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HomeMy WebLinkAbout018_S402 - SCHEDULES (Const Issue 7-22-2010).PDFZONE 5 ZONE 4 ZONE 5 18.0 psf 18.0 psf 18.0 psf -33.0 psf -18.0 psf -33.0 psf 19.0' LOWE R WAL L SCALE: NTS T/LOW ROOF � +(APPROX 48.0') 19.0' BAS I C P RESS U RES ZONE 5 ZONE 4 ZONE 5 18.0 psf 18.0 psf 18.0 psf -33.0 psf -18.0 psf -33.0 psf 8.0' U PPER WALL SCALE: NTS T/HIGH ROOF +(APPROX 48') 8.0' BAS I C P RESS U RES 1.5 - BLOCK LINTEL SCHEDULE FOR ALL LINTELS NOT INDICATED ON PLANS Opening Concrete Lintel Up to 6'-8" Precast concrete (3000 psi 145 pcf). (1) #5 T&B 8"deep x 4" wide, multiples to match wall thickness. Scored to match wall bond pattern 6'-9" to 10'-0" Concrete bond beam lintel block, filled with concrete or grout (3000 psi), w/ (2) # 5 T&B 8" deep x wall thickness. Block Lintel Schedule Notes: 1. Block lintels shall 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. BRICK LINTEL SCHEDULE FOR ALL LINTELS NOT INDICATED ON PLANS Clear Opening Steel Angle Upto5'-0" L31/2x31/2x5/16 5'-1" up to 7'-0" L5 x 31/2 x 5/16 7'-0" up to 10'-0" L6 x 31/2 x 3/8 Brick Lintel Schedule Notes: 1. All lintels shall have 8" bearing on each end of opening. 2. All exterior lintels shall be galvanized. 3. All interior lintels shall be shop primed with two coats of epoxy paint. WI N D LOAD D IAG RAM LOW ROO F SCALE: NTS A.6 = C.7 i i i B C C.4 - 6 - 5 - 4 - 3.3 3 � � ZONE 1 � ZONE 2 � ZONE 3 WI N D LOAD D IAG RAM H I G H ROO F SCALE: NTS C&C GROSS ROOF ZONE PRESSURES (psfi� POSITIVE INTERNAL PRESSURE NEGATIVE INTERNAL PRESSURE Zone 1 2 3 -1 -2 -3 Joist -22.7 -36.8 -50.8 -15.9 -30.0 -44.1 Deck Pressure -29.5 -46.3 -63.2 -22.8 -39.6 -56.4 NOTES: 1. Wind Load data has been calculated based on overall dimensions of this office building and adjacent theater & parking garage. 10 9 8 7 6 5 4 3.3 3 -- 2 1 1 2 3 DEVELOPMENT LENGTH TENSION - BOTTOM BARS fc (Normal Weight Concrete), psi Bar Size 2500 3000 4000 #3 18" 17" 15" #4 24" 22" 19" #5 30" 28" 24" #6 36" 33" 29" #7 53" 48" 42" #8 60" 55" 48" #9 68" 62" 54" #10 77" 70" 61 " #11 85" 78" 67" #14 102" 83" 81 " #18 136" 124" 108" NOTES: 1. Clear spacing not less than 2xDb. 2. Clear cover not less than Db. 3. Db = bar diameter. DEVELOPMENT LENGTH TENSION - TOP BARS fc (Normal Weight Concrete), psi Bar Size 2500 3000 4000 #3 24" 22" 19" #4 32" 29" 25" #5 39" 36" 31" #6 47" 43" 37" #7 69" 63" 54" #8 78" 72" 62" #9 88" 81" 70" #10 100" 91 " 79" #11 110" 101" 87" #14 133" 121" 105" #18 177" 161" 140" NOTES: 1. Min 12" of fresh conrete below bar. 2. Clear spacing not less than 2xDb. 3. Clear cover not less than Db. 4. Db = bar diameter. 