HomeMy WebLinkAboutMcComas Structural State Release SubmittalUPUP
DN
UP
DN
UP
A B C D
1
2
3
4
5
6
7
8
105' - 6"
39' - 0"25' - 0"39' - 0"190' - 0"10' - 0"30' - 0"30' - 0"30' - 0"30' - 0"30' - 0"30' - 0"D.1
W24X146
+129' - 1"W18X35W18X35W24X55W10X12
W21X55
+129' - 1"
W24X131
+129' - 1"W24X55W24X55W21X44
+129' - 1"W12X16W14X22W12X22
W12X22
W24X55W24X55W24X55W27X94W21X48W27X94W24X55W14X22 W24X55W10X12W12X16W10X12W14X22W24X5518LH0618LH0624LH0824LH0824LH0824LH0824LH0824LH0824LH08S02W10X12
W10X12W10X12W10X12W10X12W10X12W10X12W10X12W10X12W14X22W10X12W10X12W10X12W10X12W10X12W10X12W10X1210' - 6 1/2"9' - 2 1/8"8' - 5 7/8"24LH07
24LH0724LH07
24LH0724LH07
24LH0724LH07
24LH0724LH07
24LH0724LH0724LHSP11' - 9 1/2"(FRAME)
(FRAME)(FRAME)W24X552/ S501
1/ S5013/ S501
2' - 6"W24X55W30X148
+129' - 1"
W24X62
+129' - 1"
W30X132
+129' - 1"
W24X146
+129' - 1"
W21X55 +129' - 1"W24X131
+129' - 1"
W24X131
+129' - 1"
W21X62
+129' - 1"
W24X131
+129' - 1"
W24X131
+129' - 1"
W21X62
+129' - 1"
W24X131
+129' - 1"
W24X131
+129' - 1"
W21X62
+129' - 1"
W24X131
+129' - 1"
W24X94
+129' - 1"
W21X62
+129' - 1"
W24X94
+129' - 1"W18X35EOS1' - 1"W24X55EOS
4"12k12k67k 40k 40k 73k
31k28k33k23k30k30k
67k 36k 32k 73k
19k12k54k 54k 32k 32k 56k 54k
12k10k10k12k18k18k69k 63k
10k10k18k18k69k 85k
18k18k69k 67k
18k12k13k41k 41k
12k16k69k67k 16k18k18k18k69k 67k
18k18k69k 67k
18k18k48k 47k
32k 31k 12k22k41k 41k
12k12k69k67k 18k18k12k12k42k 42k
12k12k69k67k 18k18k12k12k43k 48k 48k47k 18k23k 26k 32k31kEOS4"EOS
1' - 1"
0" EOS EOS2"EOS1' - 2"EOS
1' - 2"
EOS
1' - 2"EOS1' - 2"EOS
1' - 2"4' - 1"EOS1' - 1 1/2"0" EOS
10k10k4' - 0"7 EQ SPA = 35' - 0"5 EQ SPA = 25' - 0"4' - 0"7 EQ SPA = 35' - 0"
12' - 5 3/4"W10X1212
S405
11
S405
4' - 10"
EOS
11"
1' - 2 1/4"EOS2 1/8"EOS
2 5/8"
HSS12x4x5/16 ELEVATOR RAIL
COLUMN (5 PER FLOOR TYP)
COORDINATE LOCATIONS WITH
ELEVATOR SUPPLIER
L6x4x3/8 LLV COPED OVER
JOISTS WHERE STAIR
STINGERS BEAR ON SLAB
8' - 11"EOS1' - 2"8
S409
6
S409
6
S409
5
S409
4
S409
7
S409 EOS3"4
S409
5
S409
6
S409
7
S412
11
S409
4' - 9"4' - 1"
SEE S201
FOR SHAFT
14
S408
W18X4018LH0518LH0518LH05W18X40W12X22
W12X22
W10X12W10X12W10X127' - 11 1/2"17' - 0 1/2"
12k14k W18X3518LH0618LH06W18X359k20kW16X26 15k 4' - 1 1/4"8" EOSEOS1' - 11 1/2"4" EOS4" EOS
18' - 5 1/2"
EOS
1' - 2"
EOS
9"EOS1' - 2"3 1/4" EOSHSS5x5x3/8 DECK
SUPPORTFUTURE CHASE1' - 10 1/8"5' - 8"6' - 6 1/2"W14X22(OR 18LH06)11" EOS
W10X12W10X12W10X126" OFFSET9k9k18k15k
W10X12W16X26
4" EOS EOS
1' - 0"4" EOSW18X40W18X4012k20k6' - 5 1/2"4' - 3"8"18' - 5 1/2"1' - 6 1/2"
10
S413
11
S412
16095
ISSUE DATE DRAWN BY CHECKED BY
in terms of architectural design concept, the dimensions of
These drawings indicate the general scope of the project
the building, the major architectural elements and the type
work required for full performance and completion of the
the trade contractors shall furnish all items required for the
proper execution and completion of the work.
The drawings do not necessarily indicate or describe all
On the basis of the general scope indicated or described,
of structural, mechanical and electrical systems.
requirements of the Contract.Carmel, Indianac 2015 CSO Architects, Inc. All Rights ReservedCERTIFIED BY:
DRAWING NUMBER
PROJECT NUMBER
DRAWING TITLE:
REVISIONS:
SCOPE DRAWINGS:PROJECT:MJ INSURANCE3RD AND 4TH FLOORS571 MONON BLVDCARMEL, IN 46032SS
ROC
PROFE.AI GNNIOLAE RER
SASTATE OF
860325
NNID
No.
A ENI
R
M
IED
EG
N
TS E
Y MOC
DE
c1717 East 116th Street, Suite 200Carmel, Indiana 46032Structural Engineers317-580-0402www.mccomaseng.comMEI 17017McCOMASENGINEERING09/11/17 JRH JRH
S202
THIRD
FLOOR
FRAMING
PLAN
SCALE: 1/8" = 1'-0"
THIRD FLOOR FRAMING PLAN
FRAMING PLAN NOTES:
1. ELEVATIONS ±, ARE FROM NOMINAL FIRST FLOOR ELEV +100'-0", SEE CIVIL
DRAWINGS.
