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Addendum Summary 19340.0000, AG SCIENCE PROJECT CENTER

Date: 12/9/2019 12:00 PM

To: Kevin Freels

Assistant Superintendent for District Operations Red Oak ISD

109 W. RED OAK RD.

RED OAK, TX 75154

Addendum: 001 Prepared

By:

Rebekah Gallagher

This addendum contains changes to the requirements of the contract drawings and/or project manual.

Such changes shall be incorporated into the contract documents and shall apply to the work with the

same meaning and force as if they had been included in the original documents. Wherever this

addendum modifies a portion of the paragraph of project manual or any portion of the drawing, the

remainder of the paragraph of drawing affected shall remain in force.

The conditions of the basic project manual shall govern all work described in this addendum.

Wherever the conditions of work and the quality of quantity of materials or workmanship are not fully

described in this Addendum, the conditions of work, etc. included in the basic project manual for

similar items of work shall apply to the work described in this addendum.

The “Conditions of the Contract” apply to all work described in this Addendum. The following changes

shall be and are hereby made:

Summary of Revisions

SPECIFICATON REVISIONS:

ITEM 1.001. Section 08 71 00 Door Hardware

1. Revise Part 2.6 Keying

Factory construction master keyed locksets.

A. Owner will establish keying based on GMK system. Provide following

number of keys:

1. GMK: Six each.

2. MK: Six each.

3. Change Keys: Three for each lock

12/9/2019

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4. Construction keys: 12 master keys.

B. Construction Keying: Provide keyed construction cores for locks during

construction.

C. Index, tag and deliver permanent keys in sealed container to Owner.

D. Contractor to provide keyed permanent cores for installation by Owner.

Owner to provide permanent cores and keys (Everest Primus and Everest

as Required.)

2. Remove Hardware Group No. 001.

3. Remove Hardware Group No. G004.

ITEM 1.002. Section 08 33 23 Overhead Coiling Doors

1. Revise Part 2.2 Door Assembly

I Manual Door Operator

1. 8’ x 8’ Doors: Chain Hoist Operation

2. 12’ x 10’ Doors: Chain Hoist Operation

3. Revise Part 2.8 Manual Door Operators

B. Omit Reference to Push-Up Door Operation.

C. Omit reference to Crank Operator. Provide Manual Chain Hoist

Operation equal to ControlGard Model CG by Cornell Iron Works, Inc.

Provide chain keeper locks for chain hoist operation.

DRAWING REVISIONS:

ITEM 1.003. The following STUCTURAL SHEETS, Issued in their entirety:

Sheet Number Sheet Name

1. S01-01 General Notes

2. S01-02 Statement of special Inspections

3. S02-01 Foundation Plan

4. S03-01 Typical Concrete Details

5. S03-02 Concrete Details

6. S04-01 Typical Masonry Details

7. S05-01 Typical Steel Details

ITEM 1.004. Sheet A08-01 WINDOW, DOOR & FRAME DETAILS & DOOR SCHEDULE

1. Revise Door Schedule to Delete all hardware Group No 001. District to provide

locking hardware.

ITEM 1.005. Sheet EP02-01 – ELECTRICAL FLOOR PLAN, Reissued in its entirety

1. See attached revised sheet EP02-01 for added panel “AL3”

2. See revised Wash rack area to include added circuits.

3. See revised Office 06 for added power to IT Rack, refer to plan note 12.

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ITEM 1.006. Sheet EP08-01 – ELECTRICAL PANELBOARD SCHEDULE & RISER DIAGRAM

Reissued in its entirety

1. See attached sheet EP08-01 for changes to panelboard schedule and riser diagram.

ITEM 1.007. Sheet EL02-01 – LIGHTING FLOOR PLAN, Reissued in its entirety

1. See attached revised sheet EL02-01 for changes to switching layouts.

ITEM 1.008. Sheet MH02-01 – MECHANICAL FLOOR PLAN, Reissued in its entirety

1. See attached revised sheet MH02-01 for duct changes.

ITEM 1.009. Sheet MH08-01 – MECHANICAL SCHEDULE, Reissued in its entirety

1. See attached revised sheet MH08-01 for changes to the grille schedule.

End of Addendum Summary

CC: David Safir

Attachments: S01-01, S01-02, S02-01, S03-01, S03-02, S04-01, S05-01, EP02-01, EP08-01, EL02-

01, MH02-01, MH08-01

Please review this information and advise writer of any corrections, misunderstandings, or additions within 3 business days.

STANDARD ABBREVIATIONS

ABADDL

ADJAESS

AFF

AGGRALT

ARCHBLBL

BLDGBLK

BMBOT, B

BRGBTWN

CCFMFCGS

CIPCJ

CLCMU

COLCOMPCONC

CONNCONSTR

CONTCOORD

CTRCW

dbDBADEG

DETDIA or Ø

DIMDWG

DWLEA

EFEJEL

ELEVENGR

EQEW

EXP BTEXSTEXT

FFABR

FDTNFIN

FIN FLR, FFFLR

FSFVGC

GNGR

GR BMHORIZ, H

HSAHSS

HTIFINFO

INTINTERM

JSTJT

K

Anchor BoltAdditional

AdjacentArchitectural Exposed

Structural SteelAbove Finished Floor

AggregateAlternate

Architect(ural)Building LineBrick Ledge

BuildingBlock

BeamBottom

BearingBetween

ChannelCold-Formed Metal FramingCenter of Gravity of Steel

Cast-in-PlaceConstruction Joint

Center LineConcrete Masonry

ColumnCompressionConcrete

Connect(ion)Construction

ContinuousCoordinate

CenterCurtain Wall

Bar Diameter(s)Deformed Bar AnchorDegree(s)

DetailDiameter

DimensionDrawing

DowelEach

Each FaceExpansion JointElevation

ElevatorEngineer

EqualEach Way

Expansion BoltExistingExterior

Force (Axial)Fabricator

FoundationFinish

Finish FloorFloor

Far SideField VerifyGeneral Contractor

General NotesGrade

Grade BeamHorizontal

Headed Stud AnchorHollow Structural Section

HeightInside FaceInformation

InteriorIntermediate

JoistJoint

Kip (1,000 pounds)

K-FTLBF

LLBBLLH

LLVLSH

LSVLT

MMATLMAX

MECHMEP

MFRMIN

MKMTL

NICNONS

NSGNTS

OCOF

OP HDOPNGP

P-TPCC

PENPI

PILPL

PNLPSFPSI

PTR

RECTREF

REINFREQD

RTSCSCHED

SECTSHT

SIMSOG

SPASPECSQ

STSTD

STIFSTL

STRUCTSUPPT

SYMMTT&B

TEMPTOC

TOFTOJ

TOPTOS

TOWTYPULT

UNOV

VERT, VWD

WP

Kip-Feet (Moment)Pound-Force

Long Leg Back-to-BackLong Leg Horizontal

Long Leg VerticalLong Side Horizontal

Long Side VerticalLeft

MomentMaterialMaximum

MechanicalMech/Elec/Plumbing

ManufacturerMinimum

MarkMetal

Not in ContractNumberNear Side

Non-Shrink GroutNot to Scale

On CenterOutside Face

Opposite HandOpeningPan (form)

