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EXISTING CONSTRUCTION
The Contractor shall field verify the dimensions, elevations, etc. necessary for
the proper construction and alignment of the new portions of the work to the
existing work. The Contractor shall make all necessary measurements for
fabrication and erection of the structural members. Any discrepancy shall be
brought to the attention of the Structural Engineer of Record (SER).
Before proceeding with any work within the existing facility, the Contractor shall
familiarize himself with existing structural and other conditions. Any shoring
shown or noted on the Plans is a partial and schematic representation of that
required. It shall be the Contractor's responsibility to provide al) necessary
bracing, shoring, and other safeguards to maintain all parts of the work in a
safe condition during the progress of demolition and construction, and to
protect from damage those portions of the existing work which are to remain.
Shoring shall remain in place until the structural work is complete, has been
inspected by the Testing Agency, and is certified to be in substantial
compliance with the Contract Documents.
When required by the Specifications or by Plan Note, the Contractor shall
submit for the SER's review, a"Proposed Shoring Plan", induding, but not
limited to: plans, sections, details, notes, description of proposed sequence of
work, and calculations prepared by, or under the supervision of a Specialty
Structural Engineer (SSE). The SSE shall be registered in the State where the
project is located.
Welding to and within an existing facility presents potential hazards including:
A. Fire Nazard-Due to the existing construction and building contents.
B. Structural Liquifaction-Due to welding across the full section of the
structural members.
Recommendations to prevent these hazards include:
A. Fire Hazard-Protect existing combustibles prior to welding. Keep a
separate watchman and several fire extinguishers on hand.
B. Structural Liquifaction-weld in small increments. Allow welds to
harden before continuing to the next increment.
C. Do not leave the site until satisfied that no fire hazard exists.
D. Preference should be given to the use of beam clamps, mechanical
fasteners, or bolted connections in lieu of welding within existing
facilities, whenever possible. Do not field-drill existing structural
members without the written permission of the SER.
COORDINATION WIT�-I
OTHER TRADES
The Contractor shall coordinate and check all dimensions relating to Architec-
tural 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.
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 Structura) Work.
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 SER.
Mechanical and electrical openings through supported slabs and walls, 8"
diameter, or larger not shown on the Structura) Drawings must be approved by
the SER. Openings less than 8" diameter shall have at least 1'-0" clear
between openings, unless approved in writing by the SER.
Verify locations and dimensions of inechanical and electrica) openings through
supported slabs and walls shown on the Structural Drawings with the Mechanical
and Electrical Contractors.
Do not install conduit in supported slabs, slabs on grade, or concrete walls
unless ex licitl shown or noted on the Structural Drawin s.
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Do not suspend any items, such as ductwork, mechanical or electrical fixtures,
ceilings, etc. from steel roof deck or wood roof sheathing.
The Mechanical Contractor shall verify that mechanical units supported by 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.
If the Drawings and Specifications are in conflict, the most stringent restrictions
and requirements shall govern.
GE�EI�:AL NOTES
1. The Contractor shall be responsible for complying with all safety precautions
and regulations during the work. The SER will not advise on, nor issue
direction as to safety precautions and programs.
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
the bracing, shoring, temporary supports, etc. is the sole responsibility of the
Contractor.
3. The SER shall not be responsible for the methods, techniques, and sequences
of procedures to perform the Work. The supervision of the Work is the sole
responsibility of the Contractor.
4. The 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 SER.
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 shal) not
exceed the safe load-carrying capacity of the structural members. The live
loads 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 permanent bracing is in place.
7. All ASTM and other referenced standards and codes are for the latest editions
of these publications, unless noted otherwise.
8. Shop Drawings and other items shall be submitted to the SER for review prior
to fabrication. All shop drawings shall be reviewed by the Contractor before
submittal. The SER's review is to be for 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), unless the use of electronic submittals has been addressed in
the Specifications or approved by the SER in writing. In no case shall
reproductions of the Contract Documents be used as Shop Drawings. As a
minimum, submit the following items for review:
A. Concrete Mix Design(s).
B. Reinforcing Steel Shop Drawings.
C. Structural Steel Shop Drawings.
D. Steel Joist Shop Drawings.
E. Steel Deck Shop Drawings.
F. Pre-Engineering Cold-Formed Steel Truss Systems.
G. Cold-Formed Steel Framing Systems.
10. Resubmitted Shop Drawings: Resubmitted shop drawings are reviewed only for
responses to comments made in the previous submittal.
11. When calculations are included in the submittal 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 their 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 warrant 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 SER.
14. When modifications are proposed to structural elements under the design and
certification of a SSE, written authorization by the SSE must be obtained and
submitted to the SER for review prior to performing the proposed modifications.
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DESIGN CRITERIA
DESIGN STANDARDS: The intended design standards are as follows:
General The 2014 Indiana Code (2012 International
Building Code [IBC] with Indiana Amendments)
Concrete ACI 318
Masonry TMS 402
Steel AISC Manual, Allowable Stress Design (ASD)
Steel Joists Steel Joist Institute (SJI)
Steel Deck Steel Deck Institute (SDI)
Cold-Formed Metal AISI-ASD
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
noted otherwise.
DEAD �OADS: 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, roofs, 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.
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. Equipment Platform 125 --
B. Stairs & Exits
1. Typical 100 300 on A=4 sq. in.
4. 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 collatera) load is in addition to the weight of inechanical unites,
larger piping (greater than 4" diameter) and suspended fixtures or equipment
that have been specifically accounted for in the design.
5. CONCENTRATED �OADS:
All single panel points of the lower chord of exposed roof trusses or any point
along the primary structural members supporting roofs over all other occupancies
shall be capable of carrying safely a suspended concentrated load of not less
than 200 LBS in addition to dead load, unless noted.
6. HANDRAIL 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
Balusters, Fillers, etc. normal load on an area not to
exceed 1 SF, not superimposed
with those of handrail assem's.
7. ROOF �IVE/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 22 PSF
Snow Exposure Factor, Ce 1.0
Risk Category (IBC Table 1604.5) III
Snow Importance Factor, Is 1.1
Thermal Factor, Ct 1.0
B. Minimum Roof Live Load 20 PSF
C. Overhanging Eaves & Projections 30 PSF
1. Sloped roof snow loads calculated in accordance with Sec. 7.4,
ASCE 7.
2. Unbalanced roof snow loads calculated in accordance with Sec. 7.6,
ASCE 7. Structural Specialty Engineers (SSE) must consider unbalanced
snow loads in the design of pre-engineered trusses, frames, skylights,
curtain walls, cold-formed stee) framing, canopies, etc.
3. Drift loads calculated in accordance with Section 7.7, ASCE 7.
8. LATERAL LOADS: Lateral loads were computed using the following criteria:
A. Wind Load
Ultimate Design Wind Speed, Vult 120 MPH
Nominal Design Wind Speed, Vasd 93 MPH
Wind Exposure Category B
Risk Category (IBC Table 1604.5) III
Internal Pressure Coefficient, GCpi ±0.18
B. Seismic Load
Site Class C
Risk Category (IBC Table 1604.5) III
Seismic Importance Factor, le 1.25
Mapped Spectral Response Acceleration, Ss 0.147g
Mapped Spectral Response Acceleration, S1 0.082g
Design Spectral Response Acceleration, Sds 0.118g
Design Spectral Response Acceleration, Sd1 0.093g
Seismic Design Category, SDC B
Response Modification Factor, R 3
Seismic Response Coefficient, Cs 0.0492
Analysis Procedure Equivalent Lateral Force
Basic Seismic Force-Resisting System Steel Systems not
Specifically Detailed for
Seismic Resistance
9. 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.
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REINFORCED 11�IASONRY NOTES
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 the Specifications for additional masonry wall information.
CONCRETE BLOCK: Minimum compressive test strength on the net cross-
sectional area: 2800 PSI.
MORTAR: Type S required.
GROUT: ASTM C476, 2500 PSI with a slump of 8" min. and 10" max.
REINFORCING: fy = 60000 PSI with a min. lap of 48 bar diameters.
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FOUNDATIONS
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.
All engineered fill beneath slabs and over footings should be compacted to a
dry density of at least 93� of the Modified 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.
Compaction shall be accomplished by placing fill in approximate 8" lifts and
mechanically compacting each lift to at (east the specified minimum dry
density. For large areas of fill, field density tests shall be performed for each
2,000 square feet of building area for each lift as necessary to insure
adequate compaction is being achieved.
Column footings and wall footings to bear on firm natural soils or well-
compacted engineered fill with allowable bearing pressure of 2,500 PSF and
2,000 PSF for column and wall footings respectively.
It is essential that the foundations be inspected to ensure that all loose, soft,
or otherwise undesirable material (such as organics, existing uncontrolled fill,
etc.) is removed and that the foundations will bear on satisfactory material.
The Geotechnical Testing Agency shall inspect the subgrade and perform any
necessary tests to ensure that the actual bearing capacities meet or exceed
the design capacities. The Geotechnical Testing Agency shall verify the bearing
capacity at each spread column footing and every 10 feet on center for strip
footings prior to placement of concrete.
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.
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.
The Contractor shall layout the entire building and field verify all dimensions
prior to excavation.
For information regarding subsurface conditions, refer to the Subsurface
Investigation & Foundation Recommendation Report prepared by Alt & Witzig
Engineering, Inc., A&W Project No. 151N0178.
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 A185, unless noted.
4. 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.
5. Reinforcement in footings, walls and beams shall be continuous. Lap bars a
minimum of 36 bar diameters, unless noted otherwise.
6. Reinforcement shall be supported and secured against displacement in
accordance with the CRSI 'Manual of Standard Practice'.
7. 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.
8. 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.
9. Provide standees for the support of top reinforcement for footings, pile caps,
and mat foundations.
10. Provide individual high chairs with support bars, as required for the support of
top reinforcement for support slabs. Do not provide standees.
11. Provide snap-on plastic spacer wheels to maintain required cover for vertical
wall reinforcement.
12. 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 lap splices as shown on the applicable sections. Install dowels
in the footing forms before concrete is placed. Do not stick dowels into
footings after concrete is placed.
13. Field bending of reinforcing steel is prohibited, unless noted on the drawings.
14. Minimum concrete cover over reinforcing steel shall be as follows, unless noted
otherwise on plan, section or note:
MINIMUM COVER FOR RElNFORCEMENT
MINIMUM COVER, IN
SLABS AND JOISTS
TOP & BOTfOM BARS FOR DRY CONDITIONS:
� 11 BARS & SMALLER 3/"
� 14 &� 18 BARS 1 12"
FORMED CONCRETE SURFACES EXPOSED TO EARTN, WATER, OR WEATHER, AND
OVER OR IN CONTACT WITN SEWAGE AND FOR BOTTOMS BEARING ON WORK
MAT, OR SLABS SUPPORTING EARTH COVER:
#5 BARS & SMALLER 1 %"
�6 THROUGH �18 BARS 2"
BEAMS & COLUMNS, FORMED
FOR DRY CONDITIONS:
STIRRUPS, SPIRALS & TIES 1 %"
PRINCIPAL REINFORCEMENT 2"
EXPOSED TO EARTH, WATER, SEWAGE, OR WEATHER:
STIRRUPS & TIES 2"
PRINCIPAL REINFORCEMENT 2 %"
WA�LS
FOR DRY CONDITIONS:
� 11 BARS & SMALLER 3/"
�14 & #18 BARS 1 y"
FORMED CONCRETE SURFACES EXPOSED TO EARTH,
WATER, SEWAGE, WEATNER, OR IN CONTACT WITH 2"
GROUND
FOOTINGS & BASE SLABS
AT FORMED SURFACES & B0ITOMS BEARING ON 2»
CONCRETE WORK MAT
AT UNFORMED SURFACES & BOTfOMS IN CONTACT 3»
WITH EARTH
TOP OF FOOTINGS SAME AS SLABS
OVER TOP OF PI�ES 2"
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CAST IN PLACE CONCRETE
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.
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.
Not 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.
A certified Testing Agency shall be retained to perform industry standard testing
including measurement of slump, air temperature, concrete cylinder testing, etc.
to insure conformance with the Contract Documents. Submit reports to the
Architect/Engineer.
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.
A. Floor Slabs Trowel Finish
B. Ramps, Stairs, & Sidewalks Broom Finish
C. Surfaces to Receive Topping Slabs Float Finish
D. Surfaces to receive thick-set mortar Float Finish
beds or similar cementitious materials
Sample Finishes: See the Specifications for sample and mockup requirements,
if any.
Floor Tolerances: See the Specifications for specified Ff and FI tolerances. Ff
and FI 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 SER, measurement of the gaps
beneath a 10-foot straightedge may be used in lieu of Ff and FI 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 Rough Form Finish
B. Sides of Grade Beams 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 Engineer 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 columns shall have joints spaced a maximum
of 12'-0" apart. Layout joints so that maximum aspect ratio (ratio of long
side to short side) does not exceed 1.5.
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.
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.
11. Joints in slabs to receive a finish floor may remain unfilled, unless required by
the Finish Flooring Contractor. All exposed slabs shall be filled with sealant as
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 elastomeric
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, then 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 4" chamfers on exposed corners of
concrete except those abutting masonry.
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.
15. Sidewalks, stoops, aprons, 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
finishing details.
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POST-INSTALLED DOWELS &
ANCI�OR BOLTS/RODS
All reinforcing steel and threaded rod anchors to be installed in 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 requirements.
B) Holes must be cleaned and prepared in accordance with Manufac-
turer's requirements.
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 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 to a depth as shown on the drawings with a minimum
of 15 bar diameters.
E) Use a 2-part adhesive anchoring system, Hilti HIT-HY 200, or
approved equal.
F) For anchorage into hollow substrate, use Hilti HIT-HY 70, or
approved equal.
G) Reinforcing steel dowels shall be ASTM A615, Grade 60, unless
noted.
N) Anchor rods shall be ISO 898 5.8 (Nilti NAS-E), unless noted.
Provide finish as noted on the Drawings. If not noted, provide
zinc-coated finish for interior applications. Provide stainless
steel finish for exterior applications, unless noted.
When column anchor bolts/rods have been omitted, or damaged by
construction operations, the Contractor must obtain the written approval
of the SER prior to repair and/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 of the repaired or replaced anchor bolt/rod.
The tensile proof load must exceed 1.33 x the design load of the
original anchor without causing distress of the anchor bolt/rod or
the surrounding concrete. Refer to the following table for the
minimum proof loads:
a" diameter: 11.6 kips
8" diameter: 16.0 kips
1" diameter: 20.9 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 Manual of Steel Construction for minimum
allowable loads to be multiplied by 1.33.
C} When affected anchor bolts/rods 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/rods must be proof-loaded, or the affected column footing
and/or pier replaced in its entirety.
D� When affected anchor bolts/rods are 1 Y" diameter or larger, the
affected column footing and/or pier must be replaced in its
entirety.
E) When affected anchor bolts/rods are part of a braced frame, the
affected column footing and/or pier must be replaced in its
entirety.
F) 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/rods for that
column.
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CONCRETE MIX CLASSES
FOOTINGS
COMPRESSIVE STRENGTH 3000 PSI
MAXIMUM WATER/CEMENT RATIO 0.58
AIR CONTENT 0-3 PERCENT
WATER-REDUCING ADMIXTURE REQUIRED
SLUMP 5" TO 6 1/2"
FOUNDATION WALLS & PIERS
COMPRESSIVE STRENGTH 4000 PSI
MAXIMUM WATER/CEMENT RATIO 0.45
AIR CONTENT 0-3 PERCENT
WATER-REDUCING ADMIXTURE REQUIRED
SLUMP 5" TO 6 1/2"
INTERIOR CONCRETE SLABS
COMPRESSIVE STRENGTN 4000 PSI
MINIMUM CEMENTITIOUS MATERIAL CONTENT 517 LB/CU YD
AIR CONTENT 0-3 PERCENT
WATER-REDUCING ADMIXTURE REQUIRED
SLUMP 5" TO 6 1/2"
EXTERIOR CONCRETE SUBJECT TO FREEZE-THAW
COMPRESSIVE STRENGTH 4000 PSI
MINIMUM CEMENTITIOUS MATERIAL CONTENT 564 LB/CU YD
AIR CONTENT 6+/- 1 PERCENT
WATER-REDUCING ADMIXTURE REQUIRED
SLUMP 5" TO 6 1/2"
COARSE AGGREGATE CRUSHED STONE
�EAN CONCRETE FILL
COMPRESSIVE STRENGTH 2O00 PSI
MAXIMUM WATER/CEMENT RATIO 0.65
AIR CONTENT OPTIONAL
WATER-REDUCING ADMIXTURE NOT REQUIRED
SLUMP 4" TO 7"
SLUMP:
MIXES CONTAINING TYPE A WRDA 5 IN. MAXIMUM
MIXES CONTAINING MID-RANGE WRDA 5-6 %" IN.
MIXES CONTAINING HIGH-RANGE WRDA 5-8 IN.
SPECIFIED MINIMUM CEMENTITIOUS MATERIAL CONTENTS ARE BASED ON THE USE
OF WATER REDUCING ADMIXTURES.
INCLUDE AN AIR-ENTRAINING ADMIXTURE FOR ALL CONCRETE EXPOSED TO
FREEZING AND THAWING IN SERVICE AND FOR ALL CONCRETE EXPOSED TO CO�D
WEATHER DURING CONSTRUCTION, BEFORE ATTAINING ITS SPECIFIED DESIGN
COMPRESSIVE STRENGTN. REF. ACI 306 FOR DEFINITION OF COLD WEATHER.
CLASS C OR F FLY ASH MAY BE USED AS A CEMENT SUBSTITUTE WITH A
MAXIMUM 20% SUBSTITUTION RATE ON A LB. PER LB. BASIS.
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 METNODS OF PLACEMENT AND
CONSOLIDATION TO BE EMPLOYED, WITHOUT SEGREGATION AND EXCESSIVE
BLEEDING.
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 ARCNITECT/ENGINEER FOR APPROVAL PRIOR TO USE.
LI1`1TEL SC�EDITLE
1. 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.
A) Brick: Masonry Opening Angle Size
Up to 5'-0" L4 x 4 x 5/s
Over 5'-0" & up to 7'-0" L6 x 4 x 5�6
Over 7'-0" U x 4 x%
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) For 6" thick block: 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.
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. AIl plates, channels, bars, angles, and rods shall be ASTM A36, unless noted.
4. All structural tube members shall be ASTM A500, Grade B, unless noted.
5. Details for design, fabrication and erection of all structural steel shall be in
accordance with the latest AISC Standards, unless otherwise noted or specified.
6. Provide temporary erection guying and bracing as required.
7. Unless otherwise shown or noted on the Drawings, provide 8" minimum bearing
each end for all loose lintels and beams.
8. 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.
9. Steel columns below grade shall be encased in a minimum of 4" concrete or
painted with 2 coats of asphaltum paint, unless otherwise shown.
10. 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.
11. Refer to the Division 5 Structural Steel Specification of the Project Manual for
structural steel surface preparations and prime painting requirements.
12. The Erector shall shim between parallel roof beams and joists with differential
mill and induced cambers for (evel deck bearing.
13. 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 COI�TNECTION 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. Submit calculations for connections not detailed on the Structural Drawings and
not covered by the AISC Tables.
5. All beam-to-beam connections shall be double angle, unless shown or noted
otherwise.
6. All beam-to-column connections shall be at the column centerline, unless
shown or noted otherwise. Shear tab connections to tube columns are
permitted unless otherwise noted or detailed.
7. Typical bearing-type beam-to-beam, and beam-to-column field-bolted
connections may be tightened to the snug-tight condition, unless otherwise
shown or noted.
8. Bolted connections in moment frames, bracing connections, hangers and stub
columns, crane connections, and those designated PT (pretensioned) on the
Drawings shall be pretensioned joints utilizing tension-control (TC) bolts or
direct tension indicators. Holes for PT bolts shall be %6" larger than the bolt
diameter. All pretensioned joints must be inspected by the Testing Agency.
9. Connect bracing members for two components of stress unless otherwise
approved by the SER. Provide a minimum 2-bolt or welded field connection.
10. Locate centerlines of all vertical bracing members on column centerlines in
vertical plane and on column and beam centerlines in horizontal plane, unless
otherwise shown on the Structural Drawings.
11. 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.
12. Backup bars required for welded connections shall be continuous.
13. 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 SER.
14. The minimum thickness of all connection material shall be is", unless noted.
15. Continuous bent plate and angle slab closures, roof edges, diaphragm chords,
etc. around the perimeter of the floor and roof, as well as around openings
shall be welded with a minimum %" fillet weld x 3" long at 12" o.c., top &
bottom, unless noted otherwise. Butt weld joints in continuous diaphragm
chords for continuity. For continuous perimeter angles and bent plates
perpendicular-to and connected to the top chords of joists, provide a minimum
3" of %" weld at each joist. Continuous angle and bent plate dosures may
be shop-applied to the supporting structural members only when requested and
approved in writing by the SER.