2. SEE S401 FOR GENERAL NOTES AND SCHEDULES.
3. SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS NOT SHOWN. CONTRACTOR
SHALL VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION AND NOTIFY
ARCHITECT/ENGINEER OF ANY DISCREPANCIES IMMEDIATELY.
4. COORDINATE DECK OPENINGS - EXACT SIZE AND LOCATION, WITH MECHANICAL
CONTRACTOR DRAWINGS AND EQUIPMENT SUPPLIER.
5. T/STL ELEV +129'-6" (UNO).
6. JOIST BRG ELEV +129'-1" (UNO).
7. SEE S201 FOR SECTION CUTS.
PLAN NORTH
0 1'4'8'16'2'
2
2
2
2
2
5
5
5
6
9
UP
DN
UP
DN
UP
A B C D
1
2
3
4
5
6
7
8
105' - 6"
39' - 0"25' - 0"39' - 0"190' - 0"10' - 0"30' - 0"30' - 0"30' - 0"30' - 0"30' - 0"30' - 0"W18X40W18X40W24X55W24X55W24X55W21X44W12X16
W14X22W24X55W12X22
W12X22
W24X55W24X55W24X55W27X94W21X48W27X94W24X55W14X22 W24X55W10X12W12X16W10X12W14X22W24X10418LH0618LH0624LH0824LH0824LH0824LH0824LH0824LH0824LH08S02
D.1
W10X12W10X12W10X12W10X12W10X12W10X12W10X12W10X12W10X12W14X22W10X12W10X12W10X12W10X12W10X12W10X12W10X1210' - 6 1/2"9' - 2 1/8"8' - 5 7/8"24LH07
24LH0724LH07
24LH07
24LH0724LH07
24LH0724LH07
24LH0724LH0724LHSP11' - 9 1/2"(FRAME)
(FRAME)(FRAME)2/ S501
1/ S5013/ S501
2' - 6"
W30X173
+143' - 1"
W24X146
+143' - 1"
W21X55
+143' - 1"
W24X131
+143' - 1"
W24X68
+143' - 1"
W27X146
+143' - 1"
W24X146
+143' - 1"
W21X55 +143' - 1"W24X131
+143' - 1"
W24X131
+143' - 1"
W21X62
+143' - 1"
W24X146
+143' - 1"
W24X131
+143' - 1"
W21X62
+143' - 1"
W24X131
+143' - 1"
W24X131
+143' - 1"
W21X62
+143' - 1"
W24X131
+143' - 1"
W24X94
+143' - 1"
W21X62
+143' - 1"
W24X94
+143' - 1"W24X55W10X12EOS1' - 1"EOS3"EOS
4"
+143' - 1"
0" EOS
EOS4"EOS
1' - 1"
0" EOS EOS4"EOS1' - 2"EOS
1' - 2"
EOS
1' - 2"EOS1' - 2"EOS
1' - 2"4' - 1"EOS7 1/2"W18X4060k 60k 36k 36k 63k 63k
12k12k14k14k12k12k23k23k69k 67k 38k 38k 73k 63k
34k32k14k14k33k23k23k23k31k30k
59k 73k 37k 32k 73k 85k
19k12k49k42k76k 89k
23k23k69k 67k
23k23k69k 67k
23k23k48k 47k
32k 31k 12k13k42k 35k
12k16k69k67k 16k18k18k12k22k42k 32k
12k12k69k67k 18k18k12k12k42k 42k
12k12k69k67k 18k18k12k12k43k 48k 48k47k 18k23k 26k 32k31k10k10k4' - 0"7 EQ SPA = 35' - 0"5 EQ SPA = 25' - 0"4' - 0"7 EQ SPA = 35' - 0"
12' - 5 3/4"W10X1211
S405
4' - 10"
1' - 2 1/4"
EOS
11"EOS2 1/8"HSS12x4x5/16 ELEVATOR RAIL
COLUMN (5 PER FLOOR TYP)
COORDINATE LOCATIONS WITH
ELEVATOR SUPPLIER
EOS
2 5/8"16' - 5"2' - 10 1/4"4' - 6 1/4"1' - 1 5/8"15' - 4 1/4"1' - 0 3/4"9' - 8 5/8"W24X62W24X62W12X16
W12X16W12X16W12X16W12X16W12X16W10X12W18X409" EOS6 3/8" EOS 5 3/4" EOS6 " E O S
5
S408SIM EOS1' - 2"8
S409
6
S409
6
S409
4
S409
7
S409
5
S409
12
S405
4
S409
5
S409
6
S409
49k 37k
1
8
k
1
8
k
4' - 9"4' - 1"
SEE S201
FOR SHAFT
W18X40W10X12W10X12W10X12W12X22
W12X22 W18X35W18X4018LH0518LH0518LH0518LH0618LH06W16X26
13kEOS1' - 11 1/2"8" EOS6' - 5 1/2"20k12k12k14k
9
S409
10
S409
HSS5x5x3/8 DECK
SUPPORTFUTURE CHASE8' - 11"W24X55+142' - 10"W21X44+143' - 6"W12X16
+142' - 10"
W12X16
+142' - 10"
W12X16
+142' - 10"
W12X16
+142' - 10"
W12X16
+142' - 10"
W12X16
+142' - 10"2' - 0"26' - 0"2' - 0"12
S408 EOS1' - 0"EOS1' - 0"12
S409
E O S6"9' - 0"W10X12W10X12W10X126" OFFSET 4' - 1 1/4"4" EOS11" EOS
W18X35W14X22(OR 18LH06)6' - 6 1/2"4" EOS
18' - 5 1/2"W10X12W16X26
W18X40W18X404" EOS 1' - 0" EOS
4" EOS8"6' - 5 1/2"4' - 3"24LH08S413
AA
4' - 6"1' - 6 1/2"
16' - 1"
W12X16
W12X16
EOS6
"W10X12W12X167' - 1 1/8"4' - 4 3/8"9' - 1 1/8"4' - 10"30k36k8k
11k
6
S413
11
S41210' - 3"24' - 0"W18X40+142' - 6 3/8"W18X40+142' - 6 3/8"MC8X8.5
PARTITION
SUPPORT BELOW
3' - 2 1/8"
L3X3X3/16
BRACES
16095
ISSUE DATE DRAWN BY CHECKED BY
in terms of architectural design concept, the dimensions of
These drawings indicate the general scope of the project
the building, the major architectural elements and the type
work required for full performance and completion of the
the trade contractors shall furnish all items required for the
proper execution and completion of the work.