5. Mechanical couplers may be substituted for #6 bars and larger. TENSION LAP SPLICES BOTTOM BARS fc (Normal Weight Concrete), psi Bar Size 2500 3000 4000 #3 24" 23" 20" #4 32" 29" 25" #5 39" 37" 32" #6 47" 43" 38" #7 69" 63" 55" #8 78" 72" 63" #9 89" 81" 71" #10 101 " 91 " 80" #11 111" 102" 88" #14 133" 121" 106" #18 177" 162" 141" NOTES: 1. Clear spacing not less than 2xDb. 2. Clear cover not less than Db. 3. Db = bar diameter. 4. Mechanical couplers may be substituted for #6 bars and larger. TENSION LAP SPLICES TOP BARS, WALL REINF fc (Normal Weight Concrete), psi Bar Size 2500 3000 4000 #3 32" 29" 25" #4 42" 38" 33" #5 51" 47" 41" #6 62" 56" 49" #7 90" 82" 71" #8 102" 94" 81" #9 115" 106" 91" #10 130" 119" 103" #11 143" 132" 114" #14 173" 158" 137" #18 231 " 210" 182" NOTES: 1. Min 12" of fresh conrete below bar. 2. Clear spacing not less than 2xDb. 3. Clear cover not less than Db. 4. Db = bar diameter. 5. Mechanical couplers may be substituted for #6 bars and larger. DEVELOPMENT LENGTH HOOKS fc (Normal Weight Concrete), psi Hook Length Bar Size 2500 3000 4000 90 degree 180 degree #3 9" 9" 6" 6" 3" #4 12" 11 " 10" 6" 3" #5 15" 14" 12" 8" 3" #6 18" 17" 15" 9" 3" #7 21" 20" 17" 11" 4" #8 24�� 22�� � 9�� � 2�� 4�� #9 28�� 25�� 22�� � 4�� 5�� #10 31" 28" 25" 16" 6" #11 34" 31" 27" 17" 6" #14 41" 38" 33" 21" 7" #18 55" 50" 43" 28" 9" CFS HEADER SCHEDULE (INTERIOR NON-LOAD BEARING WALLS) OPENING HEADER JAMB 0'-0" TO 8'-0" �2) 600S162-33+ MIN (2) 362S162-33 (16'-0" MAX HGT) (2) STUD DEPTH T150-33 MIN (2) 600S162-33 (20'-0" MAX HGT) 8'-1" T010'-0" �2) $OOS162-33+ MIN (2) 362S162-33 (14'-0" MAX HGT) (2) STUD DEPTH S162-33 MIN (2) 600S162-33 (20'-0" MAX HGT) 10'-1" T012'-0" �2)1000S162-54+ MIN (2) 362S162-33 (14'-0" MAX HGT) (2) STUD DEPTH S162-54 MIN (2) 800S162-33 (20'-0" MAX HGT) 12'-1" T016'-0" (2)1200S162-54+ MIN (2) 600S162-33 (14'-0" MAX HGT) (2) STUD DEPTH S162-33 MIN (2) 800S162-54 (20'-0" MAX HGT) CFS HEADER SCHEDULE (EXTERIOR NON-LOAD BEARING WALLS) OPENING HEADER JAMB (6) 0'-0" TO 6'-0" �2) 600S162-54+ MIN (2) 600S162-54 (2) STUD DEPTH T150-54 6'-1" TO 8'-0" �2) $OOS162-54+ MIN (2) 600S162-68 (2) STUD DEPTH S150-54 8'-1" T012'-0" �2)1200S162-68+ (2) STUD DEPTH S150-68 MIN (2) 600S250-68 CFS HEADER SCHEDULE NOTES: 1. WEB STIFFENERS REQUIRED AT EACH END OF HEADERS AND SILL. 2. HEADERS ARE BOXED SECTIONS, SEE DETAILS. 