Post-TensioningPrecast Concrete

PenetrationPlasticity Index

PilasterPlate

PanelPounds Per Square FootPounds Per Square Inch

PointRadius

Rectangle(ular)Refer (to)

ReinforcingRequired

RightSlip-CriticalSchedule

SectionSheet

SimilarSlab-on-Grade

Space(ing)SpecificationsSquare

Stirrup(s)Standard

StiffenerSteel

Structure(al)Support

SymmetricalTensionTop and Bottom

TemperatureTop of Concrete

Top of FootingTop of Joist

Top of PierTop of Steel

Top of WallTypicalUltimate (force)

Unless Noted OtherwiseShear

VerticalWood

Working or Work Point

21 17 13 9 5 1

22 18 14 10 6 2

23 19 15 11 7 3

24 20 16 12 8 4

DETAIL REFERENCENUMBER

DETAIL SHEET LAYOUT

L.A. FUESS PARTNERS, INC.Structural Engineers3333 Lee Parkway, Suite 300 • Dallas, TX 75219214.871.7010 • www.lafp.com

DATE

JOB

SHEET

ISSUES

Date of issue:

REVISIONS

LAFP PROJ. NO. 19273 FIRM REG. NO. F-537

CORGAN

401 N. Houston St

Dallas, TX 75202

T: 214-748-2000

1 12.09.2019 ADDENDUM #01

2

3

4

5

6

7

8

9

10

S01-01

GENERAL NOTES

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G E N E R A L N O T E S

DRAWING LIST

SHEET

NUMBER SHEET NAME

S01-01 GENERAL NOTES

S01-02 STATEMENT OF SPECIAL INSPECTIONS

S02-01 FOUNDATION PLAN

S03-01 TYPICAL CONCRETE DETAILS

S03-02 CONCRETE DETAILS

S04-01 TYPICAL MASONRY DETAILS

S05-01 TYPICAL STEEL DETAILS

SECTION 1 - GENERAL INFORMATION AND DESIGN CRITERIA

SECTION 1.1 - DOCUMENTS

1.1.1 Structural Drawings are not stand-alone documents. They are

augmented by technical specifications and must be coordinated

with Architectural, Civil and

Mechanical/Electrical/Plumbing/HVAC documents.

1.1.2 General Notes and Typical Details apply generally throughout

the project wherever conditions similar to those depicted exist

and are not necessarily referenced specifically in the documents.

1.1.3 Structural documents are protected by U.S.A. Copyright Laws,

and shall not be used for any purpose other than construction

of the building described in the Architectural documents and

at the geographic location shown. The structural design

described in these documents is not valid for any other purpose,

use or location.

1.1.4 The Geotechnical Report referenced herein is not part of the

Structural Documents. However, a copy should be obtained for

reference during installation of foundations and subgrade

preparation.

COORDINATION

1.1.5 Contractor is responsible for coordinating Structural Documents

with other trades and disciplines including; architectural,

civil, mechanical, electrical, HVAC and fire protection. Some

requirements are not known prior to issue and may change as

layout and fabrication drawings are developed. Promptly report

deviations and interferences with structural components for

resolution by the Engineer.

1.1.6 Contractor shall verify dimensional location and depth of slab

recesses and offsets with Architectural Drawings.

1.1.7 Contractor shall verify weights, location and details of

structurally supported mechanical equipment prior to

construction of the supporting structure. Report deviations from

assumed conditions to the Engineer prior to fabricating

materials.

1.1.8 Contractor shall verify size, location and detail of roof

openings and curbs for mechanical equipment prior to fabricating

materials. Report deviations from assumed conditions to the

Engineer before proceeding with work.

1.1.9 Contractor shall verify size and location of floor and roof

penetrations shown on structural drawings with other

disciplines. Submit for approval a composite drawing showing

all proposed openings and sleeves through structural members

for engineering review prior to or simultaneous with shop

drawings for affected framing.

1.1.10 Do not scale plans, details and sections for quantity, length

or fit of materials.

REFERENCE ELEVATIONS

1.1.11 Heights of floor and roof decks and various framing components

are given on the drawings relative to a reference elevation of

100'-0". This reference elevation is equivalent to a Mean Sea

Level Elevation of 552.00', as noted in the Civil drawings.

TEMPORARY BRACING

1.1.12 Structural systems are designed for in-place conditions only.

Contractor shall provide temporary bracing of structural

components (including but not limited to beams and walls)

for conditions that will exist during construction and to

meet all regulatory requirements for safety of workmen.

1.1.13 Temporary frame bracing shall remain until installation of

permanent structural bracing elements, member connections and

floor and roof diaphragms are complete.

SECTION 1.2 - CODES AND STANDARDS

1.2.1 Building Code of jurisdiction : 2012 International Building Code

1.2.2 Structural Concrete Code - American Concrete Institute (ACI) 318

1.2.3 Structural Steel Code - American Institute of Steel Construction

(AISC) 360

1.2.4 Structural Masonry Code - Masonry Standards Joint Committee (MSJC)

TMS 402-11/ACI 530-11/ASCE 5-11

SPECIAL INSPECTIONS

1.2.5 See Statement of Special Inspections for minimum special

inspections and testing per the Building Code.

1.2.6 See Technical Specifications for other materials testing and

inspection requirements.

SECTION 1.3 - DESIGN CRITERIA

1.3.1 Metal Building System Structural Loads

Dead, Live, Wind and Seismic loading used to design

Pre-Engineered Metal Building shall be submitted for approval

per General Note Section 5.6.

1.3.2 Live Loads

Mezzanine Storage 125 psf

1.3.3 Dead Loads

Mezzanine Collateral 10 psf (1)

(1) Collateral loads include: lighting, ductwork,

miscellaneous framing.

1.3.4 Wind Loads

Ultimate Design Wind Speed (Vult) 115 psf

Nominal Design Wind Speed (Vasd) 90 psf

Risk Category II

Wind Exposure Classification C

1.3.5 Seismic Loads

Risk Category II

Seismic Importance Factor 1.00

Mapped Spectral Acceleration, Ss 0.087

Mapped Spectral Acceleration, S1 0.049

Site Class C

Spectral Response Coeff, Sds 0.070

Spectral Response Coeff, Sd1 0.056

Seismic Design Category A

SECTION 2 - FOUNDATIONS AND RELATED EARTHWORK

GEOTECHNICAL REPORT

2.1 Design of foundations and structural components in contact with

soil is based on the recommendations given in the following:

Report by : Alpha Testing

Date of Report : November 20, 2019

Report Number : G192627 (1)

(1) Report Addendum Issued on December 3, 2019

2.2 Refer to the soil report for subsoil conditions that may be

encountered in the installation of foundations, and other

information relevant to foundations and site preparation.

SOIL IMPROVEMENT UNDER BUILDING SLABS

2.3 Design of soil-supported building slabs is based on a range of

soil movement of 0 to 1 inch, based on the recommendations of

Geotechnical Report.

2.4 Refer to Specifications for soil stabilization under

soil-supported building slabs.