The drawings do not necessarily indicate or describe all
On the basis of the general scope indicated or described,
of structural, mechanical and electrical systems.
requirements of the Contract.Carmel, Indianac 2015 CSO Architects, Inc. All Rights ReservedCERTIFIED BY:
DRAWING NUMBER
PROJECT NUMBER
DRAWING TITLE:
REVISIONS:
SCOPE DRAWINGS:PROJECT:MJ INSURANCE3RD AND 4TH FLOORS571 MONON BLVDCARMEL, IN 46032SS
ROC
PROFE.AI GNNIOLAE RER
SASTATE OF
860325
NNID
No.
A ENI
R
M
IED
EG
N
TS E
Y MOC
DE
c1717 East 116th Street, Suite 200Carmel, Indiana 46032Structural Engineers317-580-0402www.mccomaseng.comMEI 17017McCOMASENGINEERING09/11/17 JRH JRH
S203
FOURTH
FLOOR
FRAMING
PLAN
SCALE: 1/8" = 1'-0"
FOURTH FLOOR FRAMING PLAN
FRAMING PLAN NOTES:
1. ELEVATIONS ±, ARE FROM NOMINAL FIRST FLOOR ELEV +100'-0", SEE CIVIL
DRAWINGS.
2. SEE S401 FOR GENERAL NOTES AND SCHEDULES.
3. SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS NOT SHOWN. CONTRACTOR
SHALL VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION AND NOTIFY
ARCHITECT/ENGINEER OF ANY DISCREPANCIES IMMEDIATELY.
4. COORDINATE DECK OPENINGS - EXACT SIZE AND LOCATION, WITH MECHANICAL
CONTRACTOR DRAWINGS AND EQUIPMENT SUPPLIER.
5. T/STL ELEV +143'-6" (UNO).
6. JOIST BRG ELEV +143'-1" (UNO).
7. SEE S201 FOR SECTION CUTS.
PLAN NORTH
0 1'4'8'16'2'
2
2
2
2
2
5
5
5
6
014000 DELEGATED DESIGN
SSE1.A Specialty Structural Engineer (SSE), registered in the state of the project, shall be responsible for the structural
design of the following products and systems complying with specific performance and design criteria indicated.
1. Steel Joists, joist girders, bridging and accessories.
2. Structural Steel Connections, except as shown on drawings.
AISC Option 2 (Detailer): Simple shear connections.
AISC Option 3 (SSE): All other connections not shown.
3. Metal Stairs.
4. Cold-Formed Steel CFS trusses, CFS girders, CFS bracing and accessories.
5. Cold-Formed Steel CFS wall studs, CFS floor joists and accessories.
SF1.Soil to be stripped, compacted and tested in accordance with the recommendations of the soils engineer and
project specifications.
SF2.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.
SF3.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-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.
SF4.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.
SF5.If dewatering is required, sumps shall not be placed within the foundation excavation.
SF6.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.
SF7.No horizontal joints are permitted in any foundation. Vertical joints are permitted only in wall footings.
SF8.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.
SF9.The bottom of all foundations shall be a minimum of local frost depth below final grade.
020000 SHALLOW FOUNDATION AND SLAB ON GRADE NOTES
RC1.All concrete shall have the following 28 day compressive strengths:
STRENGTH LOCATION
3000 psi-0% AE All foundations and footings
4000 psi-6% AE Exterior slabs, piers, walls, columns, grade beams and concrete exposed to freezing
4000 psi-0% AE Interior slabs, fill for metal deck and all other interior concrete
RC2.All reinforcing shall conform to the following concrete cover:
COVER LOCATION
3"Foundations & Footings: All surfaces; Exterior Slabs: Bottom; Grade Beams & Trench
Footings: All surfaces; All concrete cast against soil
2"Exterior Walls, All Piers & All Pilasters: All surfaces; Exterior Slabs: Top; All exterior concrete
1 1/2"Interior beams, columns & walls: All surfaces; All concrete not exposed to weather or in
contact with ground
3/4"Interior slabs & Walls
RC3.Welded Wire Fabric (WWF) for slabs and fill for metal deck shall be placed in the upper-third of the slab or fill. See details.
RC4.All reinforcing steel shall be detailed, supplied and placed in accordance with ACI 315, ACI 318 and CRSI MSP-1.
RC5.All reinforcing steel shall be shop fabricated and, where applicable, shall be wired together and conform to ASTM A-615,
Grade 60.
RC6.Chamfer edges of exposed concrete 3/4", unless noted otherwise.
RC7.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.
RC8.All welded wire fabric shall conform to ASTM A185, Fy(min) of 65 ksi. All welded wire fabric laps shall be 8".
RC9.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.
RC10.Provide sleeves for all openings in grade beams or walls to totally separate pipe from concrete.
RC11.Foundations may be earth-formed where the excavation permits. If earth-forming is used, add 2" to the width, length
& thickness of all foundations.
RC12.Plastic Vapor Retarder: ASTM E 1745, Class A, not less than 10 mils (0.25 mm) thick, see specifications. Include
manufacturer's recommended adhesive or pressure-sensitive joint tape.
RC13.Fiber Reinforcement, if indicated on drawings, shall be 100% virgin polypropylene in collated, fibrillated form,
complying with ASTM C 1116, minimum length of 3/4". Minimum dosage = 1.5 pounds per cubic yard.
