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Home My WebLink About017_S401 - GENERAL NOTES LEGEND AND ABBREV (Const Issue 7-22.PDFABBREVIATIONS LIST AR ANCHOR RODS 0/0 OUT TO OUT ABV ABOVE OA OVERALL ACI AMERICAN CONCRETE INSTITUTE OC ON CENTER ADD'L ADDITIONAL OD OUTSIDE DIAMETER ADH ADHESIVE OF OUTSIDE FACE ADJ ADJACENT OH OVER HEAD AESS ARCHITECTURALLY EXPOSED OPNG OPENING STRUCTURALSTEEL OPP OPPOSITE AFF ABOVE FINISHED FLOOR OPP HD OPPOSITE HAND AGGR AGGREGATE OSB ORIENTED STRAND BOARD AHU AIR HANDLING UNIT OSL OUTSTANDING LEG AISC AMERICAN INSTITUTE OF OVS OVERSIZE HOLE STEEL CONSTRUCTION PAF POWDER ACTUATED FASTENER AISI AMERICAN IRON AND PC PRECAST STEELINSTITUTE PL PLATE ALUM ALUMINUM PLF POUNDS PER LINEAR FOOT ALT ALTERNATE PLYWD PLYWOOD APPROX APPROXIMATE PNL PANEL ARCH ARCHITECT PROJ PROJECTION ARCH'L ARCHITECTURAL PSF POUNDS PER SQUARE FOOT ASTM AMERICAN SOCIETY OF PSI POUNDS PER SQUARE INCH TESTING MATERIALS PSL PARALLEL STRAND LUMBER AWS AMERICAN WELDING SOCIETY PT PRESSURE TREATED L ANGLE PTN PARTITION BAL BALANCE R RADIUS BB BOND BEAM RD ROOF DRAIN B/B BACK TO BACK REF REFERENCE BC BOTTOM CHORD REINF REINFORCE(D) (ING) (MENT) BD BOARD REQ'D REQUIRED BLDG BUILDING REV REVISION/REVISED BLK BLOCK RO ROUGH OPENING BLW BELOW RRD ROOF RELIEF DRAIN BM BEAM RTN RETURN BOTT BOTTOM RTU ROOF TOP UNIT BP BEARING PLATE RW RETAINING WALL BRDG BRIDGING SCHED SCHEDULE BRG BEARING SECT SECTION BRK BRICK SHT SHEET BS BOTH SIDES SIM SIMILAR BSMT BASEMENT SJ SAWCUT JOINT BTWN BETWEEN SJI STEEL JOIST INSTITUTE BUC BUILT UP COLUMN SL SLOPED c CAMBER SPA SPACE(S) C/C CENTER TO CENTER SPECS SPECIFICATIONS CANT CANTILEVER SQ SQUARE CAIS CAISSON SS STAINLESS STEEL CFS COLD FORMED STEEL SSL SHORT SLOTTED HOLES CJ CONTROL AND/OR STD STANDARD CONSTRUCTION JOINT STIFF STIFFENERS CL CENTERLINE STL STEEL CLR CLEAR STRUCT STRUCTURAL CMU CONCRETE MASONRY UNIT SYMM SYMMETRICAL COL COLUMN T&B TOP AND BOTTOM COORD COORDINATE T&G TONGUE AND GROOVE COMP COMPACTED TB TIE BEAM CONC CONCRETE TC TOPCHORD CONN CONNECTION TEMP TEMPERATURE CONST CONSTRUCTION TEC THEATER EQUIPMENT CONTRACTOR CONT CONTINUOUS TF TRENCH FOOTING CONTR CONTRACTOR THK THICK CTR CENTER THKS THICKENED SLAB CTR'D CENTERED THR'D THREADED DIA DIAMETER TL TOTAL LOAD DIAG DIAGONAL TOP'G TOPPING DIM DIMENSION TRANS TRANSVERSE DL DEAD LOAD TYP TYPICAL DLT DEEP LEG TRACK UNO UNLESS NOTED OTHERWISE DO DITTO VERT VERTICAL DN DOWN VIF VERIFY IN FIELD DTL DETAIL w/ WITH DWG DRAWING WD WOOD DWL DOWEL WO WINDOW OPENING (MASONRY) EA EACH WP WORKING POINT EE EACH END WT WEIGHT EF EACH FACE WWF WELDED WIRE FABRIC EJ EXPANSION JOINT ENG ENGINEER ELEVATION TOP AND BOTTOM OF LIST ELEV ELEVATION ELECT ELECTRICAL T/ "ELEVATION, TOP OF" EOD EDGE OF DECK B/ "ELEVATION, BOTTOM OF" EOS EDGE OF SLAB T/BB TOP OF BOND BEAM EQ EQUAL T/BM TOP OF BEAM EQUIV EQUIVALENT T/CONC TOP OF CONCRETE ES EACH SIDE T/F TOP OF FOOTING EW EACH WAY T/LDG TOP OF LEDGE EXIST EXISTING T/MAS TOP OF MASONRY EXP EXPANSION T/P TOP OF PIER EXT EXTERIOR T/SLAB TOP OF SLAB