16. A qualified independent Testing Agency shall be retained to perform inspection
and testing of structural steel field weldments as follows:
WELD INSPECTION SCI-�EDULE
WELD TYPE VT MT UT PT RT COMMENTS
FILLET 25% ROOT PASS AND
(SINGLE PASS) FINISNED WELD
FILLET 50� 25�
(MULTIPLE PASS) °
F�ARE BEVEL
FLARE V / 25�
GROOVE (PARTIA� REFERENCE NOTE
PENETRATION) 100% - 100% - - 'E' BELOW
GROOVE (FULL 100% 100� ALL FULL PENE-
PENETRATION) TRATION WELDS
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 SER.
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.
F) Partial penetration square groove welds at end seal plates of tubular
members do not require inspection.
G) Weld Procedure Specifications (WPS) shall be produced and maintained
in accordance with AWS D1.1. The independent Testing Agency shall have
access to all WPS's during the course of testing and inspection.
H} For highly-restrained welded joints, especially in thick plates and/or heavy
structural shapes, detail the 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.
I) In addition to inspection requirements for fillet welds in Table above, 100�
of field welding of diagonal bracing members to gusset plates shall be
visually inspected (VT).
STEEL STAIRS
1. Refer to the Design Criteria notes for live load and handrail requirements.
2. All stair designs shall be provided by the Stair Manufacturer�Fabricator's SSE
and shall be stamped by a Professional Engineer registered in the State of
Indiana. Stair designs shall be in accordance with all applicable code
provisions of the IBC.
3. The Stair Manufacturer/Fabricator's SSE shall provide the SER with drawings
showing location, direction and magnitudes of all stair load reactions on the
building structure for approval, prior to fabrication.
4. The Stair Manufacturer/Fabricator shall coordinate the transition between the
supported structural floor slab and the stair structure with the Structural Steel
Fabricator, prior to fabrication.
5. Refer to the Architectural Drawings for stair width, rise, run, tread and riser
geometry, handrail and guardrail design, shaft wall construction, etc.
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SCOPE DRAWINGS:
These drawings indicate the general scope of the project
in terms of architectural deslgn concept, the dimensions of
the building, the major architectural elements and the type
of strucfural, mechanical and elecfrical systems.
The drawings do not necessarily indicofe or describe alI
work required for full performonce and completion of ihe
requirements of the Contr�ct.
On the basis of the general scope indicoted or described,
the tr�de controctors shall fumish oIl items required for the
proper execution ond completion of Che work.
REVISIONS:
ISSUE DATE DRAWN BY CHECKED BY
04/14/15 JRV PAB
DRAWING TIT�E:
GENERAL
STRUCTURAL
NOTES
CERTIFIED BY:
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STEEL JOIST NOTES
�, All steel joists shall be designed, fabricated, and erected in accordance with
the SJI Standard Specifications.
2. Joist bridging (if shown) is schematically indicated. Provide all bridging
necessary to conform to SJI Specifications.
3, The ends of all bridging lines terminating at walls or beams shall be anchored
to the wall or beam.
4. Joist bridging and connections shall be completely installed prior to placing any
construction loads on the joists. Construction loading shall not exceed the
joist design load.
5. All roof joists shall be capable of resisting the net uplift as noted on the
Structural Drawings (min. 15 psf net). Provide an additional row of continuous
horizontal bottom chord bridging at the first panel point location at each end
of all roof joists.
6. Special joists (SP) shall be designed for the load designations specified on the
Structural Drawings. Designs shall properly account for the distribution of
concentrated loads, live loads, and for the effect of openings. Designs are to
meet the requirements of SJI.
7, Joists shall meet the following deflection criteria per SJI. Maximum live load
deflection shall not exceed:
8.
9.
10
11
A) Roofs without suspended ceilings: L/240
B) Roofs with suspended ceilings: L/360
C) Floors: L/360
The Joist Manufacturer shall submit calculations for all specia) joists to the
SER for record purposes, prior to fabrication. These calculations shall bear the
seal and signature of a Professional Engineer registered in the State of Indiana.
Joists on column centerlines shall have extended bottom chord connections for
erection stability, unless otherwise noted. Do not connect bottom chord
extensions, unless otherwise noted or shown.
Joists on, or near column centerlines shall have field-bolted connections for
erection stability, unless otherwise noted.
The Joist Manufacturer shall coordinate with the Structura) Steel Fabricator for
the design of all connections to supporting columns, beams, bearing seats, etc.
prior to submittal of shop drawings.
12. All steel joists shall be furnished with standard SJI camber, unless noted
otherwise.
13. All items suspended from joists such as catwalks, basketball goals, operable
partitions, etc. should be installed after all dead loads of roofing, flooring,
ceilings, etc. are installed.
14. All joists shall be shop primed in accordance with SJI requirements, unless
noted otherwise. Color to match structural steel primer, unless approved in
writing by the SER.
15. Provide sloped bearing ends where joist slope exceeds %" per foot.
16. Do not field cut or alter joists without the written approval of the Joist
Manufacturer.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10
11
12
0
2.
3.
4
5.
All steel deck material, fabrication and installation shall conform to the Steel
Deck Institute "SDI SPECIFICATIONS AND COMMENTARY" and °CODE OF
RECOMMENDED STANDARD PRACTICE", current edition, unless noted otherwise.
Provide members for deck support at all deck span changes. Provide L3x3x%6
deck support at all columns where required.
All deck shall be provided in a minimum of 3-span lengths where possible.
All welding of steel deck shall be in conformance with AWS Specification D1.3.
Provide welding washers for all floor decks less than 22 gauge in thickness.
Mechanical fasteners may be used in lieu of welding, providing fasteners meet,
or exceed the strength of the specified welds. Submit fastener design data to
the SER for review.
Substitution of fiber secondary reinforcement for welded wire fabric on
supported slabs is prohibited.
Do not suspend any items, such as ductwork, mechanical and electrical
fixtures, ceilings, etc. from steel deck.
Roof deck sidelaps shall be attached at ends of cantilevers and at a maximum
spacing of 12" o.c. from cantilevered deck ends. The roof deck must be
completely fastened to the supports and at sidelaps before any loads is applied
to the cantilever.
Submit shop drawings for general conformance to the 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.
Installation holes shall be sealed with a closure plate 2 gauges thicker than
deck and mechanically fastened to the 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.
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 or slab depth, concrete weight, and cantilever distance, unless
noted otherwise.
The Erector shall shim between parallel roof beams and joists with differential
mill and induced cambers for level deck bearing.
SPECIALTY STRUCTURAL
ENGINEERIl`1G (SSE)
A Specialty Structural Engineer (SSE} is defined as a Professional Engineer
licensed in the State of Indiana, not the Structural Engineer of Record (SER),
who performs Structural Engineering functions necessary for the structure to be
completed and who has shown experience and/or training in the specific
specialty.
It is the SSE's responsibility to review the Construction Drawings and
Specifications to determine the appropriate scope of engineering.
It is the intent of the Drawings and Specifications to provide sufficient
information for the 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 SER for resolution
of conflicts.
The SSE shall forward documents to the SER for review. Such documents shall
bear the stamp of the SSE and include:
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 SSE as
an indication that said SSE has accepted responsibility for the results.
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:
A) Structural Steel Connections.
B) Steel Joist Systems.
C) Cold-Formed Steel Framing.
D) Cold-Formed Steel Trusses
When modifications are proposed to elements under the design and certification
of the SSE, written authorization by the SSE must be obtained and submitted
to the SER for review prior to performing the proposed modification.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
22.
23.
24
25.
26.
COLD-FORMED (LIGHT GA.)
STEEL FRAMING NOTES
All cold-formed steel framing members, their design, fabrication, and erection
shall conform to the "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL
STRUCTURAL MEMBERS" of the latest edition of the AISI.
All framing members shall be formed from steel conforming to ASTM A653, with
a minimum yield strength as follows:
A) 12, 14 & 16 gauge members: Fy=50 ksi
B) 18, 20 gauge members: Fy=36 ksi
All framing members shall be galvanized with a G60 coating meeting the
requirements of ASTM A653, unless otherwise indicated.
Members shall be the Manufacturer's standard 'C-Shaped studs/joists of the
size, flange width, and gauge indicated. All members shall have a minimum
flange lip return of %" and satisfy the minimum properties in accordance with
the Steel Stud Manufacturers Association (SSMA).
The gauge of all tracks shall match the gauge of the associated stud or
joists, unless otherwise noted.
All welding shall be in accordance with AWS Specification D1.3. No welding of
members less than 14 gauge in thickness is permitted without the approval of
the SER. All welding shall be performed by certified welders. All welds shall
be touched up with zinc rich paint in accordance with ASTM A780.
Provide bridging for all load-bearing studs at a maximum spacing of 48" o.c.
Provide bridging for all non load-bearing curtain wall studs at a maximum
spacing of 54" o.c. Locate one row of bridging within 18" of the top track
when a single deep-leg deflection track is utilized.
Provide bridging for joists and rafters at midspan and at a maximum spacing
of 6'-0" o.c., unless noted otherwise. All bridging shall be installed prior to
the application of any loading. Connect bridging to each member by clip
angles, or other approved method per the Manufacturer's requirements.
Provide web stiffeners at joist and rafter bearings in accordance with the
Manufacturer's requirements.
All axially-loaded studs shall have full bearing against the track web, prior to
stud and track alignment. Splices in axially loaded studs are not permitted.
Provide the Manufacturer's standard track, clip angles, bracing, reinforcement,
fasteners, and accessories as recommended by the Manufacturer for the
application indicated and as needed to provide a complete framing system.
Unless otherwise indicated, install the metal framing system in accordance with
the Manufacturer's shop drawings, written instructions and recommendations.
Install supplementary framing, blocking, and bracing in metal framing system
wherever walls or partitions are indicated to support fixtures, equipment,
services, casework, heavy trim and furnishings, and similar work requiring
attachment to the wall or partition. Where type of supplementary support is
not otherwise indicated, comply with the stud manufacturer's recommendations
and industry standards in each case, considering weight or loading resulting
from the item supported.
All field-cutting of studs must be down by sawing or shearing. Torch-cutting
of cold-formed members is not allowed.
No notching or coping of studs is allowed, unless explicitly shown on the
design or shop drawings. All field-cut holes must be reinforced.
The Framing Contractor is to ensure punch out alignment when assembling
lateral bracing/bridging and field-cutting studs to length. Lateral bracing/
bridging must be installed at the time the wall is erected.
Temporary bracing shall be provided and remain in place until work is
completely stabilized.
Use a minimum of three studs at the corners of all exterior walls.
Use a minimum of three studs at the corners and intersections of all load-
bearing walls.
All headers and built-up beams must be constructed of UNPUNCHED materia)
only. Install insulation in built-up exterior framing members, such as headers,
sills, boxed joists, and multiple stud jambs at openings, that are inaccessible
upon completion of framing work.
Shop Drawings: Show layout, spacings, sizes, thicknesses, and types of cold-
formed metal framing; and fastening and anchorage details, including
mechanical fasteners. Show reinforcing channels, opening framing, supplemental
framing, strapping, bracing, bridging, splices, accessories, connection details,
and attachment to adjoining work.
For cold-formed metal framing indicated to comply with design loads, include
structural analysis data signed and sealed by the qualified professional engineer
(SSE) responsible for their preparation.
Structural Performance: Provide cold-formed metal framing capable of
withstanding design loads within limits and under conditions indicated.
A) Design Loads: Reference the Design Criteria Notes.
B) Deflection �imits: Design framing systems to withstand the design loads
without deflections greater than the following:
1. Wall Framing: Horizontal deflection of %40 of the wall height for walls
with flexible finishes, e.g. metal siding, wood siding, EIFS, etc.
2. Wall Framing: Norizontal deflection of Yso of the wall height for walls
with cementitious finishes, e.g. cement plaster.
3. Wall Framing: Horizontal deflection of %oo of the wall height for walls
with masonry veneer finishes.
4. Floor Joist Framing: Vertical deflection of %ao of the span under
live load. Limit deflection under total load (dead + live) to
to %so of the span.
5. Roof Framing: Vertical deflection of �60 of the span under live/snow
load. Limit deflection under total load (dead + live) to %ao of the
span.
Design framing systems to provide for movement of framing members without
damage or overstressing, sheathing failure, undue strain on fasteners and
anchors, or other detrimental effects when subject to an ambient temperature
change of not less than 120 degrees F.
Design framing system to maintain clearances at openings, to allow for
construction tolerances, and to accommodate live and/or snow load deflection
of primary building structure as follows: Upward and downward movement of
% inch.
Design exterior non load-bearing curtain wall framing to accommodate
horizontal deflection without regard for contribution of sheathing materials.
ABBREVIATION LEGEND
ABBR DEFINITION
AB ANCNOR BOLT
ABV ABOVE
ACI AMERICAN CONCRETE INSTITUTE
ACIP AUGERED CAST IN PLACE PILE
ADDL ADDITIONAL
ADDM ADDENDUM
ADJ ADJUSTABLE
AESS ARCHITECTURALLY EXPOSED STRUCT. STL.
AFF ABOVE FINISNED FLOOR
AGG AGGREGATE
AISC AMERICAN INSTITUTE OF STEEL CONSTR'N.
AISI AMERICAN IRON & STEEL INSTITUTE
ALT ALTERNATE
ANCH ANCHORAGE
ANSI AMERICAN NATIONAL STANDARDS INSTITUTE
APA AMERICAN PLYWOOD ASSOCIATION
APPROX APPROXIMATE
ARCH ARCHITECT(URAL)
ASSY ASSEMBLY
ASTM AMERICAN SOCIETY FOR TESTING & MATLS.
AVG AVERAGE
AWS AMERICAN WELDING SOCIETY
B/'X' BOTTOM OF REFERENCED ITEM
BB BOND BEAM
BFF BELOW FINISNED FLOOR
BLDG BUILDING
BLKG BLOCKING
BLW BELOW
BM BEAM
BOT BOTTOM
BP BASE PLATE
BRDG BRIDGING
BRG BEARING
BS BOTH SIDES
BTWN BETWEEN
C/C CENTER TO CENTER
CAIS CAISSON
CAPY CAPACITY
CANT CANTILEVER
CB CONCRETE BEAM
CC CONCRETE COLUMN
CFS COLD-FORMED STEEL
CIP CAST IN PLACE
CJ CONTROL JOINT
CNJ CONSTRUCTION JOINT
CL CENTERLINE
CLR CLEAR(ANCE)
CMU CONCRETE MASONRY UNIT
COL COLUMN
COLL COLLATERAL
CONC CONCRETE
CONSTR CONSTRUCTION
CONT CONTINUOUS
CRSI CONCRETE REINFORCING STEEL INSTITUTE
CTR CENTER
CTRD CENTERED
CW CONCRETE WALL
D DEEP (DEPTH)
DBA DEFORMED BAR ANCHOR
DEG DEGREE
DIA DIAMETER
DIAG DIAGONAL
DIM DIMENSION
DL DEAD LOAD
DN DOWN
DP DRILLED PIER
DT DOUBLE TEE
DTL DETAIL
DWG DRAWING
DWL DOWEL
EA EACH
ECC ECCENTRIC
EF EACN FACE
EIFS EXTERIOR INSULATION & FINISH SYSTEM
EJ EXPANSION JOINT
EL ELEVATION
ELEC ELECTRICAL
ELEV ELEVATOR
ENG ENGINEER
EQ EQUAL
EQ SPA EQUALLY SPACED (EQUAL SPACING)
EQUIV EQUIVALENT
ES EACN SIDE
EW EACH WAY
EX EXISTING
EXC EXCAVATE (EXCAVATION)
EXT EXTERIOR
FABR FABRICATE (FABRICATOR)
FD F�OOR DRAIN
FDN FOUNDATION
FIN FINISH
FF FINISHED FLOOR
FLG FLANGE
FS FAR SIDE
FT FOOT (FEET)
FTG FOOTING
FV FIELD VERIFY
ABBR DEFINITION
GA GAGE (GAUGE)
GALV GALVANIZED
GB GRADE BEAM
GC GENERAL CONTRACTOR
GLULAM GLUE LAMINATED WOOD
GRAN GRANULAR
GWB GYPSUM WALL BOARD
H HIGH (HEIGHT)
HAS NEADED ANCNOR STUD
HC HOLLOW CORE
HD NOLD DOWN
HK HOOK
HORIZ NORIZONTAL
HP HIGH POINT
IBC INTERNATIONAL (INDIANA) BUILDING CODE
ID INSIDE DIAMETER
IF INSIDE FACE
INCR INCREASE
INFO INFORMATION
INDOT INDIANA DEPARTMENT OF TRANSPORTATION
INSUL INSULATE (INSULATION)
INT INTERIOR
INV INVERT
ISO ISOLATION
IT INVERTED TEE BEAM
JBE JOIST BEARING ELEVATION
JST JOIST
JT JOINT
KIP 1,000 POUNDS
KO KNOCK OUT
KSF KIPS PER SQUARE FOOT
KSI KIPS PER SQUARE INCH
L LONG (LENGTH)
Ld TENSION DEVELOPMENT LENGTH
LB 'L' BEAM
LBS POUNDS
LGSF LIGHT GAUGE STEEL FRAMING
LL LIVE LOAD
LLH LONG-LEG HORIZONTAL
LLO LONG-LEG OUTSTANDING
LLV LONG-LEG VERTICAL
LNTL LINTEL
LONG LONGITUDINAL
LP LOW POINT
LVL LAMINATED VENEER LUMBER
LW LONG WAY
LWC LIGHTWEIGNT CONCRETE
MATL MATERIAL
MAX MAXIMUM
MC MOMENT CONNECTION
MECH MECHANICAL
MEZZ MEZZANINE
MFR MANUFACTURER
MIN MINIMUM
MISC MISCELLANEOUS
MO MASONRY OPENING
MOM MOMENT
MTL METAL
NDS NATIONAL DESIGN SPEC'N. FOR WOOD
NIC NOT IN CONTRACT
NO NUMBER
NOM NOMINAL
NRC NOISE REDUCTION COEFFICIENT
NS NEAR SIDE
NTS NOT TO SCALE
NWC NORMAL WEIGNT CONCRETE
0/0 OUT TO OUT
OA OVERALL
OC ON CENTER
OD OUTSIDE DIAMETER
OF OUTSIDE FACE
ON OPPOSITE HAND
OPNG OPENING
OPP OPPOSITE
OSB ORIENTED STRAND BOARD
ABBR DEFINITION
PAF POWDER-ACTUATED FASTENER
PARTN PARTITION
PC PRECAST CONCRETE
PCF POUNDS PER CUBIC FOOT
PCI PRECAST CONCRETE INSTITUTE
PDF POWER-DRIVEN FASTENER
PERIM PERIMETER
PL PLATE
PLBG PLUMBING
PLF POUNDS PER LINEAL FOOT
PLYWD PLYWOOD
PNL PANEL
PREFAB PREFABRICATED
PROJ PROJECTION
PSF POUNDS PER SQUARE FOOT
PSI POUNDS PER SQUARE INCH
PSL PARALLEL STRAND LUMBER
PPT PRESSURE PRESERVATIVE TREATED
PSC PRESTRESSED CONCRETE
PT POST TENSIONED
PTD PAINTED
PRTN PARTITION
PVMT PAVEMENT
QTR QUARTER
QTY QUANTITY
R RADIUS
RB RECTANGULAR BEAM (PRECAST)
REF REFER TO (REFERENCE)
REQD REQUIRED
REV REVISION (REVISED)
RF ROOF
RO ROUGH OPENING
RTU ROOF TOP UNIT
RTN RETURN
RW RETAINING WALL
SBCA STRUCTURAL BUILDING COMPONENTS ASSN.
SCT STRUCTURAL CLAY TILE
SCNED SCHEDULE
SDI STEEL DECK INSTITUTE
SE SLAB EDGE
SER STRUCTURAL ENGINEER OF RECORD
SECT SECTION
SHT SNEET
SIM SIMILAR
SJI STEEL JOIST INSTITUTE
SL SLOPE
SOG S�AB ON GRADE
SPA SPACE (S)(D}(ING)
SPECS SPECIFICATIONS
SQ SQUARE
SS STAINLESS STEEL
SSE SPECIALTY STRUCTURAL ENGINEER
STD STANDARD
STIFF STIFFENER
STL STEEL
STR STRENGTH
STRUCT STRUCTURAL
SW SHORT WAY
SW SHEAR WALL (OCCASIONAL)
SYMM SYMMETRICAL
T/'X' TOP OF REFERENCED ITEM
T&B TOP AND BOITOM
T&G TONGUE & GROOVE
TB TIE BEAM
TD TRENCH DRAIN
TEMP TEMPERATURE
TF TRENCH FOOTING
TNK THICK(NESS)
TOPG TOPPING
TPI TRUSS PLATE INSTITUTE
TRANSV TRANSVERSE
TYP TYPICAL
UNO UNLESS NOTED OTHERWISE
UNEXC UNEXCAVATED
VERT VERTICAL
W WIDE (WIDTH)
W/ WITN
WD WOOD
WF WALL FOOTING
WP WORKING POINT
WPS WELD PROCEDURE SPECIFICATION
WRDA WATER REDUCING ADMIXTURE
WTCA WOOD TRUSS COUNCIL OF AMERICA
WWF WELDED WIRE FABRIC
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SCOPE DRAWINGS:
These drawings indicate the general scope of the project
in terms of architectural deslgn concept, the dimensions of
the building, the major architectural elements and the type
of strucfural, mechanical and elecfrical systems.
