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Home My WebLink About05050050.7ABBREVIATIONS LIST AR ANCHOR RODS MEZZ MEZZANINE ABV ABOVE MFR MANUFACTURER ACI AMERICAN CONCRETE INSTITUTE MIN MINIMUM ADD'L ADDITIONAL MISC MISCELLANEOUS ADH ADHESIVE MO MASONRY OPENING ADJ ADJACENT MOM MOMENT AESS ARCHITECTURALLY EXPOSED MSW MASONRY SHEAR WALL Dead Load: STRUCTURAL STEEL MSL MEAN SEA LEVEL AFF ABOVE FINISHED FLOOR MTL METAL AGGR AGGREGATE MW MASONRY WALL AHU AIR HANDLING UNIT NIC NOT IN CONTRACT AISC AMERICAN INSTITUTE OF NO NUMBER Flat Roof Snow Load: STEEL CONSTRUCTION NS NEAR SIDE AISI AMERICAN IRON AND NTS NOT TO SCALE Thermal Factor: STEEL INSTITUTE 0/0 OUT TO OUT ALUM ALUMINUM OA OVERALL ALT ALTERNATE OC ON CENTER APA AMERICAN PLYWOOD ASSOCIATION OD OUTSIDE DIAMETER APPROX APPROXIMATE OF OUTSIDE FACE ARCH ARCHITECT OPNG OPENING ARCH'L ARCHITECTURAL OPP OPPOSITE ASTM AMERICAN SOCIETY OF OPP HD OPPOSITE HAND TESTING MATERIALS OSB ORIENTED STRAND BOARD AWS AMERICAN WELDING SOCIETY OSL OUTSTANDING LEG L ANGLE OVS OVERSIZE HOLE BAL BALANCE PAF POWDER ACTUATED FASTENER B/B BACK TO BACK PC PRECAST BC BOTTOM CHORD PL PLATE BD BOARD PLF POUNDS PER LINEAR FOOT BLDG BUILDING PLYWD PLYWOOD BLK BLOCK PNL PANEL BLW BELOW PROJ PROJECTION BM BEAM PSF POUNDS PER SQUARE FOOT BOTT BOTTOM PSI POUNDS PER SQUARE INCH BP BEARING PLATE PSL PARALLEL STRAND LUMBER BRDG BRIDGING PT PRESSURE TREATED BRG BEARING PTN PARTITION BRK BRICK PVMT PAVEMENT BS BOTH SIDES R RADIUS BSMT BASEMENT RD ROOF DRAIN BTWN BETWEEN REF REFERENCE C CAMBER REINF REINFORCE(D) (ING) (MENT) C/C CENTER TO CENTER REQ'D REQUIRED CANT CANTILEVER REV REVISION /REVISED CAIS CAISSON RO ROUGH OPENING CFS COLD FORMED STEEL RRD ROOF RELIEF DRAIN CJ CONTROL AND OR RTN RETURN CONSTRUCTION JOINT RTU ROOF TOP UNIT CL CENTERLINE RW RETAINING WALL CLR CLEAR SCHED SCHEDULE CMU CONCRETE MASONRY UNIT SECT SECTION COL COLUMN SHT SHEET COORD COORDINATE SIM SIMILAR COMP COMPACTED Si SAWCUT JOINT CONC CONCRETE SJI STEEL JOIST INSTITUTE CONN CONNECTION SL SLOPED CONST CONSTRUCTION SPA SPACE(S) CONT CONTINUOUS SPECS SPECIFICATIONS CONTR CONTRACTOR SQ SQUARE CTR CENTER SS STAINLESS STEEL CTR'D CENTERED SSL SHORT SLOTTED HOLES DIA DIAMETER STD STANDARD DIAG DIAGONAL STIFF STIFFENERS DIM DIMENSION STL STEEL DL DEAD LOAD STRUCT STRUCTURAL DLT DEEP LEG TRACK SYMM SYMMETRICAL DO DITTO TdB TOP AND BOTTOM DN DOWN T&G TONGUE AND GROOVE DTL DETAIL TC TOP CHORD DWG DRAWING TEMP TEMPERATURE DWL DOWEL TF TRENCH FOOTING EA EACH THK THICK EE EACH END THKS THICKENED SLAB EF EACH FACE THR'D THREADED EJ EXPANSION JOINT TL TOTAL LOAD ENG ENGINEER TOP'G TOPPING ELEV ELEVATION TRANS TRANSVERSE ELECT ELECTRICAL TYP TYPICAL EOD EDGE OF DECK UNO UNLESS NOTED OTHERWISE EOS EDGE OF SLAB VERT VERTICAL EQ EQUAL VIF VERIFY IN FIELD EQUIV EQUIVALENT w/ WITH ES EACH SIDE WD WOOD EW EACH WAY WD WINDOW OPENING (MASONRY) EXIST -EX EXISTING WP WORKING POINT EXP EXPANSION WT WEIGHT EXT EXTERIOR WWF WELDED WIRE FABRIC F/ FACE OF FD FLOOR DRAIN ELEVATION TOP AND FDN FOUNDATION BOTTOM OF LIST FIN FINISH T/ ELEVATION, TOP OF FLR FLOOR B/ ELEVATION, BOTTOM OF FLG FLANGE T /BB TOP OF BOND BEAM FS FARSIDE T /BM TOP OF BEAM FTG FOOTING T /CONC TOP OF CONCRETE GA GAUGE T/F TOP OF FOOTING GALV GALVANIZED T /LDG TOP OF LEDGE GB GRADE BEAM T/MAS TOP OF MASONRY GC GENERAL CONTRACTOR T/P TOP OF PIER GL GLULAM T /SLAB TOP OF SLAB GR GRADE T /STL TOP OF STEEL HC HOLLOW CORE T/W TOP OF WALL HD HOLD DOWN T /GB TOP OF GRADE BEAM HGT HEIGHT T /CAIS TOP OF CAISSON HI HIGH B /PL BOTTOM OF PLATE HK HOOK B/F BOTTOM OF FOOTING HORIZ HORIZONTAL HP HIGH POINT SYMBOLS HS HEADED STUD DIAMETER HSS HOLLOW STRUCTURAL SECTION DEGREE ID INSIDE DIAMETER ELEVATION IF INSIDE FACE INFO INFORMATION f PLUS OR MINUS INT INTERIOR INV INVERT JST JOIST JT JOINT K KIP KO KNOCK OUT LB POUND LDG LEDGE LG LONG LL LIVE LOAD LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LNTL LINTEL LSL LONG SLOTTED HOLES LONG