STRAIGHT SHAFT PIERS

2.5 Design Criteria:

Bearing Stratum : Gray Limestone

Top of Stratum Elevation : 70'-0"

(for Bidding Purposes Only)

Allowable End Bearing : 50,000 psf

Positive Side Friction : 7,500 psf

Upheaval Side Friction : 2,000 psf

Upheaval Design Depth : 12 ft

Negative Side Friction : 6,000 psf

2.6 Pier depths indicated are for bidding purposes only. Actual pier

depths may vary depending on depth to bearing stratum.

2.7 See typical details for steel dowels at tops of piers.

2.8 Top of pier elevations given are relative to reference elevation

100'-0".

2.9 Overpour at tops of piers ("mushrooms") shall be removed to the

required pier diameter.

SECTION 3 - STRUCTURAL CONCRETE

SECTION 3.1 - CONCRETE FORMS

3.1.1 Formed Voids - Provide retained void spaces between bottom of

structural members and subgrade as follows:

Grade Beams 8 inches

3.1.2 Grade Beams - shall be formed both sides unless specifically

shown or noted otherwise in the details.

SECTION 3.2 - STEEL REINFORCING

STEEL REINFORCING

3.2.1 All bars shall be deformed in accordance with ASTM A615.

Reinforcing indicated to be welded shall conform to ASTM A706.

3.2.2 Strength of bars shall be as follows:

All Bars Grade 60

SPLICING OF REINFORCING BARS

3.2.3 Top bars in beams, slabs or joists shall be spliced at midspan

between supports, unless noted otherwise.

3.2.4 Bottom bars in beams, slabs or joists shall be spliced at

supports, unless noted otherwise.

LAPPED SPLICE LENGTHS

3.2.5 Lap reinforcing 24 bar diameters at splices unless noted or

detailed otherwise.

3.2.6 Tension splice lengths shall be calculated in accordance with

ACI 318. Use Class "B" splices unless noted otherwise

3.2.7 Welded wire fabric splice length (overlap), measured between

outermost cross wires of each fabric sheet, shall be at least

one spacing of cross wires plus 2 inches, but in no case less

than 6 inches.

CONCRETE COVER TO REINFORCING

3.2.8 Clearance from face of concrete to face of reinforcing:

Piers 3"

Formed Grade Beams 1 1/2" top, 2" sides, 3" bottom

PLACEMENT OF REINFORCING

3.2.9 Offsets in reinforcing bars shall be bent at a ratio of 1

(normal to bar axis) to 6 (parallel to bar axis).

3.2.10 Provide corner bars at intersections of beams and walls in

accordance with Typical Details.

3.2.11 Provide dowels from grade beams or foundation equal in size and

spacing to vertical bars in walls or pilasters and extend one

splice length above and below joint line, unless noted otherwise.

3.2.12 Start stirrup spacing in beams 2 inches outside of face of

supports.

3.2.13 Place welded wire reinforcing in slabs on concrete joists, in

toppings, or in slabs poured on metal deck at center of slab

unless noted otherwise.

SECTION 3.3 - CONCRETE MIX DESIGNS

3.3.1 Concrete Mix Schedule:

a) "HRC" refers to hardrock concrete having air dry unit

weight of approximately 145 PCF.

b) "LWC" refers to sand lightweight concrete having an air

dry unit weight not to exceed 120 PCF.

c) Where w/c ratio is not indicated in the Concrete Mix

Schedule, it shall be as necessary to meet strength requirements.

d) Where the w/c ratio is shown, it shall be adhered to regardless

of strength requirements.

e) "Strength" is required compressive cylinder strength

at an age of 28 days.

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

Conc. Strength Agg. Agg. Slump Max

Class psi Type Size Inches w/c Notes

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

A 4000 HRC 1-1/2" 5-7 ---

B 4000 HRC 1" 3-5 ---

C 3500 HRC 1" 3-5 ---

D 3500 HRC 3/4" 3-5 ---

E 3000 LWC 3/4" 2-4 ---

3.3.2 Mix Usage Schedule:

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

Concrete Air

Description of Use Class Content

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

Drilled Piers A ------

Grade Beams & Pedestals B 3-6%

Slab-on-Grade C 3-6%

Slab on Composite Metal Deck D 3-6%

Housekeeping Pads E ------

SECTION 3.4 - CONCRETE SLABS

3.4.1 Slabs Placed on Grade

Location Thickness Reinforcing

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

Typical 5 inches See Typical Details

See Plan 6 inches See Typical Details

a) Provide construction joints in slabs where indicated on

Plans. Allow minimum of 4 days interval between placing

adjacent sections of slab.

3.4.2 Slabs on Composite Metal Deck

Composite Slab Schedule:

Type Overall Typ Slab

Mark T-inches Reinf

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

A 5.0 #3 @ 12 EW

Slab types correspond to deck type (see Composite Metal Deck).

Locate Typ Slab Reinf at center of slab above deck.

Top Cover for Addnl Top Reinf: 1".

SECTION 3.8 - DRILLED IN ANCHORS

3.8.1 Drill holes with rotary impact hammer drill using carbide tipped

bits. Drill bits shall be of the diameter as specified by the

anchor manufacturer. All holes shall be drilled perpendicular

to the concrete or masonry surface.

3.8.2 Embedded items: Identify position of reinforcing steel and other

embedded items prior to drilling holes for anchors. Exercise

care in drilling to avoid damaging existing reinforcing or

embedded items. Notify the Engineer if reinforcing steel or

other embedded items are encountered during drilling. Take

precautions as necessary to avoid damaging electrical and

telecommunications conduit, and gas lines.

3.8.3 Base Material Strength: Unless otherwise specified, do not drill

holes in concrete or masonry until concrete, mortar, or grout

has achieved full design strength.

TESTING

3.8.4 Continuous special inspection is required for adhesive anchors.

Remove and replace mis-placed or malfunctioning anchors. Clean

and fill empty anchor holes and patch failed anchor locations

with high-strength nonshrink, nonmetallic grout. Anchors that

fail to meet proof load or installation torque requirements

shall be regarded as malfunctioning.

EXPANSION, UNDERCUT, SCREW AND ADHESIVE ANCHORS

3.8.5 Concrete base material: provide anchors of size and type shown

with ICC-ES or IAPMO-UES compliance required

Expansion Anchors: Hilti Kwik Bolt TZ (ICC-ES ESR-1917)

Screw Anchors: Hilti Kwik HUS-EZ (ICC-ES ESR-3027)

Adhesive Anchors: Hilti HIT-HY 200 Safe Set System

(ICC-ES ESR-3187) for use with Hilti

HIT-Z Rod, HAS-E Rod, & Hollow Drill Bit

3.8.6 Grout filled CMU (Concrete Masonry Unit) base material: provide

anchors of size and type shown with ICC-ES or IAPMO-UES

compliance required

Screw Anchors: Hilti Kwik HUS EZ (ICC-ES ESR-3056)

Adhesive Anchors: Hilti HIT-HY 70 (ICC-ES ESR-2682)

INSTALLATION

3.8.7 Perform anchor installation in accordance with manufacturer's

printed installation instructions (MMPII).

3.8.8 Protect threads from damage during anchor installation.

3.8.9 IBC 2012 requires ACI/CRSI certification for adhesive anchor

installers (AAI) when installing adhesive anchors of

horizontally or upwardly inclined conditions. Installers of

adhesive anchors shall hold a current AAI certification as

accredited by ACI/CSRI in accordance with ACI 318-11 D.9.2.2.

