HomeMy WebLinkAboutS001GENERAL NOTES
1. The Contractor shall be responsible for complying with all safety precautions and regulations during the work.
The Structural Engineer of Record will not advise on, nor issue direction as to safety precautions and programs.
A. Concrete Mix Design(s).
2. The Structural Drawings herein represent the finished structure. The Contractor shall provide all temporary
guying and bracing required to erect and hold the structure in proper alignment until all Structural Work and
connections have been completed. The investigation, design, safety, adequacy and inspection of erection
bracing, shoring, temporary supports, etc. is the sole responsibility of the Contractor.
3. The Structural Engineer of Record (SER) shall not be responsible for the methods, techniques and sequences
are not specifically shown, similar details of construction shall be used, subject to approval of the SER.
4. Drawings indicate general and typical details of construction. Where conditions are not specifically shown,
similar details of construction shall be used, subject to approval of the Structural Engineer of Record.
5. All structural systems which are to be composed of components to be field erected shall be supervised
by the Supplier during manufacturing, delivery, handling, storage, and erection in accordance with the
Supplier's instructions and requirements.
6. Loading applied to the structure during the process of construction shall not exceed the safe load-
carrying capacity of the structural members. The live loading used in the design of this structure are
indicated in the "Design Criteria Notes." Do not apply any construction loads until structural framing is
properly connected together and until all temporary bracing is in place.
7. All ASTM and other referenced standards and codes are for the latest editions of these publications,
unless otherwise noted.
8. Shop drawings and other items shall be submitted to the Structural Engineer of Record (SER) for
review prior to fabrication. All Shop Drawings shall be reviewed by the Contractor before submittal.
The SER's review is to be fore conformance with the design concept and general compliance with the
relevant Contract Documents. The SER's review does not relieve the Contractor of the sole
responsibility to review, check, and coordinate the Shop Drawings prior to submission. The Contractor
remains solely responsible for errors and omissions associated with the preparation of Shop Drawings
as they pertain to member sizes, details, dimensions, etc.
9. Submit Shop Drawings in the form of blueline/blackline prints (min. 2 sets/ max. 5 sets) and one
reproducible blackline or sepia copy. In no case shall reproductions of the Contract Documents be
used as shop drawings. As a minimum, submit the following items for review.
B. Reinforcing Steel Shop Drawings.
C. Precast Concrete Framing Systems.
D. Precast Hollow Core Plank.
E. Structural Steel Shop Drawings.
F. Prefabricated Wood Truss and Wall Panel Systems.
11. When calculations are included in the submittals for components of work designed and certified by a
Specialty Structural Engineer (SSE), the review by the Structural Engineer of Record (SER) shall be for
conformance with the relevant Contract Documents. The SER's review does not relieve the SSE from
responsibility for the design of the system(s) and the coordination with the elements of the structure
under the certification of the SER, or other SSE's. The SER's review does not constitute a warranty of
the accuracy or completeness of the SSE's design.
12. Contractors shall visit the site prior to bid to ascertain conditions which may adversely affect the work
or cost thereof.
13. No structural member may be cut, notched, or otherwise reduced in strength without written direction
from the Structural Engineer of Record.
14. When modifications are proposed to structural elements under the design and certification of a
Specialty Structural Engineer (SSE), written authorization by the SSE must be obtained and submitted
to the Structural Engineer of Record for review, prior to performing the proposed modification.
10. Resubmitted Shop Drawings: Resubmitted shop drawings are reviewed only for responses to
comments made in the previous submittal.
G. Continuous Rod Tiedown System.
H. Aggregate Pier Ground Improvement.
DESIGN CRITERIA
1. DESIGN STANDARDS: The intended design standards and/or criteria are as follows:
General The 2014 Indiana Building Code (2012 International
Building Code (IBC) with Indiana Amendments)
Concrete ACI 318
Masonry ACI 530
Steel AISC Manual, Allowable Stress Design (ASD)
Cold-Formed Metal AISI-ASD
Wood Framing NDS
Wood Trusses TPI
All referenced standards and codes, as well as ASTM numbers, are for the editions of these publications
referenced in the Building Code listed above, unless otherwise noted.
2. DEAD LOADS: Gravity Dead Loads used in the design of the structure are as computed for the materials
of construction incorporated into the building, including but not limited to walls, floors, ceilings, stairways,
fixed partitions, finishes, cladding and other similar architectural and structural items, as well as
mechanical, electrical and plumbing equipment and fixtures, and material handling and fixed service
equipment, including the weight of cranes.
3. LIVE LOADS: Gravity live loads used in the design of the structure meet, or exceed the following table
(IBC 2012, 1607.1):
OCCUPANCY OR USE UNIFORM (PSF) CONCENTRATED (LB)
A. Residential
a. Garage (passager vehicles only) 40 ---
b. Multifamily Dwellings
• Private Rooms 40 ---
• Public Rooms & Corridors 100 ---
• Private Balconies 60 ---
• Amenities Courtyard 100 ---
• Stairs and Exits 100 300 on A = 4 Square Inch
4. LIVE LOAD REDUCTION: Live load reductions in accordance with IBC 1607.9 have been used with the
following exceptions:
A. Heavy live loads in excess of 100 PSF have not been reduced except for members supporting 2 or
more floors have been reduced by a maximum of 20%.
B. Live loads for roof members have not been reduced.
5. PARTITION ALLOWANCE: a uniform partition allowance of 15 PSF has been used to account for the load
of all floors where partition locations are subject to change, unless the specified live load exceeds 80 PSF.
6. COLLATERAL LOAD: Unless otherwise noted, a minimum uniform collateral load of 10 PSF has been
used to account for ductwork, ceilings, sprinklers, lighting, etc. The collateral load is in addition to the
weight of mechanical units, larger piping (greater than 4" diameter) and suspended fixtures or equipment
that have been specifically accounted for in the design.
7. COLLATERAL LOAD ABOVE CORRIDORS & MECHANICAL ROOMS: A minimum uniform collateral
load of 20 PSF has been used to account for large ductwork, sprinkler mains, concentrations of piping,
and electrical distribution above corridors and mechanical rooms. The collateral load is in addition to the
weight of mechanical units and larger piping (greater than 4" diameter) and suspended fixtures or
equipment that have been specifically accounted for in the design.
8. HANDRAILS AND GUARDS
A. Handrail Assemblies and Guards 50 PLF applied in any direction 200 LB
concentrated load applied in any direction
(non-concurrent with 50 PLF load)
B. Components, Intermediate Rails, 50 LBS horizontally applied normal load
Balusters, Fillers, Etc. on an area not to exceed 1 square foot not
superimposed with those of handrail assemblies.