F/ FACE OF T/STL TOP OF STEEL FD FLOOR DRAIN T/W TOP OF WALL FDN FOUNDATION T/GB TOP OF GRADE BEAM FIN FINISH T/CAIS TOP OF CAISSON FLR FLOOR B/PL BOTTOM OF PLATE FLG FLANGE B/F BOTTOM OF FOOTING FS FARSIDE FTG FOOTING SPECIAL CHARACTERS GA GAUGE GALV GALVANIZED ° DEGREE GB GRADE BEAM � PLUS OR MINUS GC GENERAL CONTRACTOR ELEVATION GL GLULAM f� DIAMETER GR GRADE HC HOLLOW CORE HD HOLD DOWN HGT HEIGHT HI HIGH HK HOOK HORIZ HORIZONTAL HP HIGH POINT HS HEADED STUD HSS HOLLOW STRUCTURAL SECTION ID INSIDE DIAMETER IF INSIDE FACE INFO INFORMATION 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 MEZZ MEZZANINE MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MO MASONRY OPENING MOM MOMENT MSW MASONRY SHEAR WALL MSL MEAN SEA LEVEL MTL METAL NO NUMBER NS NEAR SIDE NTS NOT TO SCALE COL MARK, SEE SCHEDULE P16 = PIER MARK, SEE SCHEDULE FOR ACTUAL SIZE, T/P = TOP OF PIER ELEV � BASEPLATE AND ANCHOR P 16 T/P -0'-8" RODS ' F4 = COL FTG MARK, SEE SCHEDULE �_ 55`� � T/F = TOP FTG ELEV F4 T/F -2'-8" �` � � _ �� G O N , , � � �� N CONCRETE MASONRY UNIT WALL (MW) �� I � T/STL SEE SCHED FOR SIZE AND REINF I POCHE REPRESENTS +(SEE PLAN) I � MASONRY WALL TM/ = TOP OF WALL ELEV � SPOT ELEV INDICATES CONCRETE WALL (CW), SEE SCHED � INDICATES EDGE TOP OF CONC FOR WALL THICKNESS AND REINF I OF WALL FTG INDICATES EDGE OF WALL FTG UNDER FLOOR SLAB C 8 T/W -0'-8" -- ---------- -� _�------ -a ' ., a - -. ' e .v - ' POCHE REPRESENTS P16 WF24 T/F_-2'-8" � CONCRETE WALL F4 S401 CONCRETE WALL FTG (WF), SEE SCHED FOR SIZEAND REINF T/F = TOP OF FTG ELEV INDICATES SECTION CUT ,� 2 2 S401 INDICATES PLAN DETAIL COL GRID, COLUMNS CENTERED ON GRID INTERSECTION, UNO FOUNDATION PLAN LEGEND SCALE: 3/4" = 1'-0" 11 COL GRID, COLUMNS CENTERED ON GRID INTERSECTION, UNO BEAM CAMBER �_ _ � M U � NUMBER OF � SHEAR STUDS � � INDICATES BEAM SIZE �� INDI CATES JOIST SIZE 2 S401 INDICATES PLAN DETAIL � T/JOIST GIRDER ELEV � +' Y � � z JOIST GIRDER SIZE �� (UNFACTORED) M HORIZ BRIDING � "X" BRIDGING �o � r � Y � � r �/ �\ 12 EDGE OF DECK, � PERIMETER ANGLE W 14x22 +23'-0„ +23'-0" � N X � � +24'-0" � �Y .0 U W W � p � �z o Q Q ¢ O N •z�z N X � � = OPENING THRU DECKAND FRAMING INDICATES SECTION CUT 1 S401 TOP OF STEEL ELEV AT GRID INTERSECTION C ASD REACTION IN KIPS TOP OF STEEL ELEV � -� INDICATES BEAM SIZE 32LH12 JOIST SIZE I NDI CATES KNEE BRA CE m Y W14x22 +24'-0" `° D � 2 I MOMENT CONNECTION INDICATES BRACING S501 INDICATES BRACING ELEVATION FRAMING PLAN LEGEND SCALE: 3/4" = 1'-0" H STRUCTURAL STEEL NOTES SS1. All structural steel shall conform to the following: W Shapes ASTM 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 360 "ALLOWABLE STRENGTH DESIGN FOR STRUCTURAL STEEL BUILDINGS" and AISC 303 "CODE OF STANDARD PRACTICE", Thirteenth Edition. Unfactored Reactions are shown on plan; Design for 6 Kips if reaction not indicated on drawings. SS3. All bolted connections shall be made with 3/4" diameter, A325 bolts with nuts and washers, unless otherwise noted. All connections shall be shear bearing connections