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CFS HEADER SCHEDULE OPENING HEADER JAMB (INTERIOR NON-LOAD BEARING WALLS) 0'-0" TO 8'-0" 8'-1" TO 10'-0" 10'-1" TO 12'-0" 12'-1" TO 16'-0" (2) 600S162-33+ (2) STUD DEPTH T150-33 (2)
800S162-33+ (2) STUD DEPTH S162-33 (2) 1000S162-54+ (2) STUD DEPTH S162-54 (2) 1200S162-54+ (2) STUD DEPTH S162-33 MIN (2) 362S162-33 (16'-0" MAX HGT) MIN (2) 600S162-33 (20'-0" MAX
HGT) MIN (2) 362S162-33 (14'-0" MAX HGT) MIN (2) 600S162-33 (20'-0" MAX HGT) MIN (2) 362S162-33 (14'-0" MAX HGT) MIN (2) 800S162-33 (20'-0" MAX HGT) MIN (2) 600S162-33 (14'-0" MAX HGT)
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" 6'-1" TO 8'-0" 8'-1" TO 12'-0" (2) 600S162-54+ (2) STUD
DEPTH T150-54 (2) 800S162-54+ (2) STUD DEPTH S150-54 (2) 1200S162-68+ (2) STUD DEPTH S150-68 MIN (2) 600S162-54 MIN (2) 600S162-68 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 TO 16'-0" MAXIMUM STUD UNBRACED LENGTH (WALL HEIGHT). 6. MINIMUM JAMB DEPTH SHOWN, ACTUAL JAMB DEPTH TO MATCH STUD DEPTH IF LARGER. COLUMN
ANGLE ELEVATION @TYP UNSTIFFENED SEAT UNSTIFFENED JOIST SEAT ANGLE BEARING CAPACITY MIN COL WIDTH 6" WIDTH MIN COL W OR HSS COL ANGLE WIDTH MIN COL W OR HSS COL 3/8" STIFFENER PLATE
COLUMN ELEVATION @TYP STIFFENED SEAT SEAT ANGLE SEAT ANGLE LENGTH ASD CAPACITY L5x3 1/2x3/8 (LLV) L5x3 1/2x1/2 (LLV) 4" 1.9k 4.1k 8" 5" 2.4k 5.1k 8" 6" 2.9k 6.2k 9" 7" 3.4k 7.2k 10"
8" 3.9k 8.2k 12" 9" 4.4k 9.3k 12" 10" 4.9k 10.3k STIFFENED JOIST SEAT ANGLE BEARING CAPACITY MIN COL WIDTH 6" SEAT ANGLE SEAT ANGLE LENGTH ASD CAPACITY L6x4x1/2 (LLV) L6x4x1/2 (LLV)
4" 26.0k 44.2k 8" 5" 8" 6" 9" 7" 10" 8" 12" 9" 12" 10" 26.0k 44.2k 26.0k 44.2k 26.0k 44.2k 26.0k 44.2k 26.0k 44.2k 26.0k 44.2k 5/16 3/4" RET @TOP5/16 TOP & SIDES 5/16 GB SUPPORTED ON
PILES P18 4" EMBED 4". 6" CLR 3" CLR T/GB (SEE PLAN) FACE OF CONC WALL OR CONC COLUMN T/STL +(SEE PLAN) 3" ' -1 1/4" 'L' 2 1/2" 3" 3/4" DIA A325N BOLTS IN DBL L4x3xTHICKNESS INDICATED
IN SCHEDULE, TYP. PROVIDE 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 1' -0" 2" 8" 2" ' -'H' 2 1/2" 4" 4" 2 1/2" 'T'6" LONG HEADED STUDS 'A' 1" RET T&B, TYP 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 46032 317.571.2787 9/14/09 LKM,njh, KLS 9/15/09 JAF BID SET No.1 SHELL & CORE Architecture /Project Management Owner: SCHEDULES S402 PIER SCHEDULE Mark
Pier Size Pier Vert Reinforcing Width Length Quantity Size Ties Remarks P1 2' -8" 2' -8" 12 #9 #3 Reinf Per 1/S403 P2 5' -4" 3' -9" 12 #9 #3 Reinf Per 4/S406 P3 4' -9" 3' -11" 12 #9
#3 Reinf Per 4/S406 CONCRETE WALL SCHEDULE Mark Width Horiz Reinforcing Vert Reinforcing Dowel Reinforcing Reinf Size Spa. Size Spa. Size Spa. Location CW8 8" #5 1' -0" #5 1' -0" #5
1' -0" Center CW24 2' -0" #5 1' -0" #5 1' -0" #5 1' -0" Ea Face MAT FOUNDATION SCHEDULE Mark Thickness Top Reinforcing (Ea Way) Bott Reinforcing (Ea Way) Size Spa Size Spa Comments MAT
1 2' -0" #5 1' -0" #6 1' -0" Hook each end. AP1 Piles as shown MAT 1 2' -0" #5 1' -0" #6 1' -0" Hook each end. AP1 Piles as shown MASONRY WALL SCHEDULE Mark Type Horiz Wall Reinf Vertical