The drawings do not necessarily indicofe or describe alI
work required for full performonce and completion of ihe
requirements of the Contr�ct.
On the basis of the general scope indicoted or described,
the tr�de controctors shall fumish oIl items required for the
proper execution ond completion of Che work.
REVISIONS:
ISSUE DATE DRAWN BY CHECKED BY
04/14/15 JRV PAB
DRAWING TIT�E:
CERTIFIED BY:
�����iii���i�
`\\\���� P . BR Utij��!��i�.
� QQ��a•�F,G\STER�°�°soo��` �i
= No. 890277 -
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OUTLINE OF SLAB
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EXACT LOCATIONS
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FLOORING SUPPLIE
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FOLTNDATION NOTES
1. SEE SHEET S001 FOR STRUCTURAL NOTES AND DESIGN DATA.
2 SEE S601 & S603 FOR TYPICAL FOUNDATION & S�AB DETAILS, BASE
PLATE AND ANCHOR ROD DETAILS.
3. SEE S602 FOR TYPICAL MASONRY DETAILS.
4. ALL CONTRACTORS ARE REQUIRED TO COORDINATE THEIR WORK WITH
ALL DISCIPLINES TO AVOID CONFLICTS. THE MECNANICAL, ELECTRICAL,
AND PLUMBING ASPECTS ARE NOT IN THE SCOPE OF THESE DRAWINGS.
HEREFORE, ALL REQUIRED MATERIA�S AND WORK ARE NOT INDICATED.
5. ALL ELEVATIONS ARE REFERENCED FROM THE EXISTING FIRST FLOOR
ELEVATION +0'-0". REF. SITE/CIVIL DWGS. FOR USGS ELEV.
6. ALL WALLS SHALL BE LAID OUT FROM ARCHITECTURAL DWGS.
7. NOTE: PERIMETER WALL AND COLUMN FOOTINGS SNALL BE DEEPENED
TO ACCOMMODATE SLEEVES FOR PLUMBING LINES (LE. SANITARY &
STORM SEWERS, WATER LINES, ETC). ALL INFORMATION REGARDING
UNDERSLAB UTILITIES IS BASED ON PRELIMINARY INFORMATION AND
MUST BE VERIFIED. SET ALL SLEEVES FROM MEP DRAWINGS.
8. GROUT AL� CORES OF CMU BELOW F.F. ELEVATION SOLID.
9. COORDINATE REINFORCING DOWELS AT CMU WALLS WITH CMU REINF.
NOTED ON PLANS & SECTIONS. PROVIDE �5 @ 48" O.C. MIN. VERT.
REINF. FOR ALL WALLS WITNOUT REINF. NOTED.
10. COORD. EXACT SIZE & LOCATION OF ANY MECH. OPENINGS IN S�ABS
AND/OR FOUNDATION WALLS WITN THE MECH. CONTR.
11. PROVIDE THICKENED SLAB UNDER ALL INTERIOR MASONRY WALLS PER
TYPICAL DETAIL 14/S601 U.N.O. �AYOUT ALL WA��S FROM DIMENSIONS
ON ARCNITECTURAL FLOOR PLANS.
12. ALL S�AB RECESSES SNALL BE LOCATED PER ARCH. DWGS. COORDINATE
DEPTHS OF ALL SLAB RECESSES WITN ARCH. DWGS. REF. 18/S601 FOR
TYPICA� DETAIL.
13. EARTH-FORMED FOOTINGS ARE ACCEPTABLE WHERE SOIL CONDITIONS
PERMIT (i.e. WHERE THE BANKS OF THE EXCAVATION WILL HOLD WITHOUT
CAVING AND SLOUGNING). HOWEVER, THE PLAN DIMENSION OF EARTH-
FORMED FOOTINGS MUST BE INCREASED BY 2" A�ONG ALL EDGES TO
ACCOUNT FOR INACCURACIES ASSOCIATED WITH EARTH-FORMING
(i.e. 2'-0" WIDE WALL FOOTINGS SHALL BE 2'-4" WIDE AND 5'-0" SQUARE
COLUMN FOOTINGS SHA�� BE 5'-4" SQUARE).
14. PROVIDE 1/8" WIDE x 1/4 SLAB DEPTH SAWN CONTROL/
CONTRACTION JOINTS IN ALL SLABS ON GRADE.
JOINTS TO BE SPACED 20 FT. O.C. MAX IN EACN DIRECTION.
15. A�� NEW CO�UMN/WALL FOOTINGS ABUTTING EX. FTGS. (REF.
'SP' FTG. LABE� ON PLAN) SNA�L BE SIZED PER THE FOOTING
SCNEDULE SUCN THAT HALF THE FOOTING SIZE SHALL BE
TAKEN FROM TNE CENTER OF THE COLUMN/WALL IN ALL
DIRECTIONS NOT LIMITED BY TNE ADJACENT EX. FDNS. BOTTOM
OF 'SP' FTG. TO MATCH EX. ADJACENT B/FTG ELEVATION. REF.
SPECIFIC SECTIONS & FOOTING SCHEDULES FOR DOWELING &
REINF. INFORMATION.
16. PLAN LEGEND:
F.F. DENOTES FINISH FLOOR
T/'X' DENOTES TOP OF FTG., SLAB, PIER, ETC.
B/'X' DENOTES BOTTOM OF FTG., STEEL, ETC.
F6.0 -1'-4" DENOTES COLUMN FOOTING SIZE & TOP OF FOOTING
E�EVATION (SEE SCHEDULE)
F6.OE -1'-4" "E" DENOTES EXTERIOR - SEE SCHED. BELOW
WF24 -1'-4° DENOTES WALL FOOTING MARK & TOP OF FTG.
ELEVATION (SEE SCHEDULE).
WF24E -1'-4" "E" DENOTES EXTERIOR - SEE SCHED. BELOW
COLUI���T FOOTING SCHEDULE
FOOTING FOOTING SIZE REINFORCING
MARK WIDTH x LENGTH x DEPTN (EACH WAY)
F3.0 3'-0 3'-0 1'-2 (3) �5 x 2'-6
F3.OE 3'-0 3'-0 2'-4 (4) �5 x 2'-6
F4.0 4'-0 4'-0 1'-2 (4) #5 x 3'-6
F4.OE 4'-0 4'-0 2'-4 (6) #5 x 3'-6
F5.0 5'-0 5'-0 1'-2 (5) �5 x 4'-6
F5.OE 5'-0 5'-0 2'-4 (8) �5 x 4'-6
F6.0 6'-0 6'-0 1'-2 (7) �5 x 5'-6
F6.OE 6'-0 6'-0 2'-4 (10} #5 x 5'-6
F7.0 7'-0 7'-0 1'-6 (7) #6 x 6'-6
F7.OE 7'-0 7'-0 2'-4 (8) �6 x 6'-6
F8.0 8'-0 8'-0 1'-8 (7) �7 x 7'-6
F8.OE 8'-0 8'-0 2'-4 (8) �7 x 7'-6
F4.Ox8.0E 4'-0 8'-0 2'-4 �4) #6 x 7'-6 LONGITUDINAL
(9} �5 x 3'-6" TRANSVERSE
NOTES:
1. CENTER FOOTINGS BENEATH COLUMNS, U.N.O.
2. INCREASE FOOTING DEPTN WNERE REQ'D. TO ENCASE CO�UMN ANCNOR RODS
IN CONCRETE (3" MINIMUM COVER).
3. 'SP' FOOTING DEPTH SHALL BE INCREASED TO MATCH BOTTOM OF ADJ. EX. FTG.
(REF. PLAN NOTE ON FOUNDATION PLAN). SCNEDULED REINF. PERPENDICULAR T
EXISTING FOUNDATION TO BE DOWELED INTO FACE OF EX. FTG., 6° MIN. EMBED.
\ / �
NOTE: WF STEEL COLUMN SHOWN, LENGTH P R SCHED.
TUBES, PIPES, C.I.P. CON RETE,
PRECAST & MASONRY CO UMNS SIM. EQ. EQ.
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WALL FOOTING SCHEDULE
�� FOOTING SIZE FOOTING REINFORCING
MARK W�DTH DEPTH LONGITUDINAL TRANSVERSE
WF24 2'-0 1'-0 (3) �5 x CONTINUOUS �4 x 1'-6 @ 96" O.C.
WF24E 2'-0 2'-4 (4) �5 x CONTINUOUS �4 x 1'-6 @ 96" O.C.
WF36E 3'-0 2'-4 (4) �5 x CONTINUOUS �4 x 1'-6 @ 96" O.C.
NOTES:
1. CENTER FOOTINGS BENEATH WALLS, U.N.O.
2. SEE DETAILS 5& 11/S601 FOR TYP. CONSTRUCTION JOINT DETAIL.
3. LAP FOOTING REINFORCING A MINIMUM OF 30 BAR DIAMETERS.
3. REF. FOUNDATION PLAN NOTES FOR 'SP'-TYPE WALL FOOTING INFORMATION.
SCHEDULED REINF. PERPENDICULAR TO EXISTING FOUNDATION TO BE DOWELED
INTO FACE OF EX. FTG., 6" MIN. EMBED.
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SCOPE DRAWINGS:
These drawings indicate the general scope of the project
in terms of architectural deslgn concept, the dimensions of
the building, the major architectural elements and the type
of strucfural, mechanical and elecfrical systems.
The drawings do not necessarily indicofe or describe alI
work required for full performonce and completion of ihe
requirements of the Contr�ct.
On the basis of the general scope indicoted or described,
the tr�de controctors shall fumish oIl items required for the
proper execution ond completion of Che work.
REVISIONS:
ISSUE DATE DRAWN BY CHECKED BY
04/14/15 PAB
DRAWING TIT�E:
FOUNDATION
PLAN
UNITA
CERTIFIED BY:
����������,��
`\\\���� P . BR Utij��!��i�.
� QQ��a•�F,G\STER�°�°soo��` �i
= No. 890277 -
� � e: STATE OF :• � ^-
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DRAWING NUMBER
PROJECT NUMBER
12071
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i S�EEVE PER TYP. DTLS. RECESS DEPTH / QUARRY � HS 5x5x% '11 HSS5x5x% 11 HSS5x5x% 11 HSS5x5x% 11 HSS5x5x% 11 NSS5x5x% � (' 5 -�
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---- -- -------- � J-------- ------- i �-- --- i-_- - - - G. AS R - - - - - - - � - - - �
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� L WF24E -1'-4" � � - - - - - - - - WF24E -1'-4" � � WF24 -1'-4" � - -
�� F3.OE -1'-4" F3.OE -1'-4" F3.OE 1'-4" - -� � � � - - - - - �
F4.OE -1'y " HSS5x5x% NSS5x5x% ' NSS5x x/ _ _ � � _ _ _ _ _ _ _ _ � �
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i 2 NS 5x5x/ i HSS5 5x% -- ---- HSS5x5x% 2 NSS5 5x/ UNDERGROUND PIPES
S701 S701 S701 S701 �� � W 24E -1'-4" Z �� SLEEVE PER TYP DTLS
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S701 (2) NSS5x5x/ , S701 � , (2) NSS5x5x/ S701
i 11 -0" 11'-0'
6'-1%" ' 13'-0" FV � 13'-0" � 22' 0" � 13'-0" ' 13'-0" FV �
1'-7�%6„
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EXISTING NORTH ROOF
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FOLTNDATION NOTES
1. SEE SHEET S001 FOR STRUCTURAL NOTES AND DESIGN DATA.
2 SEE S601 & S603 FOR TYPICAL FOUNDATION & S�AB DETAILS, BASE
PLATE AND ANCHOR ROD DETAILS.
3. SEE S602 FOR TYPICAL MASONRY DETAILS.
4. ALL CONTRACTORS ARE REQUIRED TO COORDINATE THEIR WORK WITH
ALL DISCIPLINES TO AVOID CONFLICTS. THE MECNANICAL, ELECTRICAL,
AND PLUMBING ASPECTS ARE NOT IN THE SCOPE OF THESE DRAWINGS.
HEREFORE, ALL REQUIRED MATERIA�S AND WORK ARE NOT INDICATED.
5. ALL ELEVATIONS ARE REFERENCED FROM THE EXISTING FIRST FLOOR
ELEVATION +0'-0". REF. SITE/CIVIL DWGS. FOR USGS ELEV.
6. ALL WALLS SHALL BE LAID OUT FROM ARCHITECTURAL DWGS.
7. NOTE: PERIMETER WALL AND COLUMN FOOTINGS SNALL BE DEEPENED
TO ACCOMMODATE SLEEVES FOR PLUMBING LINES (LE. SANITARY &
STORM SEWERS, WATER LINES, ETC). ALL INFORMATION REGARDING
UNDERSLAB UTILITIES IS BASED ON PRELIMINARY INFORMATION AND
MUST BE VERIFIED. SET ALL SLEEVES FROM MEP DRAWINGS.
8. GROUT AL� CORES OF CMU BELOW F.F. ELEVATION SOLID.
9. COORDINATE REINFORCING DOWELS AT CMU WALLS WITH CMU REINF.
NOTED ON PLANS & SECTIONS. PROVIDE �5 @ 48" O.C. MIN. VERT.
REINF. FOR ALL WALLS WITNOUT REINF. NOTED.
10. COORD. EXACT SIZE & LOCATION OF ANY MECH. OPENINGS IN S�ABS
AND/OR FOUNDATION WALLS WITN THE MECH. CONTR.
11. PROVIDE THICKENED SLAB UNDER ALL INTERIOR MASONRY WALLS PER
TYPICAL DETAIL 14/S601 U.N.O. �AYOUT ALL WA��S FROM DIMENSIONS
ON ARCNITECTURAL FLOOR PLANS.
12. ALL S�AB RECESSES SNALL BE LOCATED PER ARCH. DWGS. COORDINATE
DEPTHS OF ALL SLAB RECESSES WITN ARCH. DWGS. REF. 18/S601 FOR
TYPICA� DETAIL.
13. EARTH-FORMED FOOTINGS ARE ACCEPTABLE WHERE SOIL CONDITIONS
PERMIT (i.e. WHERE THE BANKS OF THE EXCAVATION WILL HOLD WITHOUT
CAVING AND SLOUGNING). HOWEVER, THE PLAN DIMENSION OF EARTH-
FORMED FOOTINGS MUST BE INCREASED BY 2" A�ONG ALL EDGES TO
ACCOUNT FOR INACCURACIES ASSOCIATED WITH EARTH-FORMING
(i.e. 2'-0" WIDE WALL FOOTINGS SHALL BE 2'-4" WIDE AND 5'-0" SQUARE
COLUMN FOOTINGS SHA�� BE 5'-4" SQUARE).
14. PROVIDE 1/8" WIDE x 1/4 SLAB DEPTH SAWN CONTROL/
CONTRACTION JOINTS IN ALL SLABS ON GRADE.
JOINTS TO BE SPACED 20 FT. O.C. MAX IN EACN DIRECTION.
15. A�� NEW CO�UMN/WALL FOOTINGS ABUTTING EX. FTGS. (REF.
'SP' FTG. LABE� ON PLAN) SNA�L BE SIZED PER THE FOOTING
SCNEDULE SUCN THAT HALF THE FOOTING SIZE SHALL BE
TAKEN FROM TNE CENTER OF THE COLUMN/WALL IN ALL
DIRECTIONS NOT LIMITED BY TNE ADJACENT EX. FDNS. BOTTOM
OF 'SP' FTG. TO MATCH EX. ADJACENT B/FTG ELEVATION. REF.
SPECIFIC SECTIONS & FOOTING SCHEDULES FOR DOWELING &
REINF. INFORMATION.
16. PLAN LEGEND:
F.F. DENOTES FINISH FLOOR
T/'X' DENOTES TOP OF FTG., SLAB, PIER, ETC.
B/'X' DENOTES BOTTOM OF FTG., STEEL, ETC.
F6.0 -1'-4" DENOTES COLUMN FOOTING SIZE & TOP OF FOOTING
E�EVATION (SEE SCHEDULE)
F6.OE -1'-4" "E" DENOTES EXTERIOR - SEE SCHED. BELOW
WF24 -1'-4° DENOTES WALL FOOTING MARK & TOP OF FTG.
ELEVATION (SEE SCHEDULE).
WF24E -1'-4" "E" DENOTES EXTERIOR - SEE SCHED. BELOW
COLUI���T FOOTING SCHEDULE
FOOTING FOOTING SIZE REINFORCING
MARK WIDTH x LENGTH x DEPTN (EACH WAY)
F3.0 3'-0 3'-0 1'-2 (3) �5 x 2'-6
F3.OE 3'-0 3'-0 2'-4 (4) �5 x 2'-6
F4.0 4'-0 4'-0 1'-2 (4) #5 x 3'-6
F4.OE 4'-0 4'-0 2'-4 (6) #5 x 3'-6
F5.0 5'-0 5'-0 1'-2 (5) �5 x 4'-6
F5.OE 5'-0 5'-0 2'-4 (8) �5 x 4'-6
F6.0 6'-0 6'-0 1'-2 (7) �5 x 5'-6
F6.OE 6'-0 6'-0 2'-4 (10} #5 x 5'-6
F7.0 7'-0 7'-0 1'-6 (7) #6 x 6'-6
F7.OE 7'-0 7'-0 2'-4 (8) �6 x 6'-6
F8.0 8'-0 8'-0 1'-8 (7) �7 x 7'-6
F8.OE 8'-0 8'-0 2'-4 (8) �7 x 7'-6
F4.Ox8.0E 4'-0 8'-0 2'-4 �4) #6 x 7'-6 LONGITUDINAL
(9} �5 x 3'-6" TRANSVERSE
NOTES:
1. CENTER FOOTINGS BENEATH COLUMNS, U.N.O.
2. INCREASE FOOTING DEPTN WNERE REQ'D. TO ENCASE CO�UMN ANCNOR RODS
IN CONCRETE (3" MINIMUM COVER).
3. 'SP' FOOTING DEPTH SHALL BE INCREASED TO MATCH BOTTOM OF ADJ. EX. FTG.
(REF. PLAN NOTE ON FOUNDATION PLAN). SCNEDULED REINF. PERPENDICULAR T
EXISTING FOUNDATION TO BE DOWELED INTO FACE OF EX. FTG., 6° MIN. EMBED.
� �
NOTE: WF STEEL COLUMN SHOWN, LENGTH P R SCHED.
TUBES, PIPES, C.I.P. CON RETE,
PRECAST & MASONRY CO UMNS SIM. EQ. EQ.
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WALL FOOTING SCHEDULE
�� FOOTING SIZE FOOTING REINFORCING
MARK W�DTH DEPTH LONGITUDINAL TRANSVERSE
WF24 2'-0 1'-0 (3) �5 x CONTINUOUS �4 x 1'-6 @ 96" O.C.
WF24E 2'-0 2'-4 (4) �5 x CONTINUOUS �4 x 1'-6 @ 96" O.C.
WF36E 3'-0 2'-4 (4) �5 x CONTINUOUS �4 x 1'-6 @ 96" O.C.
NOTES:
1. CENTER FOOTINGS BENEATH WALLS, U.N.O.
2. SEE DETAILS 5& 11/S601 FOR TYP. CONSTRUCTION JOINT DETAIL.
3. LAP FOOTING REINFORCING A MINIMUM OF 30 BAR DIAMETERS.
3. REF. FOUNDATION PLAN NOTES FOR 'SP'-TYPE WALL FOOTING INFORMATION.
SCHEDULED REINF. PERPENDICULAR TO EXISTING FOUNDATION TO BE DOWELED
INTO FACE OF EX. FTG., 6" MIN. EMBED.
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SCOPE DRAWINGS:
These drawings indicate the general scope of the project
in terms of architectural deslgn concept, the dimensions of
the building, the major architectural elements and the type
of strucfural, mechanical and elecfrical systems.
The drawings do not necessarily indicofe or describe alI
work required for full performonce and completion of ihe
requirements of the Contr�ct.
On the basis of the general scope indicoted or described,
the tr�de controctors shall fumish oIl items required for the
proper execution ond completion of Che work.
REVISIONS:
ISSUE DATE DRAWN BY CHECKED BY
04/14/15 PAB
DRAWING TIT�E:
FOUNDATION
PLAN
UNIT B
CERTIFIED BY:
�����iii���i�
`\\\���� P . BR Utij��!��i�.
� QQ��a•�F,G\STER�°�°soo��` �i
= No. 890277 -
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DRAWING NUMBER
PROJECT NUMBER
12071
��:�_1�II�Ct.I��_1�I�C����,
1. SEE SHEET S001 FOR STRUCTURAL NOTES AND
DESIGN DATA.
2. SEE S301 & S302 FOR TRUSS & BRACING ELEVATIONS.
3. SEE S602 & S603 FOR TYPICAL FRAMING DETAILS.
4 SEE S602 FOR TYPICAL MASONRY DETAILS.
5. ALL CONTRACTORS ARE REQUIRED TO COORDINATE THEIR
THEIR WORK WITN ALL DISCIPLINES TO AVOID CONFLICTS.
THE MECNANICAL, ELECTRICAL, AND PLUMBING ASPECTS
ARE NOT IN THE SCOPE OF TNESE DRAWINGS. THEREFORE,
ALL REQUIRED MATERIALS AND WORK MAY NOT BE INDICATED.
