STRUCTURAL NOTES & P A R T N E R S, P L L...

DRAWING INDEX

STRUCTURALABBREVIATIONS

AFF Above Finished Floor

ALT. Alternate

ARCH. Architect/Architectural

BLDG Building

BRG Bearing

B or BOT. Bottom

B/xxx Bottom of Something, e.g. B/FTG

CJ Contraction/Construction Joint

CL Centerline

CLR Clear

CMU Concrete Masonry Unit

COL. Column

CONC. Concrete

CONN. Connection

CONT. Continuous

COORD. Coordinate

DBL Double

DIA. Diameter

DL Dead load

DP Drilled Pier

DWG, DWGS Drawing(s)

EA. Each

EE Each End

EF Each Face

EW Each Way

EJ Expansion Joint

EL. Elevation

EQ. Equal

ELEV. Elevator

EMBED. Embedment/Embedded

EOS Edge of Slab

EQUIP. Equipment

EXIST. Existing

EXP. Expansion

EXT. Exterior

F/xxx Face of Something, e.g. F/BEAM

FDN Foundation

FIN. Finished

FLG Flange

FLR or FL. Floor

FS Far Side

FT Feet

FTG Footing

FV Field Verify

GA. Gage

GALV. Galvanized

HDD Headed

HORIZ. Horizontal

INFO. Information

INT. Interior

JT Joint

JST Joist

K Kips

KSI Kips per square inch

KSF Kips per square foot

LBS or # Pounds

LL Live Load

LLH Long Leg Horizontal

LLO Long Leg Out

LLV Long Leg Vertical

MPE Mechanical, Plumbing and Electrical

MFR Manufacturer

MATL Material

MAX. Maximum

MECH. Mechanical

MIN. Minimum

MISC. Miscellaneous

No. or # Number

NS Near Side

N/A Not Applicable

NTS Not to Scale

OPP. Opposite

PART. Partial, or Partition

PL Plate

PH Penthouse

PSF Pounds per square foot

PSI Pounds per square inch

R Reaction

RAD. Radius

RD Roof Drain

REINF. Reinforcing/Reinforcement

REQD Required

REV. Revision/Revised

RTU Roof Top Unit

SECT. Section

SIM. Similar

SPECS Specifications

SQ. Square

STD Standard

STIFF. Stiffener

STL Steel

SYM. Symmetrical

T Top

T/xxx Top of Something, e.g. T/SLAB

THK Thick

TYP. Typical

UNO Unless Noted Otherwise

VERT. Vertical

w/ With

w/o Without

WP Work Point

WT Weight

WWR Welded Wire Reinforcement

STRUCTURAL NOTESTHE STRUCTURAL NOTES DEFINE GENERAL DESIGN AND MATERIAL REQUIREMENTS AND ARE INTENDED TO SUPPLEMENT, BUT NOT REPLACE, THE PROJECT SPECIFICATIONS

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S001

S001 ... STRUCTURAL NOTES

S002 ... QUALITY ASSURANCE PLAN

S101 ... LEVEL 1 - FOUNDATION PLAN

S102 ... LEVEL 2 - FRAMING PLAN

S103 ... LEVEL 3 - FRAMING PLAN

S201 ... FOUNDATION SECTIONS AND DETAILS





DESIGN CRITERIA

---------------

1. Building Code: International Building Code, 2006 Edition

1.1 Building Occupancy Category: II

2. Design Loads

2.1 Uniform Live Loads (reduced per Building Code, unless noted otherwise):

Parking 40 psf

Stairs and Lobbies 100 psf

Mechanical Rooms 150 psf

2.2 Concentrated Live Loads (distributed over an area of 2.5 square feet,

unless noted otherwise):

Parking: Floor 3,000 lbs (over 4.5 inches x 4.5 inches)

Rail 6,000 lbs (at 18" above slab on 1 square foot)

2.3 Snow Loads: Minimum design snow load = 25 psf

2.4 Wind Loads: Basic Wind Speed: 90 mph

Importance Factor = 1.0

Exposure C

2.5 Earthquake Loads:

Seismic Importance Factor, I = 1.0

Mapped Spectral Response Accelerations, Ss and S1 = 0.29 and 0.061

Site Class: C

Spectral Response Coefficients, Sds and Sd1 = 0.23 and 0.069

Seismic Design Category: B

Basic Seismic-Force-Resisting System: Ordinary Precast Concrete Shear Walls

Design Base Shear: 654 kips (Note: includes 2 future floors)

