2 1/2"MAX.

    6"

    1 1/2"

    1.5B22

    WIDE RIB

    22

    ASTM A1008 GR.33

    NO

    NO

    GALV. G60

    0.155

    0.186

    0.183

    0.192

    1818

    33

    1 1/2"

    WIDE RIB

    16

    ASTM A1008 GR.33

    NO

    NO

    0.373

    0.408

    0.373

    0.411

    3578

    33

    1.5B16

    GALV. G60

    8"

    DE

    PT

    H

    24" COVERWIDTH

    2 5/8"

    3"

    3N20

    N/A

    20

    ASTM A1008 GR.33

    YES

    YES

    GALV. G60

    0.848

    0.501

    1.079

    0.552

    3287

    33

    ROOF DECK

    36"COVER WIDTH

    DE

    PT

    H

    2 1/2"MAX.

    6"

    DEPTH: 1 1/2"

    1.5C22

    PROFILE: N/A

    GAUGE: 22

    MATERIAL: ASTM A653

    ACOUSTIC: NO

    CELLULAR: NO

    FINISH: GALV. G60

    I (in^4/ft.): 0.173

    0.177

    0.182

    0.167

    Va (lbs/ft.): 2626

    Fy (ksi): 50

    Sp (in^3/ft.):

    In (in^4/ft.):

    Sn (in^3/ft.):

    NON-COMPOSITE FLOOR DECK

    1.0C22

    1"

    N/A

    22

    ASTM A653

    NO

    NO

    GALV. G60

    0.073

    0.130

    0.059

    0.134

    4803

    60

    METAL DECK SCHEDULE

    33" COVERWIDTH

    DE

    PT

    H

    1.0E22

    1"

    N/A

    24

    NO

    NO

    GALV. G60

    0.073

    0.130

    0.073

    0.134

    4754

    60

    3 5/8"

    ASTM A1008 GR.80

    ATTACH STEEL DECK TO JOISTOR BEAM SUPPORT @ 12" O.C.AT EDGES & ENDS

    SIDELAP ATTACHMENTSUPPORT

    SUPPORT

    PERIMETER

    SUPPORT

    SUPPORT

    (3) S

    PAN

    MINI

    MUM

    DECK

    LENG

    TH W

    ITH 2"

    MIN

    IMUM

    LAP

    AT E

    ACH

    END

    DECK ATTACHMENT

    1.5B22 5/8" PUDDLE WELDS @ 36/4 5/8" PUDDLE WELDS @ 12" O.C. (3) #10 SCREWS

    1.5B16 5/8" PUDDLE WELDS @ 36/4 5/8" PUDDLE WELDS @ 12" O.C.

    SUPPORT

    ATTACHMENT

    3N20

    (3) #10 SCREWS

    (4) BUTTON PUNCH#12 SCREWS @ 6"O.C.#12 SCREWS @ 24/4

    SUPPORT

    ATTACHMENT

    PERIMETER

    ATTACHMENT

    SUPPORT

    ATTACHMENT

    1.0E22 #12 SCREWS @ 6"O.C.#12 SCREWS @ 33/4 (2) #10 SCREWS

    SUPPORT ATTACHMENTTYPE PERIMETER ATTACHMENT SIDELAP ATTACHMENT

    1.5C22

    1.0C22

    5/8" PUDDLE WELDS @ 36/4 5/8" PUDDLE WELDS @ 12" O.C. (2) #10 SCREWS

    5/8" PUDDLE WELDS @ 36/4 5/8" PUDDLE WELDS @ 12" O.C. (2) #10 SCREWS

    NOTE:PROVIDE PRE-FABRICATED TEE & CORNERREINFORCEMENT. PROVIDE JOINT REINFORCEMENT& WALL TIES AT MORTAR JOINTS ABOVE & AT HORIZONTAL JOINTS WITH WALL TIES TO BEAMS.DISCONTINUE JOINT REINFORCEMENT ATCONTROL & EXPANSION JOINTS.

    ADJUSTABLE JOINTREINFORCEMENT

    TYPE:

    SIDE RODS:

    CROSS RODS:

    FINISH:

    VERTICAL SPACING

    LADDER

    9 GUAGE ASTM A82

    9 GUAGE ASTM A82

    HOT DIP GALVANIZED ASTM A153 B-2

    16" O.C.

    NOTE:PROVIDE PRE-FABRICATED TEE & CORNERREINFORCEMENT. PROVIDE JOINT REINFORCEMENT& WALL TIES AT MORTAR JOINTS ABOVE & AT HORIZONTAL JOINTS WITH WALL TIES TO BEAMS.DISCONTINUE JOINT REINFORCEMENT ATCONTROL & EXPANSION JOINTS.

