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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: 25 psf Live Load: 25 psf Office Floor Dead Load: 81 psf Live Load: 50 psf Partition Load: 15 psf Theater Lobby Floor: Dead
Load: 111 psf Live Load: 100 psf Corridor Floor: Dead Load: 81 psf Live Load: 100 psf SNOW Flat Roof Snow Load: 20 psf Snow Exposure Category: B Snow Exposure Factor: 1 Snow Importance
Factor: 1 Thermal Factor: 1 WIND Basic Wind Speed: 90 mph Wind Importance Factor: 1 Building Classification: Type 2 Wind Exposure Category: Enclosed SEISMIC Seismic Use Group: II Seismic
Design Category: B Spectral Response, Sds: 0.142 Spectral Response, Sd1: 0.101 Site Class: C Basic Building System: Building Frame Basic Resisting System: Structural system not specifically
detailed for seismic resistance Design Base Shear: 0.043W Analysis Procedure: Equivalent Lateral Force G3. Reactions and forces indicated are unfactored, Allowable Strength Design 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 allo ther construction documents.
Refer to architectural drawings for all dimensions not shown on these drawings. locations, 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 planbs,u t apply unless noted otherwise. G9. Provisions for future expansion: Vertical: None Horizontal: None GENERAL NOTES T/STL +(SEE PLAN)
POCHE REPRESENTS MASONRY WALL P16 F4 P16 F4 T/P -0'-8" T/F -2'-8" HSS6 MW8 T/W -0'-8" WF24 T/F -2'-8" CW8 T/W -0'-8" WF24 T/F -2'-8" COL MARK, SEE SCHEDULE FOR ACTUAL SIZE, BASEPLATE
AND ANCHOR RODS P16 = PIER MARK, SEE SCHEDULE T/P = TOP OF PIER ELEV F4 = COL FTG MARK, SEE SCHEDULE T/F = TOP FTG ELEV CONCRETE MASONRY UNIT WALL (MW) SEE SCHED FOR SIZE AND REINF T/W
= TOP OF WALL ELEV CONCRETE WALL (CW), SEE SCHED SPOT ELEV INDICATES FOR WALL THICKNESS AND REINF TOP OF CONC INDICATES PLAN DETAIL COL GRID, COLUMNS CENTERED ON GRID INTERSECTION, UNO
T/F = TOP OF FTG ELEV CONCRETE WALL FTG (WF), SEE SCHED FOR SIZE AND REINF INDICATES SECTION CUT POCHE REPRESENTS 1 CONCRETE WALL S401 2 S401 INDICATES EDGE OF WALL FTG INDICATES EDGE
OF WALL FTG UNDER FLOOR SLAB 12 HG 12 DCB 11 INDICATES PLAN DETAIL INDICATES SECTION CUT 1 S401 2 S401 COL GRID, COLUMNS CENTERED ON GRID INTERSECTION, UNO 4" EODEDGE OF DECK, PERIMETER
ANGLE W14x22 +23'-0" +23'-0" OPENING THRU DECK AND FRAMING W14x22 (SL) +24'-0" W14x22 +24'-0" TOP OF STEEL ELEV AT GRID INTERSECTION FACTORED REACTION IN KIPS TOP OF STEEL ELEV INDICATES
BEAM SIZE 32LH12 JOIST SIZE INDICATES KNEE BRACE KB 18k 18k INDICATES BRACING W14x22 +24'-0" MOMENT CONNECTION "X" BRIDGING HORIZ BRIDING 36G8N11.5K +24'-0" JOIST GIRDER SIZE (UNFACTORED)
T/JOIST GIRDER ELEV 18K5 INDICATES JOIST SIZE INDICATES BEAM SIZE NUMBER OF SHEAR STUDS BEAM CAMBER INDICATES BRACING ELEVATION W12x14 (9) C=3/4" INDICATES DECK SPAN AND DECK INFO S501
2 RC1. All concrete shall have the following 28 day compressive strengths: LOCATION STRENGTH AIR ENTRAINMENT Wall Footings, Spread Footings: 3000 psi 2% All concrete exposed to freeze/thaw,
exterior slabs, piers, walls, columns, grade beams, pile caps mat foundations, 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 Walls, piers, pile caps and grade