9. ROOF LIVE/SNOW LOADS: Gravity Live Loads used in the design of the roof structure meet or exceed
the following table:
A. Snow Load
Ground Snow Load, Pg 20 PSF
Flat Roof Snow Load, Pf 14 PSF
Low Slope Minimum Snow Load, Pm 20 PSF
Exposure Factor, Ce 1.0
Risk Category (IBC Table 1604.5) II
Snow Importance Factor, Is 1.0
Thermal Factor, Ct 1.0
B. Minimum Roof Live Load 20 PSF
C. Overhang Eaves & Projections 28 PSF
1. Sloped roof snow loads calculated in accordance with Section 7.4, ASCE 7.
2. Unbalanced roof snow loads calculated in accordance with Section 7.6, ASCE 7. Specialty
Structural Engineers must consider unbalanced snow loads in the design of pre-engineered
trusses, frames, skylights, curtain walls, cold-formed metal framing, canopies, etc.
3. Drift loads calculated in accordance with Section 7.7, ASCE 7.
4. Roofs used for roof gardens or assembly purposes have been designed for a minimum live load
of 100 PSF.
10. LATERAL LOADS: Lateral loads were computed using the following criteria:
A. Wind Load
Ultimate Design Wind Speed, Vult 115 MPH
Nominal Design Wind Speed, Vasd 89 MPH
Wind Exposure Category B
Risk Category (IBC Table 1604.5) II
Internal Pressure Coefficient, GCpi ± 0.18
B. Seismic Load
Site Classification C
Risk Category (IBC Table 1604.5) II
Seismic Importance Factor, Ie 1.0
Mapped Spectral Response Acceleration, Ss 0.147g
Mapped Spectral Response Acceleration, S1 0.081g
Design Spectral Response Acceleration, Sds 0.117g
Design Spectral Response Acceleration, Sd1 0.092g
Seismic Design Category, SDC B
Response Modification Coefficient, R:
Precast Concrete Structure 4
Steel Structure 3
Wood Structure 6.5
Seismic Response Coefficient, Cs:
Precast Concrete Structure 0.029
Steel Structure 0.039
Wood Structure 0.018
Analysis Procedure Equivalent Lateral Force
Base Seismic Force-Resisting System:
Precast Concrete Structure Intermediate Precast Shear Walls
Steel Structure Steel Systems Not Specifically
Designed For Seismic Resistance
Wood Structure Light Framing Walls With Shear
Panels
(ASCE 7-10, Table 12.2-1)
11. SAFETY FACTORS: This structure has been designed with 'Safety Factors' in accordance with accepted
principles of structural engineering. The fundamental nature of the 'Safety Factor' is to compensate for
uncertainties in the design, fabrication, and erection of structural building components. It is intended that '
Safety Factors' be used such that the load-carrying capacity of the structure does not fall below the design
load and that the building will perform under design load without distress. While the use of 'Safety
Factors' implies some excess capacity beyond design load, such excess capacity cannot be adequately
predicted and SHALL NOT BE RELIED UPON.
COORDINATION WITH OTHER TRADES
1. The Contractor shall coordinate and check all dimensions relating to Architectural finishes, mechanical
equipment and openings, elevator shafts and overrides, etc. and notify the Architect/Engineer of any
discrepancies before proceeding with any work in the area under question.
2. The Structural Drawings shall be used in conjunction with the Drawings of all other disciplines and the
Specifications. The Contractor shall verify the requirements of other trades as to sleeves, chases,
hangers, inserts, anchors, holes, and other items to be placed or set in the Structural Work.
3. There shall be no vertical or horizontal sleeves set, or holes cut or drilled in any beam or column unless
it is shown on the Structural Drawings or approved in writing by the Structural Engineer of Record.
4. Mechanical and electrical openings through supported slabs and walls, 8" diameter or larger, not shown on
the Structural Drawings must be approved by the Structural Engineer of Record (SER). Openings less
than 8" in diameter shall have at least 1'-0" clear between openings, unless approved in writing by the SER.
5. Verify locations and dimensions of mechanical and electrical openings through supported slabs and
walls shown on the Structural Drawings with the Mechanical and Electrical Contractors.
6. Do not install conduit in supported slabs, slabs on grade, or concrete walls unless explicitly shown or
noted on the Structural Drawings.
7. Do not suspend any items, such as ductwork, mechanical or electrical fixtures, ceilings, etc. from steel
roof deck or wood roof sheathing.
8. The Mechanical Contractor shall verify that mechanical units supported by the steel framing are
capable of spanning the distance between the supporting members indicated on the Structural
Drawings. The Mechanical Contractor shall supply additional support framing as required.
9. If drawings and specifications are in conflict, the most stringent restrictions and requirements shall govern.
SPECIALTY STRUCTURAL ENGINEERING (SSE)
1. A Specialty Structural Engineer is defined as a Professional Engineer licensed in the State of Indiana, not
the Structural Engineer of Record, who performs Structural Engineering functions necessary for the
structure to be completed and who has shown experience and/or training in the specific speciality.
2. It is the Specialty Structural Engineer's responsibility to review the Construction Drawings and
Specifications to determine the appropriate scope of engineering.
3. It is the intent of the Drawings and Specifications to provide sufficient information for the Specialty
Structural Engineer (SSE) to perform his design and analysis. If the SSE determines there are details,
features, or unanticipated project limits which conflict with the engineering requirements as described in
the project documents, the SSE shall in a timely manner, contact the Structural Engineer of Record for
resolution of conflicts.
4. The Specialty Structural Engineer (SSE) shall forward documents to the Structural Engineer of Record
for review. Such documents shall bear the stamp of the SSE and include:
A) Precast Concrete Framing Systems.
B) Precast Hollow Core Plank.
C) Structural Steel Connections.
D) Aggregate Pier Ground Improvement.
E) Prefabricated Wood Truss Systems.
F) Continuous Rod Tiedown System.
6. When modifications are proposed to elements under the design and certification of the Specialty
Structural Engineer (SSE), written authorization by the SSE must be obtained and submitted to the
Engineer of Record for review, prior to performing the proposed modification.
A) Drawings introducing engineering input, such as defining the configuration or structural capacity of
structural components and/or their assembly into structural systems.
B) Calculations.
C) Computer printouts which are an acceptable substitute for manual calculations provided they are
accompanied by sufficient design assumptions and identified input and output information to
permit their proper evaluation. Such information shall bear the stamp of the Specialty Engineer as
an indication that said engineer has accepted responsibility for the results.