Anchor Manufacturer Installation Training is acceptable as a

supplement to ACI\CRSI AAI certification. Installers shall

submit their certifications to the inspector (testing lab) for

each installation.

SECTION 4 - STRUCTURAL MASONRY

GENERAL

4.1 Refer to Architectural layout and Drawings and Specifications

for details and exact dimensions of brick masonry work including

rustications, corbels, coursing, reglets, weep holes,

waterproofing and flashing.

4.2 Grouting of reinforced masonry walls shall be accomplished in

accordance with TMS 602.

STRUCTURAL PROPERTIES

4.3 Required prism strength of structural assembly = 2000 psi

4.4 Concrete Masonry Units: 8" (Nominal Thickness) ASTM C90

Lightweight with a maximum unit weight of 105 pcf and a

minimum net area compressive strength of 2800 psi

4.5 Masonry Mortar: ASTM C270, Type S (Proportion Specification)

Masonry cement shall not be used for mortar.

Required 28-day compressive strength = 1800 psi

4.6 Masonry Grout: ASTM C476 (Proportion Specification)

Required 28-day compressive strength = 2000 psi

REINFORCING

4.7 Horizontal joint reinforcing shall be "Ladder Type" 9 ga. welded

wire spaced 16 inches on center vertically.

4.8 Provide special "L" and "T" shaped sections at wall

intersections. Lap horizontal wires at least 12" at splices.

4.9 The first cell at corners, ends of walls, and each side of

openings shall be grouted and reinforced with 1 #5 vertical.

SECTION 5 - STRUCTURAL STEEL

SECTION 5.1 - STRUCTURAL FRAME

5.1.1 Structural Steel Properties:

High Strength Steel ASTM A992 Grade 50

Use High Strength Steel for W Shapes and WT's, u.n.o.

Structural Steel (Normal Strength) ASTM A36

Use for Angles, Channels, and Plates, u.n.o.

Steel Pipes ASTM A53, Grade B

Hollow Structural Sections (HSS) ASTM A500, Grade B

Erection Bolts ASTM A307

High Strength Bolts ASTM A325N

Anchor Bolts ASTM F1554 Grade 36

High Strength Anchor Bolts ASTM F1554 Grade 105

WELDING

5.1.2 Unless otherwise noted, angles, plates, rods, and miscellaneous

framing shall be welded at contact joints and supports. Weld

sizes shall conform to AWS D1.1 minimums, except where noted

otherwise.

5.1.3 Where fillet weld sizes are not indicated on weld symbols,

fillet size shall be 1/16th inch smaller than thickness of

thinner of materials being joined.

5.1.4 Complete penetration welds are indicated by notation "CP" on

weld symbols, partial penetration by "PP".

STRUCTURAL BOLTS

5.1.5 Bolts indicated on details shall be 3/4 inch diameter, unless

noted otherwise.

5.1.6 Bolts shall be tightened by the AISC "Snug Tight" method unless

noted otherwise.

MISCELLANEOUS

5.1.7 Shelf angles supporting masonry shall have 1/4 inch wide

expansion joints spaced not more than 40 feet apart.

5.1.8 Edge angles at perimeters of floors and roofs noted as "CHORD

MEMBERS" or "CONTINUOUS" on details shall be butt welded at

splices to develop full allowable tensile strength of member.

5.1.9 Edge angles supporting floor or roof deck shall be spliced only

over supports.

5.1.10 Steel members shown to be curved shall be rolled in a manner

that will not cause distortion or buckling. Should alterations

to the member size, such as a thicker flange or web, be required

to ensure this outcome, the additional steel shall be provided

at no additional cost to the contract.

COMPOSITE STEEL BEAMS

5.1.11 Beams shall have shear studs spaced at 2 feet maximum on center,

whether shown or not.

5.1.12 Composite steel beams do not require shoring during placement

of concrete slab, unless noted otherwise.

SHEAR STUDS

5.1.13 Shear studs shall be fusion-welded, headed studs of high

strength steel.

5.1.14 Unless noted otherwise, studs shall have a shank diameter of

3/4-inch and a length of 4 inches, after being welded.

SECTION 5.3 - COMPOSITE METAL DECK

5.3.1 Contractor shall provide composite metal decking to meet the

following criteria:

1. Decking alone shall be capable of supporting the wet weight

of concrete plus construction loads without requiring

intermediate shoring for all span conditions on the project,

unless noted otherwise.

2. Composite slab and deck system shall be capable of supporting

design loads indicated on the drawings for all span conditions

on the project.

Deck thickness, indicated by gauge in Composite Steel Deck Schedule,

is a minimum and shall be increased as necessary to meet these

requirements, at no additional cost to the Contract.

5.3.2 Composite Steel Deck Schedule:

Type Deck Min Min Min Min Min

Mark Height Gauge +Ix-in4 -Ix-in4 +Sx-in3 -Sx-in3

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

A 2.0" 20 0.409 0.406 0.341 0.346

a) Yield Strength = 50 ksi min

(Deck Type A applies throughout)

5.3.3 Composite floor system minimum load capacity requirements:

Type Superimposed Concentrated

Uniform Load (psf) Load (lbs) *

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

A 150 2000

*Concentrated load acting on area 2.5 ft x 2.5 ft; not

acting simultaneously with uniform load.

5.3.4 Composite Deck Connections:

Type A - 5/8" puddle welds at each valley at each support, and

at 18" o.c. parallel to deck edge.

Sidelaps - button punch at 3'-0"

SECTION 5.6 - PRE-ENGINEERED METAL BUILDING (PEMB)

5.6.1 Superstructure is Pre-Engineered Metal Building (PEMB).

Contractor shall coordinate with PEMB Manufacturer for EOR

structural review of delegated design prior to fabrication.

5.6.2 The PEMB shall be a manufacturer's standard prefabricated

metal structure of the approximate inside area shown.

Rigid frames shall be spaced as shown on the plan. Overall

dimensions and construction details may vary to suit

manufacturer's standard design. However, minimum web

thickness of rigid frames shall be 3/16".

5.6.3 The PEMB shall be designed and fabricated according to the

contract specifications, AISC, MBMA, and AISI latest

specifications. American institute of steel construction

certification is required of the metal building system

manufacturer and a certificate to verify compliance shall

be submitted with the design analysis. The dimensional

tolerances outlined in the AWS code under workmanship and

the tolerances applicable to hot rolled steel under the

AISC "Standard Mill Practice" section shall be required in

the fabrication of the steel building frames.

5.6.4 PEMB individual components and frame deflections and drift

shall be designed in accordance with Technical Specification.

5.6.5 A complete design analysis showing all the calculations for

the rigid frames, girts, purlins, and x-bracing for wind and

seismic loads and a layout of anchor bolts and other

embedded items shall be submitted for approval with the

erection drawings, pior to fabrication.

5.6.6 The PEMB shall be designed to support all mechanical equipment

including heaters, sprinklers, exhaust systems, fans and all

other such devices. Additional girts or purlins shall be

placed in convenient locations for attachment of all mechanical

equipment.