beams: Bottom and Unformed edges 3" Walls, piers, pile caps and grade beams: 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. REINFORCED CONCRETE NOTES (Foundations,
Slabs & Walls) ACP1. All piles shall have a diameter of 18", unless noted otherwise. 18" dia auger-cast piles are designated P18. ACP2. Minimum 28 day compressive strength of grout =
4,000 psi. ACP3. Allowable working capacity of each individual pile = 90 tons (180 k) compression, 18k shear and 90 k tension for 57' nominal embedment. Allowable working capacity of
each individual pile is reduced for pile cap elevations according to the following chart: T/Cap = -( 1'-4") 175 K compression, 90 K tension T/Cap = -(10'-0") 160 K compression, 74 K
tension (Based on soils report prepared by Patriot Engineering). ACP4. Extend auger cast piles into bottom of caps, grade beams and foundations 4". ACP5. Contractor shall have a soils
engineer on site to keep piling logs and verify pile capacities. All logs and reports shall be certified by the soils engineer and copies provided to the architect and engineer. ACP6.
Base Bid -All piles shall be installed to a tip elevation of 770.00' MSL for end bearing condition. ACP7. Refer to original soils report by Patriot Engineering. AUGER-CAST PILE 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. SLAB ON GRADE 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, loadbearing 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 AND REINFORCED
MASONRY NOTES 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: 3740lb T, 2020lb 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: 525lb T, 1230 lb 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: 1400lb T, 1800lb 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: 775lb T, 1375lb V (Brick) 150lb T, 500lb 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: 1160lb T, 1635lb V (Hollow Brick) 185lb T, 500lb 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: 1400lb T, 1800lb V. Type 2-D: Multiwythe Brick, voided wythes. 3/4"x8"embedment Hilti
HIT, or A36 threaded rod, w/Hilti HY20 epoxy, screen tube, steel sleeve. Design values: 800lb T, 1400lb V. MASONRY ANCHORAGE 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. 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. SS10. RD = Roof Drain location. Provide steel frame for drains. See other drawings for actual drain type, number, size, etc. Coordinate
with drain contractor. STRUCTURAL STEEL 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 JOIST 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 (5) #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 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. STEEL DECK 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 1st & 2nd Floor Exterior Wall Studs: 600 S 162-43 18
16" oc, u.n.o. ST33H (33 ksi) Interior Load-Bearing Studs: 600 S 162-43 18 16" oc, u.n.o. ST33H (33 ksi) 3rd & 4th Floor Exterior Walls Studs: 600 S 162-43 18 16" oc, u.n.o. ST33H (33ksi)
SF2. All sheet steel shall comply with ASTM A1003. Coating shall be G90 galvanizing. SF3. Provide steel tracks complying with ASTM C955, thickness to match studs, 2" flange width. SF3.
Provide 1/2" ASTM F1554, Grade 36 hooked anchor bolts at all steel tracks, u.n.o. Anchor bolt spacing = 48" OCu,. n.o. Provide anchor bolt at 8" from the ends of all walls, u.n.o. SF6.