LONGITUDINAL LP LOW POINT LVL LAMINATED VENEER LUMBER MAS MASONRY MAT'L MATERIAL MAX MAXIMUM MBM METAL BUILDING MFR MCJ MASONRY CONTROL JT MECH MECHANICAL STRUCTURAL STEEL NOTES SS1. All structural steel shall conform to the following: W Shapes A992, Grade 50. Angles, Channels, Plates, Bars ASTM A36 (Fy =36 ksi) HSS Tubes ASTM A500, Grade B (Fy =46 ksi) HSS Pipes ASTM A500, Grade B (Fy =42 ksi) Anchor Rods ASTM F1554, Grade 36 SS2. All steel shall be detailed, fabricated and erected in accordance with AISC "LOAD & RESISTANCE FACTOR DESIGN FOR STRUCTURAL STEEL BUILDINGS" and the "CODE OF STANDARD COL MARK, SEE SCHEDULE FOR PRACTICE", Third Edition. ACTUAL SIZE, BASE PLATE AND SS3. All bolted connections shall be made with 3/4" diameter, A325 bolts with nuts and washers, unless ANCHOR RODS otherwise noted. All connections shall be shear bearing connections tightened to snug -tight condition, unless otherwise noted. All connections shall conform to the LRFD SPECIFICATION FOR STRUCTURAL P16 = PIER, SEE SCHEDULE P16 JOINTS USING ASTM A325 OR A490 BOLTS. T/P =TOP OF PIER ELEV T/P - (0' -8') ��` I I SS4. All shop and field welds shall be made using E70 electrodes or equivalent. F40 =COL FTG MARK SEE SCHED F40 G,S I SS5. All headed concrete anchors shall be ASTM Al 08 (Fy =50 ksi), 3/4" diameter x 4" after welding, unless T/F = TOP OF FTG ELEV T/F -(2'-81 °1 I I _ i noted otherwise. POCHE INDICATES r ° I I v SS6. Steel fabricator shall obtain the size and location of all openings for grilles, louvers, etc. before proceeding LIMITS OF SLAB - I with the fabrication and erection of any required frames. DEPRESSION L _ jI SS7. Provide Heckman #129 and #130 channel slot and channel slot anchors at all columns that abut masonry walls, unless noted. CONCRETE MASONRY UNIT WALL (MW)- I I SS8. Provide temporary bracing of the structure until all permanent lateral support is in place. T SLAB SEE SCHED FOR SIZE AND REINF I SS9. Structure Stability: The entire roof andlor floor decking materials must be fully erected and connected to - (0' -6 ") I HATCH REPRESENTS the supporting steel before temporary, erection bracing is removed. MASONRY WALL T/W = TOP OF WALL ELEV INDICATES TOP OF I CONC SLAB CONCRETE WALL (CW), SEE SCHEDULE FOR WALL THICKNESS AND REINF -- ------- - - - - -� -L- T/W_(0_ -8") J I -- J �- - - - - - - - - - - - Z - 7WF24 T/F - (2' -8 ") 1/8400 CONCRETE WALL FTG (WF), SEE SCHED FOR FTG SIZE AND REINF INDICATES PLAN DETAIL T/F = TOP OF FTG ELEV SECTION CUT COL GRID, COLUMNS CENTERED ON GRID INTERSECTIONS, UNO FOUNDATION PLAN LEGEND SCALE: NTS COL GRID, COLUMNS CENTERED ON GRID INTERSECTIONS, UNO BEAM CAMBER --r�M NUMBER OF SHEAR STUDS----*--(" X N �J INDICATES JOIST SIZE 2/S400 INDICATES PLAN DETAIL) TOP OF JOIST GIRDER ELEV -�'N; JOIST GIRDER SIZE + t2 co CD co HORIZ BRIDGING "X" BRIDGING J MOMENT CONNECTION 9 EDGE OF DECK, CONT PERMITER ANGLE ¢ °w W1422 LO Y 00 +(22' -11 ") 't? +(23'-11') a a o rn Y ? k o Cq Z X 32LH12-+ OPENING THRU DECK AND FRAMING INDICATES SECTION CUT TOP OF STL ELEV 0 UNFACTORED REACTION IN KIPS, IF NO REACTION IS SHOWN DESIGN FOR 6 KIPS -TOP OF STL ELEV BEAM SIZE JOIST SIZE \ � v INDICATES KNEE BRACE m /\ Y r \\ W14x22 +(24' -0 ") ELEVATION INDICATES BRACING 1/S500 INDICATES FRAMING ELEVATION FRAMING PLAN LEGEND SCALE: NTS STEEL JOISTS NOTES SJ1. Provide all joists, bridging and accessories for the complete erection of joists in accordance with the current Steel Joist Institute "STANDARD SPECIFICATIONS AND LOAD TABLES FOR OPEN WEB STEEL JOISTS AND JOIST GIRDERS" and Underwriters Laboratories "STANDARD, FIRE TESTS OF BUILDING CONSTRUCTION AND MATERIALS ". SJ2. Bridging shall be completely erected and joists aligned before any construction loads are placed on joists. SJ3. Do not weld bottom chord of joists to columns unless noted on drawings. SJ4. Install erection bolts at all joist girder to column and joist to column connections. SJ5. Where ballasted