5.6.7 Design loads shall conform with criteria given in the general

notes, plus collateral load from mechanical equipment, ceilings,

and sprinklers as applicable. Load combinations and design

stresses should comply with AISC specifications for

structural steel buildings.

5.6.8 Rigid frame anchor bolts shall be designed and furnished by

the contractor. Bolts shall be designed by a professional

engineer for the frame reactions furnished by the metal

building manufacturer. The anchor bolt design analysis shall

be submitted for approval.

S T A T E M E N T O F S T R U C T U R A L S P E C I A L I N S P E C T I O N S2 0 1 2 I N T E R N A T I O N A L B U I L D I N G C O D E

STATEMENT OF SPECIAL INSPECTIONS NOTES:

This Statement of Special Inspections is submitted in accordance with Section 1704 of the 2012 International Building Code (referenced hereforth as Code). It includes a Schedule of Special Inspection Services applicable to the Project.

If applicable, it includes Requirements for Seismic Resistance and/or Requirements for Wind Resistance.

The Owner shall employ one or more qualified Special Inspectors to perform this work. The Special Inspector(s) shall keep records of all inspections and shall furnish interim inspection reports to the Building Official and to the Registered Design Professional in

Responsible Charge. Discrepancies shall be brought to the immediate attention of the Contractor for correction. If the discrepancies are not corrected, the discrepancies shall be brought to the attention of the Building Official and the Registered Design Professional in Responsible Charge prior to completion of that phase of work. A Final Report of Special Inspections

documenting required special inspections and corrections of any discrepancies noted in the inspections shall be submitted to the Building Official and the Registered Design Professional in Responsible Charge at the conclusion of the project.

The Special Inspection program does not relieve the Contractor of responsibility to comply with the Contract Documents. Jobsite

safety and means and methods of construction are solely the responsibility of the Contractor.

See specifications for additional testing requirements. Where conflicts occur, the most stringent requirement shall control.

INSPECTION OF FABRICATORS:

Where fabrication of structural load-bearing members and assemblies is being performed on the premises of a

fabricator's shop, special inspection of the fabricated items shall be required by Section 1704.2 and as required elsewhere in the Code.

INSPECTION OF WELDING:

Welding inspection shall be in compliance with AWS D1.1. The basis for welding inspector qualification shall beAWS D1.1.

INSPECTION OF STRUCTURAL STEEL:

Special inspection of structural steel shall be in accordance with the quality assurance inspection requirements ofAISC 360.

INSPECTION OF STRUCTURAL MASONRY:

Structural masonry construction shall be inspected and verified in accordance with TMS 402/ACI 530/ASCE 5

and TMS 602/ACI 530.1/ASCE 6 Level B Quality Assurance Program requirements.

SCHEDULE OF SPECIAL INSPECTION SERVICES

TABLE 1705.3: REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC

1. Inspection of reinforcing steel, including prestressing

tendons, and placement.

5. Verifying use of required design mix.

9. Inspection of prestressed concrete:

a. Application of prestressing forces.b. Grouting of bonded prestressing tendons in

the seismic-force-resisting system.

CHECK IF

REQD

2. Inspection of reinforcing steel welding in accordance

with Table 1705.2.2, Item 2b.

3. Inspection of anchors cast in concrete where allowableloads have been increased or where strength

design is used.

6. At the time fresh concrete is sampled to fabricate

specimens for strength tests, perform slump and aircontent tests, and determine the temperature of

the concrete.

7. Inspection of concrete and shotcrete placement

for proper application techniques.

8. Inspection for maintenance of specified curing

temperature and techniques.

10. Erection of precast concrete members.

11. Verification of in-situ concrete strength, prior to

stressing of tendons in post-tensioned concrete andprior to removal of shores and forms from beams

and structural slabs.

12. Inspect formwork for shape, location, and dimensions

of the concrete member being formed.

SCHEDULE OF SPECIAL INSPECTION SERVICES

TABLE 1705.6: REQUIRED VERIFICATION AND INSPECTION OF SOILS

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC

1. Verify materials below shallow foundations are adequate to

achieve the design bearing capacity.

CHECK IF

REQD

2. Verify excavations are extended to proper depth and have

reached proper material.

3. Perform classification and testing of compacted fill materials.

5. Prior to placement of controlled fill, observe subgrade and

verify that site has been prepared properly.

4. Verify use of proper materials, densities, and lift thicknesses

during placement and compaction of controlled fill.

SCHEDULE OF SPECIAL INSPECTION SERVICESTABLE 1705.8: REQUIRED VERIFICATION AND INSPECTION OF CAST-IN-PLACE

DEEP FOUNDATION ELEMENTS

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC

1. Observe drilling operations and maintain complete and

accurate records for each element.

CHECK IF

REQD

2. Verify placement locations and plumbness, confirm element

diameters, bell diameters (if applicable), lengths, embedmentinto bedrock (if applicable), and adequate end-bearing strata

capacity. Record concrete or grout volumes.

3. For concrete elements, perform additional inspections in

accordance with Table 1705.3.

X---

--- ---

X---

X ---

X ---

X---

X

X---

X---

X---

X---

X---

X---

X---

X ---

X---

X ---

X ---

--- ---

4. Inspection of anchors post-installed in hardened

concrete members.X---

SCHEDULE OF SPECIAL INSPECTION SERVICES TABLE 1705.2.2:

REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC

1. Material verification of cold-formed steel deck:

CHECK IF

REQD

2. Inspection of welding:

X---

X---

a. Identification markings to conform to ASTM standards specified in the approved construction

documents.

b. Manufacturer's certified test reports.

a. Cold-formed steel deck:

1) Floor and roof deck welds. X---

b. Reinforcing steel:

1) Verification of weldability of reinforcing

steel other than ASTM A706.X---

2) Reinforcing steel resisting flexural and axial forces in intermediate and special moment

frames, and boundary elements of special structural walls of concrete and shear

reinforcement.

X ---

3) Shear reinforcement.

4) Other reinforcing steel. X---

X ---

X---

TOC 99' - 0" TOP OF CONCRETE ELEVATION

TOW 124' - 0" TOP OF WALL ELEVATION

SECTION

SYMBOL LEGEND

ENLARGED PLAN OR

PLAN DETAIL

LEVEL ELEVATION(RELATIVE TO DATUM

ELEVATION 100' - 0")

TOS 120' - 0" TOP OF STEEL ELEVATION

(BOTTOM OF METAL DECK)

CAST-IN-PLACE

CONCRETE WALL

CONCRETE MASONRY

WALL

EL 120' - 0" SPOT ELEVATION

DROP IN STRUCTURE

SLOPE IN STRUCTURE

MECHL. EQUIPMENT

SEE PLAN FOR WEIGHT

1

S101

LEVEL 2

115' - 0"

PEMB COLUMN

P2

PIER MARK

99' - 0"TOP OF PIERELEVATION

(REFER PLAN)

SP

OT

ELE

VA

TIO

NS

AR

ER

ELA

TIV

E T

O D

AT

UM

ELE

VA

TIO

N10

0' -

0"CONCRETE TOPPING

SLAB

1

S101ELEVATION

1

S101

L.A. FUESS PARTNERS, INC.Structural Engineers3333 Lee Parkway, Suite 300 • Dallas, TX 75219214.871.7010 • www.lafp.com