Seismic Response Coefficient, Cs = 0.038

Response Modification Factor, R = 3.0

Analysis Procedure: Equivalent Lateral Force Procedure

3. The Structural Engineer of Record’s scope of service is limited to the design

of the foundation system, cast-in-place concrete retaining walls, and the

cast-in-place concrete topping slabs. The Structural Engineer is not responsible

for the design of the framed structure (precast system), stairs, handrails, or

other systems not shown in the Structural Documents. Such systems shall be

designed, furnished, and installed as required by other portions of the

Contract Documents.

4. Foundation design for the parking structure is based on estimated foundation

loads for the structural framing system shown. Foundation reactions for

the precast structure shall be prepared and submitted by the the precast

supplier for review by the the structural Engineer to verify the adequacy

of the foundation elements shown prior to placement of footings.

5. The parking structure is designed for 2 future floors as indicated on the key

plan.

GENERAL

-------

1. Reference to standards or specifications of technical societies, organiza-

tions, or associations, or to codes of local/state authorities, means the

latest standard, specification, or code adopted by the date shown on the

Drawings, unless specifically noted otherwise.

2. Material, workmanship, and design shall conform to the referenced Building

Code.

3. For dimensions not shown on the Structural Documents, see the Architectural

Documents.

4. Contractor responsibilities include, but are not limited to, the following:

4.1 Coordinate the Structural Documents with the Architectural, Mechanical,

Electrical, Plumbing, and Civil Documents. Architect/Structural

Engineer shall be notified of any discrepancy or omission.

4.2 Verify existing dimensions, elevations, and site conditions before

starting work. Architect/Structural Engineer shall be notified of any

discrepancy or omission.

4.3 Verify the structurally supported mechanical equipment weights, opening

sizes and locations identified on the Structural Drawings with

Architectural and Mechanical Drawings.

4.4 The structure is stable only in its completed form. Temporary supports

required for stability during all intermediate stages of construction

shall be designed, furnished, and installed by the Contractor.

4.5 Contractor has sole responsibility for jobsite safety and complying with

all health and safety precautions as required by any regulatory agency.

In performing construction observation visits to the jobsite, the

Structural Engineer will have no control over, nor responsibility for,

the Contractor’s means, methods, sequences, techniques, or procedures

in performing the work.

SUBMITTALS AND STRUCTURAL TESTING/INPECTIONS

--------------------------------------------

1. Shop Drawings and Submittals

1.1 Reproduction of Structural Drawings for shop drawings is not permitted.

1.2 Electronic drawing files will not be provided to the Contractor.

1.3 Refer to the Specifications for number of submittal copies required.

1.4 Review of shop drawings will be for conformance with the Contract

Documents regarding arrangement and sizes of members and the

Contractor’s interpretation of the design loads, if applicable, and

Contract Document details. Such review shall not relieve the Contractor

of the full responsibility to comply with the Contract Documents.

2. Structural Testing and Inspections

2.1 Testing and inspection as defined in Chapter 17 of the Building Code and

in the Structural Quality Assurance Plan (Drawing S0.02) will be required

to verify that the work has been completed in compliance with the

construction documents.

2.2 Refer to the Structural Quality Assurance Plan (S0.02) for specific

Testing and Inspection requirements and responsibilities.

FOUNDATION

----------

1. Geotechnical Report: Prepared By: Consolidated Engineers & Materials Testing, Inc.

Project No.: A08-1427-D

Report Dated: November 26, 2008

2. Building Pad Preparation

2.1 Strip vegetation and topsoil.

2.2 After stripping and general excavation and before any fill placement,

proofroll the building footprint and extending a minimum of 5 feet beyond

the exterior edges of the building with a minimum of two complete coverages

of a loaded dump-truck or scraper in each of two perpendicular directions.

Replace soft areas with compacted structural fill (refer to the Specifications

for fill and compaction requirements).

3. The foundation system shall consist of drilled piers extending into the sandstone

formation. Refer to the Drawings for the required drilled pier socket lengths in

the sandstone. It is likely that auger refusal may be met in the sandstone or on

sandstone boulders. The Contractor shall be prepared to furnish rock coring augers

and equipment as necessary to advance the piers to the required design depths.