    ADJUSTABLE JOINTREINFORCEMENT1

    1/2"

    MIN

    EMBE

    DMEN

    T

    5/8" M

    IN

    COVE

    R

    TYPE:

    SIDE RODS:

    CROSS RODS:

    EYES:

    PINTEL:

    FINISH:

    VERTICAL SPACING

    LADDER

    9 GUAGE ASTM A82

    9 GUAGE ASTM A82

    3/16"Ø O.C. ASTM A82

    3/16"Ø ASTM A82

    HOT DIP GALVANIZED ASTM A153 B-2

    16" O.C.

    WOOD OR METAL STUDS(24" O.C. MAX)

    SHEATHING

    ADJUSTABLE VENEER ANCHOR w/ (2) FASTENERS

    THICKNESS:

    PINTEL:

    FINISH:

    VERTICAL SPACING

    PROVIDE TIES AT MORTAR JOINTS ABOVE AND BELOW OPENINGS AND WITHIN 8" OF JAMBS, CONTROL, AND EXPANSION JOINTS.

    12 GA ASTM A1008

    3/16"Ø ASTM A82

    HOT DIP GALVANIZED ASTM A153 B-2

    EQUAL TO STUD SPACING

    1 1/2"

    MIN

    EMBE

    DMEN

    T

    5/8" M

    IN

    COVE

    R

    "L"

    BRG.LENGTH

    BRG.LENGTH

    FILL CORED BRICK/CMUSOLID (MIN 2 COURSES)

    LOOSE LINTEL(HOT-DIPPED GALV.)

    ADDITIONAL ANGLEIF BACK TO BACK

    PROVIDE 3/8"MIN. SETBACK

    2-12AS REQ.

    "L"

  • 2

    2

    3

    3

    4

    4

    5

    5

    6

    6

    7

    9

    9 10

    12.2 13

    13

    14

    14

    15

    15

    16

    16

    17

    17

    18

    18

    19.3 20

    20 21

    G

    A

    B

    B

    C

    DD

    EE

    AA

    BB

    BB

    CC

    CC

    DD

    DD

    EE

    EE

    FF

    F F

    12.3

    EE.8

    D.8

    BB.46.6

    7.8

    A.0

    21.2

    21.2

    F.5 F.5

    11

    11

    12

    12 12.8 14.2 14.8 16.2 16.8 18.2

    18.5

    CC.6

    BB.7

    BB.7

    0

    0

    EE.7

    1

    1

    8.9

    B.3

    8.4

    C.8

    D.7

    9' - 6" 11' - 0"

    2"

    27' - 6" 2' - 2" 19' - 8"2' - 10"

    10' - 4"2' - 10"

    19' - 8" 2' - 10" 10' - 4" 2' - 10" 19' - 8" 2' - 10" 10' - 4" 2' - 10" 19' - 8" 2' - 10" 10' - 2"

    1' - 0"1' - 9"

    5' - 6" 4' - 0"

    9"

    2' -

    3"

    17

    ' - 7

    "1

    2' -

    0"

    26

    ' - 1

    0"

    4' -

    0"

    4' -

    0"

    10

    ' - 1

    0"

    10

    ' - 0

    "7

    ' - 1

    0 3

    /4" 1

    9' -

    11

    "8

    ' - 9

    "

    11"

    11

    ' - 8

    "1

    1' -

    0"

    1' -

    4"

    2' -

    10

    "4

    ' - 0

    "

    4' -

    0"

    4' -

    2 1

    /4"

    3' - 0

    "

    7' - 0

    "

    1' - 6

    "

    8' - 4

    "7' - 2

    "

    2' - 9

    "9' - 11"

    5' - 1

    1"

    6' - 1

    "

    10' - 7

    1/2"

    10' - 1

    1/2"

    10' - 4

    1/2"

    10' - 4

    1/2"

    1' - 5"

    7' - 7"

    1' - 4 1/

    2"10' -

    1 1/2"

    8' - 8"

    7' - 10 1/2" 16' - 4 1/4" 19' - 6" 8' - 8"

    1' - 6"

    19' - 8" 7' - 0" 9' - 0" 19' - 8" 16' - 0" 19' - 8" 16' - 0" 19' - 8" 10' - 0" 4' - 0" 7' - 3"

    2' - 0"

    2' - 0"

    A.00

    2.1

    2.9

    AA.5

    7' - 10 1

    /2"

    16' - 5

    7/16"

    16' - 7

    1/2"

    10' - 1

    1/2"

    10' - 4

    1/2"

    10' - 4

    1/2"

    10' - 4

    1/2"

    10' - 1

    1/2"

    8' - 8"

    1' - 3

    1/2

    "

    1' - 4

    1/2

    "

    10' - 3

    "