DATE

JOB

SHEET

ISSUES

Date of issue:

REVISIONS

LAFP PROJ. NO. 19273 FIRM REG. NO. F-537

CORGAN

401 N. Houston St

Dallas, TX 75202

T: 214-748-2000

1 12.09.2019 ADDENDUM #01

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STATEMENT OF

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1

1

2

2

3

3

4

4

5

5

6

6

A

B

C

D

E

F

G

H

J

K

L

2.2 3.5 4.8

1' - 3 1/2" 20' - 0" 20' - 0" 19' - 4" 19' - 4" 19' - 4" 1' - 3 1/2"

16' -

1"

15' -

7"

15' -

7"

15' -

7"

15' -

7"

16' -

6"

16' -

6"

16' -

6"

17' -

1"

1' - 3 1/2" 20' - 0" 20' - 0" 19' - 4" 19' - 4" 19' - 4" 1' - 3 1/2"

SLOPE TO

DRAIN, TYP

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P3

97' - 0"

P2

97' - 0"

P2

97' - 0"

P2

97' - 0"

P2

97' - 0"

P2

97' - 0"

P2

97' - 0"

P2

97' - 0"

P2

97' - 0"

P2

97' - 0"

P2

165'

- 0

"

3' -

6"

1' -

0"

1' - 0"

SLOPE DOWN

1/4" PER FT

24' - 6" 24' - 6" 24' - 6" 24' - 6"

98' - 0"

4' - 10" 4' - 4" 24' - 0" 6' - 9 1/2"

1' - 0"

30' - 7"

6"63

' - 9

"

14

S03-02

1

S03-02

5

S03-02SIM

5

S03-02 TYP @

SLAB

TOC 100' - 0"

TOC 100' - 0" TOC 100' - 0"

SAWJOINTS @ 15'-0" OC MAX

TYP WHERE SHOWN

97' - 0"

P2

97' - 0"

P2

97' - 0"

P2

97' - 0"

P2

9 5/

8"6"

3

S03-02

3

S03-02

3

S03-02

1

S03-02

NO SLAB

NO SLAB

6

S03-02 TYP @

INT SOIL

6

S03-02 TYP @

INT SOIL

6

S03-02 TYP @

INT SOIL

5

S03-02

TYP

9

S03-02

9

S03-02

9

S03-02

8

S03-02 TYP

8

S03-01 TYP @ INTERIOR NON-

LOAD BEARING CMU

13

S03-02

13

S03-02

78' -

5"

66' -

7"

20' -

0"

98' - 0"

6"9

5/8"

97' - 0"

P1

97' - 0"

P1

97' - 0"

P1

97' - 0"

P1

97' - 0"

P1

97' - 0"

P1

97' - 0"

P1

97' - 0"

P1

97' - 0"

P1

97' - 0"

P1

97' - 0"

P1

10' - 0" 20' - 0 1/2" 19' - 8 1/2" 9' - 7" 5' - 7"12' -

0"

12' -

9"

3"

2

S03-02 @ OVERHEAD

DOOR

4

S03-02 @ OVERHEAD

DOOR

4

S03-02 @ OVERHEAD

DOOR

2

S03-02 @ OVERHEAD

DOOR

5

S03-02 TYP @

SLAB

1

S03-02

2

S03-02 @ OVERHEAD

DOOR

9

S03-02

9

S03-02

SLOPE DOWN

1/4" PER FT

7

S03-01

12' -

0"

12

S03-02

TYP

SLAB ON GRADE THICKNESS TO BE 6" @

AREAS SHOWN HATCHED

5

S03-02 SIM

97' - 0"

P2

16' - 0"

11'-3 1/4"

14

S03-02

10

S03-02

EXTENTS OF ROOF ABOVE

- SEE ARCH

CMU CONTROL JOINTS, TYP WHERE SHOWN. 24' - 0" OC MAX.

SUBMIT LOCATIONS FOR REVIEW.

ME

TA

L B

UIL

DIN

G

BR

AC

ED

BA

Y

ME

TA

L B

UIL

DIN

G

BR

AC

ED

BA

Y

5"

10 1/2"

10 1/2"

5"

PROVIDE

THICKENED SLAB & FDN DWLS PER

@ NOTCH 8/S03-01

1 2

A

B

C

D

E

16' -

1"

15' -

7"

15' -

7"

15' -

7"

1' -

5"

20' - 0" 11' - 7"

W18x35 (30)

W18x35 (30)

W18x35 (30)

W18x35 (30)

W18x35 (30)

W18x35 (30)

W18x35 (30)

63' -

9"

6"

1' - 0" 30' - 7"

TOS 111' - 7"TOS 112' - 2 3/4"

TOS 111' - 7"TOS 112' - 2 3/4"

18

S04-01

17

S04-01

17

S04-01

18

S04-01

8 E

QU

AL

SP

AC

ES

CMU TO MAINTAIN 4" CLR FROM METAL BUILDING STRUCTURE.

COORD CMU LOCATION W/ METAL BLDG DESIGNER & ARCH PRIOR

TO SUBMITTING SHOP DWGS.

SEE & FOR PIPE PENETRATIONS & OPNGS

SMALLER THAN 18".

13/S05-01 14/S05-01

FOR OPNGS LARGER THAN 18", FRAME OPENING W/ W12x24 W/

STUDS @ 2'-0". COORD OPENINGS W/ ARCH & MEP. SUBMIT

OPENINGS AND REQUIRED FRAMING FOR REVIEW PRIOR TO

FABRICATION.

4" T

YP

FOUNDATION LEVEL PLAN NOTES:

1. TOP OF SLAB = RELATIVE ELEVATION 100'-0" UNLESS

NOTED OTHERWISE

2. TYPICAL SLAB ON GRADE FLOOR SLAB THICKNESS = 5",

UNLESS NOTED OTHERWISE

3. SHEET INDEX:

GENERAL NOTES S01-01

STATEMENT OF SPECIAL INSPECTIONS S01-02

TYPICAL CONCRETE DETAILS S03-01

DRILLED PIER SCHEDULE S03-01

TYPICAL MASONRY DETAILS S04-01

TYPICAL STEEL DETAILS S05-01

MEZZANINE LEVEL PLAN NOTES:

1. TYPICAL MEZZANINE FLOOR IS TYPE A COMPOSITE SLAB:

3" CONCRETE ON 2" COMPOSITE METAL DECK (5" TOTAL)

2. FOR BEAM SIZE CALLOUTS, NUMBERS IN PARENTHESES ()

INDICATE THE QUANTITY OF SHEAR STUDS REQUIRED FOR THAT

BEAM. SEE TYPICAL DETAILS FOR PLACEMENT OF STUDS."C = ##"

INDICATES THE REQUIRED CAMBER AT THE CENTER OF THE BEAM.