tightened to snug-tight condition, unless otherwise noted. All connections shall conform to the ASD SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. SS4. All shop and field welds shall be made using E70 electrodes or equivalent. SS5. All headed concrete anchors shall be ASTM A108 (Fy=50 ksi), 3/4" diameter x 4" after welding, unless noted otherwise. SS6. Steel fabricator shall obtain the size and location of all openings for grilles, louvers, etc. before proceeding with the fabrication and erection of any required frames. SS7. Provide Heckman #129 and #130 channel slot and channel slot anchors at all columns that abut masonry walls, unless noted. SS8. Provide temporary bracing of the structure until all permanent lateral support is in place. SS9. Structure Stability: The entire roof and/or floor decking materials must be fully erected and connected to the supporting steel before temporary, erection bracing is removed. SS10. RD = Roof Drain location. Provide steel frame for drains. See other drawings for actual drain type, number, size,etc. Coordinate with drain contractor. STEEL JOIST 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. 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 as shown on wind load tables. STEEL DECK NOTES MD1. All metal deck material, fabrication and installation shall conform to Steel Deck Institute" SDI SPECIFICATIONS MD2. Roof deck shall be welded using a 36/7 pattern with (4) #10 TEK sidelap fastener unless otherwise shown in typical detail MD3. Provide TS 21/2x 21/2x 1/8 deck support, field welded to joist or beam at all deck span changes. MD4. Provide L3x3x1/4 deck support at all columns where required, unless noted. MD5. Provide 20 gauge cover plate at all roof deck span changes. MD6. Provide L3x3x1/4 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. Deck shall be fastened to prevent uplift loads shown on wind load tables. MASONRY AND REINFORCED MASONRY NOTES M1. Minimum 28 day compressive strength of concrete masonry units shall be 3750 p.s.i. based on net area of the unit. Specified design compressive strength of masonry shall be fm = 2500 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 laid 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 corners 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. M11. 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. M14. 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. MASONRY ANCHORAGE M1. All attachments to masonry shall be made with Hilti anchors as scheduled below unless noted otherwise. Anchors shall be installed per manufacturer's recommendations. M2. At steel connections to masonry construction, provide the following hole diameters in steel elements to accommodate field tolerances: 1/2" anchors: 9/16" dia std, 13/16" dia w/ 1/4"x2"x2" weld washer where noted. 3/4" anchors:13/16" dia std,1" dia w/ 3/8"x3"x3" weld washers where noted. M3. Where weld washers are indicated, do not weld until epoxy adhesives have fully cured. Do not apply excessive heat which made adversely affect epoxy adhesives. Weld two opposite edges of weld washer typically with 3/16" fillet weld. M4 Type 1-A: Grout Filled Concrete Block. 