    19

    1910.7

    18.8

    CC.5

    CC.5

    10.6

    7.4 8

    C.2

    D.5

    7.1

    7.9

    6' - 0"

    20.00°

    WORKING POINT

    7' -

    2 4

    5/6

    4"

    1' - 0

    "

    1' - 0"

    9"

    SLAB OUTLINE

    BB.1

    SUSTAINABLE DESIGN CONSULTING

    SUSTAINABILITY CONSULTANT

    1432 K STREET NW, 3RD FLOORWASHINGTON, DC 20005

    202-667-1620 fax 202-667-1622

    DEDC, LLC

    FIRE PROTECTION, PLUMBING, MECHANICAL, AND ELECTRICAL ENGINEER

    315 SOUTH CHAPEL STREETNEWARK, DELAWARE 19711302-738-7172 fax: 302-738-7175

    SCALE:

    DATE:

    DRAWN BY: PROJ MGR:

    PROJECT NO:

    PROJECT TITLE

    SHEET TITLE

    ISSUE BLOCK

    COPYRIGHT © 2020

    PROFESSIONAL CERTIFICATION:I CERTIFY THAT THESE DOCUMENTS WERE PREPARED OR APPROVED BY ME AND THAT I AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE

    STATE OF DELAWARE.

    LICENSE NO:

    EXPIRATION DATE:

    18535

    06/30/2022

    Delaware309 S Governors Ave

    Dover, DE 19904

    302.734.7950

    Maryland312 West Main St, Suite 300

    Salisbury, MD 21801

    410.546.9100

    North Carolina3333 Jaeckle Drive, Suite 120

    Wilmington, NC 28403

    910.341.7600

    www.beckermorgan.com

    Rittenhouse Station

    250 South Main Street, Suite 109

    Newarrk, DE 19711

    302.369.3700

    3/32" = 1'-0"