5. Contractors are referred to the specific technical specification sections and the structural drawings for
those elements requiring Specialty Structural Engineering. Examples of components requiring
Specialty Structural Engineering include, but are not limited to the following:
FOUNDATIONS
1. Proofroll slab on grade areas with a medium-weight roller or other suitable equipment to check for
pockets of soft material hidden beneath a thin crust of better soil. Any unsuitable materials thus
exposed should be removed and replaced with compacted, engineered fill as outlined in the
specifications. Proofrolling operations shall be monitored by the Geotechnical Testing Agency.
2. All engineered fill beneath slabs and over footings should be compacted to a dry density of at least 95% of
the Standard Proctor maximum dry density (ASTM D-1557). All fill which shall be stressed by foundation
loads shall be approved granular materials compacted to a dry density of at least 95% (ASTM D-1557).
Coordinate all fill and compaction operations with the Specifications and the Subsurface Investigation.
3. Compaction shall be accomplished by placing fill in approximate 8" lifts and mechanically compacting
each lift to at least the specified minimum dry density. For large areas of fill, field density tests shall be
performed for each 3,000 square feet of building area for each lift as necessary to insure adequate
compaction is being achieved.
4. Unless noted otherwise on the plan, all column and wall footings shall bear on soil improved by the
installation of an aggregate pier system designed and installed by a specialty foundation contractor.
The foundation sizes shown are based on a allowable bearing pressure of 7,000 psf. Refer to the
geotechnical report for madditional information.
5. Place footings the same day the excavation is performed. If this is not possible, the footings shall be
adequately protected against any detrimental change in condition, such as from disturbance, rain, or
freezing.
6. It is the responsibility of the Contractor and each Sub-Contractor to verify the location of all utilities and
services shown, or not shown; and establish safe working conditions before commencing work.
7. The Contractor shall layout the entire building and field verify all dimensions prior to excavation.
8. For information regarding subsurface conditions, refer to the Subsurface Investigation & Foundation
Recommendation Report prepared by Alt & Witzig Engineering, Inc., A&W Project No. 20IN0642,
dated January 8, 2021.
CAST IN PLACE CONCRETE
1. Details of fabrication of reinforcement, handling and placing of the concrete, construction of forms and
placement of reinforcement not otherwise covered by the Plans and Specifications, shall comply with
the ACI Code requirements of the latest revised date.
A. Floor Slabs
2. Cold weather concreting shall be in accordance with ACI 306. Cold weather is defined as a period
when for more than 3 successive days the average daily air temperature drops below 40F and stays
below 50F. The Contractor shall maintain a copy of this publication on site.
3. Hot weather concreting shall be in accordance with ACI 305. Hot weather is defined as any
combination of the following conditions that tends to impair the quality of the freshly mixed or hardened
concrete: high ambient temperature, high concrete temperature, low relative humidity, wind speed, or
solar radiation The Contractor shall maintain a copy of this publication on site.
10. Unless specifically noted on the Plans, composite and non-composite supported slabs on metal deck,
and supported cast-in-place concrete slabs do not require sawn control joints.
4. A certified Testing Agency shall be retained to perform industry standard testing including
measurement of slump, air temperature, concrete cylinder testing, etc. to ensure conformance with the
Contract Documents. Submit reports to Architect/Engineer.
5. Finishing of Slabs: After screeding, bull floating and floating operations have been completed, apply
final finish as indicated below, and as described in the Division 3 Cast In Place Concrete Specification
of the Project Manual.
B. Ramps, Stairs, & Sidewalks
Trowel Finish
Broom Finish
C. Surfaces to Receive Topping Slab Float Finish
D. Surfaces to receive thick-set mortar
beds or similar cementitious materials
Float Finish
E. Driving Surfaces Non-Slip Broom or Swirl -Float Finish
Sample Finishes: See Specifications for sample and mockup requirements, if any.
Floor Tolerances: See the Specifications for specified Ff and Fl tolerances. Ff and Fl testing shall be
performed by the Testing Agency in accordance with ASTM E-1155. Results, including acceptance or
rejection of the work will be provided to the Contractor and the Architect/Engineer within 48 hours after
data collection. Remedies for out-of-tolerance work shall be in accordance with the Specifications.
When approved by the Structural Engineer of Record, measurement of the gaps beneath a 10-foot
straight edge may be used in lieu of Ff and Fl testing. Approval must be obtained in writing prior to the
beginning of concrete operations.
6. Finishing of Formed Surfaces: Finish formed surfaces as indicated below, and as described in the
Division 3 Cast In Place Concrete Specification of the Project Manual.
A. Sides of Footings & Pile Caps
B. Sides of Grade Beams
Rough Form Finish
Rough Form Finish
C. Surfaces not exposed to public view Rough Form Finish
D. Surfaces exposed to public view Smooth Form Finish
7. The Contractor shall consult with the Structural Engineer of Record before starting concrete work to
establish a satisfactory placing schedule and to determine the location of construction joints so as to
minimize the effects of shrinkage in the floor system.
8. Sawn or tooled control/contraction joints shall be provided in all slabs on grade. For a framed structure,
joints shall be located on all column lines. If the column spacing exceeds 20'-0", provide intermediate
joints. Exterior slabs, and interior slabs without column shall have joints spaced a maximum of 15'-0"
apart. Layout joints so that maximum aspect ratio (ratio of long side to short side) does not exceed 1.5.
14. Refer to the Architectural Drawings for exact locations and dimensions of recessed slabs, ramps, stairs,
thickened slabs, etc. Slope slabs to drains where shown on the Architectural and Plumbing Drawings.
11. Joints in slabs to receive a finished floor may remain unfilled, unless required by the finish flooring
contractor. All exposed slabs shall be filled with sealant specified in Division 7, or as follows: All slabs in
industrial, manufacturing, or warehouse applications subject to wheeled traffic shall be filled with specified
epoxy resin sealant, all other joints shall be filled with specified elastometric sealant. Defer filling of joints
as long as possible, preferably a minimum of 4 to 6 weeks after the slab has been cured. Prior to filling,
remove all debris from the slab joints, the fill in accordance with the manufacturer's recommendations.
12. Refer to the Architectural Drawings for locations and details of reveals (1" maximum depth) in exposed walls.
13. Refer to the Architectural Drawings for chamfer requirements for corners of concrete. Where not
indicated, provide 3/4" chamfers on exposed corners of concrete, except those abutting masonry.
15. Sidewalks, drives, exterior retaining walls, and other site concrete are not indicated on the Structural
Drawings. Refer to the Site/Civil and Architectural Drawings for locations, dimensions, elevations,
jointing, and finish details.