3. JAMBS ARE BACK TO BACK SECTIONS, SEE DETAILS. 4. PROVIDE SAME FRAMING FOR OPENING SILL AS SHOWN FOR HEADER. 5. SCHEDULE APPLIES T016'-0" MAXIMUM WALL HEIGHT. OPENINGS IN TALLER WALLS SHALL BE DESIGNED BY SPECIALTY ENGINEER. 6. MINIMUM JAMB DEPTH SHOWN, ACTUAL JAMB DEPTH TO MATCH STUD DEPTH IF LARGER. COLUMN FOOTING SCHEDULE (SPECIAL) Footing Size Bottom Reinforcing Top Reinforcing Short Direction Long Direction Short Direction Long Direction Mark Width Length Thickness No. Size Length No. Size Length No. Size Length No. Size Length Remarks F7 4'-0" 5'-0" 1'-6" 6 8 3'-6" 9 8 4'-6" 4 6 3'-6" 5 6 4'-6" F8 7'-0" 9'-0" 1'-6" 9 10 6'-6" 7 6 8'-6" 6 8 6'-6" 6 8 8'-6" F9 8'-0" 9'-0" 1'-6" 9 6 7'-6" 9 6 8'-6" 6 8 7'-6" 6 8 8'-6" F10 6'-0" 14'-0" 1'-8" 39 5 5'-6" 18 5 13'-6" 0 5'-6" 0 13'-6" F11 5'-0" 14'-0" 1'-8" 39 5 4'-6" 15 5 13'-6" 0 4'-6" 0 13'-6" F12 6'-0" 11'-0" 1'-6" 24 5 5'-6" 11 5 10'-6" 0 5'-6" 0 10'-6" F13 8'-0" 10'-0" 1'-6" 9 6 7'-6" 9 6 9'-6" 0 7'-6" 0 9'-6" Column Footing Schedule (Square) Notes: 1. Reinforcing clearance at bottom and sides of footings = 3" 2. Use concrete brick of CRSI Class 3, CHCP wire bar supports @ 36". 3. Bars may be placed in 2 layers to limit congestion. STEEL BEAM TO CONCRETE COLUMN OR WALL CONNECTION SCHEDULE Rows Angle Embed Plate Capacity (Kips) Per Mark Beam of , Weld Double ,�, Concrete Strength A Size Angle Bolts SiZe Length �H' 'T' No. Studs 4 KSI 3 KSI EP1 C8, W8, W10 2 5/16" L4x3x3/8 51/2" 9" 5/8" 4 18.3 18.3 EP2 W12x14 3 5/16" L4x3x3/8 81/2" 13" 5/8" 6 33 33 EP3 W12x16 - W14 3 5/16" L4x3x3/8 81/2" 13" 5/8" 6 40.3 40.3 EP4 W16, W18 4 5/16" L4x3x3/8 11 1/2" 17" 5/8" 8 58.4 58.4 EP5 W21 5 5/16" L4x3x3/8 141/2" 21" 5/8" 10 91.5 86 EP6 W24 6 5/16" L4x3x3/8 171/2" 25" 5/8" 12 111 105 EP7 W27 7 1/4" L4x3x5/16 201/2" 29" 5/8" 14 125 124 EP8 W30 8 1/4" L4x3x5/16 231/2" 33" 5/8" 16 148 142 EP9 W33 9 1/4" L4x3x5/16 261/2" 33" 5/8" 16 167 142 EP10 W36, W40 10 1/4" L4x3x5/16 291/2" 37" 5/8" 16 186 161 EP11 W36 SEE DETAIL 1/4" L4x3x5/16 37" 48" 5/8" 34 186 161 Steel Beam To Concrete Column or Wall Connection Lintel Schedule Notes: 1. This schedule is for 50 ksi beams only. 2. Beam material per general notes. 3. Plate and angle material ASTM A36. 4. For beam reactions, see framing plans. Should indicated reactions exceed table capacities fabricator shall provide connection detail. 5. Beam web capacity requires verification for beams with ASTM A36 material. 