HomeMy WebLinkAbout4. GENERAL NOTES AND SCHEDULES S401MASONRY WALL SCHEDULE
WALL
MARK
TYPE
I REINFORCING
1LOCATION
HORIZ
VERT
DOWELS
BOND BEAM
MW8
8" CMU
NOTE 4
/5 0 24" 1
/5 0 2e
8'-0" MAX
CENTER
MASONRY WALL SCHEDULE NOTES
1. See plan for actual walls used.
2. Provide 2" cover from outside face for bars in each face.
3. Gout all cores with rebar solid, unless noted otherwise.
4. Provide ladder type horizontal reinforcement 0 16" as. Side and cross rods shall be #9 wire.
galvanized, see speci9calans. Cut joint reinf. at oil control joints.
5. Reinforcing steel in bond beams shall be continuous across control 'joints unless noted
otherwise.
6. Provide bond beam with (2) #5 cant at top of wall, unless noted otherwise. See schedule for
additional bond beams.
STL BRG PLATE SCHEDULE
MARK
P LATE
REMARKS
THICK MD H LENGTH
I FOR ELEVATOR HOIST BEAM
BEARING PLATE SCHEDULE NOTES:
1. Hold bearing plate back Y2" from face of wall.
2. Provide (2) )S"x6" headed anchors for masonry bearing, uno
3. Provide (2) Y4"x8" headed anchors for concrete bearing, uno
CMU LINTEL SCHEDULE
FOR ALL LINTELS NOT INDICATED ON PLANS
OPENING
CONCRETE LINTEL
UP to 6'-S"
Precast Concrete (3000 psi, 145 pcf), (1)/5 T88 8" Deep x
4" Wide, multiples to match wall thickness. Scored to match
wall bond pattern.
6'-9" TO 10'-0"
Concrete Bond Beam Untel Block, filled with concrete or
grout (30DO psi, 145 pcf), w/ (2) #55 TAB 8" Deep x Wall
thickness.
TYPICAL CMU LINTEL SCHEDULE NOTES
1. See plan for required locations.
2. Provide 2" cover from outside face for bars in each face.
3. Precast lintels shall have B" bearing an each end of opening.
4. Band beam lintels shall extend 16" into wall on each side of opening.
5. Precast lintels shall be shared in center for 3 days.
6. Bond beam lintels shall be shored in center for 28 days.
RELEASED FOR CONSTRUCTION
Subject to compliance with all regulations
of State and Local Codes
ee City of Camel ((��
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DATE: 09/06/19
042000 MASONRY AND REINFORCED MASONRY NOTES
M1. Minimum 28 day compressive strength of concrete masonry units shall be 2800 p.s.i. based on net area
of the unit. Specified design compressive strength of masonry shall be fm = 2000 P.R.J. 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 W 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 reinforcingshall be ASTM A615 Grade 60 F =60 ksi . La all reinforcing a minimum of 48 bar
Y P 9
diameters.
M6. Center vertical reinforcing in block cores, unless noted otherwise.
MIT See architectural and specifications for all control joint locations. Reinforcing in bond beams shall W
discontinuous at control joints.
Me. 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 3- sleeve anchors, unless noted
otherwise. Anchors shall be installed per manufacturer's recommendations.
M 12. See typical schedules for masonry and steel lintels not indicated on plans.
M 13. All masonry units below grade to be grouted solid.
M 14. Provide ties to all structural steel.
M 15. 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.
M 16. All cores with reinforcing steel shall be grouted solid, full height of wall.
042001 MASONRYANCHORAGE
Ml. All attachments to masonry shall be made with Hilti anchors as scheduled below unless noted otherwise.
Anchors shall W installed per manufacturers recommendations.
M2. At steel connections to masonry construction, provitle the following hole diameters in steel elements to
accommodate field tolerances:
1/2' anchors: 9/16- this std, 13/16- this w/ 1/4'x2'x2' weld washer where noted.
3/4' anchors:l3/i6' dia std, 1' this 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 may adversely affect epoxy adhesives. Weld two opposite edges of mid washer
typically with N16' fillet mid.
M4 Type 1-A: Grout Filled Concrete Block.
3/4'x6 5/8' embedment HIT, or A36 threaded rod, secured with Hilti HY200 epoxy.
Design values: 374011b T, 2020lb V.
Type 1-13:1-11ollow Concrete Block (NW or _W).
1/2'x2'embedment Hilti HIT -A rotl w/screen tube and Hilti HY20 epoxy.
Design values: 5251b T, 12301to V.
Type 1-C:Hollow Concrete Block Through -bolt.
3/4'x8' or 13' Hilti HIT, or A36 threaded red, w/ Hilti HY20 epoxy, screen tube, steel sleeve,
3/e'x6'x6' plate washer.
Design values: 14001b T, 18001b V.
Type 1-D:Grout Filled Concrete Block.
3/4'x4-3/4' embedment Hilti Kwik Bolt 3 expansion bolt.