All cold formed steel members shall comply with the requirements of the latest AISI Specification. SF7. Field welding is not permitted. Provide screwed connections. SF8. For all non-load
bearing studs, provide deflection clips isolating the stud from the primary structure. SF9. Provide 5/8" plywood sheathing on outside face of all exterior wall studs. COLD FORMED STEEL
FRAMING NOTES 20 kip-ft -25 kip-ft 10 kip 20 kip-ft -25 kip-ft BEAM 10 kip BRACE 49 kip(C) 35 kip(T) COLUMN COLUMN AXIAL LOAD INDICATES MOMENT CONNECTION MAXIMUM SHEAR INDICATED ON TOP
OF BEAM INDICATED BELOW BEAM: M+ M-MAX MAX MT1. All light gage, cold formed steel (CFS) members for trusses shall conform to the following: The entire CFS truss system shall be designed
by a Specialty Structural Engineer with the following minimum sections: Web: Minimum 3-5/8", unpunched Flange: Minimum 1-5/8" with 1/2" return lip Gauge: Minimum 16 gage MT2. All cold
formed steel members shall conform to ASTM A653, Grade 50, Class 1 or 2, G90 galvanized. MT3. All steel studs shall meet the requirements of the latest AISI specification. MT4. Manufactured
steel roof trusses and roof joists shall be designed for the following loads, in addition to wind loading (see Wind Load Tables for additional loads): Top Chord Dead 25 psf Bottom Chord
Dead 10 psf Top Chord Live 25 psf Net Wind Uplift 25 psf MT5. All connectors shall be designed by truss specialty engineer for load indicated on plans. MT6. All exposed to view bolts,
washers and nuts shall be galvanized steel.MT7. All trusses shall be spaced at 24" o.c., unless noted otherwise. MT7. 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, with the approval of McComas Engineering. MT8. All calculations and drawings shall be submitted to McComas Engineering for review and approval, a minimum of two weeks before
beginning fabrication. Calculations and drawings are to be designed and stamped by an engineer registered in the state in which the project is to be constructed. MT9. Submittal drawings
must show complete sections, details and plans for the completed building. COLD FORMED STEEL TRUSS NOTES O/O OUT TO OUT OA OVERALL OC ON CENTER OD OUTSIDE DIAMETER 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 POWDER ACTUATED FASTENER PC PRECAST PL PLATE PLF POUNDS PER
LINEAR FOOT PLYWD PLYWOOD PNL PANEL PROJ PROJECTION PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PSL PARALLEL STRAND LUMBER PT PRESSURE TREATED PTN PARTITION 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 SJ 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 SYMM SYMMETRICAL T&B 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/BM 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/CAIS TOP OF CAISSON B/PL BOTTOM
OF PLATE B/F BOTTOM OF FOOTING SPECIAL CHARACTERS ° DEGREE ± PLUS OR MINUS ELEVATION Ø DIAMETER 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 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 BLOCK 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 CONST 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 EACH 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 EXISTING EXP EXPANSION EXT EXTERIOR F/FACE OF OF FD 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 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 ABBREVIATIONS LIST SCALE: NTS FOUNDATION PLAN LEGEND SCALE:
NTS FRAMING PLAN LEGEND North Parcel 7-C Keyplan 7C-1 7C-2 7C-3 McCOMAS E N G I N E E R I N G 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 MEI29020 Sheet Number: Sheet Title: Print Date: Last Revision Date: Drawn By: Sheet Issue Date: Checked By:
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. COPYRIGHT & OWNERSHIP OF DOCUMENTS
VILLAGE ON THE GREEN -PARCEL 7C-2 OFFICE BUILDING & BLACK BOX THEATER Carmel, IN, 46032 Project Number: Project: Engineer: Architect: PEDCOR DESIGN GROUP 355 City Center Drive Carmelm
Indiana 46032 317.705.7979 (phone) 317.705.7980 (fax) CARMEL CITY CENTER COMMUNITY DEVELOPMENT CORPORATION 30 West Main Street, Suite 200 Carmel, Indiana 46032 317.571.2787 9/14/09 LKM,njh,
KLS 9/15/09 JAF BID SET No.1 SHELL & CORE Architecture /Project Management Owner: GENERAL NOTES SCHEDULES AND ABBREV S401 SCALE: NTS BRACE ELEVATION LEGEND SS RO C PROFE . A I GN N I
O LA E RE R SA STATE OF 860325 N N I D No. A EN I R M IE D E GN T S E Y MOCD Ec