6. UNO on plan or if reaction exceeds tabulated value, use this connection as typical for listed beam sizes. - FACE OF CONC WALL OR CONC COLUMN . ° - ` 1" RET T&B, . . �. �A� �p � � _ 0�� . °�:• _^ ; 2�� $�� 2�� � N a :a ' _ - _ a � 'T' � a � N s `� . � •_ � T/STL �, . .a. . , _ - : M +(SEE PLAN) �_ - � � . _ _ � � _ � •,� - : � „ r � s ,, a , � J � � � � �4 , r - - �d , a : a a .• N _ „ � .°°° 3/4" DIA A325N BOLTS IN DBL L4x3xTHICKNESS `�' 6" LONG HEADED STUDS '_- INDICATED IN SCHEDULE, TYP. PROVIDE °,� a� 13/16"x1 1/2" HORIZ SLOTS IN BEAM WEB AND ' INSTALL NUTS. FINGERTIGHT AND PEEN THREADS OR PROVIDE ADDITIONAL LOCKNUT. EMBEDDED PLATE CONNECTION EMBEDDED PLATE DETAIL � � � CENTERLINE OF BEAM ��� ,� ��� N EMBEDDED PLATE EP11 DETAIL N i/8" THICK i" LONG �EADED iTUDS oa ww zm J J � � W �w z� wQ U � UNSTIFFENED JOIST SEAT ANGLE BEARING CAPACITY MIN COL WIDTH 6" 8" 8" 9" 10" 12" 12" SEAT ANGLE 4" 5" 6" 7" 8" 9" 10" LENGTH SEAT ANGLE ASD CAPACITY L5x31/2x3/8 (LLV) 1.9k 2.4k 2.9k 3.4k 3.9k 4.4k 4.9k L5x31/2x1/2 (LLV) 4.1 k 5.1 k 6.2k 7.2k 8.2k 9.3k 10.3k STIFFENED JOIST SEAT ANGLE BEARING CAPACITY MIN COL WIDTH 6" 8" 8" 9" 10" 12" 12" SEAT ANGLE 4" 5" 6" 7" 8" 9" 10" LENGTH SEAT ANGLE ASD CAPACITY L6x4x1/2 (LLV) 26.Ok 26.Ok 26.Ok 26.Ok 26.Ok 26.Ok 26.Ok L6x4x1/2 (LLV) 44.2k 44.2k 44.2k 44.2k 44.2k 44.2k 44.2k COLUMN MIN OL W OR HSS COL ANGLE � WI TH I ANGLE I � 5/16 I 3/4" RET @ � � 5/16 TOP � I � TOP & SIDES 5/16 ELEVATION @ TYP UNSTIFFENED SEAT COLUMN MIN OL W OR HSS COL I WI TH I � I I 3/8" STIFFENER PLATE � � � I ELEVATION @ TYP STIFFENED SEAT JOIST GIRDER BRG CAPACITY SCALE: 3/4" = 1'-0" COLUMN FOOTING SCHEDULE (SQUARE) Footing Size Reinf Each Way Mark Width Length Thickness No. Size Remarks F2 5'-0" 5'-0" 1'-6" 5 #6 F3 6'-0" 6'-0" 1'-6" 7 #6 F4 7' - 0" 7' - 0" 1' - 6" 8 #6 F5 8'-0" 8'-0" 1'-6" 8 #6 F6 9' - 0" 9' - 0" 1' - 6" 10 #7 Column Footing Schedule (Square) Notes: 1. Reinforcing clearance at bottom and sides of footings = 3" 2. Use concrete brick of CRSI Class 3, CHCP wire bar supports @ 36". PIER SCHEDULE Pier Size Pier Vert Reinforcing Mark Width Length Quantity Size Remarks P1 1' - 4" 1' - 4" 4 #6 P2 1' - 10" 1' - 10" 8 #6 P3 2'-0" 2'-0" 8 #6 P9 2' - 4" 2' - 4" 8 #7 P 11 1' - 8" 1' - 2" 4 #6 P 12 3' - 10 1/2" 2' - 7 1/8" 14 #7 P 13 2' - 11 5/8" 3' - 10" 14 #7 P 14 3' - 7 1/4" 2' - 11 5/8" 14 #7 P 15 2' - 11 5/8" 3' - 2 5/8" 12 #7 P 16 3' - 3 5/8" 3' - 3 5/8" 14 #7 P 17 8 #7 See Plan Pier Schedule Notes: 1. Provide 2" 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 vertical face bars, if there are more than