roofing is not shown on architectural drawings, provide uplift bridging at all joists as per "STANDARD SPECIFICATIONS AND LOAD TABLES FOR OPEN WEB STEEL JOISTS AND JOIST GIRDERS" for a net uplift load of 12 psf. STEEL DECK NOTES MD1. All metal deck material, fabrication and installation shall conform to Steel Deck Institute" SDI SPECIFICATIONS AND COMMENTARY" and "CODE OF RECOMMENDED STANDARD PRACTICE ", Current edition, unless noted. MD2. Roof deck shall be welded using a 36/4 pattern with (1) #10 TEK sidelap fastener unless otherwise shown in typical detail. MD3. Provide TS 2 1/2x 2 1 /2x 1/8 deck support, field welded to joist or beam at all deck span changes. MD4. Provide L3x3xl /4 deck support at all columns where required, unless noted. MD5. Provide 20 gauge cover plate at all roof deck span changes. MD6. Provide L3x3xl /4 at all unsupported edges of deck and around roof perimeter, unless otherwise noted. MD7. All deck shall be provided in a minimum of 3 -span lengths where possible. MD8. Where ballasted roofing is not shown, provide uplift bridging at all joists as per "STANDARD SPECIFICATIONS AND LOAD TABLES FOR OPEN WEB STEEL JOISTS AND JOIST GIRDERS" for a net uplift load of 12 psf. SAWN LUMBER NOTES W1. All wood shall be as follows: 2x4,2x6,2x8 - Spruce, Pine,Fir(SPF), #2, Kiln -Dried or Southern Pine, #2. All other sizes - Southern Pine, #2, Kiln -Dried as noted on plan or in sections. W2. All wood, connections and erection shall be in conformance with the current edition of NFPA National Design Specification. W3. All connectors shall be Simpson Strong -Tie, galvanized,unless otherwise approved by McComas Engineering. W4. All bolts, washers and nuts shall be carbon steel, unless noted. W5. All nails to be common type or building department approved equal. W6. All sill plates in contact with concrete or masonry shall be treated with preservative treatment uno in sections. W7. Attach all top plates and sill plates to studs with (2) 16d nails. WOOD SHEATHING NOTES WS1. All wood sheathing shall be 5/8" min. thickness APA rated 40/20, Exposure 1. Plywood shall conform to the latest revision product standard PS 1. WS2. All sheating shall have long dimension perpendicular to supports, staggered joints. Provide 1/8" gap for all sheathing joints. Provide panel clips for all roof sheathing. WS3. Space all nails 3/8" minimum from panel or supporting member edge. Nails to penetrate supporting members by 1 -5/8" minimum. WS4. Edge of openings through roofs or walls shall be nailed per boundary nailing requirments indicated in typical detail. WS5. See architectural roof plan to establish all elevations, openings, equipment and other requirements not indicated on structural drawings. WS4. All nails to be common type or building department approved equal. HOLLOW CORE PLANK NOTES HCP1. All plank designs are to accommodate toppings and all uniform, concentrated, and partition line loads superimposed on the plank system. HCP2. Strand pattern requirements are to be determined by the plank design engineer. HCP3. Planks are to be designed to the latest design standards of the Precast Concrete Institute and the American Concrete Institute ACI 318 -99. HCP4. Minimum material properties: 28 day strength of concrete, fc= 5,000 psi. 6% Air. Reinforcing Steel: ASTM A -615 grade 60. Tendons: ASTM A416 low relaxation strands. See plan notes for topping and related materials notes. HCP5. Limit camber prior to superposition of loads to 112 ". HCP6. All planks shall include edges suitable for grouted shear keys for deflection compatibility, and block -outs for plumbing and column interfaces as shown on plans. HCP7. Submittals are to include dimensioned plank layout and shop drawings, calculations including predicted camber at erection time and long term camber under sustained dead and live loads. All calculations are to be signed and sealed by a professional engineer licensed to practice in