6. ALL ELEVATIONS ARE REFERENCED FROM THE USGS ELEVATION.
REF. SITE/CIVI� DWGS.
7. ALL WALLS SHALL BE LAID OUT FROM ARCNITECTURAL DWGS.
8. COORDINATE EXACT SIZE & LOCATION OF ANY MECHANICAL
OPENINGS IN FLOOR SLABS OR WALLS WITH THE M.E.P.
CONTRACTOR. LOCATION & SIZE OF ALL DUCT OPENINGS,
GRILLS, ETC. SHA�L BE VERIFIED PRIOR TO CONSTRUCTION.
9. A�L E�EVATIONS SNOWN ON P�AN INDICATE TOP OF STEE�
BEAM UNLESS NOTED OTHERWISE.
10. REF. FOUNDATION PLAN FOR REINFORCING IN CMU WALLS.
ALL MASONRY BOND BEAMS SHA�L BE "OPEN-CORE" BOND BEAMS
TO ALLOW VERTICAL REINFORCING TO PASS TNROUGH, UNLESS NOTED
OTNERWISE. PROVIDE BOND BEAMS AT 8'-0" O.C. MAX. (VERT.) AND
AT E�EVATIONS INDICATED ON SECTIONS, AT TOPS OF WALLS, AND AT
CHANGES IN CMU THICKNESS.
11. NOTE: ALL HORIZONTAL AND DIAGONAL BRIDGING FOR
STEE� JOISTS SNALL BE DESIGNED, LOCATED & PROVIDED
BY TNE JOIST SUPPLIER PER S.J.I. SPECIFICATIONS.
12. PROVIDE ANGLE ROOF FRAME @ ALL ROOF DRAINS, ROOF NATCHES,
SKYLIGHTS & MECH. OPENINGS IN ROOF PER "TYPICAL ROOF
OPENING FRAME" DETAILS 8& 9/S603. COORD. EXACT
NUMBERS, LOCATIONS AND SIZES w/ THE APPROPRIATE
CONTRACTORS AND THE ARCH. DWGS.
13. ALL EXISTING CONSTRUCTION SNOWN IN PLAN AND/OR SECTION WAS
WAS DERIVED FROM EXISTING DWGS. AND SHA�L BE FIELD VERIFIED.
IF ANY DISCREPANCIES ARE DISCOVERED BETWEEN INFORMATION
SHOWN ON THE DRAWINGS AND ACTUAL CONDITIONS, IMMEDIATELY
CONTACT THE ARCHITECT/ENGINEER FOR DIRECTION BEFORE
PROCEEDING WITN WORK.
14. PLAN LEGEND:
F.F. DENOTES FINISH FLOOR
SE DENOTES SLAB EDGE MEASURED FROM
CENTERLINE OF BEAM OR COLUMN LINE
EX. DENOTES EXISTING CONSTRUCTION
T/'X' DENOTES TOP OF STEEL, SLAB, PIER, ETC.
KB DENOTES KNEE BRACE, REF. DETAIL 10/S603.
►— DENOTES BEAM-TO-COLUMN MOMENT CONN.
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SCOPE DRAWINGS:
These drawings indicate the general scope of the project
in terms of architectural deslgn concept, the dimensions of
the building, the major architectural elements and the type
of strucfural, mechanical and elecfrical systems.
The drawings do not necessarily indicofe or describe alI
work required for full performonce and completion of ihe
requirements of the Contr�ct.
On the basis of the general scope indicoted or described,
the tr�de controctors shall fumish oIl items required for the
proper execution ond completion of Che work.
REVISIONS:
ISSUE DATE DRAWN BY CHECKED BY
04/14/15 PAB
DRAWING TIT�E:
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CERTIFIED BY:
�����iii���i�
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= No. 890277 -
� � e: STATE OF :• � ^-
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DRAWING NUMBER
PROJECT NUMBER
12071
� ROOF FRAl�/II1`�TG PLA1`�T - LT��TIT "B"
S221B % scazE: 1�g�� =1�-0,�
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CENTER�INE OF RIDGE AT
EXISTING NORTH ROOF
FRAMING PLAN NOTES
1. SEE SHEET S001 FOR STRUCTURAL NOTES AND
DESIGN DATA.
2. SEE S301 & S302 FOR TRUSS & BRACING ELEVATIONS.
3. SEE S602 & S603 FOR TYPICAL FRAMING DETAILS.
4 SEE S602 FOR TYPICAL MASONRY DETAILS.
5. ALL CONTRACTORS ARE REQUIRED TO COORDINATE THEIR
THEIR WORK WITH ALL DISCIPLINES TO AVOID CONFLICTS.
THE MECNANICAL, ELECTRICAL, AND PLUMBING ASPECTS
ARE NOT IN THE SCOPE OF TNESE DRAWINGS. THEREFORE,
ALL REQUIRED MATERIA�S AND WORK MAY NOT BE INDICATED.
6. ALL ELEVATIONS ARE REFERENCED FROM THE USGS ELEVATION.
REF. SITE/CIVIL DWGS.
7. ALL WA��S SHALL BE �AID OUT FROM ARCHITECTURAL DWGS.
8. COORDINATE EXACT SIZE & LOCATION OF ANY MECHANICAL
OPENINGS IN FLOOR S�P,BS OR WA��S WITH THE M.E.P.
CONTRACTOR. LOCATION & SIZE OF ALL DUCT OPENINGS,
GRILLS, ETC. SHALL BE VERIFIED PRIOR TO CONSTRUCTION.
9. ALL ELEVATIONS SHOWN ON PLAN INDICATE TOP OF STEEL
BEAM UN�ESS NOTED OTHERWISE.
10. REF. FOUNDATION P�AN FOR REINFORCING IN CMU WALLS.
ALL MASONRY BOND BEAMS SNALL BE "OPEN-CORE" BOND BEAMS
TO ALLOW VERTICAL REINFORCING TO PASS THROUGH, UNLESS NOTED
OTNERWISE. PROVIDE BOND BEAMS AT 8'-0" O.C. MAX. (VERT.) AND
AT ELEVATIONS INDICATED ON SECTIONS, AT TOPS OF WALLS, AND AT
CHANGES IN CMU THICKNESS.
11. NOTE: ALL HORIZONTAL AND DIAGONAL BRIDGING FOR
STEEL JOISTS SHALL BE DESIGNED, LOCATED & PROVIDED
BY TNE JOIST SUPPLIER PER S.J.I. SPECIFICATIONS.
12. PROVIDE ANGLE ROOF FRAME @ ALL ROOF DRAINS, ROOF NATCHES,
SKYLIGHTS & MECH. OPENINGS IN ROOF PER °TYPICAL ROOF
OPENING FRAME" DETAILS 8& 9/S603. COORD. EXACT
NUMBERS, LOCATIONS AND SIZES w/ THE APPROPRIATE
CONTRACTORS AND TNE ARCH. DWGS.
13. ALL EXISTING CONSTRUCTION SNOWN IN PLAN AND/OR SECTION WAS
WAS DERIVED FROM EXISTING DWGS. AND SHALL BE FIELD VERIFIED.
IF ANY DISCREPANCIES ARE DISCOVERED BETWEEN INFORMATION
SHOWN ON THE DRAWINGS AND ACTUAL CONDITIONS, IMMEDIATELY
CONTACT THE ARCHITECT/ENGINEER FOR DIRECTION BEFORE
PROCEEDING WITN WORK.
14. PLAN �EGEND:
F.F. DENOTES FINISN FLOOR
SE DENOTES SLAB EDGE MEASURED FROM
CENTERLINE OF BEAM OR COLUMN LINE
EX. DENOTES EXISTING CONSTRUCTION
T/'X' DENOTES TOP OF STEEL, SLAB, PIER, ETC.
KB DENOTES KNEE BRACE, REF. DETAIL 10/S603.
� DENOTES BEAM-TO-COLUMN MOMENT CONN.
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SCOPE DRAWINGS:
These drawings indicate the general scope of the project
in terms of architectural deslgn concept, the dimensions of
the building, the major architectural elements and the type
of strucfural, mechanical and elecfrical systems.
The drawings do not necessarily indicofe or describe alI
work required for full performonce and completion of ihe
requirements of the Contr�ct.
On the basis of the general scope indicoted or described,
the tr�de controctors shall fumish oIl items required for the
proper execution ond completion of Che work.
REVISIONS:
ISSUE DATE DRAWN BY CHECKED BY
04/14/15 PAB
DRAWING TIT�E:
CERTIFIED BY:
�����iii���i�
`\\\���� P . BR Utij��!��i�.
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= No. 890277 -
� � e: STATE OF °• � ^-
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DRAWING NUMBER
PROJECT NUMBER
12071
59'-4"
y 29'-8" � 29'-8" �
I
7
ELEVATION - LOOKING WEST
ROOF TRLTSSES OVER SOCIAL I�ALL
SCALE: 1/4" = 1'-0°
�.
10'-11 4"
59'-4"
10'-113/a"
3.2
18, �»
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SCALE: 1/4" - 1'-0"
T/SLAB +12'-0"
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D2
32' 0"
16'-0"
n���no'n ��c rnoi r
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ELEVATION - LOOKING �OR�IV�EST
ROOF TRLTS SES OVER MINISTRY ROOM
SCALE: 1/4" = 1'-0°
ELEVATION - LOOKING NORT�I
ROOF TRI.J S SES OV�R LOBBY
SCALE: 1/4" = 1'-0"
TRUSS BRG. +15'-10"
N
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I EXISTING ADJACENT
TO THE NORTH, FIELD
TRUSS BRG. +13'-�"
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SCOPE DRAWINGS:
These drawings indicate the general scope of the project
in terms of architectural deslgn concept, the dimensions of
the building, the major architectural elements and the type
of strucfural, mechanical and elecfrical systems.
The drawings do not necessarily indicofe or describe alI
work required for full performonce and completion of ihe
requirements of the Contr�ct.
On the basis of the general scope indicoted or described,
the tr�de controctors shall fumish oIl items required for the
proper execution ond completion of Che work.
REVISIONS:
ISSUE DATE DRAWN BY CHECKED BY
04/14/15 MD� PAB
DRAWING TIT�E:
ROOF
TRUSS
ELEVATIONS
CERTIFIED BY:
�����iii���i�
\\����� P . BR Utij��!��i�.
� QQ��a •�F,G\STER� °�°so0 ��` �i
= No. 890277 -
� � e: STATE OF :• � ^-
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DRAWING NUMBER
PROJECT NUMBER
12071
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NOTE:
SLOPE OF EXCAVATION TO CONFORM W/
APPLICABLE REQUIREMENTS OF OSHA
AND/OR STATE & LOCAL CODES
NOTE:
1. REFER TO TNE SPECIFICATIONS FOR APPLICATION OF UNIT COSTS FOR a a MAX. DEPTH OF UNSHEETED/UNSHORED
REMOVAL OF UNSUITABLE BEARING MATERIAL & REPLACEMENT W/ EXCAVATION TO CONFORM W/ THE
STRUCTURAL COLUMN OR �OMPACTED, ENGINEERED FI�L. ° APPLICABLE REQUIREMENTS OF OSHA
WALL FOOTING 2. REFER TO THE GEOTECHNICAL ENGINEERING REPORT FOR ADDITIONAL ° AND/OR STATE & LOCAL CODES
INFORMATION RE: EXPECTED SOIL CONDITIONS, SUITABILITY OF EX.
PROPOSED GRADE SOILS FOR USE AS ENGINEERED FILL, GROUNDWATER CONDITIONS, ETC. � STRUCTURAL COLUMN PROPOSED GRADE
a OR WALL FOOTING �
�%��\�: ��%�%�%�%�%�%�% a �
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. & � / �/�\�/�\�/�\�/�\�/�\�/�\�/�\�/�� �/�\�/�\�/�\�/�\�/�\�/�\�/�\ `(MIN. 2,000 PSI @ 28 DAYS)
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I 1-1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1= I 1=1 I 1=1 I 1=1 I 1=1 I �- '=1 I 1=1 I 1=1 I 1= 1= I 1-1 I 1-1 I 1-1 I 1-1 I 1-1 I 1-1 I 1-1 I 1-1 I
—I I 1=1 I 1=1 I I—I I I—I I I—I I 1=1 I I—I I 1=1 I I—I I 1- �—I I 1=1 I 1=1 I 1=1 I I-
AS =� j I=I I I=I I I=I I I=I I I=I I I=I I I=I I I=I I I= ' I: I I I=I I I=I I I=I SUITAB�E BEARING MATERIAL AS
�CY I I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1=1 I 1= ' I 1=1 I 1=1 I 1=1 I 1= DETERMINED BY TESTING AGENCY
COM PACTED FI L� �EAN CON CRETE FI �L
OVEREXCAVATION DETAILS 1
NOSCALE s(�j
SECOND POUR FIRST POUR
_ ,,,,—
NOTE: SPLICE TRENCH FOOTINGS
IN MIDDLE THIRD OF SPAN BTWN.
STEEL COLUMNS
r�Kiv�tu r��rvvHr
TRENCI� FOOTING CONSTR. JOINT s
NOS�Az� s6o1
�
z �
~ z
O
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W °-
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WELDED WIRE FABRIC � �
_ �
m �
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cn �
a
°x x-� . x�° �'a x x x x ° x
°!� Q a o
a. ,� a a a a
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/1r--�T\r�T1r--�T\r--�T1r--�T\r--�T1 T\r�T\r--�T,\r--�T1r�T1r--�T\r--�T\r--�T\r�
II III III III III III III III III III III III III I
�) � �� i �� � �� � �) � �� i i� � � � ( �� i i� � �� � �� ( �� I I� � �, � ,� ( � � � �� I �� ( �� � �� � �� i i) ( (,
VAPOR BARRIER
COMPACTED GRANULAR DRAINAGE FILL
PROOF-ROLLED & VERIFIED SUBGRADE
1. LOCATE WELDED WIRE FABRIC IN UPPER TNIRD OF SLAB.
SUPPORT ON BOLSTERS, CHAIRS, OR CONCRETE BRICKS.
2. LAP WELDED WIRE FABRIC A MIN. OF ONE FULL MESH SPACING.
3. THE USE OF NYLON OR POLYPROPYLENE FIBER IN LIEU OF
WELDED WIRE FABRIC AS A SECONDARY REINFORCEMENT IS
PERMISSIB�E, UN�ESS OTHERWISE NOTED. NOTE: FIBER MAY
NOT BE SUBSTITUTED FOR W.W.F. IN SUPPORTED SLABS.
4. SEE PLANS, NOTES, AND SPECIFICATIONS FOR ADDITIONAL
REQUIREMENTS SUCH AS FINISH, JOINTING, CURING, ETC.
SLAB ON GRADE CONSTRIJCTION lo
NOSCALE 56�1
CMU WALL w/ REINF.
PER PLAN
— 1 /2" ISOLATION JT.
CONC. SLAB ON GRADE
PER PLAN
T/SLAB +0'-0" U.N.O.
x x x x >
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�SEE PLAN & SCNEDULE
FOR SIZE & REINF. �
INTERI OR MA S ONRY
WALL FOOTING 1 s
NOSCALE SC01
PROVIDE STD. 90 DEGREE CONTINUOUS TRENCH FTG. REINF.
HOOKS AT ENDS OF ALL PER SECTIONS
BARS
_��
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W U ---------�
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NOTES: � �
� �
1. PROVIDE THIS DETAIL AT A�� INTERSECTIONS INCLUDIN � �
AT COLUMN PIERS MONOLITHIC W/ TRENCN FOOTINGS � �
� �
� �
� �
� �
� �
TRENCI� FaOTING INTERSECTION 6
NO SCALE SF)O1
1/8" W. X 1/4 SLAB "T" IN
UNEXPOSED AREAS WHERE
JOINTS WILL NOT BE FILLED.
— X X X X
1/4" W. X 1/4 SLAB "T" - z
WET SAWCUT - SEE TABLE ~ �
BELOW � �
� �
X X X X
>
CONTROL JOINTS SHALL BE SAWN NOT LATER THAN THE
FOLLOWING TAB�E, OR 16 HOURS A�fER FINAL TROWE�ING
(WNICHEVER IS �ESS), WHERE T EQUA�S THE AMBIENT
TEMPERATURE IN DEGREES FANRENNEIT AT THE TIME OF
FINAL TROWELING. SAWCUTTING SHALL BE SUSPENDED
ONLY IF TNE LARGE AGGREGATE IS DISLODGED OR
LOOSENED. ALTERNATE: USE PRE-FORMED JOINT FORMER.
TEMP, F o
G 40 °
50 °
60 °
70 °
80 °
90 °
TIME, NOURS
16
14
8 1/2
5 1/2
4
3
SLAB CONTROL/CONTRACTION JOI��TT 11
NOSCALE S(�l
STEEL COLUMN PER PLAN
CONC. SLAB PER PLAN
FINISHED FLOOR
ELEV.= 0'-0" x x x x—X x
�
W
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Q
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c�
z J
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o ,_,_,
� _
w �
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�
EXTEND FOOTING DEPTH AS REQUIRED TO
MAINTAIN MIN. 3" COVER AROUND BOTTOM
OF ANCHOR RODS WHEN FOOTING DEPTN IS
LESS TNAN ANCNOR BOLT EMBEDMENT
COLUMN BASE PLATE &
I ANCNOR RODS - SEE DTLS.
I REFERENCE CO�UMN ISOLATION
� JOINT DETAILS
�
�
X x—x x X X
�
. . . . .
/��-- --�
EQUAL EQUAL
SEE SCHEDULE FO SIZE & REINF.
INTERIOR COLUMN FOOTI��TG
NO SCALE
DETAIL 16
5601
REFER TO M.E.P. DRAWINGS & SPECIFICATIONS
FOR INFO. RELATING TO TRENCH EXCAVATION,
BEDDING, AND BACKFIL�.
FOR ANY EXCAVATION THAT MUST EXTEND
BEYOND THIS LINE SHORING MUST BE
COLUMN OR WALL �'-6" PROVIDED TO KEEP THE EXCAVATION FROM
FOOTING
UNDERMINING THE FOUNDATIONS.
. , .
� --��1 _ ' `==i(�ll�
_ii����� II � � � ... .. ..
. �I_ ������
. r , . .. .. . .
'— —��illll— ��� _ IIIIi��—
� � -__ . �:.
— ' —
.
— _ . : • _
������I= _ ,��' �—_
� _ �Trrti���� rrrrrrr--`�I I I I I,— �� � � I I
��—�� — I�-
1.5
NOTE: ANY SNORING SCHEME REQUIRED
MUST BE SUBMITTED TO THE ENGINEER
FOR REVIEW, PRIOR TO EXCAVATION.
EXCAVATION LIMITS DETAIL 2
No Sc�� s6o1
�
(y� I\LIIVI . IIV Jf11VIL JILL lX.
Q N0. AS TRENCH FTG.
>
40 �
NOTES:
1. "H" DENOTES HEIGHT OF STEP AS SHOWN ON PLAN.
2. "D" DENOTES FOOTING DEPTH, REFER TO PLANS
AND SECTIONS.
STEPPED TRENCI� FOOTING
NO SCALE
4°�
DETAIL �
56�1
TOOL OR CHASE w/ i- Q
SAWCUT SIM. TO °-
CONTRO� JOINT ¢ �
F.F. PER PLAN �
— X X X X X X X X
FO MED KEYWAY W/—�
3/ " DIA. x 18" LONG SMOOTH
DO ELS @ 18" O.C., GREASE
ON END FOR BOND BREAK
2'-0"
2'-0"
PROVIDE CONSTRUCTION JOINT IN LIEU OF CONTROL
JOINT AT TERMINATION OF POUR
SLAB CUNSTRUCTION JOINT 12
NOSCALE 56�1
PROVIDE 1-1/2" D. JOINTS
IN CURBS. LOCATE DIRECTLY
ABOVE JOINTS IN SOG
CURB OR HOUSEKEEPING �
PAD, SIZE, NO., LOC'N. &
NT. PER MEP DWGS.
6"
� (1) �3 STIRRUP @ 4'-0" O.C.
4�� (MIN. 1 PER CORNER)
1 /2" RADIUS, TYPICA�
SEAL
�o
z
I�OLTSE���PI�G PAD DETAIL 1 �
NOSCALE S6O1
"�"'T'"" "" "' TRENCH FOOTING REINF.
�" LARGER THAN
�
;,N
���h����h��v ������. � V( 1�VIVl.I\LIL TRENCN FOOTING REINF.
COVER ALL AROUND, STEP TRENCH FOOTING
SIM. TO FTG. WHERE MIN. 6" CAN'T BE
MAINTAINED
NOTES:
1. REFER TO PLUMBING DRAWINGS FOR INVERT ELEVATION OF ALL UNDERGROUND PIPING.
2. STEP BOTfOM/TRENCH F7G AS SHOWN WHERE PIPE PENETRATION INTERRUPTS BOTfOM REINFORCING,
UNLESS WRITTEN PERMISSION IS OBTAINED FROM THE MEP ENGINEER.
TRENCI� FOOTING SLE�VE DETAIL 3
No Sc�� s6o1
�
MIN. 6" EMBEDMENT .
MIN. 30 DIA. LAP
EX. FOUNDATION WALL & FOOTING
REF. PLAN FOR APPROX. T/FTG ELEV.