Design values: 1620 T, 3110 V (>16' from edges)
ME. Type 2-A:Hollow Brick and Clay Tile.
1/2'x3-3/8' embedment High HIT -A, or A36 threaded red, w/ Hill W20 epoxy and screen tube.
Design values: 7751b T, 137511b V (Brick)
1501b T, 5001b V (Clay tile)
Type 2-13:1-ollow Brick and Clay Tile.
1/2'x3-3/8' embedment Hilti HIT -A, or A36 threaded rod, w/ Hiki HIT-1 Need, Hilti HY20 epoxy,
screen tube.
Design values: 11601b T, 1635lb V (Hollow Brick)
1851b T, 5001b V (Clay Tile)
Type 2-C:Multiwythe Brick through -boll.
3/4'x8'embedment Hilti HIT, or A36 threaded rod, w/ Hilti HY20 epoxy, Susan tube, steel sleeve,
3/e'x6'x6' plate washer.
Design values: 14001b T, 1800lb V.
Type 2-D: Multiwythe Brick, voided wydhes.
3/4'x8'embedment High HIT, or A36 threaded rod, w/ Hint HY20 epoxy, screen tube, steel sleeve.
Design values: 8001b T, 14001b V.
051200 STRUCTURAL STEEL NOTES
SET. 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 kill)
TIES Pipes ASTM A500, Grade B (Fy=42 ksi)
Anchor Rolls 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.
SSE. All shop and field welds shall be made using E70 electrodes or equivalent.
SS6. All headed concrete anchors shall W ASTM At 08 (Fy=50 ksi), 3/4' diameter 4' after welding, unless
noted otherwise.
887. 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.
SSB. 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 mot and/or floor decking materials must be fully erected and connected to
the supporting steel before temporary, erection bracing is removed.
EST 1. RD = Roof Drain location. Provide steel frame for drains. See other drawings for actual drain type,
number, size, etc. Coordinate with drain contractor.
053100 STEEL DECK NOTES
MD1. All metal deck material, fabrication and installation shall conform to Steel Deck Institute' SDI
SPECIFICATIONS AN D 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 gattem with (1) #10 TEK sidelap
Entered unless otherwise shown in typical detail or indicated on drawings.
2. Floor deck shall be mined 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 L3x3xl/4 deck support at all columns where required, unless noted.
MD5. Provide 20 gauge cover plate at all roof deck span changes.
MD6. Provide L3x3xl/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.
017900 STRUCTURAL DEMOLITION NOTES
G1. All shoring shall be in place before demolition begins.
G2. It is the Contractor's responsibility to select the appropriate shoring system for the loads and work
indicated.
G3. Reactions and forces indicated forshoring are actual, working loads.
Go. 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 immetliately.
G5. Verify all existing conditions prior to any demolition, construction or fabrication. If different than shown,
notify engineer/arch sect immediately for modification of drawings.
G6. All contractors are required to coordinate their work with all disciplines to avoid conflicts. The arch itectu rat
q p
mechanical electrical and plumbing aspects are not in the con of these ponsin s. Therefore all
P 9 P Pe 9
required materials and work may not be indicated. If is the contractor's responsibility to coordinate these
drawings with all other construction , Sins and Refer to architectural drawings for all dimensions not
shown on these drawings.wigs,Locations, sizes and numbers of all openings may not be completely lin indicated
in the siructual drawings, the respective contactor shall verify their work with all other disciplines.
G7. The contract documents represent the structure only. They do not indicate the method of demolition,
shoring or construction. The contractor shall provide all measures necessary to protect the structure
tluring demolition and construction. The Engineer of Record is not responsible for the contractor's means,
methods, techniques, sequences or safety procedures during construction.
020000 SHALLOW FOUNDATION AND SLAB ON GRADE NOTES
SFr. Soil W be stripped, compacted and tested in acceptance 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 gavel, 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 encrusted 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 ball soil removal that may W 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 cedified by the soils engineer shall be furnished to the
architecUengineer verifying that all foundations were placed on a material capable of sustaining the
design bearing pressures.
SF5. If chambering is required, sumps shall not be placed within the foundation excavation.
SEE. 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.
SA. No horizontal joints are permitted in any foundation. Vertical joints are permitted only in wall footings.
SFB. Shallow foundations may be earth -formed where the excavation permits. If earth -forming is used, atltl 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.
033000 CAST -IN -PLACE CONCRETE 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 0 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 1R' 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 Reinforcement (W WR) for slabs and fill for metal deck shall W 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. Chamferedges of exposed concrete 3/4', unless noted otherwise.
RC7. Contractor shall make four, 6-x12'test cylinders for each 50 cubic yards of concrete nouatl foreach days
operation. Break 1 at 7 days, 2 at 28 days and retain spare.
RCP. All welded wire fabric shall conform to ASTM A1064,Fy(min)of 65 ksi. All welded wire fabric laps shall
8'.