Sandstone Bearing Capacity 12,000 psf

Sandstone Skin Friction Capacity 1200 psf

4. Miscellaneous footings where shown shall bear on native soils or structural fill

with a minimum allowable bearing capacity of 2500 psf.

5. The slab-on-grade shall be placed on a minimum of 24 inches of non-frost susceptible

granular fill (refer to the Specifications).

6. Foundation Walls - Lateral Pressures

Walls supported at top (at-rest): 60 pcf Equivalent Fluid Density

Walls free to displace at top ( active): 40 pcf Equivalent Fluid Density

Note: Foundation wall lateral pressures based on granular backfill behind

walls (Refer to the Specifications).

REINFORCEMENT

-------------

1. Reinforcing Bars: ASTM A615, Grade 60

2. Welded Wire Fabric (WWF): ASTM A185, 8" minimum side and end laps

3. Reinforcement Placement (unless noted otherwise):

3.1 Concrete Reinforcement Cover

Below Grade: Unformed 3" clear

Formed 2" clear

Walls 1-1/2" clear

Pedastals (Ties) 1-1/2" clear

Columns (Ties) 1-1/2" clear

Slabs: Top 1-1/2" clear

3.2 Masonry reinforcing steel: Place in the center of CMU cells unless

noted otherwise.

4. Reinforcement Splices

4.1 Reinforcement marked "Continuous" can be spliced at locations

determined by Contractor.

4.2 All other reinforcement shall be spliced only at locations shown or

noted, unless approved in writing by Structural Engineer.

4.3 Splice Lengths (unless noted otherwise):

Concrete Reinforcement: Class B Tension Lap

Masonry Reinforcement: 48 bar diameters

5. Adhesive for Dowels in Existing Concrete: HIT HY150 injection adhesive

supplied by Hilti Fastening Systems, EPCON System Ceramic 6 Epoxy adhesive

supplied by ITW Ramset/Red Head, Power-Fast epoxy injection gel supplied by

Powers Fastening, or approved equal.

5.1 Minimum Embedment Length: 12 bar diameters, unless noted otherwise.

GARAGE CABLE GUARDRAIL

----------------------

1. The guardrail shall be designed to withstand the force from any direction on the

driving surface as specified in the referenced building code but not less than

the effect of a 10,000 pound ultimate factored load or 6000 pound working load

acting 18" above the driving surface.

2. Cable Guardrail

2.1 Barrier strands shall be galvanized ‰" diameter seven wire strand conforming

to ASTM A416 with a minimum breaking load of 33,400 pounds. Minimum weight

of zinc coating shall be 0.85 oz. per square foot.

2.2 All anchorages, wedges, couplers, bearing plates and other miscellaneous

hardware shall be the standard products as manufactured by the post-tensioning

supplier unless otherwise approved by the Engineer. All post-tensioning

hardware, whether embedded in concrete or not, shall be hot dipped galvanized

with a minimum of 1.8 oz. of zinc per square foot.

2.3 The Contractor shall submit to the Architect/Engineer of record all

stressing operations within 48 hours of stressing. Records shall include

the calculated and actual measured elongation for each jacking point for

each strand, the stressing ram number and jacking pressure or force for

each strand, and the date of stressing and signature of Contractor’s

stressing personnel. Agreement between gauge reading and measured elongation

and between measured elongation and calculated elongation within 5% is

required for satisfactory installation. Strand ends shall not be cut off

until all strands have been satisfactorily stressed and elongation records

reviewed and approved.

3. Refer to the specifications and the barrier cable details on the drawings for the

stressing procedure.

4. The General Contractor shall submit shop drawings for all locations where an

automobile barrier is indicated on the Architectural and Structural Drawings.

The shop drawings shall indicate and locate all prestressing hardware, embedded

sleeves, and stressing procedures and sequence.

CAST-IN-PLACE CONCRETE

----------------------

1. Concrete Minimum 28-day Compressive Strength, f’c

1.1 Normal Weight Structural Concrete

28-Day, f’c w/c Ratio Entrained Air

(min.) (max.) (min.)