#5 x 2'-6" �ONG DOWE�S
IN SAME N0. AS FOOTING REINF.
EPDXY DOWE� TO EX. FOOTING
REF. SPECIFIC SECTIONS &
WALL FOOTING SCHEDULE
�
z z �
� o�
W ��
� W=
� v
� � �
� w �
�
STEP NEW FOOTING AS REQUIRED
TO PREVENT UNDERMINING EX. FOOTING OR
BEARING ON PREVIOUS BACKFILL
NEW-TO-EX. WALL FOOTING
NO SCALE
DETAIL s
56�1
STAIR STRINGER BY
� STAIR MANUF.
� ANCHORAGE BY
STAIR MANUF.
W.W. F.
X X X X X X— X X X X
� � o
O 0 O
2, 6„ (3) - #4 EACH
. , WAY BOTTOM
STAIR POST BY
STAIR MANUF.
ANCHORAGE BY
BASE PLATE STAIR MANUF.
BY STAIR MANUF. W W F
x x x x x x—x x x x
� � o
o • o
2'-6" �3) - �4 EACN
WAY BOITOM
TI�ICKENED SLAB AT STAIR POSTS 13
NOSCALE SCOl
CONCRETE S�AB ON
GRADE PER PLAN REFER TO ARCH. PLANS & ROOM FINISH
,� SCEDULES FOR LOCATION, & DEPTH OF
� RECESSED SLABS.
"' F.F. PER PLAN
F.F. PER P�AN x x x x x DEPTH OF RECESS
x x x x OR DEPRESSION +
SLAB THICKNESS
1'-0" MIN. �N.�N.F. TO BE DEPRESSED OR
LAPPED AT DEPRESSIONS
� CONCRETE SLAB ON F.F. PER PLAN _�
GRADE PER PLAN u u " " "
F.F. PER P�AN
x x x-
�
FORMED KEYWAY W/ COLD-
1'-0" MIN. 1'-0" MIN. JOINT WATERSTOP AT BASEMENTS
- CONCRETE SLAB ON �� p�R pl ���
GRADE PER PLAN x x-
F.F. PER PLAN
x x x x�x
DEPTH OF RECESS/STEP
OR DEPRESSION
DEPTH OF RECESS/STEP
OR DEPRESSION
� FORMED KEYWAY W/ COLD-
1'-0" MIN. 1'-0" MIN. JOINT WATERSTOP AT BASEMENTS
REC�SS�D SLAB ON G�:.ADE DETAILS ls
NO SCALE SC)O1
�nnrrinu ini ic TRENCN FOOTING REWF. '
, ,. •
�
z o
� �
0
o �
J
S 4
U U
W �
� �
�
MAINTAIN MIN. 6"" OF CONCRETE � � LOOSE INSULATION
COVER A�L AROUND, STEP TRENCH FOOTING
SIM. TO FTG. WHERE MIN. 6" CAN'T BE
MAINTAINED
NOTES:
1. REFER TO PLUMBING DRAWINGS FOR INVERT ELEVATION OF ALL
UNDERGROUND PIPING.
2. PROVIDE THIS DETAIL WHERE A PENETRATION THROUGN A
TRENCH FOOTING IS UNAVOIDABLE.
3. NO SLEEVES IN COLUMN PIERS OR FOOTINGS ARE PERMITTED WITHOUT
PRIOR WRITTEN APPROVAL OF THE ARCHITECT/ENGINEER.
TRENCI� FOOTING SLEEVE DETAIL 4
No Sc�� s6o1
�
MIN. 6" EMBEDMENT _ . MIN. 30 DIA. LAP
EX. FOUNDATION WAL� & FOOTING
REF. PLAN FOR APPROX. T/FTG ELEV.
�5 x 2'-6" LONG DOWELS
IN SAME N0. AS FOOTING REINF
EPDXY DOWEL TO EX. FOOTING
REF. SPECIFIC SECTIONS &
WALL FOOTING SCHEDULE
STEP NEW FOOTING AS REQUIRED
TO PREVENT UNDERMINING EX. FOOTING OR
BEARING ON PREVIOUS BACKFILL
NEW-TO-EX. WALL FOOTING
NO SCALE
DETAIL 9
56�1
_�' REINF. PER PLAN
CONCRETE SLAB ON GRADE SLAB CONSTRUCTION JOINT
PER PLAN SEE TYPICAL DETAIL
x x x x x x x x
0 0 °�
3'-0" TYPICAL U.N.O.
CNTR'D UNDER MAS. WALL
NOTE: PROVIDE 2'-0" DOWELS INTERIOR NON-LOAD BEARING WALL,
EPDXY GROUTED INTO CONCRETE TNICKNESS & LOCATION PER THE
SLAB W/ 6" MIN. EMBEDMENT ARCHITECTURAL FLOOR PLANS.
HILTI HY-150, OR APPROVED EQ. (TYPICAL @ ALL NEW CMU WALLS WITHOUT
DOWE� SIZE & SPACING TO MATCN FOOTINGS)
SCHEDULED VERTICAL REINF. IF NOT
INDICATED ON PLAN OR SCHEDULE,
USE �4 DOWELS @ 4'-0" O.C. CONCRETE SLAB ON GRADE
PER PLAN
X X X X X X X X—
o • °�
(2) �5 x CONTINUOUS
3'-0" TYPICAL U.N.O.
�) CNTR'D UNDER MAS. WALL ��
TI�ICKENED SLAB DETAILS 14
No sca1.,E 5601.
�
U
W
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a
SCOPE DRAWINGS:
These drawings indicate the general scope of the project
in terms of architectural deslgn concept, the dimensions of
the building, the major architectural elements and the type
of strucfural, mechanical and elecfrical systems.
The drawings do not necessarily indicofe or describe alI
work required for full performonce and completion of ihe
requirements of the Contr�ct.
On the basis of the general scope indicoted or described,
the tr�de controctors shall fumish oIl items required for the
proper execution ond completion of Che work.
REVISIONS:
ISSUE DATE DRAWN BY CHECKED BY
04/14/15 MD� PAB
DRAWING TIT�E:
TYPICAL
DETAILS
CERTIFIED BY:
��\Iilllll///
\\����� P . BR Utij��!��i�.
� QQ��a •�F,G\STER� °�°so0 ��` �i
= No. 890277 -
� � e: STATE OF :• � ^-
�
i �.C`�°'.,oND�ANP,mo���\��
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1
CMU SASN BLOCK W/ CRUCIFORM RUBBER OR
PVC CONTROL JOINT (ABOVE GRADE), SEE
SPECIFICATIONS. REFER TO ARCHITECTURAL
DRAWINGS FOR JOINT LOCATIONS.
SEE PLAN & SECTIONS FOR VERTICAL
REINFORCING SIZE & SPACING. LAP
BARS 48 DIA. AT SPLICES
BLOCK CORES W/ REINF. STEEL
TO BE FI�LED WITN GROUT THE �
FULL HEIGNT OF WALL �
GROUT ALL CORES BELOW
GRADE/FIN. FLOOR, U.N.O.
LADDER—TYPE HORIZONTAL
JOINT REINF. @ 16" O.C.
VERTICALLY (DISCONTINUOUS
AT CONTROL JOINTS) �
REDUCE SPA. TO 8"
BELOW GRADE & AT
PARAPETS
REINF'D. CONCRETE
FOOTING, REF. P�AN
FOR SIZE, REINF. &
T/FOOTING E�EVATION
FULLY BED MORTAR JOINTS AT NOTE: USE NORMAL WEIGNT CMU BELOW
STARTER COURSE OFF FOOTINGS GRADE. REFER TO SPECIFICATIONS & ARCN.
WHERE CELLS ARE NOT GROUTED DRAWINGS FOR WT. CLASSIFICATION FOR
ABOVE GRADE UNITS.
RL�`�TNING BOND -
REINFORCED l��IASONRY DETAIL 1
NO SCALE
VERTICAL REINF. CONTIN.�
THRU BOND BEAM
CORES FI��ED SOLID � /
WITH GROUT
SEE SCHED.� �
VERTICAL REINF. CONTIN.�.�
THRU BOND BE�
CORES FILLED SC
WITH GROUT
3 1 /2"
%
NOTE: USE OPEN CORE BOND
BEAMS, TYPICAL EXCEPT FOR
LINTELS & OTHER CONDITIONS
WHERE BOITOM OF UNITS
WILL BE EXPOSED.
OPEN CORE CMU BOND BEAM W/
WEB KNOCKOUTS OR CUT FROM
STANDARD UNITS
SCHEDULE
SIZE REINF.
6" (1) #5
8" (2) �5
10" (2) �5
12" 2 5
� CMU BOND BEAM UNITS
SEE SCHED. 2
ClVIU BOND BEAlVI DETAILS 6
NO SCALE SFO2
LUBRICATE BTWN. BOTTOM OF BEAM &
SURFACE OF BEARING PLATE WITH
DRY-FILM LUBRICANT
WIDE-FLANGE
STEEL BEAM
PER PLAN
5602
13/16" x 2" LONG
SLOTfED HO�ES IN
BEAM FLANGE (ONE
EA. SIDE OF WEB W/
GA. = 1 3/4")
I ( - MASONRY WA�L
STEEL BEARING PLATE—SEE � PER PLAN
SCHEDULE. TYPE "B" TYP. U.N.O.
(2} 5/8" DIA. BOLTS—TACK WELD TO - ----
BEARING PLATE FOR PLACEMENT
3" BOLT PROJ'N ABOVE TOP/BEARING
6" MIN. EMBEDMENT
GROUT 8c REINFORCING—SEE SCNEDULE I I
BEAM PARALLEL TO WALL
BEARING PLATE SCHEDULE
BEARING PLATE SIZE GROUT REQUIREMENTS REINFORCING
1/2 x 6 1/2 x 1'-0 GROUT SOLID TO FTG. x 24" LONG 2 VERTICALS FULL HEIGHT OF WALL.
SEE PLANS & DETAILS FOR SIZE.
LADDER—TYPE HORIZONTAL CMU SASH UNITS W/
JOINT REINF. CRUCIFORM CONTROL
JOINT INSERT, SEE SPECS.
DD��:��D
P � A N NOTE:
VERTICAL WALL REINF. 1. BOND BEAM REINFORCEMENT SHA�L
PER PLAN & SECTIONS NOT BE LAPPED WITHIN 8'-0" OF
CONTROL JOINT.
2. HORIZ. JOINT REINFORCEMENT TO BE
. , . DISCONTINUOUS AT CONTROL JOINTS.
,� 3EAM REINFORCING TO
BE CONTINUOUS THRU CONTROL
E LE VA TI 0 N BOND BR�EAK)W/ MASTIC FOR
RI:�`�NING BOND
Cl��IU COI�TTROL DETAILS 2
NO SCAL� 56�2
��o
-a— _�� ��
a ��
CORNER BARS TO MATCH "la� �") a
N0. & SIZE OF CONTIN.
BOND BEAM REINFORCING � a�l ��
� (a (��� CONTINUOUS REINFORCING
CMU BOND BEAM—
THICKNESS VARIES I a°a�,
CORNER BARS TO MATCH ' �
N0. & SIZE OF CONTIN. � °
BOND BEAM REINFORCING �� ��� �
(� � �
(�a �� I PROVIDE PRE—FABRICATED °L'S" AND "T'S" AT
CORNERS OF HORIZONTAL JOINT REINF.
CMU BOND BEAM— � Ie II
THICKNESS VARIES I �
I� oI I CONTINUOUS REINFORCING
��
BOND BEAM INTERSECTION DETAILS �
NOSCALE SEO2
�UBRICATE BTWN. BOTTOM OF BEAM &
SURFACE OF BEARING PLATE WITH
DRY-FI�M LUBRICANT
WIDE-FLANGE
STEEL BEAM
PER PLAN
STEEL BEARING PLATE - SEE � -
SCHEDULE BELOW, TYPE "A" TYP. U.N.O.
(2} 5/8" DIA. BO�TS-TACK WELD TO
BEARING PLATE FOR PLACEMENT
3" BOLT PROJ'N ABOVE TOP/BEARING
6" MIN. EMBED. FINGER TIGNTEN
NUTS & FOUL THREADS
GROUT & REINFORCING-SEE SCHEDULE
BEAM PERPENDICULAR TO WALL
13%16" x 2" LONG
SLOTTED NOLES IN
BEAM FLANGE (ONE
EA. SIDE OF WEB W/
GA. = 1 3/4")
MASONRY WALL
PER PLAN
BEARING PLATE SCHEDULE
BEARING PLATE SIZE GROUT REQUIREMENTS REINFORCING
3/4 x 6 1/2 x 1'-0 MIN. 3 COURSES DEEP x 24" �ONG NONE UN�ESS �OCATED AT
DISCONTINUOUS END OF WALL
5 5/8" 7 5/8" 9 5/8" 11 5/8" 1 1/2" CL.
�) C~�) �~�� ��--il�
� ,
- � - �
� 2„ CL.
(� ) #6 (2) �5 �2) �� �2) �8 �
TOP & BOT. TOP & BOT. TOP & BOL TOP & BOT.
�3 STIRRUPS C� 1 1/2" CL.
8" ON CENTER
� ( �'�
c� 11 I �
C
2" CL.
16" BEARING — LINTEL SPAN—PER ARCH. PLAN � 16" BEARING
CMU LINTEL NOTES:
1. FILL SHALL BE 2,500 PSI (MINIMUM) GROUT.
2. AL� REBARS ARE HOOKED AT THE ENDS.
3. REFER TO SPECS. FOR TYPE OF CMU.
4. LINTELS SHALL BEAR ON SOLIDLY GROUTED CMU
5. THIS SCHEDU�E DOES NOT APPLY TO �OAD BEARING WA��S, U.N.O.
6. BOND PATfERN OF LINTEL TO BE RUNNING BOND, U.N.O.
7. BOTTOM OF LINTEL SNALL BE SMOOTN MASONRY WITH NO CORES EXPOSED.
8. CONTRACTOR TO PROVIDE TEMPORARY SHORING UNTIL CMU NAS
PROPERLY SET (3 DAY MINIMUM).
LONG CMU LINTEL DETAILS 3
No scal,E 5602
GROUT CORES FULL HEIGNT
� ^.
• / •
� a
d
/ � / /
�
LOAD BEARING OR RAKE JOINT & CAU�K
SNEAR WALL—FOOTING—
SUPPORTED
LOAD BEARING OR — 24 2" NOOK
SHEAR WALL EACH END
FOOTING SUPPORTED a
a
' 1/4"x2"x28" �ONG STRAP
� ANCNORS. SPACE AT 48" O.C. AT
INTERIOR WALLS & 24" O.C. AT
EXTERIOR WALLS
TYPICAL AT INTERSECTION BETWEEN
FOOTING-SUPPORTED CMU WALLS
WALL INTERSECTION DETAILS s
NO SCALE SE)OZ
CMU CONTROL JOINT-SEE
ARCH. DWGS. FOR LOCN.
'"„" """ r"" "T OFFSET & �AP JAMB BAR
48 DIA. AT CONTROL JT. �
DCHRIIVI� r�R HRI.(l. rLHIVJ
���I:�K�������
�-----�—
2 LAYERS OF FLASHING —'
LE AT BEARING
COAT THIS PORTION OF�
BARS W/ GREASE TO
PREVENT BOND
MASONRY OPENING
PER ARCH. PLANS
8" MIN.
BEARING
�K����� 1► 1
5 5/8" 7 5/8" 9 5/8" 11 5/8"
�� �� �� ��
`° _ 2„ CL.
-- — � —�� `' �
1) #5 (2) �5 (2) �6 (2) �6 �
8" MIN. BRG. 8" MIN. BRG.
2" CL.
CMU LINTEL NOTES:
1. FILL IS 2,500 PSI (MINIMUM) GROUT.
2. PROVIDE 1" BRG. PER FOOT OF SPAN WITH 8" MIN.
3. LINTELS SNALL BEAR ON SOLIDLY GROUTED CMU
4. THIS SCNEDULE DOES NOT APP�Y TO LOAD BEARING
WALLS, UNLESS NOTED OTNERWISE.
5. BOND PATTERN OF LINTEL TO BE RUNNING BOND, U.N.O.
6. BOTfOM OF LINTEL SHA�L BE SMOOTH MASONRY WITH NO
CORES EXPOSED.
7. CONTRACTOR TO PROVIDE TEMPORARY SHORING UNTIL
MASONRY HAS PROPER�Y SET (3 DAY MINIMUM).
8. PRECAST LINTELS MAY NOT BE SUBSTITUTED FOR BOND
BEAM LINTELS WHERE EXPOSED IN
THE FINISNED STRUCTURE.
TYPICAL CI��IU LINT�L D�TAILS 4
NOSCALE S6O2
GROUT CORES FULL HEIGHT
,
� .
ad
CMU WALL—FOOTING
SUPPORTED
INTERIOR NON—LOAD
BEARING CMU WA��—
SLAB SUPPORTED
v � ,
°
RAKE JOINT & CAULK
16 GA. GA�VANIZED WIRE
MESH TIES @ 16" O.C.
NOHMANN & BARNARD MWT,
OR EQUAL
TYP. AT INTERSECTION BETWEEN FOOTING-SUP'TD.
AND THICKENED SLAB-SUPPORTED CMU WALLS
WALL INTERSECTION DETAILS 9
N�O SCALE SCO2
"VERTICAL" BRICK EXPANSION "OFFSET" BRICK EXPANSION
JOINT-SEE ARCH. DWGS. JOINT-SEE ARCH. DWGS.
FOR LOCATION FOR LOCATION
2 LAYERS OF F�ASHING—'
AT BEARING, BOTH ABOVE &
BELOW BEARING
C�EAR OPENING (, (, 8" MIN.
PER ARCH. PLANS BEARING
. � . � �
�� � �
2 LAYERS OF FLASHING
AT BEARING
C�EAR OPENING �, (, 8" MIN.
PER ARCH. PLANS BEARING
. � � �
�� � �
WIDE-FLANGE BEARING PLATE DETAIL ll WIDE-FLANGE BEARING PLATE DETAIL IZ BOND BEAM BEARING DETAILS 13 ANGLE LINTEL BEARING DETAILS 14
NOSCALE S6O2 NOSCALE S6O2 NOSCALE S6O2 NOSCALE SC)OZ
NOTE: NOTE: NOTE: NOTE:
PROVIDE LATERAL BRACING FOR ALL INTERIOR PARTITION WALLS WHERE LENGTH BETWEEN PROVIDE LP,TERAL BRACING FOR ALL INTERIOR PARTITION WALLS WNERE LENGTN BETWEEN PROVIDE LATERAL BRACING FOR ALL INTERIOR PARTITION WALLS WHERE LENGTH BETWEEN PROVIDE LATERAL BRACING FOR ALL INTERIOR PARTITION WALLS WHERE LENGTH BETWEEN
BONDED OR TIED CROSS WALLS EXCEEDS THE FOLLOWING: BONDED OR TIED CROSS WALLS EXCEEDS THE FOLLOWING:
BONDED OR TIED CROSS WA�LS EXCEEDS THE FOLLOWWG: BONDED OR TIED CROSS WALLS EXCEEDS THE FO��OWING:
10 FEET FOR 4" MASONRY WALLS 10 FEET FOR 4" MASONRY WALLS 10 FEET FOR 4" MASONRY WALLS 10 FEET FOR 4" MASONRY WAL�S
12 FEET FOR 6" MASONRY WALLS 12 FEET FOR 6" MASONRY WALLS 12 FEET FOR 6" MASONRY WALLS STEEL JOIST OR BEAM 12 FEET FOR 6" MASONRY WA��S � STEEL JOIST OR BEAM
14 FEET FOR 8" MASONRY WALLS 14 FEET FOR 8" MASONRY WALLS 14 FEET FOR 8" MASONRY WALLS 14 FEET FOR 8" MASONRY WA��S
COMPRESSIBLE FILLER, FIRE—SAFING, COMPRESSIB�E FI��ER, FIRE—SAFING,
MAINTAIN MIN. 1" CLEAR ETC. REF. ARCN. DRAWINGS ETC. REF. ARCH. DRAWINGS
AL� AROUND MUST PROVIDE FOR 3/4" MIN. OF TYP CAL g AT EACH CLIP � MUST PROVIDE FOR 3/4" MIN. OF
COMPRESSION COMPRESSION
� � � ,; � � I
"`� � STEEL JOIST OR BEAM
� ��
L3x3x1�4 x 0'-6" LONG � ' <
SPACED AT EACH ROOF ���,� ��g„ TYPICAL
JOIST (MAX. 6'-6" O.C.) '�; �`
DO NOT ATTACH TO WALL '��`
INTERIOR MASONRY PARTITION WALL
REF. ARCH. DRAWINGS
WALL EXTENDED TO BOTTOM OF STRUCTURE
WALL PERPENDICULAR TO PURLINS
PARTITION BR;ACING DETAIL 16
NOSCALE S6OZ
I
STEEL ROOF DECK
���
' a
W
� � �� �
� � � � � � L2x2x1�8 FRAME " TYPICAL L2x2x1�8 FRAME �
L5x3x1�4 LLV x 0'-6" LONG ���� AT EACH L5x3
� /, � AT EACH L5x3 � �8��
DO NOT A17ACH TO WALL �'' � STEEL JOIST OR BEAM TYPICAL TYPICAL
�j"
� a ��
;� `% �� L5x3x1 4 ��V x 0'-6"
L5x3x1�4 LLV x 0'-6" � � �
�%% � TYPICAL %� — SPACE AT MAX 6'-0" 0 C
��8„ SPACED AT EACH ROOF ' '' CEILING LINE—SEE ARCN. DWGS.