    9/2

    1/2

    020

    1:5

    6:1

    2 P

    MC

    :\U

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    \201

    82

    300

    0_

    ST

    RU

    CT

    _C

    EN

    TR

    AL

    _2

    01

    9_h

    elli

    ott

    BM

    G.r

    vt

    S100

    GRID LAYOUT

    JKBKRC

    07.22.2020

    2018230.00

    DOVER, DELAWARE

    DSWAADMINISTRATIONBUILDING

    SCALE: 3/32" = 1'-0"1 GRID LAYOUT

    Revision Schedule

    Mark Date Description

    1 02/28/2020 ISSUE FOR PERMIT

    2 09/22/2020 ISSUE FOR BID

  • 9 10

    13

    13

    14

    14

    15

    15

    16

    16

    17

    17

    18

    18

    19.3 20

    21

    G

    A

    B

    B

    C

    DD

    EE

    F

    D.8

    A.0

    21.2

    F.5

    12" CONCRETE SLABw/ #5 @12" O.C. EW T&B

    11

    11

    12

    12

    18.5

    3

    S501

    2

    S5011

    S501

    CS1

    4

    S501

    F5.0 F5.0 F4.0F5.0

    W12X65 W12X65W12X65 W12X65

    F5.0

    W12X65

    F6.0

    W12X72

    F6.0

    W12X72

    F6.0W12X72

    W12X72

    F3.0

    F4.0

    F2.0

    F4.0

    F3.0

    F3.0F4.0

    F4.0

    F3.0

    F2.0

    F4.0

    F2.0

    F4.0 F2.0F2.0

    F4.0

    F4.0

    F4.0

    F2.0

    F3.0 F4.0

    F2.0

    P1.5

    P1.5x2.0 P2.0

    P1.5 P1.5

    P2.0

    P2.0 P2.0

    P1.5x2.0P1.5

    P1.5x2.0

    P1.5x3.5

    P1.5

    P1.5

    P2.0P2.0 P2.0

    P2.0 P2.0 P2.0P2.0

    P1.5

    HSS6X6X1/4 HSS6X6X1/4

    HSS6X6X1/4 HSS6X6X1/4

    HSS6X6X1/4

    HSS6X6X1/4HSS6X6X1/4

    HSS6X6X1/4

    HSS6X6X1/4 HSS6X6X1/4

    HSS6X6X1/4HSS6X6X1/4

    HSS6X6X1/4

    HSS6X6X1/4

    W12X65 W12X65W12X65 W12X65

    W12X65 W12X65 W12X65W12X65 W12X65

    HSS6X6X1/4

    HSS6X6X1/4

    HSS6X6X1/4

    HSS6X6X1/4

    HSS6X6X1/2

    HSS6X6X5/8

    P2.0

    P2.0

    P1.5

    HSS8X8X3/8

    HSS8X8X3/8

    P1.5x2.0

    HSS6X6X1/4P1.5x2.0HSS6X6X1/4

    HSS6X6X1/4

    HSS6X6X1/4

    HSS8X8X5/8

    P1.5x2.0

    F4.0

    F3.0

    F6.0 F5.0

    F2.0

    F2.0

    F5.0

    F2.0

    F6.0

    F7.5x4.0

    P1.5 F4.0F4.0

    F4.0P2.0

    F4.0

    F2.0

    F2.0

    F2.0

    F2.0

    F2.0

    F5.0F5.0

    F2.0

    F2.0

    F5.0F5.0

    F2.0

    F2.0

    F5.0

    23' - 0" 48' - 4" 39' - 0" 16' - 4" 26' - 4"

    4' -

    0"8' -

    0"

    12

    ' - 2

    "

    1' -

    4"

    18' - 4" 8' - 0"

    31

    ' - 8

    "9

    ' - 2

    "2

    2' -

    8"

    63

    ' - 6

    "

    4' - 0"

    23' - 0" 12' - 8" 23' - 0" 12' - 8" 23' - 0" 12' - 8" 23' - 0" 12' - 8" 12' - 4"

    2' -

    0"

    2' -

    0"

    8.9

    C.8

    D.7

    2' -

    0"

    2' -

    0"

    2' -

    0"

    2' -

    0"

    2' -

    0"

    2' -

    0"

    A.00

    F4.0

    F3.0X5.6

    2' - 0"

    19

    MA

    TC

    HLIN

    E

    10.7

    8

    S503

    1

    F4.0

    P3.0

    -5' - 8"

    -4' - 0"

    13

    S501

    -2' - 0"P2.0

    -3' - 0"

    2

    2

    HSS4X4X3/8

    HSS4X4X3/8

    HSS6X6X5/8

    3

    3

    P2.0x4.0

    10.6

    6

    S501

    F2.0

    F2.0

    AESSAESS

    AESS

    AESS

    AESSHSS6X6X5/8

    AESS

    AESSAESSAESSAESSAESSAESS

    26' - 8"

    C.2

    D.5

    6"

    3' -

    3 1

    /2"

    2' -

    0"

    F3.0HSS6X6X1/2

    9' -

    3"

    HSS8X8X5/8P2.0F3.0

    P2.0F4.0

    P2.0F3.0

    13

    S504

    44 44 44 44

    5

    S501

    -

    ---

    7' - 4" 12' - 4"

    2' -

    0"

    4' -

    0"

    1' -

    5"

    1' - 5"

    AREA AAREA B

    MA

    TC

    HLIN

    E

    GENERAL NOTES:1. FOUNDATION SHALL BEAR ON UNDISTURBED SOIL OR CONTROLLED COMPACTED FILL

    HAVING AN ALLOWABLE BEARING CAPACITY 5000 PSF OR GREATER. THE CONTRACTOR SHALL VERIFY THE ASSUMED BEARING CAPACITY PRIOR TO PLACING ANY FOOTINGS.

    2. A PRELIMINARY GEOTECHNICAL ENGINEERING REPORT HAS BEEN PREPARED BY HILLIS-CARNES, DATED SEPT. 30, 2019. REFER TO SOILS REPORT BY HILLIS-CARNES ENGINEERING ASSOCIATES, INC. (PROJECT NO. D19137) DATED SEPTEMBER 30, 2019 FOR THE SITE PREPARATION REQUIREMENTS.

    3. THE BOTTOM OF EXTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF 2'-6" BELOW FINISH GRADE FOR FROST PROTECTION. THE BOTTOM OF INTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF 1'-0" BELOW FINISH FLOOR.

    4. COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL PLANS FOR BUILDING LAYOUT.

    5. FLOOR DRAINS AND SLOPES SHALL BE COORDINATED WITH ARCHITECTURAL DRAWINGS.

    6. ASSUMED DATUM ELEVATION AT TOP OF STRUCTURAL SLAB ON GRADE = 0' - 0". SEE CIVIL DRAWINGS FOR ACTUAL ELEVATION.

    7. ALL DIMENSIONS ARE TO EXTERIOR FACE OF 4" CMU VENEER BASE.

    SHEET LEGEND:

    NOTES:

    8" CMU

    FOUNDATION EXTENTS

    CONC. SLAB. SEE S004 FOR ADDITIONAL INFORMATION.CS#

    1 GENERAL CONTRACTOR SHALL VERIFY ELEVATOR PIT MATCHES SELECTED ELEVATOR REQUIREMENT PRIOR TO PLACING FOUNDATION SLAB. SUMP LOCATION SHALL BE COORDINATED WITH ELEVATOR SUPPLIER, SEE "ELEVATOR SUMP PUMP DETAIL" FOR ADDITIONAL INFORMATION.