RC9. All finished concrete, concrete formwork and falsework shall be in accordance with ACI 301. Contactor 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 W earth -formed where the excavation permits. If earth -forming is used, atltl 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 men) thick, see specifications.
Include manufacturer's recommended adhesive or pressuresensitive joint tape.
RC13.Fiber Reinforcement, if indicated on drawings, shall be 100%virgin polypropylene in collated fibrillated
torn, 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 manufacturers 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 cenified
by the ACl/CRSI Adhesive Anchor Installer Certification program.
7. Adhesive anchors installed in horizontal or upwardly inclined orientations shall be continuously 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 11,
nonredispersible, acrylic emulsion or styrene butadiene.
010000 GENERAL NOTES
DESIGN TABLE
Model Building Code:
Local Building Code:
Model Cade Standard:
Steel Standard:
Steel Seismic Standard:
Concrete Standard:
Masonry Standard:
Wood Standard:
Risk Category:
ROOF DESIGN LOADS
Main
FLOOR DESIGN LOADS
Office
Public Tat Floor
Public 2nd Floor
SOILS
Allowable Bearing Pressure, cl
Soil Density, ye
SLAB ON GRADE
Compacted Fill Thickness:
Compaction Specification:
SNOW DESIGN CRITERIA
Ground Snow Load, Pa:
Flat Roof Snow Load, Ph
Importance Factor, Is:
Exposure Factor, Ce:
Thermal Factor, Ce
Wean Slope Factor, Cs:
WIND DESIGN CRITERIA
Ultimate Wind Speed, Vuu:
Design Wind Speed, VAsa
Enclosure Class:
Internal Pressure Coefficient, GCpi:
SEISMIC DESIGN CRITERIA
Importance Factor, le:
Mapped Spectral Response, BE:
Mapped Spectral Response, St
Site Gass:
Design Spectral Response, SM:
Design Spectral Response, Sm:
Seismic Design Category, SDC:
Overstrength Factor, O:
Seismic Response CoeOcierd, CS:
Response Modification Coeff., R:
Undeclared Design Base Shear, V:
Analysis Procedure:
Basic Seismic -Force -Resisting System:
20121mernational Building Code
Indiana Building Code 2014
ASCE 7-10
AISC 360-10
AISC 341-10
ACI 318-11
ACI 530-11
AITC/APA/NDS Current Ed.
II Normal Risk
CURRAN
Dead Live Snow ARCHITECTURE
20.0 psf
20.0 psi 20.0 psi
6925 EAST 96TH ST., SUITE 105
Dead
Live Partition
INDIANAPOLIS, IN 46250
50.0 pat
50.0 pat 15.0 psi
O :: 317. 286 0681
50.0 psi
100.0 par
.
50.0 pat
80.0 psi
F :: 317 . 288 . 0753
Spread Wall
1500 psf 1500 psf (Assumed)
120 Par
6 in
95 % Modified Proctor D-1557
20 psi
20 psf
1.0
1.0 Partially
1.0 Heated
1.0
115 mph
90 mph
Enclosed
0.18
1.00
0.146
0.081
D
0.156
0.130
B
3
0.052
3
5.2% W
ELFA
H. Steel Systems not Specically
Detailed for Seismic Resistance
1. Steel Systems, R=3
G1. Reactions and forces indicated are unfactoad Allowable Strength Design (ASD) loads.
G2. If Drawings and spectfications are in conflict, the most stringent restrictions and requirements shall
govern. Contractor shall bring all discrepancies to the attention of the engineer immediately.
G3. Verify all existing conditions prior to any construction or fabrication. If different than shown, notify
engineer/architect immediately for modification of drawings.
G4. All contractors are required to coordinate their work with all disciplines to avoid conflicts. The architectural,
mechanical, elecMcal 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.
G5. The contract documents represent the structure on y. 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. the Engineer of Record is
not responsible for the contractors means, methods, techniques, sequences or safety procedures during
construction.
G6. 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.
G7. Provisions for future expansion:
Vertical: None
Horizontal: None
010002 EXISTING STRUCTURE
ES1. The actual existing structure configuration, membersizes, etc. has not been field verified.
ES2. All existing structure indicated is for reference only.
ES3. Field verify existing structure. If existing structure varies from configuration, sizes, etc. from drawings,
notify engineer of record immediately.
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THIS DRAWING AND THE IDEAS, DESIGNS
AND CONCEPTS CONTAINED HEREIN ARE
THE EXCLUSIVE INTELLECTUAL PROPERTY
OF CURRAN ARCHITECTURE, AND ARE NOT
TO BE USED OR REPRODUCED, WHO E OR
IN PART, WITHOUT THE WRITTEN
CONSENT OF CURRAN ARCHITECTURE.
G rcPffiILH720U.CURR4NARC4ITERURE
SPECIFIED LIGHTING
OFFICE RENOVATION
101 EAST CARMEL DRIVE
CARMEL IN
PERMIT SET 07/10/2019
170053
GENERAL NOTES AND
SCHEDULES
S401