9. Where vinyl composition tile, vinyl sheets goods, thin-set epoxy terrazzo, or other similar material is the
specified finish floor material, the Contractor shall coordinate the locations of control/contraction and
construction joints with the Finish Flooring Contractor. Submit a dimensioned plan showing joint
locations and proposed sequence of floor pours.
CONCRETE MIX CLASSES
FOOTINGS, FOUNDATION WALLS, PIERS, & GRADE BEAMS
COMPRESSIVE STRENGTH 4000 PSI
MAXIMUM WATER/CEMENT RATIO 0.50
AIR CONTENT 0-3 PERCENT
WATER-REDUCING ADMIXTURE REQUIRED
SLUMP 4" +/-1"
INTERIOR SLABS ON GRADE
COMPRESSIVE STRENGTH 4000 PSI
MINIMUM CEMENTITIOUS MATERIAL CONTENT 517 LB/CU YD
AIR CONTENT 0-3 PERCENT
WATER-REDUCING ADMIXTURE REQUIRED
SLUMP 4" +/-1"
EXTERIOR GARAGE TOPPING SLAB ON PRECAST AND TOPPING SLAB OVER
RIGID INSULATION
COMPRESSIVE STRENGTH 4500 PSI
MINIMUM CEMENTITIOUS MATERIAL CONTENT 564 LB/CU YD
AIR CONTENT 6 +/-1.5 PERCENT
WATER-REDUCING ADMIXTURE REQUIRED
SLUMP 4" +/-1"
EXTERIOR CONCRETE SUBJECT TO FREEZE-THAW
COMPRESSIVE STRENGTH 4500 PSI
MINIMUM CEMENTITIOUS MATERIAL CONTENT 564 LB/CU YD
AIR CONTENT 6 +/-1.5 PERCENT
WATER-REDUCING ADMIXTURE REQUIRED
SLUMP 4" +/-1"
COARSE AGGREGATE CRUSHED STONE
LIGHTWEIGHT CONCRETE BALCONY SLABS
COMPRESSIVE STRENGTH 4000 PSI
MINIMUM CEMENTITIOUS MATERIAL CONTENT 658 LB/CU YD
AIR CONTENT 6 ± 1 PERCENT
WATER-REDUCING ADMIXTURE REQUIRED
SLUMP 5" TO 6 1/2"
LIGHTWEIGHT AGGREGATE MUST BE PRE-SOAKED TO SATURATED-
SURFACE-DRY (SSD) CONDITION PRIOR TO MIXING.
LEAN CONCRETE FILL
COMPRESSIVE STRENGTH 2000 PSI
MAXIMUM WATER/CEMENT RATIO 0.65
AIR CONTENT OPTIONAL
WATER-REDUCING ADMIXTURE NOT REQUIRED
SLUMP 4" +/-1"
1. SLUMP:
MIXES CONTAINING TYPE A WRDA 5" MAXIMUM
MIXES CONTAINING MID-RANGE WRDA 5 -6 1/2"
MIXES CONTAINING HIGH-RANGE WRDA 5 -8"
2. SPECIFIED MINIMUM CEMENTITIOUS MATERIAL CONTENTS ARE BASED ON THE USE OF
WATER REDUCING ADMIXTURES.
3. INCLUDE AN AIR-ENTRAINING ADMIXTURE FOR ALL CONCRETE EXPOSED TO FREEZING
AND THAWING IN SERVICE AND FOR ALL CONCRETE EXPOSED TO COLD WEATHER DURING
CONSTRUCTION, BEFORE ATTAINING ITS SPECIFIED DESIGN COMPRESSIVE STRENGTH.
REF. ACI 306 FOR DEFINITION OF COLD WEATHER.
4. CLASS C FLY ASH MAY BE USED AS A CEMENT SUBSTITUTE WITH A MAXIMUM 20%
SUBSTITUTION RATE ON A POUND-PER-POUND BASIS.
5. SLAG CEMENT MAY BE USED AS A SUBSTITUTE FOR PORTLAND CEMENT WITH A MAXIMUM
50% SUBSTITUTION RATE ON A POUND-PER-POUND BASIS WITH THE EXCEPTION OF CLASS
E CONCRETE, WHICH SHALL BE LIMITED TO 30%.
6. WHEN SLAB CEMENT AND FLY ASH ARE USED IN THE SAME CONCRETE MIX, THE MAXIMUM
SUBSTITUTION RATES SHALL COMPLY WITH THE FOLLOWING:
PORTLAND CEMENT/SLAG/FLY ASH RATIO:
CLASS E EXTERIOR CONCRETE 70% / 20% / 10%
ALL OTHER CLASSES 50% / 30% / 20%
7. FOR CONCRETE TO BE CAST DURING COLD WEATHER, THE MAXIMUM SUBSTITUTION RATE
FOR SLAG CEMENT SHALL BE 30%. IF SLAG CEMENT AND FLY ASH ARE USED IN THE SAME
MIX, THE MAXIMUM SUBSTITUTION RATES SHALL COMPLY WITH A RATIO OF PORTLAND
CEMENT/SLAG/FLY ASH OF 70% / 20% / 10%.
8. PROPORTION CONCRETE MIXES TO PROVIDE WORKABILITY AND CONSISTENCY TO PERMIT
CONCRETE TO BE WORKED READILY INTO THE CORNERS AND ANGLES OF THE FORMS
AND AROUND REINFORCEMENT BY THE METHODS OF PLACEMENT AND CONSOLIDATION
TO BE EMPLOYED, WITHOUT SEGREGATION AND EXCESSIVE BLEEDING.
9. ADJUSTMENTS TO THE APPROVED MIX DESIGNS MAY BE REQUESTED BY THE
CONTRACTOR WHEN JOB CONDITIONS, WEATHER, TEST RESULTS, OR OTHER
CIRCUMSTANCES WARRANT. THESE REVISED MIX DESIGNS SHALL BE SUBMITTED TO THE
ARCHITECT/ENGINEER FOR APPROVAL PRIOR TO USE.
PODIUM TOPPING SLAB OVER PRECAST STRUCTURE
COMPRESSIVE STRENGTH 5000 PSI
MAXIMUM WATER/CEMENT RATIO 0.40
AIR CONTENT 0-3 PERCENT
WATER-REDUCING ADMIXTURE REQUIRED
SLUMP 5" TO 8"
MINIMUM CEMENTITIOUS MATERIAL CONTENT 658 LB/CU YD
CONCRETE REINFORCING
1. Reinforcement, other than cold drawn wire for spirals and welded wire fabric, shall have deformed
surfaces in accordance with ASTM A305.