RC14.Adhesive Anchors and Adhesives Used for Reinforcing Anchorage:
1. The adhesive anchor system used for post-installed anchorage to concrete shall conform to the
requirements of the most recently published ACI 355.4.
2. Adhesive anchors indicated are the Basis-of-Design. Approved equal meeting ACI 355.4 is permitted.
3. Bulk-mixed adhesives are not permitted.
4. Anchors shall be supplied as an entire system with manufacturer's recommendations adhered to.
5. Adhesive anchors shall be installed by qualified personnel trained to install adhesive anchors.
6. Installation of adhesive anchors horizontally or upwardly inclined shall be performed by personnel
certified by the ACI/CRSI Adhesive Anchor Installer Certification program.
7 .Adhesive anchors installed in horizontal or upwardly inclined orientations shall be continously inspected
during installation by an inspector specially approved for that purpose.
RC15.Bonding agent for bonding fresh concrete to hardened concrete: ASTM C 1059/C 1059M, Type II, nonredispersible,
acrylic emulsion or styrene butadiene.
033000 CAST IN PLACE CONCRETE NOTES (Foundations, Slabs & Walls)
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 "Specification for Structural Steel Buildings", Allowable Strength Design (ASD)
AISC 303 "Code of Standard Practice"
SS3.If beam reaction is not indicated, design connection for minimum 10 k reaction.
SS4 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.
SS5.All shop and field welds shall be made using E70 electrodes or equivalent.
SS6.All headed concrete anchors shall be ASTM A108 (Fy=50 ksi), 3/4" diameter x 4" after welding, unless noted otherwise.
SS7.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.
SS8.Provide Heckman #129 and #130 channel slot and channel slot anchors at all columns that abut masonry walls, unless
noted.
SS9.Provide temporary bracing of the structure until all permanent lateral support is in place.
SS10. 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.
SS11.RD = Roof Drain location. Provide steel frame for drains. See other drawings for actual drain type, number, size, etc.
Coordinate with drain contractor.
051200 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.Where ballasted roofing is not shown on architectural drawings, 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 of 12 psf, unless noted or shown otherwise.
052100 STEEL JOIST NOTES
MD1.All metal deck material, fabrication and installation shall conform to Steel Deck Institute" SDI SPECIFICATIONS AND
COMMENTARY" and "CODE OF RECOMMENDED STANDARD PRACTICE", Current edition, unless noted.
MD2.FASTENING DECK
1. Roof deck shall be welded using 5/8" diameter puddle welds, 36/4 pattern with (1) #10 TEK sidelap fastener unless
otherwise shown in typical detail or indicated on drawings.
2. Floor deck shall be welded using 3/4" diameter puddle welds, 36/4 pattern unless otherwise shown in typical detail
or indicated on drawings
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.
053100 STEEL DECK NOTES
SF1.All cold formed steel framing shall be by Specialty Structural Engineer, see specifications.
SF2.All design and construction of cold formed steel shall comply with the contract documents, referenced codes,
standards, notes, layouts and the following American Iron and Steel Institute (AISI) documents, including all AISI
referenced documents therein:
S100-2007 Specification
S200-2007 General Provisions
S201-2007 Product Data
S210-2007 Floor & Roof Systems
S211-2007 Wall Stud Design
S213-2007 Lateral Design with Suppliment No. 1
S212-2007 Header Design
S214-2007 Truss Design
SF3.Unless noted otherwise, provide the following minimum member sizes, unless larger size or lesser spacing is
required:
TYPE SIZE
Exterior Wall Studs 600 S 162-54
Interior Load-Bearing Studs 600 S 162-54
SF4.All members and systems shall conform to the following maximum movements:
TYPE LIVE INDEX MAXIMUM
Exterior Wall Studs L/600 1/2"
Interior Wall Studs L/240 1/2"
Exterior cantilevered parapets L/300 1/2"
Floor trusses and joists L/480 1"
Roof trusses and joists L/360 1 1/2"
SF5.The most stringent requirements shall govern in conflicts between specified codes and standards.
SF6.All products shall have four-part identification code which identifies size, style and material thickness of each
member.
SF7.All materials shall conform with ASTM A1003, structural grade 33 or structural grade 50.
SF8.Corrosion protection for all materials shall comply with ASTM A653. Minimum, hot-dipped galvanized coating
weight for exterior walls and all roof materials shall be G90. All other materials shall be G60.
SF9.Provide factory punchouts in all wall studs where required.
SF10.Provide standard color coding for all products.
SF11.Provide 1/2" ASTM F1554, Grade 36 hooked 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.
SF12.For all non-load bearing studs, provide deflection clips isolating the stud from the primary structure.
SF13.All track butt joints shall be anchored to a common structural element.
SF14.Horizontal bracing of wall studs shall be provided at 6 feet on center maximum.
SF15.Place joists and trusses directly over wall studs.
SF16.Fastening of elements shall be self-drilling screws or welding of sufficient size to transfer required loads. All
welding of galvanized steel shall be touched up with zinc-rich paint.
Minimum thickness of material for welding is 54 mil.
SF17.All screws shall be non-corrosive, No. 12-14 or larger.
SF18.See architectural drawings for all non-structural stud requirements.
SF19.All floor and roof trusses shall have a minimum flange width of 1 5/8".
SF20.Floor and roof truss bottom chords shall be designed for 10 psf dead load, not in addition to design loading.
SF19.Lateral Force Resisting System (LFRS) shall comply with forces indicated.
Shearwalls shall be Type II, steel sheet. Coordinate shearwalls with holdowns and ties shown.
054000 COLD FORMED STEEL FRAMING NOTES (Delegated Design)
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.Center vertical reinforcing in block cores, unless noted otherwise.
M7.See architectural and specifications for all control joint locations. Reinforcing in bond beams shall be discontinuous at
control joints.
M8.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.
M9.Provide "L" bars at all bond beam corners as required.
M10.Fill cores of block solid with grout two full courses below the bearing of all beams or lintels supported on masonry.