for vertical bars in pier. COLUMN SCHEDULE Base Plate Size Anchor Rods Size Thickness Width Length Quantity Size HSS4x4x1 /4 3/4" 10" 10" 4 3/4" H SS5x5x3/8 3/4" 11 " 11 " 4 3/4" HSS6x6x3/8 1" 1' - 0" 1' - 0" 4 3/4" HSS8X8X3/8 3/4" 1' - 2" 1' - 2" 4 3/4" W10x33 3/4" 1' - 4" 1' - 4" 4 3/4" W10x49 1 1/4" 1' - 4" 1' - 4" 4 3/4" W10X54 1" 1' - 6" 1' - 6" 4 1" W 12X58 1 1/4" 1' - 7" 1' - 7" 4 1" W12X72 1 1/2" 1' - 8" 1' - 8" 4 1" W12X96 1" 1' - 8" 1' - 8" 4 1" W 14X132 1 1/2" 2' - 0" 2' - 0" 4 1" Column Schedule Notes: 1. See typical details for column base construction. WALL FOOTING SCHEDULE Footing Size Longitudinal Reinf Transverse Reinf Mark Width Thickness No. Size Size Spa. Remarks WF24 2' - 0" 1' - 0" 3 #5 WF24A 2' - 0" 1' - 6" 3 #5 WF36 3' - 0" 1' - 6" 4 #5 WF48 4' - 0" 1' - 6" 6 #5 WF48A 4' - 0" 1' - 4" 6 #5 WF52 4' - 4" 1' - 6" 4 #5 WF60 5'-0" 1'-6" 7 #6 #5 1'-6" WF72 6'-0" 1'-6" 6 #8 #5 1'-6" WF126 10'-6" 1'-6" 11 #6 #7 1'-0" Wall Footing Schedule Notes: 1. Reinforcing clearance at bottom and sides of footings = 3" 2. Use concrete brick of CRSI Class 3, CHCP wire bar supports @ 36". CONCRETE WALL SCHEDULE Horiz Reinforcing Vert Reinforcing Dowel Reinforcing Mark Width Size Spa. Size Spa. Size Spa. Location CW8 8" #5 1' - 0" #5 1' - 4" #5 1' - 4" Center CW10 10" #5 1' - 0" #5 1' - 0" #5 1' - 0" Ea Face CW10A 10" #5 1' - 0" #5 8" #5 8" Ea Face CW12 1' - 0" #5 1' - 0" #5 1' - 4" #5 1' - 4" Ea Face CW12A 1' - 0" #5 1' - 0" #5 8" #5 8" Ea Face CW14 1' - 2 1/2" #5 1' - 0" #5 1' - 0" #5 1' - 0" Ea Face CW 14A 1' - 2 1/2" #5 8" #5 1' - 0" #5 1' - 0" Ea Face CW15 1' - 2 7/8" #5 1' - 0" #5 1' - 0" #5 1' - 0" Ea Face CW17 1' - 5 1/2" #5 1' - 0" #5 1' - 0" #5 1' - 0" Ea Face CW18 1' - 6 1/2" #5 1' - 0" #5 1' - 0" #5 1' - 0" Ea Face CW20 1' - 8" #6 1' - 0" #6 1' - 0" #6 1' - 0" Ea Face CW26 2' - 2 1/2" #5 1' - 0" #5 1' - 0" #5 1' - 0" Ea Face Concrete Wall Schedule Notes: 1. Provide 1 1/2" concrete cover, typical uno. 2. Provide wheel spacers or CRSI Typ Bar Bend T% at 36" each way to assure adequate concrete cover. 3. See sections and details for all bars not included in schedule. MASONRY WALL / MASONRY SHEAR WALL SCHEDULE Vertical Wall Horiz Wall Reinforcing Diaphragm Connection Mark Type Reinf Size Spa. Location Fasteners Spacing Remarks MW8 8" CMU See Note 3 #5 2' - 8" Center (1) 5/8"Q� HILTI HLC 2'-8" OC See Notes MW8A 8" CMU See Note 3 #5 8" Center (1) 5/8"Q� HILTI HLC 2'-8" OC See Notes MW8B 8" CMU See Note 3 #5 2' - 8" Center (1) 5/8"Q� HILTI HLC 4'-0" OC