    2 STEP FOOTING. SEE "TYP. STEPPED FOOTING" DETAIL.

    3 GENERAL CONTRACTOR SHALL COORDINATE WITH ELEVATOR SUPPPLIER THAT ALL SUPERIMOSED LOADS ARE LESS THAN NOTED BELOW:

    HOIST BEAM WITH COLUMN REACTION: 5000#RAILS REACTION: 400#LIFE SAFETY REACTION: 5000#

    4" CMU VENEER BASE

    4 HSS 5x5x3/16" (COORDINATE LOCATION w/ CANOPY MANUFACTURER DRAWINGS.)

    SUSTAINABLE DESIGN CONSULTING

    SUSTAINABILITY CONSULTANT

    1432 K STREET NW, 3RD FLOORWASHINGTON, DC 20005

    202-667-1620 fax 202-667-1622

    DEDC, LLC

    FIRE PROTECTION, PLUMBING, MECHANICAL, AND ELECTRICAL ENGINEER

    315 SOUTH CHAPEL STREETNEWARK, DELAWARE 19711302-738-7172 fax: 302-738-7175

    SCALE:

    DATE:

    DRAWN BY: PROJ MGR:

    PROJECT NO:

    PROJECT TITLE

    SHEET TITLE

    ISSUE BLOCK

    COPYRIGHT © 2020

    PROFESSIONAL CERTIFICATION:I CERTIFY THAT THESE DOCUMENTS WERE PREPARED OR APPROVED BY ME AND THAT I AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE

    STATE OF DELAWARE.

    LICENSE NO:

    EXPIRATION DATE:

    18535

    06/30/2022

    Delaware309 S Governors Ave

    Dover, DE 19904

    302.734.7950

    Maryland312 West Main St, Suite 300

    Salisbury, MD 21801

    410.546.9100

    North Carolina3333 Jaeckle Drive, Suite 120

    Wilmington, NC 28403

    910.341.7600

    www.beckermorgan.com

    Rittenhouse Station

    250 South Main Street, Suite 109

    Newarrk, DE 19711

    302.369.3700

    As indicated

    9/2

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    EN

    TR

    AL

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    S101-A

    FOUNDATION PLAN A

    JKBKRC

    07.22.2020

    2018230.00

    DOVER, DELAWARE

    DSWAADMINISTRATIONBUILDING

    SCALE: 1/8" = 1'-0"1 FOUNDATION PLAN A

    SCALE: 1/64" = 1'-0"2 KEY PLAN

    Revision Schedule

    Mark Date Description

    1 02/28/2020 ISSUE FOR PERMIT

    2 09/22/2020 ISSUE FOR BID

  • 2

    2

    3

    3

    4

    4

    5

    5

    6

    6

    7

    9

    9 10

    G

    B

    AA

    BB

    CC

    DD

    EE

    FF

    MA

    TC

    HLIN

    E

    EE.8D.8

    BB.4

    6.6

    7.8

    A.0

    CC.6

    BB.7

    0

    0

    EE.7

    1

    1

    F2.0

    8.9

    B.3

    8.4

    C.8

    D.7

    A.00

    68' - 0"

    11' - 7"

    10' - 9"

    45' - 8"

    9' - 8" 14' - 0"

    10

    ' - 8

    "

    56

    ' - 8

    "

    43' - 0

    "

    54' - 8

    1/2"

    13' - 3

    1/2"

    3' - 0

    "

    18' - 4"