M11.All attachments to block shall be made with Hilti HLC 1/2" diameter x 3" sleeve anchors, unless noted otherwise.
Anchors shall be installed per manufacturer's recommendations.
M12.See typical schedules for masonry and steel lintels not indicated on plans.
M13.All masonry units below grade to be grouted solid.
M14.Provide ties to all structural steel.
M15.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.
M16.All cores with reinforcing steel shall be grouted solid, full height of wall.
042000 MASONRY AND REINFORCED MASONRY NOTES
SM1.Modify soil bearing capacity using Rammed Aggregate Pier (RAP) techniques.
SM2.Soil shall be modified to achieve the minimum allowable bearing capacity stated.
SM3.See Gravity Column Reaction and Bracing Column Reaction tables for design reactions.
SM4.Rammed Aggregate Piers shall be designed by approved contractor.
SM5.Provide minimum of (3) rap at column footings.
312010 SOIL MODIFICATION RAMMED AGGREGATE PIER NOTES
ROOF C&C DESIGN NET WIND PRESSURES
STRENGTH DESIGN PRESSURES W (ULT)
MAIN ROOF, ZONE PRESSURES (PSF) - FIG. 30.4-2A
1, 2, 3
10/1 -19/-29
-1
-25/-34 -25/-34 -29/-38 -29/-38 -17/-26
-2 -3 -1OH -2OH -3OH
Location
Zone
Pressure
WALLS C&C DESIGN GROSS WIND PRESSURES
STRENGTH DESIGN PRESSURES W (ULT)
LOCATION
31/-34
28/-30 28/-34
31/-42
STUDS
UNIT PRESSURE
Pressure
Pressure
Pressure 28/-30 28/-34 CURTAIN WALL SYSTEM
ZONE
4 5
NOTES:
1. Pressure Zones are shown in ASCE 7-10. Refer to standard for proper zone.
2. Pressures shown are +/- internal pressure.
3. Values shown are for Wind Speed V (Ult_ = 120 psf
4. OH = Overhang
5. (-) Pressure is suction perpendicular to surface.
6. (+) Pressure is perpendicular to surface.
G1.BUILDING CODES:
Model Code:2012 International Building Code
Local Code:2014 Indiana Building Code
Model Code Standard:ASCE 7-10
Steel Standard:AISC 360-10, ASD 14th Edition
Concrete Standard:ACI 318-11
Masonry Standard:ACI 530-11, ASD
Wood Standard:AITC/APA/NDS Current Edition
Risk Category:II, Normal Risk
G2.ROOF DESIGN LOADS:
Location Dead Live Snow
Main 22 psf 20 psf 20 psf
Mechanical Enclosure Roof 135 psf 20 psf 20 psf
G3.FLOOR DESIGN LOADS:
Location Dead Live Partition
2nd Floor Balcony 138 psf 100 psf
2nd Floor Office 88 psf 50 psf 15 psf
3rd & 4th Floor Balconies 132 psf 100 psf
3rd & 4th Floor Office 82 psf 50 psf 15 psf
G4.SOIL DESIGN CRITERIA
Allowable Net Bearing Pressure:
Spread Footings:6,000 psf (Modified Soils)
Wall Footings:6,000 psf (Modified Soils)
Soil Density:125 pcf
G5.SLAB ON GRADE
Compacted Fill Thickness 6 inch
Compaction Specification 95% Modified Proctor D-1557
G6.SNOW DESIGN CRITERIA
Ground Snow Load, Pg:20 psf
Flat Roof Snow Load, Pf:20 psf
Importance Factor, Is:1.0
Exposure Factor, Ce:1.0 Partially Exposed
Thermal Factor, Ct:1.0 Heated Structure
Warm Slope Factor, Cs:1.0
G7.WIND DESIGN CRITERIA
Wind Speed, Vult:115 mph
ASD Wind Speed, Vasd:90 mph
Enclosure Class:Enclosed
Internal Pressure Coef., GCpi:0.18
G8.SEISMIC DESIGN CRITERIA
Importance Factor:1.00
Mapped Spectral Response, Ss:0.146
Mapped Spectral Response, S1:0.081
Site Class:D
Design Spectral Response, Sds:0.156
Design Spectral Response, Sd1:0.130
Seismic Design Category, SDC:B
Overstrength Factor, Omega:3
Seismic Response Coef., Cs:0.052
Response Modification R:3
Unfactored Base Shear, V:5.2% W
Analysis Procedure:Equivalent Lateral Force Analysis
Basic SFRS:H. Steel Systems Not Specifically Designed for Seismic Resistance
G9.Reactions and forces indicated are unfactored, Allowable Strength Design (ASD) loads.
G10.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.
G11.Verify all existing conditions prior to any construction or fabrication. If different than shown, notify engineer/architect
immediately for modification of drawings.
G12.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.
G13.The contract documents represent the structure only. They do not indicate the method of construction. The contractor
shallprovide 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.
G14.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.
G15.Provisions for future expansion:
Vertical:None
Horizontal:None
GENERAL NOTES
AESS1. AESS = Architecturally Exposed Structural Steel.
AESS2. All AESS shapes shall conform to the Structural Steel Notes.
All Structural Steel Notes apply to AESS, except as noted.
AESS3. All AESS shall be detailed, fabricated and erected in accordance with
AISC 360-10 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS".
051204 ARCHITECTURALLY EXPOSED STRUCTURAL STEEL NOTES
16095
ISSUE DATE DRAWN BY CHECKED BY
in terms of architectural design concept, the dimensions of
These drawings indicate the general scope of the project
the building, the major architectural elements and the type
work required for full performance and completion of the
the trade contractors shall furnish all items required for the
proper execution and completion of the work.
The drawings do not necessarily indicate or describe all
On the basis of the general scope indicated or described,
of structural, mechanical and electrical systems.
requirements of the Contract.Carmel, Indianac 2015 CSO Architects, Inc. All Rights ReservedCERTIFIED BY:
DRAWING NUMBER
PROJECT NUMBER
DRAWING TITLE:
REVISIONS:
SCOPE DRAWINGS:PROJECT:MJ INSURANCE3RD AND 4TH FLOORS571 MONON BLVDCARMEL, IN 46032SS
ROC
PROFE.AI GNNIOLAE RER
SASTATE OF
860325
NNID
No.