3/4"x6 5/8" embedment HIT, or A36 threaded rod, secured with Hilti HY150 epoxy. Design values: 37401b T, 20201b V. Type 1-B:Hollow Concrete Block (NW or LW). 1/2"x2"embedment Hilti HIT-A rod w/screen tube and Hilti HY20 epoxy. Design values: 5251b T, 1230 Ib V. Type 1-C:Hollow Concrete Block Through-bolt. 3/4"x8" or 13" Hilti HIT, or A36 threaded rod, w/ Hilti HY20 epoxy, screen tube, steel sleeve, 3/8"x6"x6" plate washer. Design values:14001b T,18001b V. Type 1-D:Grout Filled Concrete Block. 3/4"x4-3/4" embedment Hilti Kwik Bolt II expansion bolt. Design values: 1620 T, 3110 V(>16" from edges) M5. Type 2-A:Hollow Brick and Clay Tile. 1/2"x3-3/8" embedment Hilti HIT-A, or A36 threaded rod, w/ Hilti HY20 epoxy and screen tube. Design values: 7751b T, 13751b V(Brick) 1501b T, 5001b V(Clay tile) Type 2-B:Hollow Brick and Clay Tile. 1/2"x3-3/8" embedment Hilti HIT-A, or A36 threaded rod, w/ Hilti HIT-I insert, Hilti HY20 epoxy, screen tube. Design values: 11601b T, 16351b V(Hollow Brick) 1851b T, 5001b V(Clay Tile) Type 2-C:Multiwythe Brick through-bolt. 3/4"x8"embedment Hilti HIT, or A36 threaded rod, w/ Hilti HY20 epoxy, screen tube, steel sleeve, 3/8"x6"x6" plate washer. Design values:14001b T,18001b V. Type 2-D: Multiwythe Brick, voided wythes. 3/4"x8"embedment Hilti HIT, orA36 threaded rod, w/ Hilti HY20 epoxy, screen tube, steel sleeve. Design values: 8001b T,14001b V. COLD FORMED STEEL FRAMING NOTES SF1. All light gage, cold formed steel (CFS) members shall conform to the following minimum requirements (See drawings for application): TYPE SIZE OLD GAGE SPACING GRADE Exterior Wall Studs 800 S 162-43 18 16" oc, max. ST33H (33 ksi) Interior Studs 600 S 162-43 18 16" oc, max. ST33H (33 ksi) SF2. SF3. SF3. SF4. SF6. SF7. SF8. SF9. All sheet steel shall comply with ASTM A1003. Coating shall be G90 galvanizing. Provide steel tracks complying with ASTM C955, thickness to match studs, 2" flange width. Provide 1/2" ASTM F1554, Grade 36 anchor bolts at all steel tracks, u.n.o. Anchor bolt spacing = 48" OC, u.n.o. Provide anchor bolt at 8" from the ends of all walls, u.n.o. All cold formed steel members shall comply with the requirements of the latest AISI Specification. Field welding is not permitted. Provide screwed connections. For all non-load bearing studs, provide deflection clips isolating the stud from the primary structure. Provide 5/8" sheathing on outside face of all exterior wall studs. GENERAL NOTES G1. BUILDING CODES: Model: International Building Code 2006 Local: Indiana Building Code 2007 Steel: American Institute of Steel Construction 360, ASD Thirteenth Edition Concrete: American Concrete Institute, 318-05. G2. DESIGN LOADS: Roof Dead Load: 30 psf Live Load: 30 psf Office Floor Dead Load: 84 psf Live Load: 100 psf G3. G4. G5. G6. G7 G8. plans, G9. Theater Lobby Floor: Dead Load: 106 psf Live Load: 100 psf Corridor