the state of Indiana. STEEL GRATING NOTES SG1. All grating shall be 19 -W-4, Heavy Duty steel. SG2. Bearing bar size shall be 1 1/2" x 1/4 ", spacing = 1 1/16" c -c., unless noted. SG3. Cross bars shall be 4" c -c. SG4. Grating panels shall be anchored to each supporting member with a minimum of (2) manufacturer standard clips uno on plans or in sections. SG5. Finish for interior grating shall be manufacturer's standard paint, finish for exterior grating shall be galvanized unless otherwise noted. SG6. All grating panels to be trim banded. STEEL STAIR NOTES SST1. All Steel stairs & landings shall be designed and fabricated per project specifications and architectural plans. SST2. All stairs & landings shall be designed for 100 psf live load. SST3. Handrails and guardrails are to be designed for lateral loads prescribed in IBC2000. SST4. Stair support connections to structural framing are to be detailed by stair designer. SST5. All stair treads shall be 19 -W -4, Heavy Duty steel, unless noted. SST6. Stair tread bearing bar size shall be 1 114" x 1/4 ", spacing = 1 1/16" c-c. SST7. Stair tread cross bars shall be 4" c -c. SST8. Nosing shall be cast aluminum abrasive provided at the head of all stairs and on stair treads. SST9. Stair tread grating to be serrated. SST10. Stair tread grating finish to be manufacture's standard paint. MASONRY AND REINFORCED MASONRY NOTES M1. Minimum 28 day compressive strength of concrete masonry units shall be 2800 p.s.i. based on net area of the unit. Specified design compressive strength of masonry shall be fm = 2000 p.s.i. All units for exterior walls, load- bearing walls and shear walls shall be normal weight block. M2. All mortar shall be Type S. No admixtures may used unless approved by architect/engineer. Mortar shall not be used for grouting cores or filling bond beams. M3. All block shall be layed in a running bond pattern. M4. Course grout shall be used were grouting is required. Slump shall be 8" +/- 1 ". Minimum grout compressive strength shall be 3000 p.s.i. M5. All reinforcing shall be ASTM A615 Grade 60 (Fy =60 ksi). Lap all reinforcing a minimum of 48 bar diameters. M6. See architectural and specifications for all control joint locations. Reinforcing in bond beams shall be discontinuous at control joints. M7. Provide ladder type horizontal joint reinforcement at 16" o.c. Side rods and cross rods shall be #9 wire, galvanized, see specifications. Cut joint reinforcement at control joints. M8. Provide "L" bars at all bond beam comers as required. M9. Fill cores of block solid with grout two full courses below the bearing of all beams or lintels supported on masonry. M10. All attachments to block shall be made with Hilti HX 1/2" diameter x 3" sleeve anchors, unless noted otherwise. Anchors shall be installed per manufacturer's recommendations. M 11. See typical schedules for masonry and steel lintels not indicated on plans. M12. All masonry units below grade to be grouted solid. M13. Provide ties to all structural steel. M 14. All interior, non -load bearing masonry walls over 12' -0" high, shall be supported on thickened slab as per typical detail. Wall vertical reinforcing shall be #5 @ 48" OC full height. Unless noted otherwise. M15. All cores with reinforcing steel shall be grouted solid, full height of wall. GENERAL NOTES G1. BUILDING CODES: J Code 2000 Local: Indiana Building Code 2003 C Concrete: American Concrete Institute, 318 -99. G2. DESIGN LOADS: + _ N 19 psf Live Load: 25 psf MECHANICAL ROOF 't? +(23'-11') a a o rn Y ? k o Cq Z X 32LH12-+ OPENING THRU DECK AND FRAMING INDICATES SECTION CUT TOP OF STL ELEV 0 UNFACTORED REACTION IN KIPS, IF NO REACTION IS SHOWN DESIGN FOR 6 KIPS -TOP OF STL ELEV BEAM SIZE JOIST SIZE \ � v INDICATES KNEE BRACE m /\ Y r \\ W14x22 +(24' -0 ") ELEVATION INDICATES BRACING 1/S500 INDICATES FRAMING ELEVATION FRAMING PLAN LEGEND SCALE: NTS STEEL JOISTS NOTES SJ1. Provide all joists, bridging