A ENI
R
M
IED
EG
N
TS E
Y MOC
DE
c1717 East 116th Street, Suite 200Carmel, Indiana 46032Structural Engineers317-580-0402www.mccomaseng.comMEI 17017McCOMASENGINEERING09/11/17 JRH JRH
S401
GENERAL
NOTES
WP
1 5/8" MAXERECTION BOLT
(OPTIONAL)
3/8
3/8 TYP
1/4
1/4
3/4" GUSSET PLATE - GRADE 50
(CENTERED ON BEAM)
HSS BRACE SLOTTED TO
ACCOMODATE 3/4" PLATE
BEAM
3/8" STIFFENER
PLATE EACH FACE
1/2"x5" STIFFENER
PLATE EACH FACE
5/16
5/16TYP
C
WP
5/16
5/16 TYP
3/4" GUSSET PLATE - GRADE 50
(CENTERED ON BEAM)
HSS BRACE SLOTTED TO
ACCOMODATE 3/4" PLATE
1/4
1/4TYP
3/8
3/8TYP
1/2"x5" STIFFENER PLATE
EACH FACE
ERECTION BOLT
(OPTIONAL)
COLUMN
BEAM
C
WP 1 1/2" MAX3/4" GUSSET PLATE - GRADE 50
(CENTERED ON BEAM)
HSS BRACE SLOTTED TO
ACCOMODATE 3/4" PLATE
ERECTION BOLT
(OPTIONAL)
5/16
5/16
3/8
3/8 TYP
3/8" STIFFENER PLATE -
EACH FACE
BEAM
1/2"x6" STIFFENER PLATE -
EACH FACE
1/4
1/4
B
WP
1 1/2" MAX5/16
5/16
COLUMN
3/8
3/8 TYP
BEAM
ERECTION BOLT
(OPTIONAL)
3/8" STIFFENER PLATE -
EACH FACE
SLAB
BEAM
HSS BRACE SLOTTED TO
ACCOMMODATE 3/4"
PLATE
3/4" GUSSET PLATE - GRADE
50 (CENTERED ON BEAM)
C
WP
3/8 13
3/4" GUSSET PLATE - GRADE 50
(CENTERED ON COLUMN)
HSS BRACE SLOTTED
TO ACCOMODATE 3/4"
PLATE
ERECTION BOLT
(OPTIONAL)
1/2"x5" STIFFENER
PLATE EACH FACE
1/4
1/4
3/4
3/4
PIER (P)
SHEAR LUG
BLOCKOUT
SHEAR LUG
3"x5"x1'-2"
7/16
w/ (6) 1 1/2"Ø ANCHOR RODSBASE PLATE 2 1/2"x2'-2"x2'-10"2" NON-SHRINK GROUTT/P
(SEE PLAN)
3/8
COLUMN
NOTE:
COLUMN ORIENTATION
VARIES @ SIM
C
3/8 13
3/4" GUSSET PLATE - GRADE 50
(CENTERED ON COLUMN)
HSS BRACE SLOTTED
TO ACCOMODATE 3/4"
PLATE
ERECTION BOLT
(OPTIONAL)
1/2"x5" STIFFENER
PLATE EACH FACE
1/4
1/4
3/4
3/4
PIER (P)
SHEAR LUG
BLOCKOUT
SHEAR LUG
3"x5"x1'-2"
7/16
T/P
(SEE PLAN)
3/8
COLUMN
NOTE:
COLUMN ORIENTATION
VARIES @ SIM
WP
2" NON-SHRINK GROUTw/ (6) 1 1/2"Ø ANCHOR RODSBASE PLATE 2 1/2"x2'-2"x2'-10"D.1 E
1/4" GALV STEEL PLATE
3/16 2-12
TYP
SEE ARCH FOR DIMENSIONS, ELEVATIONS,
1/4" PLATE EXTENTS, GUTTER CONSTRUCTION
AND ATTACHMENTS, ALL SEALANT
CONDITIONS.
ALL WELDS TO GALV MATERIAL ARE TO BE
TOUCHED UP WITH ZINC RICH COLD
GALVANIZING PAINT.
GALVWT6X25
W12X30
W12X30
W12X30
3/16
3/16
L3x3x3/8 SEAT CLIP
TAPERED TO SLOPE w/ (2)
3/4 GALV BOLTS1/4
1/4
GALV
GALV7/16
7/16 TYP
1 1/2" PL w/ (8) 1" BOLTS
1/4" FABRIKA THERMAL ISOLATION PAD
3/8" WEB DOUBLER BOTH SIDES
5/16
GALV
5/16
5/16 TYP
3/4" FITTED STIFFENERS BOTH SIDES
A
1/4" THERMAL BREAK PAD
END PL 1/2"x6"x1'-0" w/ (4) 3/4"
BOLTS TO COL FLANGE.
1/4
1/4 TYP
WT8X25
C5X6.7
4
KICKER TO VERICAL AT PERP WALL BRACE,
KICKER TO ROOF BEAM
L4x4x5/16
L3x3x3/16
L3x3x3/16
4"
F
WT6X25
HSS6X6X3/8
W12X30
W12X30
1/2" CAP PL
EXTENDED AS SHIM
FOR L7x4
1/2" x6" MOMENT PL
w/ (2) 3/4" BOLTS
L7x4x3/8 WT SUPPORT
TRIMMED TO SLOPE
1/4
1/4
C
9' - 6"MC8X8.5
W18X40
T/STL +142' - 6 3/8"
3' - 2 1/8"
T/SLAB +144' - 0"
COORDINATE HOLES
FOR PARTITION TRACK
W/ MFR INSTRUCTIONS
L3x3x1/4 STUB @ 5'-0" OC TYP,
1'-6" OC AT NORTH END
CLOSET FOR 6'-0" FROM END
OF CHANNEL.