JOIST (MAX. 6'-6" O.C.) CEILING LINE—SEE ARCH. DWGS. DO NOT ATTACH TO WALL �� �
DO NOT ATTACH TO WA�� ��
INTERIOR MASONRY PARTITION WALL INTERIOR MASONRY PARTITION WALL INTERIOR MASONRY PARTITION WALL
REF. ARCN. DRAWINGS REF. ARCH. DRAWINGS REF. ARCH. DRAWINGS
WALL EXTENDED TO BOTTOM OF STRUCTURE WALL EXTENDED TO ABOVE CEILING WALL EXTENDED TO A�OVE CEILING
WALL PARALLEL TO PURLINS WALL PERPENDICULAR TO PURLINS WALL PARALLEL TO PURLINS
PARTITION BR;ACI��TG DETAIL 1 � PARTITION B�;ACI�G DETAIL 18 PARTITIO� BR;ACING DETAIL 19
NOSCALE S(O2 NOSCALE S(O2 NOSCALE SCOZ
CMU WALL PER ARCH. PLANS &
DETAI LS
NOTE: HORIZ. JOINT REINFORCING
NOT SHOWN FOR CLARITY.
CONTIN. VERTICAL WALL REINF.
PER PLANS & DETAILS. USE
REBAR POSITIONERS TO MAINTAIN
VERTICAL REINF. IN CORRECT LOCATION
WITHIN THE WALL. REF. SPECIFICATIONS
FILL ALL REINFORCED CELLS SOLID WITN
GROUT. DELAY APPROX. 5 MINUTES (TO
AL�OW EXCESS WATER TO BE ABSORBED
BY TNE CMU UNITS) AND THEN CONSOLI-
DATE BY MECHANICALLY VIBRATING. SEE
SPECIFICATIONS FOR ADDNL. REQUIREMENTS.
MORTAR CROSS WEBS AT
REINFORCED CEL�S
MATCHING DOWELS
LOW - LIFT WALL CONSTRUCTION s
NoscaLE 5602
FILL W/ GROUT
4NCHOR @ 24" O.C.
CMLT WALL - STEEL STLTD WALL lo
NOSCALE 56�2
�STEEL PER P�AN
GROUT COURSE ABOVE —
BOND BEAM AS REQUIRED
TO ENGAGE ANCHORS
ALONG BOTTOM OF BEAM
BOND BEAM —
PER TYP. DT�.
STEEL ROOF DECK
PER PLAN
STEEL BEAM PER PLAN
' L'
CONTIN. BENT PLATE 5/16" x 6» �x 1'-6"
w/ (2) 3/4" DIA. ADNE5IVE
ANCHORS IN BOTTOM OF
2" VERT. S�OT (FINGER
TIGNTED & FOUL THREADS,
6 MIN. EMBEDMENT)
CMU WA�L w/ #5 @ 32" O.C. MIN.
PER ARCH. DWGS.
SHEAR WALL ADJACENT TO BEAM
SI�EAR TRANSFER/LATERAL
SLTPPORT C01�1NECTION 1 s
NOSCALE 56�2
I 1'-0" I MASONRY OPENING - REF. ARCH. DWGS. I 1'-0° I
LINTEL I)ETAIL OVER LOUV�R ALONG LI�E G Zo
NOSCALE SCO2
�PECT '
SCOPE DRAWINGS:
These drawings indicate the general scope of the project
in terms of architectural deslgn concept, the dimensions of
the building, the major architectural elements and the type
of strucfural, mechanical and elecfrical systems.
The drawings do not necessarily indicofe or describe alI
work required for full performonce and completion of ihe
requirements of the Contr�ct.
On the basis of the general scope indicoted or described,
the tr�de controctors shall fumish oIl items required for the
proper execution ond completion of Che work.
REVISIONS:
ISSUE DATE DRAWN BY CHECKED BY
04/14/15 MD� PAB
DRAWING TIT�E:
TYPICAL
DETAILS
CERTIFIED BY:
��\Iilllll///
`\\\���� P . BR Utij��!��i�.
� QQ��a•�F,G\STER�°�°soo��` �i
= No. 890277 -
� � e: STATE OF :• � ^-
�
i �.C`��'.,oND�ANP,mo���\��
��//,/ s/O N W L � \\\\
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1
#4 x 1'-6" LONG DOWELS Q 18" O.C.
W/ 2-PART EPDXY ANCHORING
SYSTEM. MIN. 6" EMBEDMENT
F.F. TO MATCH EX. F.F. PER PLAN
x x x x
TURN SLAB DOWN 8" MIN. TO
TOP OF EX. FOUNDATION
�4 x 1'-6" LONG DOWELS @ 18" O.C.
W/ 2-PART EPDXY ANCHORING
SYSTEM. MIN. 6" EMBEDMENT
EX. FOUNDATION
WALL OR GRADE BEAM
F.F. TO MATCH EX. F.F. PER PLAN
x x x
TURN SLAB DOWN 8" MIN. TO EX. FOUNDATION
TOP OF EX. FOUNDATION WALL OR GRADE BEAM
NEW SLAB AT EX. WALL 1
NOSCALE S(�3
STEEL ROOF DECK
PER P�AN
STEEL JOIST-SIZE
PER PLAN
NOTE: ATTACNMENT OF JOIST
TO SUPPORTING SPANDREL BEAM
PER SJI REQUIREMENTS
CONTINUOUS PERIMETER ANGLE OR BENT PLATE
(DIAPHRAGM CNORD) SIZE PER PLAN NOTE OR
SPECIFIC FRAMING SECTION
FASTEN DECK TO DIAPNRAGM CHORD W/
FUSION WELDS OR MECHANICAL FASTENERS
MAINTAIN FASTENER SPACING TO MATCH ATTACHMENT
AT SUPPORTING STRUCTURAL MEMBERS, I.E.
12" O.C. FOR 36/4 PATTERN, 6" O.C. FOR 36/7 PATTERN
WELD TO BOTN ANGLES
OF JOIST TOP CHORD
\ �-I-I-� INSPECT
ROOF DIAPI�RAGM CI�ORD DETAIL 6
NoscaLE 5603
�
1-1/2" WIDE RIB STEEL ROOF DECK (
GA. & FINISH PER PLAN �
STEEL COLUMN PER -�
P�AN OR SCHEDU�E
KNEE BRACE DETAIL
SCALE : N�ONE
36" COVER
36/4 PATTERN W/ SIDELA
FASTENERS @ 24" O.C. M X.
�5/16 TyP. EA. END
INSPECT
HSS4x4x5/16 KNEE BRACE
TYPICAL U.N.O. (REF. 'KB' ON
FRAMING PLANS)
FINISNED CEILING
PER ARCH. DWGS.
HOLD 6" CL. ABOVE FINISHED
CEILING, TYPICAL U.N.O.
l�
5603
NOTE:
1. 1 1/2", 20 GA. GALVANIZED 8c PRIME-PTD WIDE RIB STEEL ROOF DECK.
2. DO NOT WE�D DECK TO SUPPORTING STRUCTURE. MECHANICAL FASTENERS
MUST BE USED IN LIEU OF WELDS.
USE THE FOLLOWING HILTI POWDER ACTUATED FASTENERS:
USE X-HSN24 FOR FASTENING TO BAR JOISTS
USE X-ENP-19 FOR FASTENING TO STRUCTURAL STEEL
ACCEPTABLE ALTERNATE: PNEUTEK AIR-SAFE FASTENING SYSTEM
SUBMIT PROPOSED FASTENERS & TECHNICAL DATA FOR REVIEW.
USE �10 TEK SCREWS FOR FASTENING TO COLD-FORMED STEEL.
SUBMIT PROPOSED FASTENERS & TECHNICAL DATA FOR REVIEW.
3. USE �10 TEK SCREW SIDELAP FASTENERS, U.N.O.
4. REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION.
ROOF DECK PROFILE 14
NoscaLE 5603
1/2" ISOLATION JOINT
F.F. TO MATCH EX.
- X X X X
THICKEN SLAB TO 8"
AROUND PERIMTER AT
EX. CONSTRUCTION
F.F. PER PLAN
EX. FOUNDATION
WALL OR GRADE BEAM
NEW SLAB AT EXISTING WALL 2
No scaz,� 5603
NOTE: ASSUME THAT A�L BENT PLATE SLP,B EDGES SHA�L BE FIELD
WELDED AF7ER ADJUSTMENT TO MAINTAIN TOLERANCES AND REQ'D.
CLEARANCES. SLAB C�OSURES FOR SNORT MEMBERS, OR FOR
SLAB EDGES WHERE TOLERANCES ARE NOT CRITICAL MAY BE
SHOP-WELDED PENDING APPROVAL OF TNE ENGINEER. THE
FABRICATOR 8c ERECTOR SNALL COORDINATE ALL FIELD WELDING VS.
SHOP WELDING AT THE TIME OF BIDDING. LACK OF FIE�D WE�D
SYMBOLS ON SPECIFIC SECTIONS DOES NOT RELIEVE THE FABRICATOR/
ERECTOR FROM THE RESPONSIBI�ITY TO MAINTAIN TOLERANCES.
� y SE PER PLAN
CONT. BENT PL 1 /4"
x x x x x � SLAB DEPTH
'X'
NOTE: DETAI� SIMILAR FOR *NOTE: NOLD NORIZONTAL LEG OF
DECK PARALLEL TO BEAM BENT PLATE CLOSURE 1° LESS TNAN
OVERLAP PER SLAB EDGE WHILE MAINTAINING 2" MIN.
STEEL BEAM ADJ. NOTE OVER�AP TO ACCOMMODATE FIELD-
PER PLAN INSTA��ED COMPOSITE SHEAR STUDS.
WHERE BEAM FLANGES ARE LESS THAN 6",
OVER�AP MAY BE REDUCED TO 1" MIN.
1/2" DIA. x 8" LONG HEADED
ANCHOR STUDS AT 18" O.C.
�4 x 4'-0" LONG AT 18" O.C. SE 6" TO 12"
w/ 180" STD. HOOK
�
x� x x x x CONT. BENT PL 1/4"
� SLAB DEPTN
NOTE: DETAI� SIMILAR FOR X
DECK PARALLEL TO BEAM OVERLAP PER
STEEL BEAM -����� ADJ. NOTE
PER PLAN
1/2" DIA. x 8" LONG HEADED NOTE: INCREASE 't' OF BENT PL TO 3/8° AT
ANCHOR STUDS AT 12" O.C. ALL SLAB EDGES SUPPORTING HANDRAIL OR
�4 x 4'-0" LONG AT 12" O.C. SE >_ 12" BRICK RELIEF ANGLE. PROVIDE 1/2" DIA.
w/ 180" STD. NOOK H.A.S.'s Q 12" O.C. w/ #4 HOOKED REBAR,
� REGARDLESS OF S.E. DIMENSION
U
x __ x _x x �-- CONT. BENT PL 1/4"
� SLAB DEPTH
NOTE: DETAIL SIMILAR FOR X
DECK PARALLEL TO BEAM OV LAP PER
STEEL BEAM J. NOTE
PER PLAN
1/4" GUSSET PL @ 48" O.C.
NOTE: SE = SLAB EDGE PER PLAN
BENT PLATE SLAB CLOStJRE DETAILS �
NOSCALE 56�3
CONTINUOUS 20 GA.
COVER PLATE, SAME STEEL ROOF DECK
MATERIAL AS DECK
TS2 ,�2 X ��8 DETAIL R
WHERE REQUIRED
FOR DECK SUPPORT
BEAM OR JOIST CONTINUOUS 20 GA.
PER PLAN BEAMS PER PLAN COVER PLATE, SAME
MATERIAL AS DECK
�-rrn nnnr DECK
CONTINUOUS 20 GA.
COVER PLATE, SAME STEEL ROOF DECK
MATERIAL AS DECK
BEAMS PER PLAN
�2.5x2.5x1/4 FOR
DECK SUPPORT
DETAIL C
BEAM OR JOIST �
PER PLAN BEAM PER PLAN
CI�ANGE OF ROOF DECK DIRECTION 11
NoscaLE 5603
NEW SLAB ON GRADE EX. SLAB ON GRADE
"t" VARIES PER PLAN "t" VARIES
F.F. TO MATCH EX. F.F. PER PLAN
x x x x x x
#4 x 1'-6" LONG DOWELS @ 18" O.C.
W/ 2-PART EPDXY ANCHORING
SYSTEM. MIN. 6" EMBEDMENT
NEW TO EX. SLAB DETAIL 3
NoscaLE 5603
STEEL ROOF DECK
PER PLAN
GALV. 16 GA. COVER PLATE FOR
SQUARE OR ROUND OPENINGS WITN
SIZES AS NOTED BELOW
#8 TEK SCREWS-FASTEN
� � TO EACH RIB
%%� � \
rr .
� i �.
�� \ - , �� .�,'
\ ... . ... ...... �.. �
NOTE: PROVIDE SIMILAR
COVER PLATE DETAIL FOR
SINGLE DAMAGED RIB-CONSULT
ENGINEER FOR DIRECTION WHERE
MORE THAN ONE ADJ. RIB IS DAMAGED
1.5" DECK: NOLES LESS THAN 6" IN WIDTH
(ONE RIB REMOVED) DO NOT REQUIRE
REINFORCEMENT. REF. TYPICAL ROOF
OPENING FRAME DETAIL FOR OPENINGS
W/ MAX. DIMENSION EXCEEDING 12".
SMALL ROOF OPENING DETAIL s
NoscAZE 5603
NOTE: IF THE OPENING IS POST-INSTALLED
A�ER THE SLAB IS POURED,
THE CLIP ANG�ES MAY BE OMITTED AND
THE CHANNELS MAY BE CONNECTED
DIRECTLY TO TNE BEAM WEB.
COORD. W/ G.C. COORD. W/ G.C.
� 1/4" x 7" x CONT. PL POUR STOP
� FLOOR OPENING
STEEL BEAM- -����-
� � = _I
SIZE PER PLAN
C6x8.2 FRAME
L7x4x3/8 x 0'-8 W/ MIN. 3" BRG.
ON STEEL BEAM OR GIRDER
P.T. 2x4 x 6" MIN. -
WEDGE IN RIB UNDER
CONCENTRATED LOAD
N x
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STEE� COLUMN
PER PLAN
CONCRETE PIER
OR FOOTING
HEAVY HEX DOUBLE NUTS w/
PL 5/16" x 2 1/2" x 2 1/2"
WASHERS. WELD AFTER ERECTION
HEAVY HEX NUT-TACK
��� WELD TO ROD
NOTES:
1. LOCATION OF ANCHOR RODS MUST NOT VARY MORE TNAN 1/8" CENTER-
TO-CENTER OF ANY TWO BOLTS WITHIN AN ANCHOR BOLT GROUP.
2. HOLD MAX. DEVIATION OF 1/4", CENTER-TO-CENTER OF ADJACENT ANCNOR BOLT GROUPS.
3. HOLD ELEVATION OF TNE TOP OF TNE ANCHOR RODS TO +/- 1/2 INCH.
4. HOLD MAXIMUM DEVIATION OF 1/4" FROM THE CENTER OF ANY ANCHOR BOLT
GROUP TO THE ESTABLISHED COLUMN LINE THROUGH THAT GROUP.
5. REFER TO TNE AISC CODE OF STANDARD PRACTICE FOR ADDITIONAL INFORMATION.
6. TESTING AGENCY TO INSPECT TIGHTENING/TENSIONING OF ALL ANCNOR ROD NUTS IN
BRACED FRAMES AND MOMENT FRAMES. WELD NUT & WASHER AFTER INSPECTION.
7/8" DIA. ANCI�OR ROD DETAIL 4
No scaz,� 5603
DIA. HO�ES FOR
)IA. F1554-36
RODS
't' = 1%" FOR HSS5x5 '
't' = 1�2" FOR HSS8x8 '
%"x�" WASHERS- '
LD NUT-TO-WASNER '
NER-TO-BASE PL ,
�NTENING & ,
)N '
I�SS BASE PLATE DETAIL s
NO SCALE 56�3
STEE� JOIST OR BEAM-SIZE PER PLAN
NOTES: L4x4x1/4 RAME
1. PROVIDE ANGLE FRAME AS SHOWN FOR ALL
ANGLES TO BEAR A MIN. OF 3" ON ROOF OPENINGS IN 1 1/2" WIDE RIB DECK z
JOIST TOP CHORD OR BEAM WITH MAXIMUM DIMENSION EXCEEDING 1'-0". Q
TOP FLANGE �
2. USE: L4 x 4 x 1/4 TYPICAL. �
COPE VERTICAL �EGS OF ANGLES o
WITHIN 1" OF EDGE OF JOIST 3. COORDINATE LOCATION OF ROOF OPENINGS WITH ROOF OPENING- z
CHORD OR BEAM F�ANGE ROOF OPENING-COORD. SIZE & MECHANICAL AND ARCHITECTURAL DRAWINGS. COORD. SIZE W/ �
LOC'N. W/ MECHANICAL TRADES MECH. CONTR. w
�
ANG�ES TO BEAR A MIN. OF 3" ON
JOIST TOP CHORD OR BEAM
TOP FLANGE
STEEL JOIST OR BEAM-SIZE PER PLAN
1'LAl`1
L4x4x1/4 ANGLE FRAME COORD. W/ MECN. COORD. W/ MECH.
PROVIDE FOR A�� OPENINGS W/
MAX. DIMENSION EXCEEDING 12" 1 1/2" WIDE RIB
� ROOF DECK ROOF OPENING
STEE� JOIST OR BEAM-SIZE �c /�
SPACING PER PLAN - -- - -
� -
STEEL JOIST OR BEAM-SIZE &
ISOMETRIC SPACING PER P�AN �
L4x4x1/4 FRAME
� MAINTAIN COPE OF VERTICAL LEG WITNIN 1"
�� OF EDGE OF JOIST CHORD OR BEAM FLANGE
SECTION
TYPICAL ROOF OP�NING F�:AM� I)�TAIL, 1.5" DECK 9
NOSCALE 56�3
�4 x 1'-6" IN SLAB @ EACH 36" COVER �
/ �CORNER OF OPNG. �
�` FOR CRACK CONTROL ¢
� o
�
� � �
NOTE: 6 FRAME ONLY REQUIRED
FOR OPENINGS OVER 12" WIDE
�ENDICULAR TO DECK S�AN
\
� /
C6x8.2 FRAME
C�IP �7x4x3/8 x
0'-8" TYPICAL � I
i¢
W
FLOOR OPENING- m �
COORD. SIZE W/ � �
GENERAL CONTR. "' �
wW
c� n-
z
� N
� �„
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SEE P�AN FOR SPACING
SECTION PLA
�
SLAB-ON-DECK OPENI��TG F�;AME DETAIL IZ
NOSCALE 56�3
>200 LBS
_> 6" ,_ PROVIDE MOME T CONNECTION
WIDE RIB STEEL WHERE REFERE CED ON P�AN
ROOF DECK
STEEL COLUMN PER
� ,--� ,--�I P�AN OR SCHEDULE
� 6" ��- 2-L2x2x3/16 ADDNL. DIAGONALS
AT EACH CONCENTRATED LOAD STEEL JOIST
>200 LBS
1. LOADS LESS THAN 200 LBS. MAY BE LOCATED ANYWNERE ALONG
THE TOP OR BOTTOM CHORD OF THE JOIST WITHOUT REQUIRING
REINFORCEMENT.
2. PROVIDE TNIS DETAIL WHERE SUSPENDED EQUIPMENT, MECHANICA�
UNIT, OR PIPING IMPARTS A CONCENTRATED LOAD OVER 200 LBS.
IF THE LOAD IS APP�IED WITHIN 6" OF A TOP OR BOITOM
CHORD PANE� POINT, NO REINFORCEMENT IS REQUIRED.
3. NO CONCENTRATED LOADS GREATER THAN 200 LBS. WILL BE
AL�OWED WITHOUT THE WRITTEN APPROVAL OF THE ARCNITECT/ENGINEER.
JOIST CONCENTRATED L4AD DETAIL 1 s
NOSCALE 56�3
�
. v� d Q� � � . . � , � ' .
a X. � . X Q i� i�� 4a( d' X �- X � X a '�
d
. p . ' ��' , . � p Q ' .
� /��1a ��1 ��1 /%1\ ,(��1 /�� a
T T T
NOTE:
1. 1 1/2", 20 GA. GALVANIZED COMPOSITE STEEL FLOOR DECK-REF. PLANS & SCHEDULE.
2. WELD DECK TO SUPPORTING STRUCTURE USING 3/4" DIAMETER WE�DS.
3. MECNANICALLY FASTEN SIDELAPS @ 36" O.C. MAX. w/ �10 TEK SCREWS.
4. REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION.
5. SIDELAPS MAY BE NESTING, OR INTERLOCKING AT CONTRACTOR'S OPTION.
6. MAXIMUM UNSHORED CLEAR SPANS SNALL NOT EXCEED THE FOLLOWING:
SINGLE SPAN 6'-0"
TWO SPAN 8'-1"
THREE SPAN 8'-2"
NOTE: THE SPANS ABOVE ARE BASED ON THE USE OF VU�CRAFT VL/VLI 20 GA. DECK.
