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Home My WebLink About06120009.17F, ABBREVIATIONS LIST AR ANCHOR RODS ABV ABOVE ACI AMERICAN CONCRETE INSTITUTE ADD'L ADDITIONAL ADH ADHESIVE ADJ ADJACENT AESS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL AFF ABOVE FINISHED FLOOR AGGR AGGREGATE AHU AIR HANDLING UNIT AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION AISI AMERICAN IRON AND STEEL INSTITUTE ALUM ALUMINUM ALT ALTERNATE APA AMERICAN PLYWOOD ASSOCIATION APPROX APPROXIMATE ARCH ARCHITECT ARCH'L ARCHITECTURAL ASTM AMERICAN SOCIETY OF TESTING MATERIALS AWS AMERICAN WELDING SOCIETY L ANGLE BAL BALANCE BB BOND BEAM B/B BACK TO BACK BC BOTTOM CHORD BD BOARD BLDG BUILDING BLK BLOC( BLW BELOW BM BEAM BOTT BOTTOM BP BEARING PLATE BRDG BRIDGING BRG BEARING BRK BRICK BS BOTH SIDES BSMT BASEMENT BTWN BETWEEN BUC BUILT UP COLUMN c CAMBER C/C CENTER TO CENTER CANT CANTILEVER CAIS CAISSON CFS COLD FORMED STEEL CJ CONTROL AND OR CONSTRUCTION JOINT CL CENTERLINE CLR CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN COORD COORDINATE COMP COMPACTED CONC CONCRETE CONN CONNECTION CONTT CONSTRUCTION CONT CONTINUOUS CONTR CONTRACTOR CTR CENTER CTR'D CENTERED DIA DIAMETER DIAG DIAGONAL DIM DIMENSION DL DEAD LOAD DLT DEEP LEG TRACK DO DITTO DN DOWN DTL DETAIL DWG DRAWING DWL DOWEL EA EACH EE EA04 END EF EACH FACE EJ EXPANSION JOINT ENG ENGINEER ELEV ELEVATION ELECT ELECTRICAL EOD EDGE OF DECK EOS EDGE OF SLAB EQ EQUAL EQUIV EQUIVALENT ES EACH SIDE EW EACH WAY EXIST -EX EXISTING EXP EXPANSION EXT EXTER I OXR F/ FACE OF FO FLOOR DRAIN FDN FOUNDATION FIN FINISH FLR FLOOR FLG FLANGE FS FARSIDE FTG FOOTING GA GAUGE GALV GALVANIZED GB GRADE BEAM GC GENERAL CONTRACTOR GL GLULAM Gait 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 MICJ MASONRY CONTROL JT MECH MECHANICAL MEZZ MEZZANINE MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MO MASONRY OPENING MOM MOMENT MISW MASONRY SHEAR WALL MSL MEAN SEA LEVEL MTL METAL MIN MASONRY WALL NIC NOT IN CONTRACT NO NUMBER NS NEAR SIDE NTS NOT TO SCALE 0/0 OUT TO OUT OA OVERALL OC ON CENTER OD OUTSIDE D I METER OF OUTSIDE FACE OH OVER HEAD OPNG OPENING OPP OPPOSITE OPP HD OPPOSITE HAND OSB ORIENTED STRAND BOARD OSL OUTSTANDING LEG OVS OVERSIZE HOLE PAF PONDER ACTUATED FASTENER PC PRECAST PL PLATE PLF POUNDS PER LINEAR FOOT PLYWD PLYWOOD PNL PANEL PROD PROJECTION PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PSL PARALLEL STRAND LUMBER PT PRESSURE TREATED PTN PARTITION PVMT PAVEMENT R RADIUS RD ROOF DRAIN REF REFERENCE REINF REINFORCE(D) (ING) (MENT) REQ'D REQUIRED REV REVISION/REVISED RO ROUGH OPENING RRD ROOF RELIEF DRAIN RTN RETURN RTU ROOF TOP UNIT RW RETAINING WALL SCHED SCHEDULE SECT SECTION SHT SHEET SIM SIMILAR Si SAWCUT JOINT SJI STEEL JOIST INSTITUTE SL SLOPED SPA SPACE(S) SPECS SPECIFICATIONS SQ SQUARE SS STAINLESS STEEL SSL SHORT SLOTTED HOLES STD STANDARD STIFF STIFFENERS STL STEEL STRUCT STRUCTURAL SYM M SYMtrETR I CAL TAB TOP AND BOTTOM T&G TONGUE AND GROOVE TB TIE BEAM TC TOP CHORD TEMP TEMPERATURE TF TRENCH FOOTING THK THICK THKS THICKENED SLAB THR'D THREADED TL TOTAL LOAD TOP'G TOPPING TRANS TRANSVERSE TYP TYPICAL UNO UNLESS NOTED OTHERWISE VERT VERTICAL VIF VERIFY IN FIELD W/ WITH WD WOOD WO WINDOW OPENING (MASONRY) WP WORKING POINT WT WEIGHT WWF WELDED WIRE FABRIC ELEVATION TOP AND BOTTOM OF LIST T/ ELEVATION, TOP OF B/ ELEVATION, BOTTOM OF T/BB TOP OF BOND BEAM T/8M TOP OF BEAM T /CONC TOP OF CONCRETE T/F TOP OF FOOTING T /LDG TOP OF LEDGE T/MAS TOP OF MASONRY T/P TOP OF PIER T /SLAB TOP OF SLAB T /STL TOP OF STEEL T/W TOP OF WALL T /GB TOP OF GRADE BEAM T /CATS TOP OF CAISSON B/PL BOTTOM OF PLATE B/F BOTTOM OF FOOTING SYMBOLS 0 DIAMETER DEGREE n VA110N f PLUS OR MINUS COLUMN FOOTING SCHEDULE MARK SIZE REINFORCEMENT F5.0 5' -0' x 5-00 x it (5) #5 EW F100 SEE PLAN SEE DETAIL COLUMIN FO01M SCHEDULE NOTES: 1. Provide 3' concrete cover on bors. 2. Use concrete brick or CRSI Class 3, CHCP wire bar supports at 3' -0•. PIER SCHEDULE MARK SIZE REINFORCEMENT P20 20• x 20' (4) #7 VERT P32 32' x 32' 1 (8) #8 VERT PIER SCHEDULE NOTES: 1. Provide 1V concrete cover over ties. 2. See typical pier elevation for tie and vertical bar placement. 