2. Reinforcing steel shall conform to ASTM A615, Grade 60, unless noted.
3. Welded wire fabric shall conform to ASTM A1064, unless noted.
4. Epoxy-coated reinforcing steel shall conform to ASTM A775.
5. Where hooks are indicated, provide standard hooks per ACI and CRSI for all bars unless other
hook dimensions are shown on the plans or details.
6. Reinforcement in footings, walls and beams shall be continuous. Lap bars a minimum of 40
diameters, unless noted otherwise.
7. Reinforcement shall be supported and secured against displacement in accordance with the CRSI
'Manual of Standard Practice'.
8. Details of reinforcing steel fabrication and placement shall conform to ACI 315 'Details and
Detailing of Concrete Reinforcement' and ACI 315R 'Manual of Engineering and Placing Drawings
for Reinforced Concrete Structures', unless otherwise indicated.
9. Spread reinforcing steel around small openings and sleeves in slabs and walls, where possible,
and where bar spacing will not exceed 1.5 times the normal spacing. Discontinue bars at all large
openings where necessary, and provide an area of reinforcement, equal to the interrupted
reinforcement, in full length bars, distributing one-half each side of the opening. Where shrinkage
and temperature reinforcement is interrupted, add (2) #5 x opening dimension + 4'-0" on each side
of the opening. Provide #5 x 4'-0" long diagonal bars in both faces, at each corner of openings
larger than 12" in any direction.
10. Provide standees for the support of top reinforcement for footings, pile caps, and mats.
11. Provide individual high chairs with support bars, as required for the support of top reinforcement
for supported slabs. Do NOT provide standees.
12. Provide snap-on plastic space wheels to maintain required concrete cover for vertical wall
reinforcement.
13. Where walls sit on column footings, provide dowels for the wall. Dowels shall be the same size
and spacing as the vertical wall reinforcement, unless noted otherwise, with lab splices as shown
on the application sections. Install dowels in the footing forms before concrete is placed. Do NOT
stick dowels into footings after concrete is placed.
14. Field bending of reinforcing steel is prohibited, unless noted on drawings.
15. Minimum concrete cover over reinforcing steel shall be as follows, unless noted otherwise on plan,
section or note:
MINIMUM COVER FOR REINFORCEMENT
SUSPENDED SLABS AND JOISTS
MINIMUM COVER
TOP & BOTTOM BARS FOR DRY CONDITIONS:
#11 BARS & SMALLER
#14 & #18 BARS
3/4"
1 1/2"
FORMED CONCRETE SURFACES EXPOSED TO EARTH, WATER, OR WEATHER,
AND OVER OR IN CONTACT WITH SEWAGE AND FOR BOTTOMS BEARING ON
WORK MAT, OR SLABS SUPPORTING EARTH COVER:
#5 BARS & SMALLER
#6 THROUGH #18 BARS 2"
1 1/2"
BEAMS & COLUMNS, FORMED
FOR DRY CONDITIONS:
STIRRUPS, SPIRALS & TIES
PRINCIPAL REINFORCEMENT
1 1/2"
2"
EXPOSED TO EARTH, WATER, SEWAGE, OR WEATHER:
STIRRUPS & TIES
PRINCIPAL REINFORCEMENT
2"
2 1/2"
WALLS
FOR DRY CONDITIONS:
#11 BARS & SMALLER
#14 & #18 BARS
3/4"
1 1/2"
FORMED CONCRETE SURFACES EXPOSED TO EARTH,
WATER, SEWAGE, WEATHER, OR IN CONTACT WITH GROUND 2"
FOOTINGS & BASE SLABS
AT FORMED SURFACES & BOTTOMS BEARING ON
CONCRETE WORK MAT 2"
3"AT UNFORMED SURFACES & BOTTOMS IN CONTACT
WITH EARTH
TOP OF FOOTINGS SAME AS SLABS
OVER TOP OF PILES 2"
REINFORCED MASONRY NOTES
1. All construction of reinforced masonry walls to be in accordance with the Building Code Requirements
for Concrete Masonry Structures (ACI 530) and Commentary.
A) f'm = 2000 PSI
B) Maximum height of masonry lift: 5'-0"
C) Maximum height of grout lift: 5'-0"
D) See Specifications for additional masonry wall information.
2. CONCRETE BLOCK: Minimum compressive test strength on the net cross-sectional area: 2800 PSI.
3. MORTAR: Type S required.
4. GROUT: ASTM C476, 2500 PSI with a slump of 8" min. and 11" max.
5. REINFORCING: fy = 60000 PSI with a min. lap of 48 bar diameters.
LINTEL SCHEDULE
A) Brick:
1) For 6" thick block:
Where lintels are not specifically shown or noted on the Structural or Architectural Drawings, provide
the following lintels over all openings and recesses in both interior and exterior non-load-bearing walls.
Masonry Opening Angle Size
Up to 5'-0" L4x4x5/16
Over 5'-0" & up to 7'-0" L6x4x5/16
Over 7'-0" & up to 12'-0" L7x4x3/8
All angles are LLV (long leg vertical), unless noted otherwise. Provide 1" of bearing per foot of span
each end with minimum 8".
B) Block: For openings up to 8'-0" long exposed in the finished room, use lintel block filled with grout.
Grout all exposed joints and reinforce as follows:
1 -#5 bar
2) For 8" thick block: 2 -#5 bars
3) For 10" thick block: 2 -#6 bars
4) For 12" thick block: 2 -#6 bars
C) Block: For openings over 8'-0" & up to 12'-0" long exposed in the finished room, use lintel block filled
with grout. Grout all exposed joints and reinforce per the "Long Masonry Lintel Detail" on the Typical
Masonry Detail Drawing.
1.
Over 12'-0" Contact E.O.R.
POST-INSTALLED DOWELS & ANCHOR BOLTS/RODS
1. All reinforcing steel and threaded rod anchors to be installed in a 2-part chemical anchoring system
shall be treated as follows:
A. Drill holes larger than bar or rod to be embedded. Coordinate hole diameter with Manufacturer's
recommendations.
B. Holes must be cleaned and prepared in accordance with Manufacturer's recommendations.
C. When reinforcing steel is encountered during drilling for installation of anchors; stop drilling, use a
sensor to locate the reinforcing in the surrounding area and install anchor(s) as close as possible
to the original location. Contact the Structural Engineer of Record (SER) for direction when the
revised location is more than 2" from the original location, or when the original function of the
anchorage is significantly altered. When in doubt, contact the SER for direction.