3. SHEET INDEX:

GENERAL NOTES S01-01

STATEMENT OF SPECIAL INSPECTIONS S01-02

TYPICAL CONCRETE DETAILS S03-01

DRILLED PIER SCHEDULE S03-01

TYPICAL MASONRY DETAILS S04-01

TYPICAL STEEL DETAILS S05-01

FINISH GRADESLAB ON GRADE

DE

PT

H P

ER

GE

OT

EC

H R

PT

2' -

0"

SE

LEC

T F

ILL

CA

P

MOISTURE CONDITIONED SOILS

7' - 0" DEPTH PER GEOTECH RPT

GE

OT

EC

H R

PT

1' -

0"

DE

PT

H P

ER

EXTEND MOISTURE CONDITIONING BEYOND EDGE OF SLAB 5' - 0" AS

REQD PER GEOTECH RPT

VAPOR BARRIER PER

GEOTECH RPT

VAPOR BARRIER

SEE ARCH

L.A. FUESS PARTNERS, INC.Structural Engineers3333 Lee Parkway, Suite 300 • Dallas, TX 75219214.871.7010 • www.lafp.com

DATE

JOB

SHEET

ISSUES

Date of issue:

REVISIONS

LAFP PROJ. NO. 19273 FIRM REG. NO. F-537

CORGAN

401 N. Houston St

Dallas, TX 75202

T: 214-748-2000

1 12.09.2019 ADDENDUM #01

2

3

4

5

6

7

8

9

10

S02-01

FOUNDATION

PLAN

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1/8" = 1'-0"

1 FOUNDATION PLAN1/8" = 1'-0"

2 MEZZANINE FRAMING PLAN

FOUNDATION DESIGNS ARE BASED ON ANTICIPATED METAL BUILDING SYSTEM STRUCTURAL LOADS. FOUNDATION DESIGNS ARE TO BE REVIEWED BASED ON ACTUAL LOADINGS PROVIDED BY THE ENGINEER OF THE METAL BUILDING. SUBMIT METAL BUILDING LOADS FOR REVIEW PRIOR TO SUBMITTING FOUNDATION SHOP DRAWINGS.

3/4" = 1'-0"

3 SUBGRADE PREP SCHEMATIC DETAIL

STRAIGHT SHAFT PIER

BEARING STRATUM

SEE GENERAL NOTES

TOP OF BEARING STRATUM

PENETRATION MEASURED FROM TOP

OF BEARING STRATUM OR BOTTOM OF STEEL CASING, WHICHEVER RESULTS

IN DEEPER PIER

TOP OF PIER ELEVATION

SEE PLAN

PIER REINFORCING -

SEE SCHEDULE

PIER TIES - SEE SCHEDULE

(SPIRAL REQUIRED IN LIEU OF TIES FOR 24" DIA PIERS AND SMALLER. SEE

NOTE BELOW FOR OTHER INFO).

FINISH FLOOR ELEVATION

PIER MARK

P2

98' - 0"TOP OF PIEREL OTHER

THAN TYPICAL

VA

RIE

S

SE

E P

LAN

SA

ND

DE

TA

ILS

PE

NE

TR

AT

ION

3" C

LR

DIA

SH

AF

T

3" C

LR

6" MIN

3" C

LR

TIE

SP

A

TY

P

SEE REBAR BENDS AND HOOKS DETAIL FOR ROUND TIE DETAIL. STAGGER TIES

SO THAT ADJACENT TIES DO NOT ENGAGE THE SAME VERTICAL BAR WITH

END HOOKS. SPIRAL REINFORCING OF EQUAL SIZE AND PITCH TO MATCH TIE

SPACING IS AN ACCEPTABLE ALTERNATIVE. PROVIDE 1 1/2 TURNS

TOP AND BOTTOM.

DOWELS / ANCHOR BOLTS

1. USE 4 #5(4-0) IN 6" x 6" PATTERN UNO.2. SEE COL SCHEDULE AND BASE PLATE

DETAILS FOR ANCHOR BOLTS.3. SEE COL SCHEDULE FOR DOWELS TO

CONCRETE COLUMNS.4. SEE PIER CAP DETAILS FOR DOWELS

TO CAPS.

2 ADDL TIES EQUALLY SPACED (SEE TYP

DETAILS FOR TIES AT STEEL COLUMN

ANCHOR BOLTS)

TIES (OR SPIRAL)

VOID BOX - BM OR WALL

GRADE BEAM

OR WALL

VOID

RETAINER

BACKFILL

CONTINUOUS MOISTURERESISTANT CARDBOARD

VOID FORM BETWEENFOUNDATION ELEMENTS,

RECTANGULAR SHAPED.

UNDISTURBED OR COMPACTED

SUBGRADE

TOP OF

FOUNDATION ELEMENT

BEYOND

SE

E G

N N

OT

ES

VO

ID D

EP

TH

DIM

"A

"

2 1/

2" M

IND

EP

TH

CO

NT

TR

EN

CH

DIM "B"

VOID

DEPTHDIM "A" DIM "B"

8" 3" MIN 3" MIN

5" MAX

WALL OR GRADE BEAM

PLAN VIEW

PROVIDE CORNER BARS

SAME SIZE & SPACINGAS HOR. WALL OR

GRADE BEAM REINF WITHCLASS A LAP SPLICE

EACH WAY

CORNER BARS

GRADE BM

BOT BARS

ELEVATION

STEP IN GRADE BEAM

6"30db

12db

REINFORCING AT SLAB-ON-GRADEBLOCKOUT

SLAB ON GRADE

BLOCKOUT FOR

PLUMBING, ETC.

#3(4-0) @

EA. CORNER

SLAB-ON-GRADE RECESSES

GREATER THAN SLAB THICKNESS LESS THAN SLAB THICKNESS

#3 @ 18

DOWELS TO MATCHSIZE AND SPACING

OF TYPICAL SLABREINFORCING -

LAP 48db

SE

E P

LAN

8"

8"

DEPTH6 X RECESS

SE

E P

LAN

(30"

MA

X)

2 #4 CONT TOP

AND BOT

#4 @12

CONT

DOWELS TO MATCH

SIZE AND SPACINGOF TYPICAL SLAB

REINFORCING

LAP 48db

CONT WATERSTOP

THICKENED SLAB

#3 @ 18

3 #5 CONTINUOUS

1' -

0"

TYP.

1' - 0"

SLAB ON GRADE

REINF CONT

1' - 0" 1' - 0"

NON-LOAD BEARING CMU CL8" NON-LOAD BEARING

CMU TO BE REINFORCED W/ #5 @ 48 IN GROUTED

CELLS UNO

#5(0-10/4-8) @ 48

SLAB ON-GRADE

1ST POUR 2ND POUR

1/8" RADIUS EACH SIDE OFJOINT, PROVIDE SAW CUT

IF JOINTS ARE TO BE SEALED

COAT WITH OIL PRIOR

TO 2ND POUR

FORMED BUTT JOINT

SMOOTH DOWEL

OR TIE BAR

SLAB ON-GRADE SCHEDULE

SLAB

THICKNESS (T)

CLEAR

COVER

SLAB

REINFORCING SMOOTH DOWELS

5" 1 3/4" #3 @ 18 EW 3/4" DIA X 1' - 2" @ 12

6" 2" #4 @ 18 EW 3/4" DIA X 1' - 2" @ 12

SAW CUT JOINTREINF CONTINUOUS THRU

SAW JOINT LOCATIONS

CONSTRUCTION JOINT DETAIL

SAW JOINT DETAIL

TIE BARS

#6(3-9) @ 12

#6(3-9) @ 12

CONSTRUCTION JOINTS

T

T/2

T/2

TT/4

CONSTRUCTION JOINTS SHALL BE "SMOOTH DOWEL" TYPE UNLESS

SPECIFICALLY NOTED ON PLAN

CO

VE

R

CLE

AR

CO

VE

R

CLE

AR

ELEVATION

FIRST POUR SECOND POUR

CONTINUE REINFORCING

THROUGH JOINT

4 #5 (4-0) CENTERED

ON JOINT

SHEAR KEY TO BE 6"

NARROWER THAN BEAMWIDTH WITH 1/2"

BEVEL 4 SIDES

GRADE BM CONSTRUCTION JOINT

2"

1/3

1/3

1/3

TOP BARS CONT AT CANTILEVERS,CANTILEVER BACKSPANS AND

SPANS LESS THAN 10' - 0".