L3x3x3/16 BRACE @
1/3 POINTS AND 2'-0"
FROM ENDS
PL 3/4"x8"x1'-8" AT GRID 4,
1'-4" LONG AT GRIDS 3 & 5.
5/16
3/16
VERIFY w/ PARTITIONMFR REQUIREMENTS16095
ISSUE DATE DRAWN BY CHECKED BY
in terms of architectural design concept, the dimensions of
These drawings indicate the general scope of the project
the building, the major architectural elements and the type
work required for full performance and completion of the
the trade contractors shall furnish all items required for the
proper execution and completion of the work.
The drawings do not necessarily indicate or describe all
On the basis of the general scope indicated or described,
of structural, mechanical and electrical systems.
requirements of the Contract.Carmel, Indianac 2015 CSO Architects, Inc. All Rights ReservedCERTIFIED BY:
DRAWING NUMBER
PROJECT NUMBER
DRAWING TITLE:
REVISIONS:
SCOPE DRAWINGS:PROJECT:MJ INSURANCE3RD AND 4TH FLOORS571 MONON BLVDCARMEL, IN 46032SS
ROC
PROFE.AI GNNIOLAE RER
SASTATE OF
860325
NNID
No.
A ENI
R
M
IED
EG
N
TS E
Y MOC
DE
c1717 East 116th Street, Suite 200Carmel, Indiana 46032Structural Engineers317-580-0402www.mccomaseng.comMEI 17017McCOMASENGINEERING09/11/17 JRH JRH
S412
SECTIONS
& DETAILS
SCALE:S412 3/4" = 1'-0"
1BRACING DETAIL
SCALE:S412 3/4" = 1'-0"
2BRACING DETAIL
SCALE:S412 3/4" = 1'-0"
3BRACING DETAIL
SCALE:S412 3/4" = 1'-0"
4BRACING DETAIL
SCALE:S412 3/4" = 1'-0"
5BRACING DETAIL
SCALE:S412 3/4" = 1'-0"
6BRACING DETAIL
SCALE:S412 3/4" = 1'-0"
7SECTION @ CANOPY 1
SCALE:S412 3/4" = 1'-0"
8OUTRIGGER AT COLUMN 5
SCALE:S412 3/4" = 1'-0"
9SECTION
SCALE:S412 3/4" = 1'-0"
10SECTION @ CANOPY
8
SCALE:S412 3/4" = 1'-0"
11SECTION @ PARTITION SUPPORT
UP
A B
3
4
12
S409 EOS9"EOS5 3/4"7
S413
W24X62
W24X146W24X104 W12X16W18X40HSS12X2X1/4HSS12X2X1/4HSS10X4X3/811
S413
8
S413
12
S413
1
S413
2
S4134
S413
5
S413
9
S413
E O S6"HSS10X4X3/8HSS12X2X1/4
HSS6X2X1/4 W12X16W10X12W10X12HSS12X2X1/4
HSS12X2X1/4
HSS12X2X1/4
HSS12X2X1/4
HSS12X2X1/4
6 3/8"
11' - 1 1/2"EOS6
"
HSS6X2X1/4
HSS6X2X1/4
HSS6X2X1/4
HSS12X2X1/4
3
S413
HSS12X2X1/4
6
S413
13
S413
14
S413
1' - 10 1/8"5' - 8"1' - 2"5' - 8"9 1/4"
5' - 8"
1' - 1 1/4"5' - 0"CENTER LINESCENTER LINES2' - 0"2' - 0"2' - 0"6"2' - 0"2' - 0"2' - 0"CENTER LINES5' - 8"1' - 2"5' - 8"12' - 6"HSS6X2X1/4
A
MITER AND FINISH AS
AESS
5' - 6"
1 7/8"GUARDRAIL REF3' - 6"HSS10X4X3/8
HSS6X2X1/4
HSS12X2X1/4
HSS12X2X1/4
A 12
S409
9
S413
HSS12X2X1/4
1/4 2-12
1/4 2-12
HSS6X2X1/4
HSS10X4X3/8
2" CONCRETE ON 9 GA PAN
L2x2x3/16 TYP
PERIMETER PAN
SUPPORT
3/16 2-12
3/16 2-12
TYP
MITER CORNERS, GRIND
SMOOTH AS AESS
SEE 4/S406
FOR EOS REINF
13
S413
5/16
GLASS GUARD RAIL
SEE 8/S413
FOR ALL INFORMATION
3"3"13
S413
1" HANGER ROD W/
NO. 3 CLEVISES W/ 1"
PINS
1" BRACE ROD W/ NO.
3 CLEVISES W/ 1" PINS
5"
3/4" SHAPED TABS
5/16
5/16TYP
5/16TYP
CLEVIS AND TAB BEYOND
SEE PLAN
SEE INTERIORS PLAN
SEE 4/S406
HSS12X2X1/4
SEE 8/S413
SEE PLAN
COORDINATE WITH GUARDRAIL SYTEM
MOUNTING REQUIREMENTS FOR ANY
PRE-DRILLED/ PRE-PUNCHED
MOUNTING HOLES. TYPICAL AT ALL
HSS12x2 CONDITIONS.
A
5' - 0"1' - 1 1/4"
T/SLAB +137' - 6 7/16"
T/STL +136' - 10 7/16"
T/STL +137' - 10 7/16"
HSS12X2X1/4
SEE 8/S413
SEE 5/S408
SEE PLAN
COORDINATE WITH GUARDRAIL SYTEM MOUNTING
REQUIREMENTS FOR ANY PRE-DRILLED/ PRE-
PUNCHED MOUNTING HOLES. TYPICAL AT ALL
HSS12x2 CONDITIONS.
A
1/4" END PLATES, GRIND TO
HSS PROFILE AS AESS
SEE 3/S413
FOR TREAD & RISER
CONSTRUCTION
HSS6X2X1/4
HSS10X4X3/8
HSS12X2X1/4
HSS12X2X1/4COORDINATE WITH GUARDRAIL SYTEM
MOUNTING REQUIREMENTS FOR ANY PRE-
DRILLED/ PRE-PUNCHED MOUNTING HOLES.