    2.12.9

    AA.5

    CC.5

    F3.0

    F5.0

    F3.0

    F3.0

    F4.0

    F4.0F4.0

    F4.0

    F3.0

    F3.0

    F4.0

    F4.0

    F4.0

    F4.0

    F4.0

    F4.0

    F4.0

    F4.0

    F4.0

    F4.0

    F5.0

    F5.0

    F4.0

    F4.0

    F4.0

    F3.0

    F3.0

    F4.0 F3.0

    F4.0

    F4.0

    F3.0

    F3.0

    F4.0

    F4.0

    F2.0

    F2.0

    F2.0

    F2.0

    F2.0

    F2.0

    F2.0

    F2.0

    F2.0

    F2.0

    F2.0F2.0

    F2.0

    F3.0

    6

    S501

    F3.0

    P1.5

    P2.0

    P2.0

    P2.0

    P2.0

    P2.0

    P2.0

    P2.0

    P2.0

    P2.0

    P2.0

    P2.0

    P2.0

    P2.0

    P2.0

    P2.0

    P2.0

    P2.0

    P3.5

    P3.5

    P2.0

    P2.0

    P2.0

    P2.0

    P2.0

    P2.0 P2.0

    P2.0

    P2.0

    P2.0

    HSS6X6X5/8

    HSS6X6X1/2

    HSS6X6X1/4

    HSS8X8X5/8

    HSS8X8X5/8

    HSS6X6X1/4

    HSS6X6X1/2

    8.75x9 GLULAM

    8.75x9 GLULAM

    8.75x9 GLULAM

    8.75x9 GLULAM

    8.75x9 GLULAM

    8.75x9 GLULAM

    8.75x9 GLULAM

    8.75x9 GLULAM

    8.75x9 GLULAM

    8.75x9 GLULAM

    8.75x9 GLULAM

    8.75x9 GLULAM

    8.75x9 GLULAM

    8.75x9 GLULAM

    8.75x9 GLULAM

    8.75x9 GLULAM

    HSS8X8X5/8

    HSS6X6X1/4

    HSS6X6X1/4 HSS8X8X3/8

    HSS8X8X3/8

    HSS8X8X3/8

    HSS8X8X3/8

    HSS8X8X5/8

    HSS6X6X1/2

    HSS8X8X5/8

    HSS8X8X5/8

    W8X31

    W8X31

    F2.0

    7.4 8

    15' - 1

    1 3

    /4"

    15

    ' - 4

    "

    AESS AESS

    AESS

    AESS

    HSS6X6X1/4

    HSS6X6X1/4

    HSS6X6X1/4

    HSS6X6X1/4

    P2.0F4.0

    P2.0F4.0

    AESS

    AESS

    AESS

    AESS

    F2.0

    F2.0

    F2.0

    F2.0

    F2.0

    F2.0

    F2.0

    F2.0

    F2.0

    CS1

    CS1

    F2.0X2.0

    F2.0X2.0

    F2.0X2.0

    F2.0X2.0

    F2.0X2.0

    F2.0X2.0

    F2.0X2.0

    F2.0X2.0

    F2.0X2.0

    F2.0X2.0

    F2.0X2.0

    P1.0

    P1.0

    P1.0

    P1.0

    P1.0

    P1.0

    P1.0

    P1.0

    P1.0

    P1.0

    P1.01

    1

    1

    1

    1

    1

    1

    1

    1

    1

    1

    9

    S507

    23' - 10 7/8"

    C.2

    D.5

    7.1

    7.9

    HSS8X8X5/8

    F2.0

    F2.0

    F2.0

    5' - 1

    0" 11

    "

    11"

    10' - 1

    0"

    10' - 7

    "

    10' - 5

    "

    1' - 6"

    1' -

    6"

    1' -

    6"

    1' -

    8"

    1' -

    8"

    1' - 6"

    2

    2

    2

    2 2

    2

    2

    2

    2

    1' - 8

    "

    1' - 8"

    9

    S506

    BB.1

    56

    ' - 6

    "

    128' - 6

    "

    CENTER POINT OF ARC

    AREA B AREA A

    MA

    TC

    HLIN

    E

    GENERAL NOTES:1. FOUNDATION SHALL BEAR ON UNDISTURBED SOIL OR CONTROLLED COMPACTED FILL

    HAVING AN ALLOWABLE BEARING CAPACITY 5000 PSF OR GREATER. THE CONTRACTOR SHALL VERIFY THE ASSUMED BEARING CAPACITY PRIOR TO PLACING ANY FOOTINGS.

    2. A PRELIMINARY GEOTECHNICAL ENGINEERING REPORT HAS BEEN PREPARED BY HILLIS-CARNES, DATED SEPT. 30, 2019. REFER TO SOILS REPORT BY HILLIS-CARNES ENGINEERING ASSOCIATES, INC. (PROJECT NO. D19137) DATED SEPTEMBER 30, 2019 FOR THE SITE PREPARATION REQUIREMENTS.

    3. THE BOTTOM OF EXTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF 2'-6" BELOW FINISH GRADE FOR FROST PROTECTION. THE BOTTOM OF INTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF 1'-0" BELOW FINISH FLOOR.

    4. COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL PLANS FOR BUILDING LAYOUT.

    5. FLOOR DRAINS AND SLOPES SHALL BE COORDINATED WITH ARCHITECTURAL DRAWINGS.

    6. ASSUMED DATUM ELEVATION AT TOP OF STRUCTURAL SLAB ON GRADE = 0' - 0". SEE CIVIL DRAWINGS FOR ACTUAL ELEVATION.

    7. ALL DIMENSIONS ARE TO EXTERIOR FACE OF 4" CMU VENEER BASE.

    SHEET LEGEND:

    NOTES:

    8" CMU

    FOUNDATION EXTENTS

    CONC. SLAB. SEE S004 FOR ADDITIONAL INFORMATION.CS#

    1 GENERAL CONTRACTOR SHALL VERIFY PERGOLA FOUNDATIONS MEET REQUIREMENTS OF PERGOLA SUPPLIER. COLUMN BY PERGOLA MANUFACTURER. MAXIMUM UNFACTORED REACTONS ARE AS FOLLOWS.