3. Provide CRSI Typ Bar Bend No T5 ties for all veritcal face bars, if there are more than four vertical bars In the pier. COLUMN SCHEDULE MARK SIZE BASEPLATE (TXWXL) ANCHOR RODS W8x31 WBx31 -XV x 14' x 14' (4) X4• A36 COLUMN SCHEDULE NOTES: 1. See typical detalls for column base construction. MASONRY SHEAR WALL SCHEDULE MARK TYPE REINFORCEMENT YERIICAL I BOND BEAY MW8 18' CMU 1 #5 0 48' (2) #5 0 8' -0' MAX OR QUICK BRICK MASONRY SHfJ1R WALL SCHEDULE NOTES: 1. (;rout all cares with rebor solid, unless noted otherwise. 2. Reinforcing steel in bond beams shall be continuous across control joints unless noted otherwise. BLOCK LINTEL SCHEDULE FOR ALL LINTELS NOT INDICATED ON PLANS ONTERIOR WALLS ONLY) OPENING CONCRETE LINTEL Up to 6' -89 Precast Concrete (3000 psi, 145 pcf), (1)#5 Ti1B 80 Deep x • x 7' Batt e Wide, multiples to match wall thickness. Scored to match L2 wall bond pattern. 6' -9' TO 10' -0' Concrete Bond Beam Lintel Block, filled with concrete or L3 gout (3000 psi), w/ (2) #5 TdB 8' Deep x Wall thickness. TYPICAL BLOCK LNTEL SCHEDULE NOTES: 1. Precast lintels shill have 8• bearing on each end of opening. 2. Bond beam lintels shall extend 16• into wall on each side of opening. 3. Precast lintels shall be shored in center for 3 days. 3. Band beam lintels shall be shored in center for 28 days. STEEL LINTEL SCHEDULE MARK SIZE PLATE REMARKS Li WBx21 • x 7' Batt Thermal Factor: L2 L6x3hA 1 73630 L3 L6x*0j (2) #5 TOP (3) #5 BOTTOM Analysis Procedure: STEEL LNTEL SCHEDULE NOTES: 1. Provide 8' of bearing at each end, uno 2. Provide soap block on each side of lintels with bottom plates. 3. All exterior lintels shall be galvanized. 4. All interior lintels shall be shop primed with two coats of epoxy paint. CONCRETE TRENCH FOOTING SCHEDULE MARK SIZE (W x D) REINFORCING REMAKS VERT TIES HORIZ 1 Thermal Factor: 1 Basic Building System: 1 73630 36' x 30' #4 0 48" (2) #5 TOP (3) #5 BOTTOM Analysis Procedure: Static 1. Provide 1JIF concrete cover over ties. 2. Provide Y concrete cover on bars. BEARING PLATE SCHEDULE MARK SIZE (TxWxL) REMARKS BP1 y7 x4'x8• Snow Importance Factor: 1 Thermal Factor: 1 BEARING PLATE SCHEDULE NOTES: 1. Hold bearing plate back )f from face of wall. 2. Provide (2) ) x60 headed anchors for masonry bearing, uno 3. Provide (2) Y4'x8' headed anchors for concrete bearing, uno 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 f'm = 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 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. STRUCTURAL STEEL NOTES SS1. All structural steel shall conform to the following: W Shapes ASTM A992, Gracie 50. Angles, Channels, Plates, Bars ASTM A36 (Fy =36 ksi) HSS Tubes ASTM A500, Gracie B (Fy =46 ksi) HSS Pipes ASTM A500, Gracie 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 PRACTICE ", Third Edition. 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 LRFD 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. 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 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 shall be treated with preservative treatment. W7. Attach all top plates and sill plates to studs with (2) 16d nails. MANUFACTURED WOOD 1- JOISTS NOTES WJ1. Manufactured Wood I- joists designated as TJI have been designed using product data from Trus Joist MacMillan. Wood I- joists supplied by other manufacturer's shall meet or exceed the criteria for the designated Trus Joist MacMillan product for the span, spacing, and loads indicated in the construction documents. WJ2. All connectors shall be manufactured be Simpson Strong -Tie Company, unless otherwise approved by McComas Engineering. WJ3. Contractor shall provide a complete installation of Manufactured Wood I joists, including b ut not limited to, all blocking, stiffeners, and similar items. WJ4. Manufactured