TYPICAL AT ALL HSS12x2 CONDITIONS.
4
T/STL +143' - 1"
T/STL +143' - 6"
T/SLAB +144' - 0"
'GREEN WALL' SEE
INTERIOR DESIGN
9"
W24X146
SEE INTERIORS FOR WALL
SINGLE PLATE
EA SIDE
5/16 6
5/16 6
5/16 8
5/16 8
5/16
5/16
PL 1/2x8
PL 1/2x3
SAME CONN TO
BACKSPAN BEAM
W12X16
W18X40
INFILL WITH
STAIR PANS
L2x2x1/4 PAN
SUPPORT, MITER
AND FINISH AS
AESS
PERFORATED METAL
RISER, SEE INTERIORS
SECTIONS. 10GA MIN
UNLESS THICKER RISER IS
REQUIRED TO
ACCOMODATE
PERFORATIONS.
6
S413
VERIFY FINAL NOSE &
RISER CONFIGURATION
W/ INTERIORS DRAWINGS
GAGE METAL PANS BY
FABRICATOR. 10GA MIN
UNLESS THICKER RISER IS
REQUIRED TO ACCOMODATE
PERFORATIONS.
14
S413
STRINGER SEAT BEYOND 6"
L3x2x3/16 LLO
L2x2x3/16
L6x4 COPED OVER JOISTS
3/16 2
TYP
L4x2x1/4 CLIP W/ (2)
3/4"x3" EMBED EXP
ANCHORS INTO SLAB.
VERIFY END PROFILE OF STRINGERS
W/ FINAL INTERIORS DRAWINGS
4' - 10"
L6x4x5/16
HSS12X2X1/4
COORDINATE WITH GUARDRAIL SYTEM MOUNTING
REQUIREMENTS FOR ANY PRE-DRILLED/ PRE-PUNCHED
MOUNTING HOLES. TYPICAL AT ALL HSS12x2 CONDITIONS.
A
8
S413
3"3"6"4' - 0"6"1' - 1 1/4"
5"
1" HANGER ROD W/
NO. 3 CLEVISES W/ 1"
PINS
1" BRACE ROD W/ NO.
3 CLEVISES W/ 1" PINS
5"
3/4" SHAPED TABS
3/4" SHAPED TABS
W24X62
L6x4x5/16 PL 1/2"x4"x4" SEAT
PL 1/2" FITTED
GUSSET
4
1/4
1/4
16095
ISSUE DATE DRAWN BY CHECKED BY
in terms of architectural design concept, the dimensions of
These drawings indicate the general scope of the project
the building, the major architectural elements and the type
work required for full performance and completion of the
the trade contractors shall furnish all items required for the
proper execution and completion of the work.
The drawings do not necessarily indicate or describe all
On the basis of the general scope indicated or described,
of structural, mechanical and electrical systems.
requirements of the Contract.Carmel, Indianac 2015 CSO Architects, Inc. All Rights ReservedCERTIFIED BY:
DRAWING NUMBER
PROJECT NUMBER
DRAWING TITLE:
REVISIONS:
SCOPE DRAWINGS:PROJECT:MJ INSURANCE3RD AND 4TH FLOORS571 MONON BLVDCARMEL, IN 46032SS
ROC
PROFE.AI GNNIOLAE RER
SASTATE OF
860325
NNID
No.
A ENI
R
M
IED
EG
N
TS E
Y MOC
DE
c1717 East 116th Street, Suite 200Carmel, Indiana 46032Structural Engineers317-580-0402www.mccomaseng.comMEI 17017McCOMASENGINEERING09/11/17 JRH JRH
S413
STAIR
FRAMING
PLAN
SCALE: 1/4" = 1'-0"
STAIR FRAMING PLAN - FOURTH FLOOR
FRAMING PLAN NOTES:
1. ELEVATIONS ±, ARE FROM NOMINAL FIRST FLOOR ELEV +100'-0", SEE CIVIL
DRAWINGS.
2. SEE S401 FOR GENERAL NOTES AND SCHEDULES.
3. SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS NOT SHOWN. CONTRACTOR
SHALL VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION AND NOTIFY
ARCHITECT/ENGINEER OF ANY DISCREPANCIES IMMEDIATELY.
4. ALL STEEL RELATED TO STAIRS FINSHED AND ERECTED AS AESS.
5. COORDINATE WITH ARCHITECTURAL GUARDRAIL SYSTEM MOUNTING REQUIREMENTS
FOR ANY PRE-PUNCHED HOLES OR MOUNTING REQUIREMENTS.
6. T/SLAB ELEV +144'-0" (UNO).
7. T/JST ELEV +143'-6" (UNO).
8. JOIST BRG ELEV +143'-1" (UNO).
PLAN NORTH
0 6"1'2'4'8'
SCALE:S413 3/8" = 1'-0"
7SECTIONSCALE:S413 3/8" = 1'-0"
11SECTION
SCALE:S413 3/4" = 1'-0"
8SECTION
SCALE:S413 3/4" = 1'-0"
12SECTION
SCALE:S413 3/4" = 1'-0"
1SECTION
SCALE:S413 3/4" = 1'-0"
2SECTION
SCALE:S413 3/4" = 1'-0"
4SECTION
SCALE:S413 3/4" = 1'-0"
5SECTION
SCALE:S413 3/4" = 1'-0"
9SECTION
SCALE:S413 3/4" = 1'-0"
3T/STAIRS
SCALE:S413 3/4" = 1'-0"
10SECTION
SCALE:S413 3/4" = 1'-0"
6SECTION @ STAIR
SCALE:S413 3/4" = 1'-0"
13SECTION @ STAIRS
SCALE:S413 3/4" = 1'-0"
14STRINGER SUPPORT
SCOPE:
1. FABRICATION & INSTALLATION OF COMPLETE STAIR.
2. FABRICATION & INSTALLATION OF HSS12x2
PERIMETER TOE KICK/GUARDRAIL MOUNT.