and accessories for the complete erection of joists in accordance with the current Steel Joist Institute "STANDARD SPECIFICATIONS AND LOAD TABLES FOR OPEN WEB STEEL JOISTS AND JOIST GIRDERS" and Underwriters Laboratories "STANDARD, FIRE TESTS OF BUILDING CONSTRUCTION AND MATERIALS ". SJ2. Bridging shall be completely erected and joists aligned before any construction loads are placed on joists. SJ3. Do not weld bottom chord of joists to columns unless noted on drawings. SJ4. Install erection bolts at all joist girder to column and joist to column connections. SJ5. Where ballasted roofing is not shown on architectural drawings, provide uplift bridging at all joists as per "STANDARD SPECIFICATIONS AND LOAD TABLES FOR OPEN WEB STEEL JOISTS AND JOIST GIRDERS" for a net uplift load of 12 psf. STEEL DECK NOTES MD1. All metal deck material, fabrication and installation shall conform to Steel Deck Institute" SDI SPECIFICATIONS AND COMMENTARY" and "CODE OF RECOMMENDED STANDARD PRACTICE ", Current edition, unless noted. MD2. Roof deck shall be welded using a 36/4 pattern with (1) #10 TEK sidelap fastener unless otherwise shown in typical detail. MD3. Provide TS 2 1/2x 2 1 /2x 1/8 deck support, field welded to joist or beam at all deck span changes. MD4. Provide L3x3xl /4 deck support at all columns where required, unless noted. MD5. Provide 20 gauge cover plate at all roof deck span changes. MD6. Provide L3x3xl /4 at all unsupported edges of deck and around roof perimeter, unless otherwise noted. MD7. All deck shall be provided in a minimum of 3 -span lengths where possible. MD8. Where ballasted roofing is not shown, provide uplift bridging at all joists as per "STANDARD SPECIFICATIONS AND LOAD TABLES FOR OPEN WEB STEEL JOISTS AND JOIST GIRDERS" for a net uplift load of 12 psf. SAWN LUMBER NOTES W1. All wood shall be as follows: 2x4,2x6,2x8 - Spruce, Pine,Fir(SPF), #2, Kiln -Dried or Southern Pine, #2. All other sizes - Southern Pine, #2, Kiln -Dried as noted on plan or in sections. W2. All wood, connections and erection shall be in conformance with the current edition of NFPA National Design Specification. W3. All connectors shall be Simpson Strong -Tie, galvanized,unless otherwise approved by McComas Engineering. W4. All bolts, washers and nuts shall be carbon steel, unless noted. W5. All nails to be common type or building department approved equal. W6. All sill plates in contact with concrete or masonry shall be treated with preservative treatment uno in sections. W7. Attach all top plates and sill plates to studs with (2) 16d nails. WOOD SHEATHING NOTES WS1. All wood sheathing shall be 5/8" min. thickness APA rated 40/20, Exposure 1. Plywood shall conform to the latest revision product standard PS 1. WS2. All sheating shall have long dimension perpendicular to supports, staggered joints. Provide 1/8" gap for all sheathing joints. Provide panel clips for all roof sheathing. WS3. Space all nails 3/8" minimum from panel or supporting member edge. Nails to penetrate supporting members by 1 -5/8" minimum. WS4. Edge of openings through roofs or walls shall be nailed per boundary nailing requirments indicated in typical detail. WS5. See architectural roof plan to establish all elevations, openings, equipment and other requirements not indicated on structural drawings. WS4. All nails to be common type or building department approved equal. HOLLOW CORE PLANK NOTES HCP1. All plank designs are to accommodate toppings and all uniform, concentrated, and partition line loads superimposed on the plank system. HCP2. Strand pattern requirements are to be determined by the plank design engineer. HCP3. Planks are to be designed to the latest design standards of the Precast Concrete Institute and the American Concrete Institute ACI 318 -99. HCP4. Minimum material properties: 28 day strength of concrete, fc= 5,000 psi. 6% Air. Reinforcing Steel: ASTM A -615 grade 60. Tendons: ASTM A416 low