D. Drill the hole a minimum of 15 bar diameters or as shown on the plans.
E. Use a 2-part adhesive anchoring system, Hilti HY-200, or approved equal.
F. For anchorage into hollow substrate, use Hilti HY-270, or approved equal.
G. Reinforcing steel dowels shall be ASTM A615, Grade 60, unless noted.
H. Anchor rods shall be Hilti HAS-V-36, unless noted. Provide finish as noted on the Drawings. If not
noted, provide hot-dip galvanized finish for interior applications. Provide stainless steel finish for
all exterior applications, unless noted.
2. When column anchor bolts have been omitted, or damaged by construction operations, the Contractor
must obtain the written approval of the Structural Engineer of Record prior to repair or replacement.
A. As a precaution, the affected column must be guyed and braced after repair for the balance of the
erection period.
B. As an alternate to guying and bracing, the Contractor may at his option, employ a testing agency to
perform a tensile pull test to confirm the strength for the repaired or replaced anchor bolt. The tensile
proof load must exceed 1.33 x the design load of the original anchor without causing distress of the
anchor bolt or the surrounding concrete. Reference the following table for the minimum proof loads:
3/4" diameter: 12.8 kips
7/8" diameter: 17.4 kips
1" diameter: 22.7 kips
Note: Values listed above are for ASTM F-1554, Grade 36 material. When higher grade or
strength materials are specified, refer to the AISC Steel Design Guide 1, Table 3.1 for minimum
allowable loads to be multiplied by 1.33.
C. When affected anchor bolts are part of a fixed moment resisting column base, such as those in
moment-resisting space frames, canopies, or fixed-base installations, the repaired anchor bolts
must be proof-loaded, or the affected column footing and/or pier replaced in its entirety.
D.
E.
When affected anchor bolts are part of a braced frame the affected column footing and/or pier
must be replaced in its entirety.
Prior to erection, the controlling Contractor must provide written notification to the Steel Erector if
there has been a repair, replacement or modification of the anchor bolts for that column.
1 1/8" diameter: 28.8 kips
1 1/4" diameter: 35.6 kips
ANCHORED MASONRY VENEER
1. Reference architectural drawings and specifications for additional masonry veneer notes and/or
requirements.
2. Mortar shall comply with ASTM C 270, Type N.
3. Provide a minimum 1" air space between an anchored masonry veneer and any backing wall or
wall sheathing. Reference Architectural Drawings for specific dimensions.
4. Masonry anchor minimum W1.7 (9 Gauge, MW11) adjustable wire anchors, Hot-dipped
galvanized, two-piece per ASTM A-153, Class B-2.
5. Unless otherwise noted, provide minimum one veneer anchor per 2.67 FT² of wall area. Maximum
vertical spacing is 18" o/c. maximum horizontal spacing is 32" o/c.
6. Every narrow anchored masonry veneer pilaster, such as those between openings or adjacent to
expansion joints, shall have a minimum of (2) vertical columns of anchors to the backing wall.
7. Laying an anchored masonry veneer tight to penetrating elements such as cantilevered balcony
beams, signage supports, sleeves, etc. is strictly prohibited. Allowance for the differential
movement between the veneer and any veneer penetrations thru proper flashing and/or caulking
details is essential and required.
8. Where a wood-framed stud wall backs up a non-structural anchored masonry veneer, ties must be
fastened to the wood framing members using screws meeting the requirements of the tie
manufacturer. Where the tie manufacturer allows the use of nails, ring shank nails must be used.
Smooth shank nails may never be used to attach masonry ties to wood framing. Even if the tie
manufacturer allows the use of nails, for brick over 30' in height, screws must be used to fasten
ties to the wood framing for the full height of the veneer. Anchors must be attached to wood studs
through the sheathing, notto the sheathing alone.
9. In accordance with ACI 530, anchored masonry veneer, that exceeds the 30' limit (38' at a gable)
in height of the prescriptive requirements of ACI 530 6.2.2, has been designed in accordance with
the Rational Method of ACI 530 6.2.1. Where the Rational Method of ACI 530 6.2.1 has been used,
the following additional requirements apply:
9.1.Ties are to be a minimum 14 gauge adjustable wire anchors, hot-dipped galvanized, two-piece
anchors that allow for a minimum 3" of vertical movement/adjustability. Install ties near bottom of
slot to accommodate the combined effect of wood shrinkage and clay masonry expansion.
9.2.Ties are to be no more than 16" o/c vertically and 24" o/c horizontally with no more than two
square of feet tributary area per tie.
9.3.All flashing and caulking details for doors and windows and all penetrations thru the veneer shall
be done in a way that takes into consideration the differential movement between the shrinkage of
the framing and the expansion of the anchored masonry veneer. For a backing of light wood
framing, see the Wood Shrinkage Notes.
STEEL CONNECTION NOTES
1. Typical beam-to-beam and beam-to-column connections shall be bearing type using A325 bolts, unless
noted otherwise.
2. Shop connections unless otherwise shown, may be either bolted or welded. All field connections shall
be bolted unless otherwise shown on the Structural Drawings.
3. Connections shall be designed by the Steel Fabricator to support the reactions shown on the framing
plan(s). Simple span connections without reactions listed on the Structural Drawings shall be designed by
the Steel Fabricator in accordance with Table 3-6 of the AISC "Manual of Steel Construction, 14th
Edition". For composite beams where reactions are not indicated, design connections for 75% of the
Maximum Total Uniform Load ASD value for the applicable beam size and span given in Table 3-6. For
non-composite beams, design connections for 50% of the tabulated ASD value.
4. All beam-to-beam connections shall be double angle, unless shown or noted otherwise.
5. All beam-to-column connections shall be at the column centerline, unless noted otherwise. Shear tab
connections to tubes are permitted unless otherwise noted or detailed.
6. Typical beam-to-beam, and beam-to-column field-bolted connections may be tightened to the snug-
tight condition, unless otherwise shown or noted.
7. All welding shall be in conformance with AWS D1.1, using E70XX electrodes, unless shown or noted
otherwise. Welding, both shop and field, shall be performed by welders certified for the weld types and
positions involved according to the current edition of AWS D1.1. Perform all AESS welds with care to
provide a clean, uniform appearance.
8. Backup bars required for welded connections shall be continuous.
9. Holes in steel shall be drilled or punched. All slotted holes shall be provided with smooth edges. Burning
of holes in structural steel shall not be allowed without approval of the Structural Engineer of Record.