----------- --------- -------------

Footings, Grade Beams 4,000 psi ---- None Required

Drilled Piers 4,000 psi ---- None Required

Foundation Walls, Pedestals 4,000 psi 0.45 5.0 +/- 1.5%

Retaining walls 3,000 psi ---- None Required

Slabs-on-grade 4,000 psi 0.45 None Required

Shear Walls 4,000 psi 0.45 5.0 +/- 1.5%

Topping Slabs 5,000 psi 0.40 5.0 +/- 1.5%

2. Topping slab concrete shall be normal weight concrete with a minimum 28-day

compressive strength of 5000 psi.

2.1 Topping slab concrete shall be a minimum of 3-inches thick. Provide

additional concrete thickness as required at wash areas along the

perimeter of the structure and where noted on the Drawings. Refer to

plans for topping slab reinforcement.

2.2 Concrete shall have a maximum water cement ratio of 0.40.

2.3 Provide handtooled, V-shaped control joints in cast-in-place topping

at precast double tee joints and at inverted tee beams (parallel with

beam sides). All joints shall be sealed with a high quality, traffic-

grade joint sealant.

3. Construction Joint Locations: No horizontal construction joints are

permitted except those shown on the Structural Drawings or have written

consent of the Structural Engineer.

4. Pipes or ducts shall not exceed one-third the slab or wall thickness unless

specifically detailed. See mechanical and electrical drawings for location

of sleeves, accessories, etc.

5. Special Finishes: Refer to Architectural Drawings for molds, grooves,

ornaments, clips or grounds required to be encased in concrete and for

location of floor finishes and slab depressions.

6. Defect Repair: Honey-combing, spalls, cracks, etc. shall be repaired. Extent

of defective area to be determined by the Structural Engineer.

STRUCTURAL PRECAST CONCRETE

---------------------------

1. Precast concrete design, manufacture and erection shall conform to ACI 318

and PCI Manual 116.

2. Precast Design Loads

2.1 Precast Members: Superimposed loads as given in the Contract Documents,

in addition to the self-weight of the precast member, toppings, etc.

2.2 Precast Shear Walls and Their Connections: Self-weight and the loads

indicated on the Drawings.

2.3 Effects to be considered by the Precast Design Engineer in the design

of the precast elements and connections include, but are not limited

to, the following:

Gravity

Wind

Seismic

Differential temperature between panel faces

Eccentricity of applied loads

Lateral earth pressure

Loads from materials supported by panels

Volumetric changes due to temperature, creep, & shrinkage

Handrails

Impact on panels designed as guardrails

Erection loads

Load combinations shall be in accordance with the Building Code.

2.4 Refer to the Drawings for unique loading conditions and special loads

such as supported masonry walls, mechanical equipment, etc.

3. Design of structural precast elements and their connections shall be the

sole responsibility of the Contractor. Submit shop drawings, design load

data, and support reactions of precast elements and their connections sealed

by an Engineer licensed in the project state.

4. Concrete Minimum 28-day Compressive Strength, f’c = 5000 psi.

5. Openings and Embedded Items: Coordinate with Architectural, Mechanical,

Electrical and Plumbing Contract Documents.

ARCHITECTURAL PRECAST CONCRETE

------------------------------

1. Design of architectural precast elements and their connections shall be the

sole responsibility of the Contractor. Submit shop drawings, design load

data, and support reactions of precast elements and their connections sealed

by an Engineer licensed in the project state.

2. Connections: Connection concepts only are shown in sections and details of

the Contract Documents. The design and frequency of connections shall be

the responsibility of the Precast Supplier and the Precast Design Engineer

in coordination with the panel design itself. Shop drawings shall adequately

show the architectural precast panel attachment locations to the structure.

CONCRETE MASONRY

----------------

1. CMU Minimum Compressive Strength unless noted otherwise, f’m = 1,500 psi.

Refer to the Drawings for locations where higher masonry compressive

strengths are required.

2. Mortar: Type M (All Walls)

3. Coarse Grout: 2,500 psi min. compressive strength conforming to ASTM C476.

Grout solid all bond beams, reinforced CMU cores, and all CMU cores below

grade.

4. Horizontal Joint Reinforcement: No. 9 gage longitudinal wires at 16"

vertically, unless noted otherwise. Provide special accessories for corners,

intersections, etc.

5. Contraction Joints: Maximum spacing of 3 times of wall height or 30 feet

(whichever is less) in all concrete masonry walls.

6. Submit written construction procedures prior to the start of masonry

construction.

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