Wall Reinforcing Size Spa. Location MW6 6" CMU See Note 3 #5 4' -0" Center MW8 8" CMU See Note 3 #5 4' -0" Center GRADE BEAM SCHEDULE SCHEDULE Mark W x H Top Reinforcing Bottom Reinforcing
Stirrup Size Stirrup Long Size Long Size Trans Size Spa Comments GB1 30" x 32" 2 #9 2 #9 #4 1' -2" GB2 30" x 32" 4 #9 4 #9 #4 1' -2" GB3 36" x 32" 5 #9 5 #9 #4 1' -2" ALIGN REINF w/ADJACENT
GRADE BEAMS GB4 20" x 32" 3 #9 3 #9 #4 1' -2" 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. Grade Beam Schedule Notes: 1. P18 indicates 18" dia auger cast pile. 2. See
frame schedule for special loading. 3. Intermediate piles are embedded 4" into grade beam. Column Schedule Notes: 1. See typical details for column base construction. Pier Schedule Notes:
1. Provide 1 1/2" 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. Masonry Wall Schedule Notes: 1. Provide 2" concrete cover from outside face for bars in each face. 2. Grout all cores with rebar solid, unless
solid grouted wall is shown. 3. Provide ladder type horizontal reinforcement at 16" oc. Side and cross rods shall be #9 wire, galvanized, see specifications. Cut joint reinforcement
as control joints. Mat Foundation Schedule Notes: 1. AP1 indicates 18" dia auger cast pile. COLUMN SCHEDULE Size Base Plate Size Anchor Rods Thickness Width Length Quantity Size Material
HSS2X2X3/16 HSS4x4x1/4 3/4" 10" 10" 4 3/4" A36 HSS5x5x3/8 3/4" 11" 11" 4 3/4" A36 HSS6X0.375 3/4" 1' -0" 1' -0" 4 3/4" F1554 W10x33 1" 1' -4" 1' -4" 4 3/4" F1554 W10x49 1 1/4" 1' -4"
1' -4" 4 1" F1554 W10x49A 2" 1' -10" 1' -10" 6 1 1/2" F1554 W12X45 1 1/2" 1' -8" 1' -8" 4 1" F1554 W12X45A 1" 2' -0" 2' -0" 6 1 1/2" F1554 W12X53 1 1/2" 1' -8" 1' -8" 4 1" F1554 W12X53A
1 3/4" 2' -0" 2' -0" 6 1 1/2" F1554 W12X65 1 3/4" 1' -8" 1' -8" 4 1" F1554 W12X65A 1 3/4" 2' -0" 2' -0" 6 1 1/2" F1554 W12X72 1 1/2" 1' -7" 1' -7" 4 3/4" F1554 W12X96 1 1/2" 1' -8" 1'
-8" 4 1" F1554 W12X96A 1 3/4" 2' -0" 2' -0" 6 1 1/2" F1554 DEVELOPMENT LENGTH COMPRESSION Bar Size f'c (Normal Weight Concrete), psi #3 #4 #5 #6 #7 #8 #9 #10 #11 #14 #18 9" 11" 14" 17"
20" 22" 25" 28" 31" 38" 50" 8" 10" 12" 15" 17" 19" 22" 25" 27" 33" 43" 3000 4000 9" 12" 15" 18" 21" 24" 28" 31" 34" 41" 55" 2500 DEVELOPMENT LENGTH TENSION -BOTTOM BARS Bar Size f'c
(Normal Weight Concrete), psi #3 #4 #5 #6 #7 #8 #9 #10 #11 #14 #18 17" 22" 28" 33" 48" 55" 62" 70" 78" 83" 124" 15" 19" 24" 29" 42" 48" 54" 61" 67" 81" 108" 3000 4000 18" 24" 30" 36"
53" 60" 68" 77" 85" 102" 136" 2500 NOTES: 1. Clear spacing not less than 2xDb. 2. Clear cover not less than Db. 3. Db = bar diameter. DEVELOPMENT LENGTH TENSION -TOP BARS Bar Size f'c
(Normal Weight Concrete), psi #3 #4 #5 #6 #7 #8 #9 #10 #11 #14 #18 22" 29" 36" 43" 63" 72" 81" 91" 101" 121" 161" 19" 25" 31" 37" 54" 62" 70" 79" 87" 105" 140" 3000 4000 24" 32" 39"
47" 69" 78" 88" 100" 110" 133" 177" 2500 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.TENSION
LAP SPLICES BOTTOM BARS Bar Size f'c (Normal Weight Concrete), psi #3 #4 #5 #6 #7 #8 #9 #10 #11 #14 #18 23" 29" 37" 43" 63" 72" 81" 91" 102" 121" 162" 20" 25" 32" 38" 55" 63" 71" 80"
88" 106" 141" 3000 4000 24" 32" 39" 47" 69" 78" 89" 101" 111" 133" 177" 2500 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 Bar Size f'c (Normal Weight Concrete), psi #3 #4 #5 #6 #7 #8 #9 #10 #11 #14 #18 29" 38" 47" 56" 82" 94"