10. The minimum thickness of all connection material shall be 5/16" unless noted.
11. Continuous bent plate and angle closures, roof edges, diaphragm chords, etc. around perimeter of the
floor and roof, as well as around openings shall be welded with a minimum 1/4" fillet weld x 3" long at
12" o.c., top & bottom, unless noted otherwise. Butt weld joints in continuous diaphragm chord for
continuity. For continuous perimeter angles and bent plates perpendicular to and connected to the top
chords of joists, provide a minimum 3" of 1/4" weld at each joist. Continuous angle and bent plate
closures may be shop-applied to the supporting structural members only when requested and
approved by Structural Engineer of Record.
12. Where steel beams are called to have wood nailers supporting wood floor or roof framing, provide 1/2"
diameter carriage bolts spaced at 24" on center and staggered each side of the beam web, unless
noted otherwise. Carriage bolts may be over-tightened to compress the rounded head in the nailer to
facilitate installation of continuous band/rim joists, rafters, trusses, etc.
13. A qualified independent Testing Agency shall be retained to perform inspection and testing of structural
steel field weldaments as follows:
WELD INSPECTION SCHEDULE
COMMENTS
ROOT PASS AND
FINISHED WELD
REFERENCE
NOTE 'E' BELOW
ALL FULL PENE-
TRATION WELDS
WELD TYPE
FILLET (SINGLE
PASS)
FILLET
(MULTIPLE PASS)
FLARE BEVEL/
FLARE V
GROOVE (PARTIAL
PENETRATION)
GROOVE (FULL
PENETRATION)
VT MT UT PT CRT
25% - - - -
50% - - -
25% - - - -
100% - - -
100% - - -
100%
100%
25%
A) Test procedures:
VT = Visual Test (inspection)
MT = Magnetic Particle Test: ASTM E109, cracks or incomplete fusion or penetration not acceptable.
UT = Ultrasonic Test: ASTM E164.
PT = Penetrant Test: ASTM E165.
RT = Radiographic Test: ASTM E94 and ASTM E142, min. quality level 2-21.
B) Acceptance standards in AWS D1.1 shall be followed for each test procedure.
C) Test procedures may be substituted to meet feasibility requirements of test based upon weld geometry
or other factors with the approval of the Structural Engineer of Record.
D) Samples shall occur at random locations; additional tests may be required at locations noted on the
Drawings.
E) Groove welds include square, bevel, V, U, and J grooves including single and double pass types.
Partial penetration square groove welds at end seal plates of tubular members do not require inspection.F)
Weld Procedure Specifications (WPS) shall be produced and maintained in accordance with AWS D1.1.G)
The independent Testing Agency shall have access to all WPS's during the course of testing and
For highly-restrained welded joints, especially in thick plates and/or heavy structural shapes, details theH)
welds so that shrinkage occurs as much as possible in the direction the steel was rolled. Refer to the
AISC Manual for preferred welded-joint arrangements that reduce the possibility for lamellar tearing.
Members scheduled to receive highly-restrained connections shall be tested by the independent
Testing Agency by Ultrasonic Testing prior to commencing welding.
In addition to inspection requirements for fillet welds in Table above, 100% of field welding of diagonalI)
bracing members to gusset plates shall be visually inspected (VT).
inspection.
AGGREGATE PIER SYSTEM
1. Soil supporting foundations shall be improved using aggregate piers to provide soil characteristics as
follows:
Allowable Bearing Capacity: 7,000 PSF
Estimated Total Long-Term Settlement: 1.0 inch maximum
Estimated Differential Settlement: 0.5 inch maximum
2. The Aggregate Piers shall be constructed by augering a 20-inch to 36-inch diameter cavity to the design
depth and compacting thin lifts of aggregate using the specially designed tamper head and high-energy
densification equipment to create the compacted aggregate piers.
3. The General Contractor shall coordinate all foundation and slab bearing elevations and site grading
requirements with the aggregate pier installer prior to commencement of aggregate pier installation.
4. The as-built center of each pier shall be within six inches of the location indicated on the reviewed shop
drawing/delegated design submittal. The top of each pier shall be not more than 1 inch above and not
more than 3" below the design bearing elevation. Piers installed outside of these tolerances and deemed
not acceptable by the Structural Engineer shall be rebuilt at no additional expense to the Owner.
5. Aggregate Piers installed beyond the maximum allowable tolerances shall be abandoned and replaced
with new piers, unless the Engineer approves other remedial measures.
6. The General Contractor shall engage an Independent Testing Agency to continuously monitor the
installation and required testing of all Aggregate Piers.
7. The Aggregate Pier Installer shall provide on a daily basis, complete and accurate records of all
aggregate pier installations to the General Contractor. The records shall indicate the pier location,
length, volume of aggregate used or number of lifts, densification forces during installation, and final
elevations and depths of the base and top of piers. The record shall also indicate the type and size of the
equipment used, and the type of aggregate used. The Installer shall immediately report to the General
Contractor, the Structural Engineer and Independent Testing Agency, any unusual conditions
encountered during installation.
8. The General Contractor shall coordinate all excavations made subsequent to the aggregate pier
installation so that excavations do not encroach on the piers. Protection of the completed aggregate pier
elements is the responsibility of the General Contractor. In the event that utility excavations are required
in close proximity to the installed aggregate piers, the General Contractor shall immediately contact the
Aggregate Pier delegated design professional to develop construction solutions to minimize the impact
on the installed piers.
PRECAST / PRESTRESSED HOLLOW CORE
PLANK NOTES
1. The design, fabrication and erection of all precast/prestressed hollow core concrete slabs shall be the
responsibility of the Hollow Core Manufacturer.
A. 3" nominal thickness
2. Hollow Core plank shall be designed by the Manufacturer in accordance with ACI 318 and PCI MNL-116,
for the loads indicated on the Plans and Design Criteria, as well as for all handling and erection loads.
3. The Hollow Core Manufacturer shall be PCI-Certified Plant and shall maintain detailed fabrication and
quality control procedures.
4. The Hollow Core Manufacturer shall submit calculations and shop drawings, bearing the seal and
signature of a professional engineer registered in the State of Indiana, for all hollow core planks,
inserts, bearing pads, openings and anchors. Refer to the Specialty Structural Engineer (SSE) notes
for additional requirements.
5. All hollow core concrete shall have a minimum 28 day compressive strength of 5000 psi. Minimum
compressive strength at transfer of prestressing force shall be 3500 psi. Concrete permanently
exposed to weather shall be air-entrained to 5% (±1%) with an admixture conforming to ASTM C260.