Floor: Dead Load: 106 psf Live Load: 100 psf Stage Floor: Dead Load: 94 psf Live Load: 150 psf SNOW Flat Roof Snow Load: 20 psf Snow Exposure Category: B Snow Exposure Factor: 1 Snow Importance Factor: 1.10 Thermal Factor: 1 WIND Basic Wind Speed: 90 mph Wind Importance Factor: 1.15 Building Classification: Type 2 Wind Exposure Category: Enclosed Exposure: B SEISMIC Seismic Use Group: Building Classification III Seismic Importance Factor 1.25, R=5.5 Seismic Design Category: B Spectral Response, Sds: 0.143 Spectral Response, Sd1: 0.090 Site Class: C Basic Building System: Building Frame Basic Resisting System: Special reinforced masonry shear walls. Design Base Shear: 0.023W Analysis Procedure: Equivalent lateral force. LOADING GALLERIES - STAGEHOUSE: Dead Load: 75 psf Live Load: 500 psf OPERATING GALLERIES - STAGEHOUSE: Dead Load: 75 psf Live Load: 150 psf GRIDIRON - STAGEHOUSE, STAGE APRON: Dead Load: 30 psf Live Load (on grating) 81 psf, including concentrated loads Live Load (on grating): 1,000 Ib conc. load over 1'-0"x1'-0" area, OR 2,000 Ib over 1'-6"x1'6" Live Load: 300 plf (rope rigging gridwells) MECHANICAL FLOOR: Dead Load: 77 psf Live Load: 150 psf MECHANICAL MEZZANINE & CATWALKS: Dead Load: 50 psf Live Load: 40 psf Reactions and forces indicated are unfactored, Allowable Strength Design loads. 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. Verify all existing conditions prior to any construction or fabrication. If different than shown, notify engineer/architect immediately for modification of drawings. 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, their work with all other disciplines. 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. 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 but apply unless noted otherwise. Provisions for future expansion: Vertical: None Horizontal: None REINFORCED CONCRETE NOTES (Foundations, Slabs & Walls) RC1. All concrete shall have the following 28 day compressive strengths: LOCATION STRENGTH AIR ENTRAINMENT Wall Footings, Spread Footings: 3000 psi 2% Mat Foundations 4000 psi 2% All concrete exposed to freeze/thaw, 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 RC2. All reinforcing steel shall be detailed, supplied and placed in accordance with ACI 315, ACI 318 and CRSI MSP-1. 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 A185, 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. Contractor is solely responsible for the design and construction of all formwork, falsework and shoring. RC8. Provide the following coverages over reinforcing: LOCATION Footings: Bottom and Unformed edges 3" Footings: Formed edges and top 2" Slab on grade: Welded wire fabric Upper Third Fill for Metal Deck: Welded wire fabric Upper Third Reinforcing Steel: Bottom 2" RC9. Provide sleeves for all openings in grade beams or walls to totally separate pipe from concrete. SHALLOW FOUNDATION AND SLAB ON GRADE NOTES SF1. Design Soil Bearing Pressure: @ 1st Floor @ Basement Spread Footings 2500 psf 5000 psf Wall Footings 2000 psf 4000 psf (Based on soils report prepared by Patriot Engineering on July 16, 2009). 