    GRAVITY: 19 KIPSUPLIFT: 1.3 KIPS

    4" CMU VENEER BASE

    BACK TO BACK STUDS (SEE 5/S507), LOCATION SHALL BE COORDINATED WITH CANOPY MANUFACTURER DRAWINGS.

    2 SUSTAINABLE DESIGN CONSULTING

    SUSTAINABILITY CONSULTANT

    1432 K STREET NW, 3RD FLOORWASHINGTON, DC 20005

    202-667-1620 fax 202-667-1622

    DEDC, LLC

    FIRE PROTECTION, PLUMBING, MECHANICAL, AND ELECTRICAL ENGINEER

    315 SOUTH CHAPEL STREETNEWARK, DELAWARE 19711302-738-7172 fax: 302-738-7175

    SCALE:

    DATE:

    DRAWN BY: PROJ MGR:

    PROJECT NO:

    PROJECT TITLE

    SHEET TITLE

    ISSUE BLOCK

    COPYRIGHT © 2020

    PROFESSIONAL CERTIFICATION:I CERTIFY THAT THESE DOCUMENTS WERE PREPARED OR APPROVED BY ME AND THAT I AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE

    STATE OF DELAWARE.

    LICENSE NO:

    EXPIRATION DATE:

    18535

    06/30/2022

    Delaware309 S Governors Ave

    Dover, DE 19904

    302.734.7950

    Maryland312 West Main St, Suite 300

    Salisbury, MD 21801

    410.546.9100

    North Carolina3333 Jaeckle Drive, Suite 120

    Wilmington, NC 28403

    910.341.7600

    www.beckermorgan.com

    Rittenhouse Station

    250 South Main Street, Suite 109

    Newarrk, DE 19711

    302.369.3700

    As indicated

    9/2

    1/2

    020

    1:5

    6:1

    5 P

    MC

    :\U

    se

    rs\h

    elli

    ott\D

    ocu

    me

    nts

    \201

    82

    300

    0_

    ST

    RU

    CT

    _C

    EN

    TR

    AL

    _2

    01

    9_h

    elli

    ott

    BM

    G.r

    vt

    S101-B

    FOUNDATION PLAN B

    JKBJKB

    07.22.2020

    2018230.00

    DOVER, DELAWARE

    DSWAADMINISTRATIONBUILDING

    SCALE: 1/8" = 1'-0"1 FOUNDATION PLAN B

    SCALE: 1/64" = 1'-0"2 KEY PLAN

    Revision Schedule

    Mark Date Description

    1 02/28/2020 ISSUE FOR PERMIT

    2 09/22/2020 ISSUE FOR BID

  • 9 10

    13

    13

    14

    14

    15

    15

    16

    16

    17

    17

    18

    18

    19.3 20

    21

    A

    BB

    C

    DD

    EE

    F

    12.3

    D.6

    5

    S503

    4

    S503

    3

    S503

    7

    S502

    3

    S502

    2

    S502

    CS2

    4

    S502

    D.8M

    AT

    CH

    LIN

    E

    21.2

    F.5

    11

    11

    12

    12

    1

    S502

    EXPANSION JOINT

    18.5

    8

    S502

    D1

    D1

    D1

    7

    S503

    6

    S503

    5

    S5029

    S503

    10

    S502

    9

    S502

    (5) EQ. SPACES = 19' - 8" (4) EQ. SPACES = 16' - 0" (5) EQ. SPACES = 19' - 8" (4) EQ. SPACES = 16' - 0" (5) EQ. SPACES = 19' - 8" (4) EQ. SPACES = 16' - 0" (5) EQ. SPACES = 19' - 8" (4) EQ. SPACES = 14' - 0"

    (2) EQ. SPACES = 7' - 8"

    (3) EQ. SPACES = 7' - 0"

    (3) EQ. SPACES = 9' - 0"

    (7) EQ. SPACES = 19' - 8"

    (7) EQ. SPACES = 19' - 8"

    (4) EQ. SPACES = 19' - 6"

    (3) EQ. SPACES = 8' - 2"

    (3) EQ. SPACES = 11' - 6"

    (5) EQ. SPACES = 8' - 8"

    CS2

    C.8

    §

    D.7

    4' -

    8"

    6"

    2' -

    6"

    6

    S502

    W18X60

    13' - 4"

    W16X26

    13' - 4"

    W18X40

    13' - 4"

    W16X26

    13' - 4"

    W18X40

    13' - 4"