relaxation strands. See plan notes for topping and related materials notes. HCP5. Limit camber prior to superposition of loads to 112 ". HCP6. All planks shall include edges suitable for grouted shear keys for deflection compatibility, and block -outs for plumbing and column interfaces as shown on plans. HCP7. Submittals are to include dimensioned plank layout and shop drawings, calculations including predicted camber at erection time and long term camber under sustained dead and live loads. All calculations are to be signed and sealed by a professional engineer licensed to practice in the state of Indiana. STEEL GRATING NOTES SG1. All grating shall be 19 -W-4, Heavy Duty steel. SG2. Bearing bar size shall be 1 1/2" x 1/4 ", spacing = 1 1/16" c -c., unless noted. SG3. Cross bars shall be 4" c -c. SG4. Grating panels shall be anchored to each supporting member with a minimum of (2) manufacturer standard clips uno on plans or in sections. SG5. Finish for interior grating shall be manufacturer's standard paint, finish for exterior grating shall be galvanized unless otherwise noted. SG6. All grating panels to be trim banded. STEEL STAIR NOTES SST1. All Steel stairs & landings shall be designed and fabricated per project specifications and architectural plans. SST2. All stairs & landings shall be designed for 100 psf live load. SST3. Handrails and guardrails are to be designed for lateral loads prescribed in IBC2000. SST4. Stair support connections to structural framing are to be detailed by stair designer. SST5. All stair treads shall be 19 -W -4, Heavy Duty steel, unless noted. SST6. Stair tread bearing bar size shall be 1 114" x 1/4 ", spacing = 1 1/16" c-c. SST7. Stair tread cross bars shall be 4" c -c. SST8. Nosing shall be cast aluminum abrasive provided at the head of all stairs and on stair treads. SST9. Stair tread grating to be serrated. SST10. Stair tread grating finish to be manufacture's standard paint. MASONRY AND REINFORCED MASONRY NOTES M1. Minimum 28 day compressive strength of concrete masonry units shall be 2800 p.s.i. based on net area of the unit. Specified design compressive strength of masonry shall be fm = 2000 p.s.i. All units for exterior walls, load- bearing walls and shear walls shall be normal weight block. M2. All mortar shall be Type S. No admixtures may used unless approved by architect/engineer. Mortar shall not be used for grouting cores or filling bond beams. M3. All block shall be layed in a running bond pattern. M4. Course grout shall be used were grouting is required. Slump shall be 8" +/- 1 ". Minimum grout compressive strength shall be 3000 p.s.i. M5. All reinforcing shall be ASTM A615 Grade 60 (Fy =60 ksi). Lap all reinforcing a minimum of 48 bar diameters. M6. See architectural and specifications for all control joint locations. Reinforcing in bond beams shall be discontinuous at control joints. M7. Provide ladder type horizontal joint reinforcement at 16" o.c. Side rods and cross rods shall be #9 wire, galvanized, see specifications. Cut joint reinforcement at control joints. M8. Provide "L" bars at all bond beam comers as required. M9. Fill cores of block solid with grout two full courses below the bearing of all beams or lintels supported on masonry. M10. All attachments to block shall be made with Hilti HX 1/2" diameter x 3" sleeve anchors, unless noted otherwise. Anchors shall be installed per manufacturer's recommendations. M 11. See typical schedules for masonry and steel lintels not indicated on plans. M12. All masonry units below grade to be grouted solid. M13. Provide ties to all structural steel. M 14. All interior, non -load bearing masonry walls over 12' -0" high, shall be supported on thickened slab as per typical detail. Wall vertical reinforcing shall be #5 @ 48" OC full height. Unless noted otherwise. M15. All cores with reinforcing steel shall be grouted solid, full height of wall. GENERAL NOTES G1. BUILDING CODES: Model: International Building Code 2000 Local: Indiana Building Code 2003 Steel: American Institute of Steel Construction, LRFD 2nd Edition Concrete: American Concrete Institute, 318 -99. G2. DESIGN LOADS: MAIN ROOF Dead Load: 19 psf Live Load: 25 psf MECHANICAL ROOF Dead Load 21 psf Live Load 40 psf UPPER LEVEL PARKING FLOOR Dead Load: 128.5 psf Live Load: 50 psf FIRST FLOOR Dead Load: 107 psf Live Load: 80 psf SECOND FLOOR Dead Load: 76 psf Live Load: 80 psf ATTIC FLOOR Dead Load: 76 psf Live Load: 125 psf SNOW Ground Snow Load 25 psf (includes 5 psf icing) Flat Roof Snow Load: 20 psf Snow Exposure Category: C Snow Exposure Factor: 0.9 Snow Importance Factor: 1.00 Thermal Factor: 1 WIND Basic Wind Speed: 90 mph Wind Importance Factor: 1.00 Building Classification: 2 Wind Exposure Categroy: C SEISMIC Seismic Use Group: I Seismic Design Category: B Spectral Response, Sds: 0.14 Spectral Response, Shc: 0.10 Site Class: C Basic Building System: 3. Moment - resisting Frame System Basic Resisting System: 3D. Ordinary steel moment frames Design Base Shear: 0.036 W Analysis Procedure: Static G3. Reactions and forces indicated are Unfactored Service loads. G4. If Drawings and specifications are in conflict, the most stringent restrictions and requirements shall govern. Contractor shall bring all discrepancies to the attention of the engineer immediately. G5. Verify all existing conditions prior to any construction or fabrication. If different than shown, notify engineer /architect immediately for modification of drawings. G6. All contractors are required to coordinate their work with all disciplines to avoid conflicts. The architectural, mechanical, electrical and plumbing aspects are not in the scope of these drawings. Therefore, all required materials and work may not be indicated. It is the contractor's responsibility to coordinate these drawings with all other construction documents. Refer to architectural drawings for all dimensions not shown on these drawings. Locations, sizes and numbers of all openings may not be completely indicated in the structural drawings, the respective contractor shall verify their work with all other disciplines. G7. The contract documents represent the structure only. They do not indicate the method of construction. The contractor shall provide all measures necessary to protect the structure during construction. Such measures shall include, but not limited to, bracing, shoring, underpinning, etc. McComas Engineering is not responsible for the contractor's means, methods, techniques, sequences or safety procedures during construction. G8. Plan notes and details shall take precedence over general structural notes. Where no details or sections are shown, construction shall conform to similar work on the project. Typical sections and details may not be cut on the plans, but apply unless noted otherwise. G9. Provisions for future expansion: Vertical: None Horizontal: West to Building 5. REINFORCED CONCRETE NOTES (Foundations. Slabs & Walls RC1. All concrete shall have the following 28 day compressive strengths: LOCATION STRENGTH AIR ENTRAIN. Wall Footings, Spread Footings: 3000 psi 2% All concrete below frost line,exterior slabs, piers, walls, columns, grade beams, concrete exposed to freeze /thaw: 4000 psi 6% Interior slabs on grade, fill for metal deck: 4000 psi Non AE Topping for upper level parking hollow core planks: 4000 psi 6% Topping at first floor hollow core planks: 3000 psi (gyperete) RC2. All reinforcing steel shall be detailed, supplied and placed in accordance with ACI 315 -99, ACI 318 -99 and CRSI MSP -1-01. RC3. All reinforcing steel shall be shop fabricated and, where applicable, shall be wired together and conform to ASTM A -615, Grade 60. RC4. Chamfer edges of exposed concrete 3/4 ", unless noted otherwise. RC5. Contractor shall make four, 6 "x12" test cylinders for each 50 cubic yards of concrete poured for each days operation. Break 