Wood I- joists shall be designed by the supplier to meet the project requirements indicated in the construction documents. Layout and design of Wood I- joists shall be signed and sealed by an Engineer licensed to practice in the state of Indiana, and submitted to McComas Engineering, Inc. for review. WOOD SHEATHING NOTES WS1. All plywood shall be 5/8" min. thickness APA rated 24/16, Exposure 1. Plywood shall conform to the latest revision product standard PS 1. WS2. Wall sheathing shall have long dimension perpendicular to supports. Roof sheathing 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 requirements indicated in typical detail. WS5. See architectural roof plan to establish all elevations, openings, equipment and other requirements not indicated on structural drawings. WS6. All nails to be common type or building department approved equal. MANUFACTURED WOOD TRUSSES NOTES WT1. Manufactured wood roof trusses or roof I- joists shall be designed for the following loads, in addition to wind loading: Bottom Chord Dead 10 psf WT2. All connectors shall be manufactured be Simpson Strong -Tie Company, unless otherwise approved by McComas Engineering. Use Simpson H1 Hurricane anchors on each end of trusses, for double top plate. Simpson H3 Hurricane anchors on each end of trusses, for single top plate. WT3. All bolts, washers and nuts shall be carbon steel. WT4. All trusses connector plates shall be galvanized. WT4. All trusses shall be spaced at 24" o.c., unless noted otherwise. WT5. All standard, hip, valley, scissor, girder and other misc. trusses and supplemental roof framing not shown, shall be designed and provided by the truss manufacturer and contractor. Truss manufacturer and contractor shall be responsible for the final truss layout. GENERAL NOTIES 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: Roof Dead Load: 15 psf Live Load: 25 psf Floor Dead Load: 15 psf Live Load: 100 psf SNOW Flat Roof Snow Load: 20 psf Snow Exposure! Category: P Snow Exposure Factor: 1 Snow Importance Factor: 1 Thermal Factor: 1 ►n l?FIC Basic Wind Speed: 90 mph Wind Importance Factor: 1 Building Classification: II Wind Exposure Category: B SEISMIC Seismic Use Group: 1 Seismic Design Category: A Spectral Response, Sds: 0.086 Spectral Response, Sd1: 0.056 Site Class: C Basic Building System: 1 Basic Resisting System: H Design Base Shear: 0.0259 W Analysis Procedure: Static G3. Reactions and forces indicated are Load and Resistance Factor Design (LRFD) loads. G4. If Drawings ano 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. 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 fixture 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 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 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 At 85, Fy(min) of 65 ksi. All welded wire fabric laps shall be 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. RC8. Provide the following coverages over reinforcing: Footings: Bottom and Unformed edges 3" Formed ridges 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 separate pipe from concrete. SHALLOW FOUNDATION AND SLAB ON GRADE NOTES SF1. Design Soil Bearing Pressure: Spread Footings 2000 psf Wall Footings 2000 psf (Based on Chapter 18 Table 1804.2 "Allowable Foundations and Lateral Pressure "). 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- aggregette grading Size 57; with 100 percent passing a 1 -1/2 -inch sieve and 0 to 5 percent passing a No. E; 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. Sanallow 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. i CONSULTANTS Ni L us usSg O I1 �a �o Ce w w Z w FMWW �vcoo w�wQ?°rF ZLL, �Z< :D0 on S _J 05zzza0 F M QUJ J<_JK ►� Z 0 W 0090000 F3 ao Z� n M (2) CD C C w 06 U) 2 Q 0 LLI J w J N U U M Q O '�I o X d0- q =Q W CYZ Q �o WT co UZ U / w Z ,� U w O Z M� C Q U _ Q U_ T� V Q�.•�41STEQ No. 860325 STATE OF AMt NAL 1 Oam erc RCL, KLS aMa.a � MPP CRM fore AS NOTED awc S401 °dY 10/06/06 A*d mow MEI26125 i