    W16X26

    13' - 4"

    W18X40

    13' - 4"

    W16X26

    13' - 4"

    W21X68

    13' - 4"

    W21X44

    13' - 4"

    W21X44

    13' - 4"

    W27X84

    13' - 4"

    W21X44

    13' - 4"

    W21X44

    13' - 4"

    W21X44

    13' - 4"

    W21X44

    13' - 4"

    W14X22

    13' - 4"

    W8X1013' - 4"

    W16X

    26

    13

    ' - 8

    "

    W16X26

    13' - 4"

    W16X26

    13' - 4"

    W16X26 13' - 4"

    W8X

    10

    13

    ' - 8

    "

    W16X26

    13' - 4"

    W16X26

    13' - 4"

    W8X

    10

    13

    ' - 8

    "

    W16X26

    12' - 5"

    W16X26

    12' - 5"

    W16X26

    12' - 5"

    W16X26 13' - 4"

    W18X

    50

    13

    ' - 8

    "

    W21X

    48

    13

    ' - 8

    "

    W24X

    55

    12

    ' - 5

    "

    W30X

    90

    12

    ' - 5

    "

    W27X

    84

    13

    ' - 8

    "

    W14X

    22

    13

    ' - 8

    "

    W24X55

    13' - 4"

    W18X

    50

    13

    ' - 4

    "

    W16X

    26

    13

    ' - 8

    "

    W8X1013' - 4"

    HS

    S8X

    6X

    5/1

    6

    13

    ' - 4

    "

    HSS8X6X5/16

    13' - 4"

    10K

    1

    W12X

    14

    12

    ' - 5

    "

    W12X

    14

    12

    ' - 5

    "

    W12X

    14

    12

    ' - 5

    "

    W12X

    14

    12

    ' - 5

    "

    W12X

    14

    12

    ' - 5

    "

    W12X

    14

    12

    ' - 5

    "

    14E

    682/4

    00/8

    0

    14E

    682/4

    00/8

    0

    14E

    682/4

    00/8

    0

    14E

    682/4

    00/8

    0

    16E

    682/4

    00/8

    0

    16E

    682/4

    00/8

    0

    W12X

    19

    12

    ' - 5

    "

    W12X

    19

    12

    ' - 5

    "

    W21X

    68

    13

    ' - 8

    "

    24K

    +

    W8X10

    W8X10

    W21X44

    13' - 1 1/2"

    HSS10X6X1/2

    13' - 4"

    HS

    S10X

    6X

    1/2

    13

    ' - 4

    "

    W24X68

    13' - 1 1/2"

    W21X55

    13' - 1 1/2"

    W12X19

    13' - 4"

    W18X

    40

    13

    ' - 4

    "

    22K

    +

    22K

    +

    22K

    +

    22K

    +

    22K

    +

    22K

    +

    W8X

    10

    13

    ' - 8

    "

    W8X

    10

    13

    ' - 8

    "

    W21X44

    13' - 4"

    14E

    682/4

    00/8

    0

    14E

    682/4

    00/8

    0

    8K

    1

    8K

    1

    8K

    1

    W8X10 W8X10 W8X10 W8X10 W8X10 W8X10 W8X10 W8X10

    W21X

    68

    13

    ' - 8

    "

    W18X

    55

    13

    ' - 8

    "

    W14X2613' - 4"

    W14X2613' - 4"

    16E

    1282/1

    000/8

    0

    16E

    1282/1

    000/8

    0

    16E

    1282/1

    000/8

    0

    16E

    1282/1

    000/8

    0

    16E

    682/4

    00/8

    0

    16E

    682/4

    00/8

    0

    16E

    682/4

    00/8

    0

    16E

    682/4

    00/8

    0

    16E

    682/4

    00/8

    0

    16E

    682/4


AISC EJ 2013Q1 VOL 50-1 - JOURNAL - AISC EJc.pdf

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Doc ANA-03-S001 QUALITY SYSTEM STANDARD OPERATING ...

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Fabricator Front Cover alt01

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QUALITY MANUAL for Steel Fabricator LLC. All rights ... · AISC Steel Construction Manual, which includes the following specifications, codes and standards: I. AISC Specification

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AISC Home | American Institute of Steel Construction  · Web view2021. 4. 15. · AISC 207-20 AUDIT GUIDE - Building Fabricator Program. Ref# ... ANSI/AISC 360 Specification for

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SPECIAL INSPECTIONS SCHEDULES - Rivesrives.com/wp-content/uploads/2015/05/S101-Special-Inspection-Schedules.pdf · Periodic - If fabricator is not AISC certified, ... If fabricator

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M A S001 Whiteley 091707

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FABRICATOR HARDWARE CATALOGUE - Eurocell

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