MW12 12" CMU See Note 3 #5 2' - 8" Ea Face (2) 5/8"Q� HILTI HLC 2'-8" OC See Notes MW12A 12" CMU See Note 3 #5 8" Ea Face (2) 5/8"Q� HILTI HLC 2'-8" OC See Notes MW12B 12" CMU See Note 3 #5 1' - 4" Ea Face 2 5/8"Q� HILTI HLC 2'-8" OC See Notes Masonry Wall Schedule Notes: 1. Provide 2" concrete cover from outside face for bars in each face of 12" CMU walls. Reinforcing bars shall be centered in 8" CMU walls. 2. Grout all cores will rebar solid, unless solid grouted wall is shown. See typical masonry wall reinforcing detail 16/S403. 3. Provide ladder type horizontal reinforcement at 16" oc. Side and cross rods shall be #9 wire, galvanized, see specifications. Cut joint reinforcement at control joints. 4. Provide bond beams @ 4'-0" OC, max. in 12" CMU walls, @ 8'-0" OC max. in 8" CMU walls, w/ (2) #5 cont. Intersect bond beams at corners of intersecting walls and develop rebar each side of intersection. Provide standard hooks around vertical bars @ jambs, except in MW8B walls. 5. Spacing between diaphragm connection fasteners may be increased where specifically noted in details. 6. In fully grouted walls, a minimum of 50% of diaphragm connection anchors shall occur at reinforced cells. 7. In partially grouted walls, all diaphragm connection anchors shall be located in bond beams or reinforced cells. MAT FOUNDATION SCHEDULE Top Reinforcing Bott Reinforcing (Ea Way) (Ea Way) Mark Thickness Size Spa Size Spa Comments MAT 1 1' - 6" #6 1' - 0" #6 1' - 0" Hook Bars Ea End MAT 2 1' - 0" #6 1' - 0" #6 1' - 0" Hook Bars Ea End MAT 3 1' - 8" #7 1' - 0" #7 1' - 0" Hook Bars Ea End BEARING PLATE SCHEDULE Mark Size (TxWxL) Remarks BP1 5/8"x6"x8" BP2 5/8"x71/2"x9" BP3 3/4"x7"x10" BP4 3/4" x 11" x 11" Provide (4)1/2"x6" headed anchors. Bearing Plate Schedule Notes: 1. Hold bearing plate back 1/2" from face of wall. 2. Provide (2)1/2"x6" headed anchors for masonry bearing, uno. Owner: CARMEL THEATER DEVELOPMENT COMPANY 117ll North Pennsylvania Street, Suite 200 Carmel, Indiana 46032 317.573.6050 Architect: �a. ��.... �.�. � �. ��...�� �..� � �� �� �� �..��`' �� PEDCOR DESIGN GROUP Architecture / Project Management 355 City Center Drive Carmel Indiana 46032 317.705.7979 (phone) 317.705.7980 (fax) Engineer: MCC 0 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 01/22/10 Addendum #001 01/29/10 Addendum #002 O 02/24/10 BID PKG.2-AD.N0.1 03/24/10 ESI #002 O 07/22/10 CONST ISSUE SET O O O Project Number: Parcel 7C-1 Sheet Title: SCHEDULES Sheet Number: � S L � � ME129019