6. All hollow core concrete topping shall have a minimum 28 day compressive strength of 4000 psi,
unless otherwise required by the Hollow Core Manufacturer. Concrete toppings shall have the
following maximum aggregate size:
3/4"
B. 2" nominal thickness 1/2"
C. 1" nominal thickness 3/8"
D. Less than 1" thickness Use Gypcrete 2000 Gypsum Floor Underlayment or
other non-structural, self-leveling topping
7. The Hollow Core Manufacturer shall provide minimum clear cover to reinforcing in accordance with ACI 318.
8. Small openings for the mechanical, plumbing and electrical penetrations shall be core-drilled through
hollow cells only, in accordance with the Hollow Core Mfr's recommendations. No prestressing strands
are to be cut when core drilling holes. Coordinate all openings not shown on the Structural Drawings
with the respective trades prior to preparation of shop drawings. The Hollow Core Manufacturer shall
provide additional reinforcement as required. For large openings (up to 48" in width), the Hollow Core
Manufacturer shall furnish structural steel headers to support the interrupted slab and transfer loads to
the adjacent slabs. Adjacent slabs shall be designed to support the transferred load from the header.
9. The Contractor is responsible for keeping the hollow cores of the plank dry and free of water and ice at
all times. Drill 1/2" diameter holes near the ends of each core if required to prevent from filling with
water during construction.
10. All keyways between slabs and bearing ends of planks shall be grouted solid with a 1:3 (cement:sand)
grout. Grout in keyways must be allowed to cure before topping is placed, to prevent cracking of the
topping. Grout leakage should be removed before it hardens on finished ceiling areas.
11. All weld plates, inserts, anchors, welding, lifting hardware, grout sleeves, etc. shall be designed and
provided by the Hollow Core Manufacturer. Unless otherwise noted, all connections exposed to the
weather shall be hot-dip galvanized in accordance with ASTM A153.
12. All hollow planks supported by masonry or concrete shall bear on continuous 1/8" thick Korolath multi-polymer
plastic, or 1/8" thick tempered Masonite hardboard strips as standard with the Hollow Core Manufacturer.
13. The Contractor shall set screeds for topping slabs based on the nominal topping thickness measured
at end bearings, not at the center of the cambered plank. Where actual camber exceeds the
tolerances for the camber specified in the Project Manual, contact the Structural Engineer of Record for
direction before proceeding with the pour.
14. The Contractor shall grout the spaces between the bottom of the cambered planks and the top level
parallel masonry walls and/or steel beams, unless noted otherwise. Grout shall be non-shrink, non-
metallic grout, installed by the dry-pack method, unless otherwise approved.
The Contractor shall consider the effects of camber and tolerance on the minimum topping thickness
and limit the size of large aggregate accordingly. The Contractor shall field measure/survey top of
precast surfaces prior to casting the topping to verify topping thickness and control flatness tolerances.
STRUCTURAL STEEL NOTES
1. Structural steel construction shall conform to the American Institute of Steel Construction
"Specification for Structural Steel Buildings".
2. All structural wide flange members shall be ASTM A992, Fy=50 ksi
3. All steel plate shall be ASTM A572, Grade 50 unless noted.
4. All plates, channels, bars, angles, and rods shall be ASTM A36, unless noted.
5. All rectangular structural tube members shall be ASTM A500, Grade C, Fy = 50 ksi unless noted.
6. All round structural tube members shall be ASTM A500, Grade C, Fy = 46 ksi unless noted.
7. Details for design, fabrication and erection of all structural steel shall be in accordance with the
latest AISC Standards, unless otherwise noted or specified.
8. Provide temporary erection guying and bracing as required.
9. Unless otherwise shown or noted on the Drawings, provide 8" minimum bearing each end for all
loose lintels and beams.
10. For loose lintels, masonry shelf angles and other such items generally not shown on the Structural
Drawings, refer to the Architectural Drawings. See general notes on lintels this sheet for sizes,
reinforcing, etc.
11. Steel columns below grade shall be encased in a minimum of 4" concrete or painted with 2 coats
of asphaltum paint, unless otherwise shown.
12. Fabricate simple span beams not specifically noted to receive camber so that after erection, any
minor camber due to rolling or shop assembly be upward.
13. Refer to the Division 5 Structural Steel Specification of the Project Manual for structural steel
surface preparations and prime painting requirements.
14. The Erector shall shim between parallel roof beams and joists with differential mill and induced
cambers for level deck bearing.
15. Provide cap plates/end plates to close off exposed, open ends of all tubular members, unless
noted. Seal weld with partial penetration square groove welds for watertight condition.
STEEL DECK NOTES
1. All steel deck material, fabrication and installation shall conform to the Steel Deck Institute "SDI
SHORT FORM SPECIFICATIONS" and "SDI CODE OF STANDARD PRACTICE," current edition,
unless noted.
2. Provide members for deck support at all deck span changes. Provide L3x3x3/16 deck support at all
columns where required.
3. All deck shall be provided in a minimum of 3-span lengths where possible.
4. All welding of steel deck shall be in conformance with AWS Specification D1.3.
5. Substitution of fiber secondary reinforcement for welded wire fabric on supported slabs is prohibited.
6. Do not suspend any items, such as ductwork, mechanical and electrical fixtures, ceilings, etc. from
steel deck.
7. Roof deck sidelaps shall be attached at ends of cantilevers and at a maximum spacing 12" o.c. from
cantilevered roof deck ends. The roof deck must be completely fastened to the supports and at the
sidelaps before any load is applied to the cantilever.
8. Submit shop drawings for review of general conformance to design concept in accordance with
Specifications in the Project Manual. Erection drawings shall show type of deck, shop finish, accessories,
method of attachment, edge details, deck openings and reinforcement, and sequence of installation.
9. Installation holes shall be sealed with a closure plate 2 gauges thicker than deck and mechanically
fastened to deck. Steel deck holes visible from below will be rejected. Deck units that are bent,
warped, or damaged in any way which would impair the strength and appearance of the deck shall be
removed from the site.
10. Where gauge metal pourstops are indicated, supply pourstops designed to meet, or exceed the
gauges listed in the SDI Pourstop Selection Table (min. 18 ga.) as required for slab depth, concrete
weight, and cantilever distance, unless noted otherwise.
11. The Erector shall shim between parallel roof beams and joists with differential mill and induced
cambers for level deck bearing.ARCHITECTCLIENT PROJECT DRAWING TITLE SEAL SHEET PROJECT INFO REVISIONS ENGINEERTHE SIGNATURECARMELCARMEL, INSTRUCTURAL NOTES& SCHEDULES20010
4/23/2021
PERMIT SET
S001
10/12/21