IT IS THE CONTRACTOR'S RESPONSIBILITY TO CONFIRM THAT ALTERNATE DECK
PRODUCTS MEET, OR EXCEED TNE SPANS LISTED ABOVE. CONTRACTOR SNALL
SHORE ALL SPANS EXCEEDING THE LIMITS ABOVE UNTIL CONCRETE HAS
ACNIEVED ITS SPECIFIED 28 DAY COMPRESSIVE STRENGTN.
COMPOSITE SLAB/DECK PROFILE 13
NOSCALE 56�3
� z
� � STEEL COLUMN
� o
�� PER PLAN EX. CONCRETE PIER OR FOOTING
�o
00
��
�
Qo 0
� w � � SNIM COLUMN BASE
�� `'� zv
� _ � �� i � � �~ � ��
� w
O 0 J � O O o�� HEAVY HEX NUTS w�
PL 5/16" x 2 1/2' x 2 1/2"
STEEL BEAM PER PI�,N - STEEL BEAM PER PLAN N�� WASNERS. WELD AFTER ERECTION
NOTES:
NQTE: BEAM OR JOIST FRAMING TOP L8x4x3/4 x COLUMN SIZE + 1"
INTO WEB OF COLUMN NOT W/ (4) 3/4" DIA. A325 FULLY- 1. DRILL & GROUT THREADED ANCHOR RODS SOLIDLY INTO EX. CONCRETE
SHOWN FOR CLARITY TENSIONED (F.T.) BOLTS USING HILTI HY-150, OR APPROVED 2-PART EPDXY ANCHORING SYSTEM.
TEST/ 5/16 2. WHERE COLUMNS ARE TO BE INSTALLED BETWEEN TWO FIXED ELEVATIONS,
INSPECT SUCH AS BETWEEN THE BOTTOM OF AN EXISTING BEAM AND THE TOP OF
T/B PER PLAN AN EXISTING FOUNDATION, THE ANCHORS MAY BE INSTALLED A�fER
THE COLUMN IS TEMPORARILY SET IN PLACE. IT IS TNE RESPONSIBILITY
OF THE STEEL ERECTOR TO ADEQUATELY BRACE THE COLUMN UNTIL THE
0 ANCHOR BOLTS CAN BE INSTALLED AND TIGNTENED.
O O
O O 3. THIS DETAI� SNA�L BE USED ONLY FOR CONNECTION OF COLUMNS TO
EXISTING FOUNDATIONS AND NOT FOR NEW COLUMNS SUPPORTED ON
STEEL BEAM PER PLAN � � STEEL BEAM PER PLAN NEW FOUNDATIONS.
I REFA NOT�ESNONTI0001 7/8" DIA. POST-INSTALLED ANCHOR BOLTS
STEEL COLUMN PER BOT. L8x4x3/4 x CO�UMN SIZE + 1"
P�AN OR SCNEDULE W/ (4) 3/4" DIA. A325 FULLY-
TENSIONED (F.T.) BO�TS
BEAM-TO-COLUl�'��T 1��I0MENT COI�INECTION 16 ANCI�t�R BOLTS TO EX. FOLT��TDATIONS
N�o scaLE 5603 scaLE : NONE
l�
5603
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SCOPE DRAWINGS:
These drawings indicate the general scope of the project
in terms of architectural deslgn concept, the dimensions of
the building, the major architectural elements and the type
of strucfural, mechanical and elecfrical systems.
The drawings do not necessarily indicofe or describe alI
work required for full performonce and completion of ihe
requirements of the Contr�ct.
On the basis of the general scope indicoted or described,
the tr�de controctors shall fumish oIl items required for the
proper execution ond completion of Che work.
REVISIONS:
ISSUE DATE DRAWN BY CHECKED BY
04/14/15 MD� PAB
DRAWING TIT�E:
TYPICAL
DETAILS
CERTIFIED BY:
�����iii���i�
\\����� P . BR Utij��!��i�.
� QQ��a •�F,G\STERE `� �oo ��` �i
= No. 890277 -
� � e: STATE OF :• � ^-
�
i �.C`��'.,oND�ANP,mo���\��
��//,/ s/O N W L � \\\\
� ui *����
a-
, ;,,
� �� '
.�
�
GAB�E END
OR CFS WAI
0
► i�
��I
SCALE:
� • � i . � � . • ' '
None
�rc� -rrn ic-c- Tnn ni ir�RD
CONNECTION
�G FRAME
I/2" FLANGE FOR
ROOF DECK
CLIP ANG�E CONN.
CAL
�
NOTES:
1. PROVIDE CFS STUD FRAME FOR A�� ROOF
OPENINGS WITH LARGEST DIMENSION
EXCEEDING 1'-0". COORD. SIZE & LOCATION W/
MECHANICAL TRADES.
2. ROOF DECK NOT SHOWN FOR CLARITY.
IYPICAL 4"-0"
TRUSS SPACING
Typical Roof �penzn� Detail
SCALE: None
�ACES AT
�. USE DIAGONALS
OF EACH RUN OF
D AT THE SPACING
BOTTOM CHORD BRACING
AS REQ'D. BY TRUSS
SUPPLIER
MECHANICAL UNIT SUPPORT, PI
TRAPEZE, ETC. BY MECH/ELEC.
CONTRACTOR
AS F
LATE
AT �
' � � � � / � �
5604 % SCALE: None
TUBULAR BLOCKING WITHIN
BOTTOM CHORD, SEE NOTE #5 BELOW
UNISTRUT CHANNEL SPANNING BETWEEN TRUSSES
BY MECH. OR ELEC. CONTRACTOR. CONTRACTOR
SHALL LAYOUT CHANNELS SO THAT NO CONCENTRATED
LOAD TO TRUSS BOITOM CHORD EXCEEDS 204 POUNDS
1. CONTRACTORS SNA�L NOT CUT OR DRILL NO�ES FOR NANGER RODS OR BOLTS 5
IN TRUSS MEMBERS UNLESS SNOWN ON THE APPROVED COLD—FORMED
TRUSS SHOP DRAWINGS, OR APPROVED BY THE FABRICATOR IN WRITING.
2. CONTRACTORS MAY SCREW TO TNE SIDES OF CHORD MEMBERS FOR
SUPPORT OF LIGHTER (LESS THAN 100 LBS.) LOADS USING �12-16 SCREWS.
6
3. DO NOT SCREW INTO THE BOTfOM OF THE TRUSS CHORDS (I.E. SCREWED
CONNECTIONS IN TENSION).
L��IIl��►[�1t:11I:1���11�[�k11I:»:i�1��1:ill.`I.'l�i►I�:��il��il:l�:i.`�:3:7UItll�[!i.'�:3:7RIll�[!I
�ACES AT
. USE DIAGONALS
OF EACN RUN OF
D AT THE SPACING
niAr,n�iAi RRA�F� AT TRIISS
UNISTRUT CHANNEL SPANNING BETWEEN TRUSSES
BY MECN. OR ELEC. CONTRACTOR. CONTRACTOR
SNALL LAYOUT CHANNELS SO THAT NO CONCENTRATED
LOAD TO TRUSS BOTTOM CHORD EXCEEDS 200 POUNDS
MECHANICAL UNIT SUPPORT, PIPE
TRAPEZE, ETC. BY MECH/ELEC.
CONTRACTOR
THE TRUSS FABRICATOR SNA�L SUPPLY 300 LINEAL FEET OF 1-1/2" x 4"
TUBULAR WEB MEMBER MATERIAL FOR USE AS BLOCKING FOR ATTACHMENT
BY MECHANICAL, ELECTRICAL & SPRINKLER TRADES. BLOCKING TO BE
FASTENED TO TNE BOTTOM CHORD W/ A MIN. OF (2) �12-16 SCREWS PER
PIECE OR 16" ON CENTER, WHICHEVER IS GREATER.
TRUSSES SHA�� BE DESIGNED TO SUPPORT A 200 POUND CONCENTRATED
LOAD LOCATED ANYWHERE A�ONG THE TRUSS BOTTOM CHORD. SEE TRUSS
FRAMING NOTES.
�� ��� ��� �� �
SCALE: None
STEEL ROOF DECK
SCA�E: None
TUBULAR TRUSS WEB MEMBERS
UNISTRUT CLIP W/ SCREWS TO
TUBULAR BLOCKING WITHIN
TRUSS BOTfOM CHORD
TUBULAR BLOCKING WITHIN
BOTTOM CHORD, SEE NOTE #5 BELOW
PRE-ENGINEERED, PRE-FABRICATED
COLD-FORMED STEEL TRUSSES
1. Structural Performance: Design, engineer, fabricate and erect cold—formed
steel trusses to withstand specified design loads within limits and under
conditions required.
A. Gravity Loads
Top chord
�ive load — 22 psf + drift loads
Dead load — 10 psf
Additional 5 psf at overbuild framing areas
Bottom chord
Dead load — 8 psf
Collateral load — 5 psf
In addition to bottom chard uniform dead load, design
the bottom chords to support a concentrated, non—concurrent
load of 200 pounds located anywhere along the bottom chord.
B. Wind Loads Per 2014 Indiana Building Code. See
'Design Criteria Notes' for wind design criteria.
C. Seismic Loads Per 2014 Indiana Building Code. See
'Design Criteria Notes' for seismic design criteria.
D. Deflections:
Roof Trusses
Vertical deflection less than or equal to 1 360 of
the span under live load, and 1/240 of t e span
under total load.
2. See sheet S001 for Structural Notes & Design Data.
3. All Contractors are required to coordinate their work with all
disciplines to avoid conflict. The mechanical, electrical and plumbing
aspects are not in the scope of these drawings, therefore all
required materials and work may not be indicated.
4. All cold formed steel framing (CFS) member sizes, connection,
bridging, and bracing is schematically indicated. Fabricator shall
engineer, fabricate, and erect cold formed steel framing to withstand
design loads within limits and under conditions required. Refer to
Spec. 05 45 00 for additional information.
5. Spacing of trusses shall be 4'-0" o.c. max., u.n.o.
6. Provide 2 1/2", CSJ 20 GA. continuous lateral bridging w/
(2) �10-16 screw per intersection at all truss panel points, u.n.o.
7. Provide continuous hat channel bridging across bottom chords of
trusses as required (in lieu of ceiling attachment). Size and
spacing per truss supplier.
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SCOPE DRAWINGS:
These drawings indicate the general scope of the project
in terms of architectural deslgn concept, the dimensions of
the building, the major architectural elements and the type
of strucfural, mechanical and elecfrical systems.
The drawings do not necessarily indicofe or describe alI
work required for full performonce and completion of ihe
requirements of the Contr�ct.
On the basis of the general scope indicoted or described,
the tr�de controctors shall fumish oIl items required for the
proper execution ond completion of Che work.
REVISIONS:
ISSUE DATE DRAWN BY CHECKED BY
04/14/15 MD� PAB
DRAWING TIT�E:
TYPICAL
DETAILS
CERTIFIED BY:
�����iii���i�
\\����� P . BR Utij��!��i�.
� QQ��a •�F,G\STER� °�°so0 ��` �i
= No. 890277 -
� � e: STATE OF °• � ^-
�
i �.C`��«.aoND�ANPomo���\��
��//,/ s/O N � L � \\\\
� �ii *i�i�
TYP. U.N.O.
@ LINES D3 & DH
@LINESM&S
MASONRY VENEER
PER ARCH. DWGS.
FINISHED GRADE
PER CIVI� DWGS.
T/SLAB PER PLAN
�,
__."�---.._a.._ .4.�____
,,,__ _
6" + 8" CMU, -----__.
GROUT CORES SOLID
T/WALL FTG. PER P�� N
CENTER ON TRENC
w
�
�
0
W
_
U
�
�
�
�
W
�
10%"
METAL STUD WALL
PER ARCH. DWGS.
8" CMU BOND BEAM
PER TYPICAL DETAIL
Y" EXPANSION MATERIAL
SLAB ON GRDAE PER
PLAN
x x x x x
RIGID INSULATION PER
ARCH. DWGS.
4
#4 DOWELS w/ 4" HOOKS �.,
@ 48" O.C. N
\i
WALL FOOTING PER PLAN
REF. �fG. SCH'EDULE
SECTI�N 1
3/4" = 1'-0" 57�1.
DOOR PER ARCH. DWGS.
EXTERIOR SLAB
PER CIVIL DWGS�
T/SLAB PER PLAN
8" CMU, GROUT
CORES SOLID
T/WALL FTG. PER PI
w
�
0
W
_
�
�
�
�
�
W
�
'l■!
. . .
REF. �fG. SCHEDULE
Y" EXPANSION MATERIAL
SLAB ON GRADE PER
PLAN
— x x
RIGID INSULATION PER
ARCH. DWGS.
24" 24"
�4 DOWELS @ 16" O.C.
�
i
N
WALL FOOTING PER PLAN
SECTION 6
3/4" =1'-0" S7� 1.
I
f
EX. CMU & BRICK
WA�L
(
—x— x—
I
EX. CONC. FOUNDATION
WALL
. .
T/EX. FTG. —2'-0"± (FV)
.
EX. WALL FOOTING
B/NEW FTG. TO MATCN
B/EX. FTG.
TYP. U.N.O. 10%"
@ LINES D3 & DH 11%"
@ LINES M & S 1'-0''
(
�
FACE OF MASONRY ►-�
VENEER BEYOND (
(
I
FINISHED GRADE (
PER CIVIL DWGS. �
T�SLAB PER PLAN �
.,�-. _ . _____
�______� �._ ___
( �.
8" CMU, GROUT (
CORES SOLID �-�
I �
T/WA�� FTG. PER Pf N
11%"
w
J
�
0
W
_
U
�
�
�
�
w
� o a
STEEL COLUMN PER
P�AN
Y" EXPANSION MATERIAL
SLAB ON GRADE PER PLAN
T/SLAB PER PLAN
x x x x x
PROVIDE %"� POST-INSTALLED
ANCHOR BOLTS (PER TYP. DETAI�)
T/FTG. PER P�AN
SECTION 10
3/4" � 1'-0" 57�1.
COL. FTG. REINF. PERP. TO
EX. F1G. TO BE EPDXY
DOWELED INTO FACE OF EX.
FTG. (6" MIN. EMBED.)
WINDOW SYSTEM PER
ARCH. DWGS.
6" CMU BOND BEAM
PER TYPICAL DETAIL
%" EXPANSION MATERIAL
SLAB ON GRADE PER
PLAN
x x x x x
RIGID INSULATION PER
ARCH. DWGS.
t�,,, 4
i
�' �4 DOWELS w/ 4" HOOKS �,,
`o � @ 48" O.C. N
C � ■ / �
SECTION 2
3/4" = 1'-0" 57�1.
MASONRY VENEER
PER ARCH. DWGS.
EX. CONC. COLUMN
EXTERIOR WA�K
PER CIVIL DWGS�
6" + 8" CMU,
GROUT CORES SOLID
WALL FOOTING PER PLAN
MASONRY VENEER
PER ARCH. DWGS.
EXTERIOR WALK
PER CIVIL DWGS.
T/SLAB PER PLAN
8" CMU, GROUT
CORES SO�ID
T/WALL FTG. PER P�AN
� 2»
�
0
W
_
�
�
�
w
�
�
— -!-• METAL STUD WALL
I / PER ARCN. DWGS.
8° CMU BOND BEAM
PER TYPICA� DETAIL
%" EXPANSION MATERIAL
j SLAB ON GRADE PER PLAN
T/SLAB PER PLAN
x x x x x
�. ol
__ f,
I I v RIGID INSULATION PER 4
' ARCH. DWGS.
> f I I %;
I I ---- �5 DOWELS w/ 4" NOOKS —�
I �I, ��/ I� @ 48" O.C.
T/EX. FTG. —2'-0"± (FV)
`9 EPDXY DOWEL BARS INTO TOP
� OF EX. FTG. (6" MIN. EMBED.)
I _ EX. COL. FOOTING
1'-0"
3'-0»
INTERIOR MASONRY
VENEER PER ARCH. DWGS.
SLAB ON GRADE PER
� PLAN
x x x x x
TURN SLAB DOWN TO
T/FTG. @ INTERIOR
� � � '� MASONRY VENEER 4
�4 DOWELS w/ 4" NOOKS �
� Q 48" O.C. N
' ��— RIGID INSU�ATION PER
' I ARCH. DWGS.
— WALL FOOTING PER PLAN
SECTION 3
3/4" = 1'-0" 57�1.
SECTION 7
3/4" =1'-0" S7� 1
I
- STEEL CO�UMN PER
PLAN
EX. CMU & BRICK
WALL
� Y" EXPANSION MATERIAL
SLAB ON GRADE PER PLAN
T SLAB PER PLAN
—x— x x x x x x
( PROVIDE %"4 POST-INSTALLED
T/EX. FTG. -1'-0"± (FV) ANCHOR BOLTS (PER TYP. DETAIL)
T/FTG. PER PLAN
,,, _,,,,,,,,,, p
COLUMN FTG.
� PER PLAN
COL. F7G. REINF. PERP. TO
EX. FTG. TO BE EPDXY
DOWELED INTO FACE OF EX.
m
�fG. (6" MIN. EMBED.)
> I
EX. WALL FOOTIN
B/NEW FTG. TO MATCH � �
B/EX. FTG.
SECTION 11
3/4" = 1'-0" S7� 1.
I 0� n
� _ � ,,,,,� -- �
� �- __.. .,.- � I
I I
MASONRY VENEER , ; I ,
PER ARCH. DWGS. � � �
I I
EX. CONC. COLUMN — � (
BEYOND ( �
( (
EXTERIOR WA�K
PER CIVIL DWGS. � � � I
I i I I � I'
I I (
#4 DOWELS @ 12" O.C. � I ( I � �
MAX. ALONG EDGE OF �
NEW COL. �fG. ( . .
T/EX. FTG. —2'-0"f (FV) (
�
4„ �
EX. COL. FOOTING B/NEW FTG. TO MATCH
B/EX. F7G.
I
I
I
(
FACE OF MASONRY —�
VENEER BEYOND �
I
I
FINISHED GRADE �
PER CIVIL DWGS.� '
\
T/SLAB PER PLAN (
(
8" CMU, GROUT --- �
CORES SOLID (
I
T/WALL FTG. PER PLAN
� 2„
�
0
w
_
U
(/�
�
w
�
�
WINDOW SYSTEM PER
ARCN. DWGS.
6" CMU BOND BEAM
PER TYPICAL DETAIL
%" EXPANSION MATERIAL
SLAB ON GRADE PER
PLAN
x x x x x
RIGID INSULATION PER
ARCH. DWGS.
v.; ��� 4
�%
#4 DOWELS w/ 4" HOOKS �
`9 Q 48" O.C. N
WALL FOOTING PER PLAN
3'-0"
SECTION 4
3/4" = 1'-0" S']�j
METAL STUD WALL
PER ARCH. DWGS.
STEEL COLUMN PER
P�AN
%" EXPANSIdN MATERIAL
S�AB ON GRADE PER PLAN
T/S�AB PER PLAN
x x x x x
PROVIDE %"� POST-INSTALLED
ANCHOR BO�TS (PER TYP. DETAIL)
T/F�fG. PER P�AN
SECTION s
3/a �� —1,_0,� 5701.
I I
;I I
I I
EX. 1 st FLOOR I I
SLAB I I
I I
I I
I I
L �
12" CMU LINTEL
�
NORIZ. IN WAL� BEYOND
TO BE DOWELED INTO
FACE OF EX. BASEMENT
WA�L
EX. CONC. BASEMENT
WALL
EX. BASEMENT
SLAB
l
-a
a
� o .
�
—COLUMN FTG.
PER PLAN
�WALL FTG. PER PLAN
�
COL FTG. REINF. PERP. TO
EX. FTG. TO BE EPDXY
DOWELED INTO FACE OF EX.
FTG. (6" MIN. EMBED.)
12" CMU w/ �5
@ 24" O.C. MAX.
•—MASONRY VENEER
PER ARCH. DWGS.
8" CMU w/ #5
@ 24" O.C. MAX.
T/CONC. WA�� PER
ARCH. DWGS.
�ili■ll�i[��i
REF. ARCH. DWGS. FOR
LOCATION, DIMENSIONS AND
ELEVATIONS OF AREAWAY
12" CONC. WALL w/
#5 @ 12" O.C., EACH
WAY, EACN FACE
T/EX. �fG. FIELD V'FY AREAWAY FOUNDATION
. . w/ �5 @ 12" O.C.
EACN WAY, TOP &
' =—=— BOTTOM
EX. WALL FOOTING F7G. REINF. PERP. TO EX.
F�G. TO BE EPDXY DOWELED
B/NEW FTG. TO MATCH INTO FACE OF EX. FTG. (6"
B/EX. F7G. MIN. EMBED.)
AREAWAY DETAIL 12
3/4" = 1'-0" S']O1
DOOR PER ARCH. DWGS.
EXTERIOR SLAB
PER CIVI� DWGS.
T/SLAB PER PLAN ;
6" + 8" CMU, --�__
GROUT CORES SOLID � �r'
I I I I <, !