1 at 7 days, 2 at 28 days and retain spare. RC6. All welded wire fabric shall conform to ASTM Al 85, Fy(min) of 65 ksi. All welded wire fabric laps shall be 8 ". RC7. All finished concrete, concrete formwork and falsework shall be in accordance with ACI 301 -99. Contractor is solely responsible for the design and construction of all formwork, falsework and shoring. RCS. Provide the following coverages over reinforcing: Footings: Bottom and Unformed edges 3" Formed edges and top 2" Slab on grade: Welded wire fabric Upper Third Reinforcing Steel 2" RC9. Provide sleeves for all openings in grade beams or walls to totally seperate pipe from concrete. SHALLOW FOUNDATION AND SLAB ON GRADE NOTES SF1. Design Soil Bearing Pressure Spread Footings 5000 psf Wall Footings 4000 psf (Based on soils report prepared by Patroit Engineering, report #1 -04 -1490, dated 12- 29-04. ). SF2. Soil to be stripped, compacted and tested in accordance with the recommendations of the soils engineer and project specifications. SF3. Footings shall be placed on firm, undisturbed soil or on engineered fill. Engineered Fill: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 90 percent passing a 1 -1/2 -inch sieve and not more than 12 percent passing a No. 200 sieve. SF4. Slabs shall be placed on compacted, free - draining, frost -free drainage course. Drainage Course: Narrowly graded mixture of washed crushed stone, or crushed or uncrushed gravel; ASTM D 448; coarse - aggregate grading Size 57; with 100 percent passing a 1 -1/2 -inch sieve and 0 to 5 percent passing a No. 8 sieve. All fill shall be compacted to a minimum dry density of 95% of the modified Proctor maximum dry density (ASTM- D1557), placed in 6" to 8" lifts. Pea gravel may not be used as fill. Utility trenches and excavations under the foundations or slabs shall meet the same requirements. See soils investigation report for further recommendations. SF5. Undercutting of the soil for foundation and /or slab placement may be required. These drawings do not indicate the entire scope of undercutting, fill or bad soil removal that may be required to attain the design soil bearing pressures. It is the responsibility of the contractor to obtain a soils investigation report, before bidding, to assess the extent of excavation and compaction that may be required to meet the design criteria. The contractor shall retain the services of a soils engineer to monitor all backfilling operations and to inspect footing bearing material. A report certified by the soils engineer shall be furnished to the architect/engineer verifying that all foundations were placed on a material capable of sustaining the design bearing pressures. SF6. If dewatering is required, sumps shall not be placed within the foundation excavation. SF7. Maintain a maximum slope between adjacent footing bearing elevations of 2 horizontal to 1 vertical. Maintain a 2 horizontal to 1 vertical slope next to existing foundations to avoid undermining foundations. SF8. No horizontal joints are permitted in any foundation. Vertical joints are permitted only in wall footings. SF9. Shallow foundations may be earth- formed where the excavation permits. If earth - forming is used, add 2" to the width and length of all foundations. SF10. The bottom of all foundations shall be a minimum of 36" below final grade. PEDCOR DESIGN GROUP Architecture / Project Managment: 335 Ridgepoint Drive Carmel, Indiana 46032 317.705.7979 (phone) 317.705.7980 (fax) Engineer: C. Rodney McComas k, nr,r0•nr - MoCOMAS _MX' ou -0a M, MEW MM w\na01 m1a I TZ 1717 E"d 118M 9trwr. Sib 200 CanwL I N, a 45M 317 -91D -0/02 rn meoanpNnaean 317-502-OM irm Developer: p P E D C 0 R DEVELOPMENT CO. U) W U LL O� m W Z oe$ Co � a� Q �o� C: Z w £ � V U U N m d L.1. U D W Issue Date Drawn By Checked By 02/28/05 nJh JRt1 Revisions: MEI Project Number: 24187 Sheet Title: GENERAL NOTES LEGENDS AND ABBREVIATIONS Sheet Number: S 1(1()