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