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; COURSE-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 architectlengineer 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. SLAB ON GRADE NOTES 1. Plastic Vapor Retarder: ASTM E 1745, Class C, or polyethylene sheet, ASTM D 4397, not less than 10 mils (0.25 mm) thick. Include manufacturer's recommended adhesive or pressure-sensitive joint tape. 2. Penetrating Liquid Floor Treatment: Clear, chemically reactive, waterborne solution of inorganic silicate or siliconate materials and proprietary components; odorless; colorless; that penetrates, hardens, and densifies concrete surfaces. Provide Curecrete Distribution Inc.; Ashford Formula. 3. Trowel finish: Finish surfaces to the following tolerances, according to ASTM E 1155 (ASTM E 1155M), for a randomly trafficked floor surface: a. Specified overall values of flatness, F(F) 35; and of levelness, F(L) 25; with minimum local values of flatness, F(F) 24; and of levelness, F(L)17. 4. No joint filling required. Owner: CARMEL THEATER DEVELOPMENT COMPANY 117ll North Pennsylvania Street, Suite 200 Carmel, Indiana 46032 317.573.6050 Architect: t��a. �.�.... �.�. � �. ��...�` ..� � i�.�.� �� .�..��`� `�� PEDCOR DESIGN GROUP Architecture / Project Management 355 City Center Drive Carmel Indiana 46032 317.705.7979 (phone) 317.705.7980 (fax) Engineer: MCC O S STRUCTURAL ENGINEERS FORENSIC ENGINEERS NATIONAL CONSULTANTS 1717 East 116th Street, Suite 200, Carmel, Indiana 46032 317-580-0402 www.mccomaseng.com 317-582-0766 Fax OFFICE BLDG �-c-2 PARKING I6, GARAGE c� �-c-s � 7-C-4 E.C. ---------- UNDERGROUND - DETENTION 7-C-11� KEY PLAN SCALE: NTS PLAN NORTH Project: COPYRIGHT & OWNERSHIP OF DOCUMENTS THIS DOCUMENT IS AN INSTRUMENT OF SERVICES AND IS THE SOLE PROPERTY OF THE ARCHITECT AND PEDCOR DESIGN GROUP. ALL INFORMATION CONTAINED HEREIN IS CONFIDENTIAL. ITS SUBMISSION AND DISTRIBUTION TO OTHER PARTIES IS NOT TO BE CONSTRUED AS PUBLICATION IN DEROGATION OF COMMON LAW COPYRIGHT, INTELLECTUAL PROPERTY RIGHTS OR OTHER RESERVED RIGHTS. ALL INFORMATION CONTAINED HEREIN CONSTITUTES THE ORIGINAL AND UNPUBLISHED WORK OF THE ARCHITECT, JAMES R. STUTZMAN, AND PEDCOR DESIGN GROUP. NO PART OR WHOLE OF THIS DESIGN, THESE DRAWINGS, OR THE RESULTING BUILDING OR BUILDINGS, OR PORTIONS OF THE RESULTING BUILDING OR BUILDINGS MAY BE DUPLICATED, COPIED, EXHIBITED, PHOTOGRAPHED, PUBLISHED, MODIFIED OR OTHERWISE DISTRIBUTED IN ANY WAY WITHOUT THE SPECIFIC AND PRIOR WRITTEN CONSENT OF THE ARCHITECT, JAMES R. STUTZMAN AND PEDCOR DESIGN GROUP. c COPYRIGHT 2009 JAMES R. STUTZMAN, AIA, INDIANAPOLIS. BID PACKAGE NO. 4 Print Date: Sheet Issue Date: 07/22/10 12/22/09 Drawn By: Checked By: LKM/njh/KLS JAF Last Revision Date: No. Date Description O 02/24/10 BID PKG.2-AD.N0.1 07/22/10 CONST ISSUE SET � � � � � Project Number: Parcel 7C-1 Sheet Title: GENERAL NOTES LEGEND AND AB B REV Sheet Number: � � L ME129019