T�WAL� FTG. PER P�,� N ��^
CENTER ON TRENC FTG. 1'-1%
w
J
�
0
W
_
U
C/)
�
�
w
w
� a o 0
( REF. �fG. SCHEDULE
___ _—_
�' ��, ,-- . �.
' _ �
I I
I I
I I I
I I
EX. CONC. COLUMN � 1
IN FOREGROUND I I
SECTION s
3/4" = 1'-0" 57�1.
Y" EXPANSION MATERIAL
SLAB ON GRADE PER
PLAN
� x x
RIGID INSULATION PER
ARCH. DWGS.
24" 24,�
�4 DOWE�S @ 16" O.C.
�
i
N
WALL FOOTING PER PLAN
- STEEL COLUMN PER
P�AN
%" EXPANSION MATERIAL
( I ( I S�AB ON GRADE PER PLAN
( ( T SLAB PER PLAN
x x x x x x x x x x x
' � PROVIDE %"� POST-INSTALLED
( ( ANCHOR BO�TS (PER TYP. DETAIL)
�4 DOWELS � 12" O.C. � I (
MAX. ALONG EDGE OF T/F7G. PER P�AN
NEW COL FTG. ( . .
T�EX. FTG. -2'-0"± (FV) �
�
4„ �
EX. COL FOOTING B/NEW FTG. TO MATCH
B/EX. �fG.
SECTION 9
3ia �� —1,_0,� 5701.
'� 1�...,
COL. FTG. REINF. PERP. TO
EX. FTG. TO BE EPDXY
DOWELED INTO FACE OF EX.
FTG. (6" MIN. EMBED.)
w
�
0
�
a
SCOPE DRAWINGS:
These araw�ngs �ndicate the general scope of the project
In terms of architectural deslqn concept, the dimenslons of
the build�ng the major r,rchitectural elements an� the type
of sfructural, mechanical and electrical systems.
The drewings do not necessarily indicate or describe all
work required ,or full performance and completion of the
requirements of the Controct.
On the basis of the general scope indicated or described,
the trade contractors sholl fumish ali Items required for the
prc�per execuCic�n and compleClon of the wc�rk
REVISIONS:
ISSUE DATE DRAWN BY CHECKED BY
04/14/15 MD� PAB
DRAWING TITLE:
SECTIONS
AND
DETAILS
CERTIFIED BY:
����uiiiiii�
\\����� P . B R (ltij��!��i�.
� Q�o•��G1STE/?F�'.o��` �i
Q
= No. 890277 -
� � oS STATE OF :e � =
�
� �.(��amo,e�/MDI�ANP,.°"� ���
F � ��
,�����S,��N •L � ���\.
� i�� ii��
�-
i� ��� ^j i—��
��, )1 , � �� �
,� ( �,i (
.�
1
C3x5 VERT. @ 4'-0" O.C.—
WITHIN STUD SPACE,
SCREW TO ADJACENT STUD
L6x4x%6 CONTIN. ---____,
T/STEEL PER PLAN �
�
STEEL BEAM PER PLAN —
MASONRY VENEER
PER ARCH. DWGS.
STEEL ROOF DECK
PER PLAN
STEEL BEAM PER PLAN
STEEL JOISTS PER PLP,N
DEEP LEG DEFLECTION
TRACK BY CFS SUPPLEIR MASONRY VENEER
PER ARCH. DWGS.
= CFS STUD WALL PER
ARCN. DWGS.
S�CTIO� 1
3/4" = 1'-0" S%�2
4„ 10 GA. BENT P�ATE
� CONTIN., SCREW TO TOP
CHORDS OF CFS TRUSSES
MASONRY VENEER
PER ARCH. DWGS.
10%"
8» STEEL ROOF DECK
PER PLAN --
12
4 C� . "
� II �
0
�CFS TRUSSES PER PLAN
WELDED TRUSS CLIP
BY TRUSS SUPPLIER
STEEL BEAM PER PLAN
�
DEEP LEG DEFLECTION
" TRACK BY CFS SUPPLEIR
''-� CFS STUD WAL� PER
_ ARCH. DWGS.
SECTION �
3�4 -1-o s�a2
O
I
C3x5 VERT. @ 4'-0" O.C.
WITHIN STUD SPACE,
SCREW TO ADJACENT STUD
STEEL ROOF DECK
PER PLAN
DEEP LEG DEFLECTION
TRACK BY CFS SUPP�EIR
CFS STUD WALL PER
ARCH. DWGS.
S�CTIO� 2
3/4" = 1'_0" S%�2
4���-- 10 GA. BENT PLATE �
� CONTIN., SCREW TO TOP
10" CHORDS OF CFS TRUSSES
MASONRY VENEER
PER ARCH. DWGS.
s�cT1oN 13
3/4" = 1'-0" S%�2
12
� 12
I _
STEEL ROOF DECK �
PER PLAN
CONTIN. 16 GA. —�
STRAP
WELDED 10 GA. PLATE
ASSEMBLY x CONTIN.,
5" 4 10" SCREW TO TOP CHORDS
�" OF CFS TRUSSES
�STEEL PER PLAN
MASONRY VENEER
PER ARCH. DWGS.
C12x20J CONTIN. IN�
DECK FLUTES FOR
BRICK SUPPORT
STEEL ROOF DECK �
PER PLAN
STEEL JOIST PER PLAN�
JOISTS ALONG LINE D1-�
TO BE DESIGNED TO
SUPPORT A BRICK POINT
LOAD = 625� AS SHOWN
g 8„
i 6"
14 GA. SNEAR BRAKE (BETWEEN
EVERY OTHER TRUSS)
( 800S200-68 (BETWEEN
�" EVERY OTHER TRUSS)
CFS TRUSSES PER P�AN
STEEL BEAM PER PLAN
3 � DEEP �EG DEFLECTION
TRACK BY CFS SUPPLEIR
� � CFS STUD WALL PER
ARCH. DWGS.
�
T STEE� PER PLAN
9%„ �
STEEL BEAM PER P�AN
SECTION 1 s
3/4" = 1'-0" S'J�2
10 GA. BENT PLATE x�
CONTIN., SCREW TO TOP
CHORDS OF CFS TRUSSES
4"� 10"
METAL PANEL PER
ARCH. DWGS.
STEEL ROOF DECK
PER PLAN
STEEL JOISTS PER�
P�AN
T/STEEL BEYOND +11'-
SHIM AS REQ'D.—'�
2"�
10�"
8» STEEL ROOF DECK
PER PLAN
12
4��. �
�
0
�
CFS TRUSSES PER PLAN
WELDED TRUSS CLIP
BY TRUSS SUPPLIER
STEEL BEAM PER PLAN
DEEP LEG DEFLECTION
TRACK BY CFS SUPPLEIR
CFS STUD WALL PER
ARCH. DWGS.
S�CTIOl`1 s
3/4 - 1-0 �'702
SECTION 3
3/4" = 1'-0" S']�2
SECTION 9
3/4 - 1-0 S']�2
P�AN
rio�
�PPLEIR
ER
8%°
6/°° STEEL ROOF DECK
PER PLAN --
12 "
4 �
i
I � , /\
�
0
L CFS TRUSSES PER P�AN
WELDED TRUSS CLIP
BY TRUSS SUPPLIER
�
STEEL BEAM PER PLAN
DEEP LEG DEFLECTION
TRACK BY CFS SUPPLEIR
CFS STUD WA�L PER
2" ARCN. DWGS.
�4x4x3�6 CONTIN.
_� ` T STEEL PER PLAN
c�
STEEL BEAM PER PLAN
�STEEL BEAM BEYOND
PER PLAN
SECTION 19
3/4" = 1'-0" S']�2
SECTION 14
3/4" � 1'-0" S']�2
10 GA. BENT PLATE x�
CONTIN., SCREW TO TOP
CHORDS OF CFS TRUSSES
4" �10"
METAL PANEL PER
ARCH. DWGS.
STEEL ROOF DECK
PER PLAN
STEEL JOISTS PER
PLAN
8%„
6/�� STEEL ROOF DECK
PER PLAN -
12
I 4 �� �
, /\
�
0
�CFS TRUSSES PER PLAN
WELDED TRUSS CLIP
BY TRUSS SUPPLIER
STEEL BEAM PER PLAN
�
DEEP LEG DEFLECTION
TRACK BY CFS SUPPLEIR
CFS STUD WALL PER
2" ARCH. DWGS.
L4x4x3�6 CONTIN.
� � T STEEL PER PLAN
a
�
STEEL BEAM PER PLAN
SECTION zo
3/4" = 1'-0" S']�2
�
� ? EXPANSION JOINT
� 11 "± FV PER ARCH. DWGS.
,' ,
��, -
� STEEL ROOF DECK
L4x4x316 CONTIN---�_ ,-' ( PER PLAN
� I %' �
10"± FV
/,, \ GSTEEL JOIST PER PLAN
�STEEL BEAM PER PLAN
PLAN
�LAN � FACE OF EX. WALL
I
1'-0"± FV I
STEEL ROOF DECK
PER PLAN
CONTIN. 16 GA. -
STRAP
10 GA. WELDED P�ATE —
ASSEMB�Y CONTIN., SCREW
5"4 10" TO TOP CHORDS OF CFS
�" TRUSSES
MASONRY VENEER
PER ARCH. DWGS.
C3x5 VERT. @ 4'-0" O.C.
WITHIN STUD SPACE,
SCREW TO ADJACENT STUD
10 g" i
3
S�CTIO� 4
3/4" = l'-0" S%�2
12
12 /
9%„
i 6" /' � /
14 GA. SHEAR BRAKE (BETWEEN
EVERY OTHER TRUSS)
800S200-68 (BETWEEN
N EVERY OTHER TRUSS)
-
CFS TRUSSES PER PLAN
WELDED TRUSS CLIP
BY TRUSS SUPP�IER
STEEL BEAM PER PLAN
�"—DEEP LEG DEFLECTION
TRACK BY CFS SUPPLEIR
CFS STUD WAL� PER
ARCH. DWGS.
SECTION 10
3/4 - 1 -0 S']�2
STEEL ROOF DECK
PER PLAN
/
JOIST TOP CNORD EXTENSION
STEEL BEAM PER PLAN
L4x4x% x 0'-5"
i
L.
MASONRY VENEER -/ � CFS STUD WA�L PER
PER ARCH. DWGS. ARCH. DWGS.
�, �
, �
/ i
C4x5.4 VERT. @ 2'-8" O.C. �
WITHIN STUD SPACE �
� /
� � , 3» �
�� L3x3� BRACES UP TO
L6x4x%6 (LLV) / TOP CHORD EXTENSION
CONTIN. @ EACH VERTICAL
B/ANGLE PER ARCH. DWGS. J L5x3x% x 0'-4"
WINDOW SYSTEM PER
ARCN. DWGS.
SECTION Is
3!4" = 1'-0" S'J�2
12
I 12
14 GA. STEEL BENT PLATE 5/��
FOR DECK TRANSITION BY
DECK SUPPLIER
STEEL ROOF DECK
PER PLAN
12 ' '
' N
� � � � � �
i_ �
�
�---_ T STEE� PER P�AN
—'— CFS TRUSSES PER PLAN
BEYOND
WELDED TRUSS CLIP
BY TRUSS SUPPLIER
STEEL BEAM PER PLAN
CFS TRUSSES PER PLAN
SECTION z 1
3/4" = 1'-0" S']�2
�»
1' �
' EX. SLOPING ROOF
I
' EXPANSION JOINT
PER ARCH. DWGS.
L4x3x3/6 CONTIN.
( STEEL ROOF DECK
PER PLAN
�STEEL JOIST PER PLAN
STEEL BEAM PER PLAN
FACE OF EX. WALL
I
1'-2 8"
I
C3x5 VERT. @ 2'-8" O.C.
WITHIN STUD SPACE,
SCREW TO ADJACENT STUD
'¢�� STEEL ROOF DECK
L4x4x t6 CONTIN. PER PLAN
(
T STEEL PER PLAN
, ,
�4x4x5t6 x 0'-4"
AT EACH CNANNEL
'I
STEEL BEAMS PER PLAN
MASONRY VENEER - CFS STUD WALL PER
PER ARCN. DWGS. ARCH. DWGS.
SECTION s , ,
�6x4x t6 (��V) L5x3x% x 0'-4"
3/4" = 1'-0" S'702 CONTIN.
B/ANGLE PER ARCH. DWGS. ' � J
WINDOW SYSTEM PER -
ARCH. DWGS.
SECTION 6
3/4" - 1�_�,� S%02
I
�/;% �%%
� EXPANSION JOINT �
% �;� 6%"� FV PER ARCH. DWGS. �
�:
L6x4x �s (LLN) � ��� � STEEL ROOF DECK � FACE OF EX. WALL
CONTIN. PER PLAN
T/STEEL PER PLAN ;;;
„
;; EXPANSION JOINT
STEEL BEAM PER PLAN ' 6 4"� FV PER ARCH. DWGS.
L6x4x%6 (LLH) ;;; ��� � STEEL ROOF DECK
',; CONTIN. ',-�' PER PLAN �
T STEEL PER PLAN � T STEEL PER PLAN 1�
% %
- STEEL BEAM PER PLAN
FACE OF EX. WALL
7%��f I.�
S�CTIO� 11
3/4° = 1'-0" S%�2
SECTION 16
3l4" = 1'-0" S']�2
CFS TRUSS
PER PLAN
GROUT CORES TO
RECEIVE ADHESIVE
ANCHORS
10" CMU WALL—
PER PLAN
SECTION zz
3/4" = 1'-0" S']�Z
STEEL ROOF DECK
PER PLAN
STEE� BEAM PER
PLAN
L6x6x%6 CONTIN. w/ %" DIA.
ADNESIVE ANCNORS @ 24" O.C.
IN BOITOM OF 2" VERT. SLOT
(FINGER TIGHTEN & FOUL
THREADS, 6" MIN. EMBEDMENT)
�/„+ � �STEEL BEAM PER PLAN
S�CTIO� 12
3/4° = 1'-0" s%�2
SECTION 1 �
3/4" = 1'-0" S%�2
�� � �
: ��
r r
� ' �' 4 1_ � C'� M
� �� � �
t
" � r r: �;
y ri .+ t ,.�,. r r
=,1 .i r,.� .e C'� M
d W
�
0
� N
� CO
C �'
-a'z
.� .�
�o
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�
� �
�
o�
:�i,� .a,a��;: � c
SCOPE DRAWINGS:
These drawings indicate the general scope of the project
In terms of architectural deslqn concept, the dimenslons of
the building, the major r,rchitectural elements an� the type
of sfructural, mechanical and electrical systems.
The drewings do not necessarily indicate or describe all
work required ;or full performance and completion of the
requirements of the Controct.
On the basis of the general scope indicated or described,
the trade contractors sholl fumish ali Items required for the
prc�per execuCic�n and compleClon of the wc�rk
REVISIONS:
ISSUE DATE DRAWN BY CHECKED BY
04/14/15 MD� PAB
DRAWING TITLE:
SECTIOIVS
AND
DETAILS
CERTIFIED BY:
��\illliii///
\\\����� P . B R (ltij��!��i�.
` Q�a •��G1STE/?F� °.o��` �i
Q
= No. 890277 -
=�o o�_
� � �S STATE OF :� � �-
�
�
! �.noamooeaMDIANPo.�"� � �
F � �`
,�����S,��N •L � ���\.
� i�� ii��
SECTION 1
3!4" = i'-0" 57�3
�4x4x316 CONTIN.
�
STEEL BEAM PER PLAN
MASONRY VENEER
PER ARCH. DWGS.
10" CMU WA�L PER
PLAN
GROUT COURSE ABOVE
BOND BEAM AS REQ'D.
TO ENGAGE ANCHORS
10" CMU BOND BEAM-
PER TYPICAL DETAIL
O
�
�
EXPANSION JOINT PER
ARCH. DWGS.
STEEL ROOF DECK
PER P�AN
MASONRY VENEER
PER ARCH. DWGS.
SLAB EDGE PER -
TYPICAL DETAIL
STEEL BEAM PER PLAN
CFS STUD WALL PER
ARCH. DWGS.
�
SLAB ON DECK PER PLAN
T SLAB PER PLAN
x x x x
, ' STEEL ROOF DECK � `"'"
� i PER P�AN
DEEP LEG DEFLECTION
; TRACK BY CFS SUPPLEIR
B/ANGLE PER ARCH. DWGS. -
;; p3' � CFS STUD WALL PER
ARCN. DWGS. � „ (
FACE OF EX. WALL L4x4x5�6 CONTIN. 11/
(GALV.)
SECTION 2 SECTION 3
3i4�� = l�-o�� 5703 si4�� =1�-0�� 5703
NOTE: ELEVATION AND SLOPE� 12
12
� � �
I I I
� � �
� �
I I S�AB EDGE PER
TYPICAL DETAIL
� I �
I I S�P,B ON DECK PER PLAN
I I
T SLAB PER PLAN
I I x x x x
I I
I 8 8" SE
I I
I
STEEL BEAMS PER PLAN
I I I BENT PLATE L8x6x5/6 (LLH) CONTIN.
�` ° � w/ %" DIA. ADNESIVE ANCNORS @
24" O.C. IN BOTTOM OF 2" VERT.
I I S�OT (FINGER TIGHTEN & FOUL
THREADS, 6" MIN. EMBEDMENT)
SECTION �
3!4" = i'-0" 57�3
L3x3� BRACE UP TO
TOP FLANGE OF ADJACENT
BEAM @ 4'-0" O.C.
Ux4x% x 0'-6" (LLH) w/
STIFF. �' %" @ 24" O.C.
OF TOP OF TRUSSES TO
MATCH TOPS OF EXISTING
ADJACENT TRUSSES TO THE
NORTH, FIE�D VERIFY
STEEL ROOF DECK
PER PLAN �
CONTIN. 16 GA. �
STRAP
10 GA. PLATE x 10" �
CONTIN., SCREW TO TOP \
CNORDS OF CFS TRUSSES
STEEL ROOF DECK �
PER PLAN
T/STEEL PER PLAN �
14 GA. STEEL BENT PLATE-
FOR DECK TRANSITION BY
DECK SUPPLIER
TOP PLATE i fi"x9" CONTIN.
I�
MASONRY VENEEf
PER ARCH. DWG`.
SLAB EDGE PER
TYPICAL DETAIL
B/ANGLE PER Af
L4x4x5/6 CONTIN.
( GALV. )
14 GA. SHEAR BRAKE (BETWEEN
EVERY OTNER TRUSS)
800S200-68 (BETWEEN
EVERY OTHER TRUSS)
CFS TRUSSES PER P�AN
WELDED TRUSS CLIP
BY TRUSS SUPPLIER
STEEL BEAM PER PLAN
SECT ON 8
3!4" = 1'-0" S']�3
1'-0"
SECTION 4
3ia�� = l�_o" 5703
► ' :►
PLAN
_LH) w/
STIFF. � %" @ 24" O.C.
MASONRY VENEER-
PER ARCH. DWGS.
STEEL ROOF DECK
PER PLAN
�
L4x4x 16 CONTIN. -
STEEL JOIST
PER PLAN
SLAB EDGE PER
TYPICAL DETAIL
CFS STUD WALL PER
ARCH. DWGS.
4" (.
SLAB ON DECK PER PLAN
T SLAB PER PLAN
� x x x x x
�
1'-0" SE
SECTION s
3ia�� = l�_o" 5703
SECTION 9
3/4" = 1'-0" S']�3
�r��:��G'�J�.»/:1�1
MASONRY VENEER-
PER ARCH. DWGS.
STEEL ROOF DECK
PER PLAN
�
L4x4x3/6 CONTIN. —
STEEL JOIST
PER PLAN
P�ATE 3/"x12" CONTIN
w/ %" STIFFENER
PLATES @ 2'-0" P.C.
4"
CFS STUD WALL PER
ARCH. DWGS.
T/STEE� PER PLAN
� � _ STEEL BEAM PER PLAN
SECTION 6
3l4" =1'-0" S'J�3
E
II
��
II
�N III
;.�, �� COORD. SHEAR TAB
+ �� LENGTHS W/ BOLT
JOISTS, DECK SUPPORT N INSTALLATION
ANGLES, BOLTS, ETC. o �� CLEARANCES
NOT SNOWN FOR � II
CLARITY II COPE FLANGES AT
Ilh INTERFERENCE
W16x50 +13'-0 W16x36 +13'-0
11 =-=-= = = —_—_— _ �
I�
�
���x2
/ I
� �� R � S �f//�S '0 �
�/ � 01
,��,� REF. ROOF FRAMING
�'` I PLAN FOR UPPER
� BEAMS
PLAN DETAIL 10
3/4" = 1'-0" s7�3
W
�
0
�
a
SCOPE DRAWINGS:
These drawings indicate the general scope of the project
In terms of architectural deslqn concept, the dimenslons of
the building, the major r,rchitectural elements an� the type
of sfructural, mechanical and electrical systems.
The drewings do not necessarily indicate or describe all
work required ;or full performance and completion of the
requirements of the Controct.
On the basis of the general scope indicated or described,
the trade contractors sholl fumish ali Items required for the
prc�per execuCic�n and compleClon of the wc�rk
REVISIONS:
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