106" 119" 132" 158" 210" 25" 33" 41" 49" 71" 81" 91" 103" 114" 137" 182" 3000 4000 32" 42" 51" 62" 90" 102" 115" 130" 143" 173" 231" 2500 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. COMPRESSION LAP SPLICES
Bar Size f'c (Normal Weight Concrete), psi #3 #4 #5 #6 #7 #8 #9 #10 #11 #14 #18 12" 15" 19" 23" 27" 30" 34" 39" 43" 51" 68" 12" 15" 19" 23" 27" 30" 34" 39" 43" 51" 68" 3000 4000 12"
15" 19" 23" 27" 30" 34" 39" 43" 51" 68" 2500 NOTES: 1. Mechanical couplers may be substituted for #6 bars and larger. DEVELOPMENT LENGTH HOOKS Bar Size f'c (Normal Weight Concrete),
psi #3 #4 #5 #6 #7 #8 #9 #10 #11 #14 #18 9" 11" 14" 17" 20" 22" 25" 28" 31" 38" 50" 6" 10" 12" 15" 17" 19" 22" 25" 27" 33" 43" 3000 4000 9" 12" 15" 18" 21" 24" 28" 31" 34" 41" 55" 2500
6" 6" 8" 9" 11" 12" 14" 16" 17" 21" 28" 3" 3" 3" 3" 4" 4" 5" 6" 6" 7" 9" 90 degree 180 degree Hook Length SCALE: 3/4" = 1'-0" S402 JOIST GIRDER BRG CAPACITY 1 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 Up to 7'-0" 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. L5 x 5 x 3/8 7'-0" up to 10'-0" L6 x 6 x 3/8 C&C
WALL ZONE PRESSURES (psf) POSITIVE INTERNAL PRESSURE Location +4, +5 CFS Stud -4 -5 NEGATIVE INTERNAL PRESSURE +4, +5 -4 -5 8.4 -14.8 -23.2 13.9 -9.3 -17.7 Unit Pressure 11.1 -16.6 -30.5
16.6 -11.1 -25.0 C&C GROSS ROOF ZONE PRESSURES (psf) POSITIVE INTERNAL PRESSURE Location -1 Joist -2 -3 NEGATIVE INTERNAL PRESSURE -19.9 -32.0 -44.0 -14.3 -26.4 -38.5 Truss -1 -2 -3
-19.9 -32.0 -44.0 -14.3 -26.4 -38.5 Deck Pressure -24.3 -38.2 -52.1 -18.8 -32.7 -46.5 5 4 5 E.5 Q.8 15 18.1 WALL WIND LOAD DIAGRAM 26.4 FT 26.4 FT 2 1 2 E.5 Q.8 15 18.1 WALL WIND LOAD
DIAGRAM 3 2 3 3 2 3 a a 2a 2a 2a 2a 26.4 FT 26.4 FT 52.8 FT 52.8 FT 52.8 FT 52.8 FT SS RO C PROFE . A I GN N I O LA E RE R SA STATE OF 860325 N N I D No. A ENI R M IE D E GN T S E Y
MOCD E c STEEL BEAM TO CONCRETE COLUMN OR WALL CONNECTION SCHEDULE Mark EP1 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. Beam Rows of Bolts C8, W8, W10 2 Weld 'A' Size 5/16" Angle Size L4x3x3/8 5 1/2" Angle 'L' Length Embed Plate 'H' 9" 'T' 5/8" No. Studs 4 Capacity (Kips)
Per Concrete Strength 4 KSI 18.3 18.3 3 KSI EP2 EP3 EP4 EP5 EP6 EP7 EP8 EP9 W12x14 W12x16 -W14 W16, W18 W21 W24 EP10 W27 W30 W33 W36, W40 33456789 10 5/16" 5/16" 5/16" 5/16" 5/16" 1/4"
1/4" 1/4" 1/4" L4x3x3/8 L4x3x3/8 L4x3x3/8 L4x3x3/8 L4x3x3/8 L4x3x5/16 L4x3x5/16 L4x3x5/16 L4x3x5/16 8 1/2" 8 1/2" 11 1/2" 14 1/2" 17 1/2" 20 1/2" 23 1/2" 26 1/2" 29 1/2" 13" 13" 17"
21" 25" 29" 33" 33" 37" 5/8" 5/8" 5/8" 5/8" 5/8" 5/8" 5/8" 5/8" 5/8" 668 10 12 14 16 16 16 33 40.3 58.4 91.5 111 125 148 167 186 33 40.3 58.4 86 105 124 142 142 161 2 BEARING PLATE SCHEDULE
Mark Remarks BP1 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. 3. Provide (2) 3/4"x8"
headed anchors for concrete bearing, uno. Size (TxWxL) 1/4" x 4" x 8" 2 NOTES: 1. Wind Load data has been calculated based on overall dimensions of this office building and adjacent
theater & parking garage. 2 2 No. Date Description 2 10-09-09 ADDENDUM #2