TYP ST SPA

SPANCL SUPPORT CL SUPPORT

SPLICE BOT

BARS @ CL SUPPORT,

TYP

2"

TO FIRST

ST, TYPHOOK TOP BARS @ ENDS,

TYP AT ALLEND

CONDITIONS

SPLICE TOP BARS

@ MIDSPAN, TYP

STIRRUPS,

TYP

TYP GRADE BEAM REINF

ELEVATION

CANTILEVER

TYP ST SPA

DROP IN GRADE BEAM

ELEVATION

SAME AS TOP REINFORCING

CLASS B LAP SPLICE

DROP IN GRADE BEAM

ELEVATION

1:6 SLOPE MAXIMUM

2 ADDL STIRRUPS

2"

OFFSET BARS

STANDARD END HOOKS

STIRRUPS AND TIES

6

1 M

AX

#3 - #5

#6 - #8

12db

4db (2 1/2" MIN)

D

D

D90°

180°

D

BAR SIZE

#3 - #8#9 - #11

#14, #18

MIN BEND

DIA, D

6db8db

10db

SEE STANDARD

END HOOKBEND SCHEDULE,

TYPD

12db FOR #6 - #86db FOR #3 - #5

DD

D6db

BAR SIZEMIN BEND

DIA, D

4db

6db

ROUND STIRRUPS AND TIES

6" M

IN

REBAR BENDS AND HOOKS

"db" = NOMINAL BAR DIA

IN INCHES, TYP

SEE STIRRUPAND TIE DETAIL

FOR HOOKS

EN

GA

GE

VE

RT

RE

INF

END HOOKS (EXCLUSIVEOF STIRRUPS AND TIES)

SHALL BE STANDARDHOOKS UNLESS NOTED

OTHERWISE.

WELD SIZE

BAR SIZE WELD SIZE

#3#4

#5#6

#7#8

#9#10

#11

3/16"1/4"

5/16"3/8"

7/16"1/2"

9/16"5/8"

11/16"

STEEL

PLATE

BAR PERPENDICULAR TO PLATE

REBAR WELDING

BAR PARALLEL TO PLATE

BAR SIZE WELD LENGTH

#3#4

#5#6

#7#8

#9#10

#11

1 1/4"1 3/4"

2 1/4"2 3/4"

3 3/4"5"

6 1/4"8"

9 3/4"

BAR SPLICE

tw =

0.3

db BAR SIZEMINIMUM

SPLICE LENGTH

#3#4

#5#6

#7#8

#9#10

#11

1"1 1/4"

1 1/2"1 3/4"

2"2 1/4"

2 1/2"3"

3 1/4"

tw =

0.2

db db

WELD LENGTHSTEEL PLATE

0.2db, TYP

15° MAX

E1 E2

E3 E4

2- 1/2" D.

x 0-4 HSA

PL. 3/8"

C.L. PL.

PL. 3/8"

C.L. PL.

3-1/2" D.

x 0-6 HSA

4- 1/2" D.

x 0-4 HSA

PL. 3/8"

6- 1/2" D.

x 0-4 HSA

PL. 3/8"

C.L. PL.L-1 1/2 x1 1/2x

1/4 x0-10

EMBEDDED PLATES

4"

8"

2"4"

2"

5"

2"3"

3"2"

10"

3/16

2" 4" 4" 2"

1' - 0"

2 1/

2"6"

2 1/

2"

11"

2" 4" 2"

8"

2"4"

2"

8"

L.A. FUESS PARTNERS, INC.Structural Engineers3333 Lee Parkway, Suite 300 • Dallas, TX 75219214.871.7010 • www.lafp.com

DATE

JOB

SHEET

ISSUES

Date of issue:

REVISIONS

LAFP PROJ. NO. 19273 FIRM REG. NO. F-537

CORGAN

401 N. Houston St

Dallas, TX 75202

T: 214-748-2000

1 12.09.2019 ADDENDUM #01

2

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CONCRETE

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15

4

STRAIGHT SHAFT DRILLED PIER SCHEDULE

PIER MARKSHAFT

DIAMETERVERTICAL

REINF PENETRATION TIES

P1 18" 6 #7 7' - 0" #3 @ 16

P2 24" 7 #8 7' - 0" #3 @ 16

P3 30" 9 #8 7' - 0" #3 @ 16

TYPICAL DETAILNO SCALE

2XTD02110A

TYPICAL DETAILNO SCALE

3TD02526

TYPICAL DETAILNO SCALE

4TD03026

TYPICAL DETAILNO SCALE

5TD03028

TYPICAL DETAILNO SCALE

6TD03042

TYPICAL DETAILNO SCALE

7XTD03101

TYPICAL DETAILNO SCALE

8XTD03102

TYPICAL DETAILNO SCALE

9XTD03111

TYPICAL DETAILNO SCALE

10TD03140

TYPICAL DETAILNO SCALE

11TD03141

TYPICAL DETAILNO SCALE

12TD03142

TYPICAL DETAILNO SCALE

13TD03143

TYPICAL DETAILNO SCALE

24TD03201

TYPICAL DETAILNO SCALE

20TD03202

TYPICAL DETAILNO SCALE

14TD03691

1' - 6"

2' -

4"

8"

SEE PLANFACE OF BLDG

RECESS PER ARCH

EXTERIOR GRADE

#4(2-0/2-0) @ 18

W/ #4 CONT

4 #6 T&B

#4 ST @ 12

2' - 0" x 2' - 0" PEDESTAL

SEE PLAN

FACE OF BLDG

TOC EL - 102' - 0"

GR BM REINF CONT

THRU PEDESTALSEE

FOR ADDL INFO

CONSTRUCTION JOINT AT TOP OF GRADE BM.

PEDESTAL REINF TO BE CONT FROM TOP OF PIER UP

TO TOP OF PEDESTAL.

1/S03-02

CHAMFER CORNERS, TYP

FACE OF GR BM BEYOND

EXTERIOR GRADE

PEDESTAL REINF:4 #6 VERT W/

#3 TIES @ 12

PIER DOWELS:6#7 VERT W/ #3 CONTINUOUSLY

WOUND TIE. PITCH AS REQD FOR 8" SPACING & PROVIDE 1 1/2

TURNS T&B. EMBED DOWEL CAGE 4'-0" INTO PIER & EXTEND TO TOP

OF PEDESTAL W/ STD HOOK

18"

DIA

PROVIDE 4#4 TIES @ 2" AT TOP OF PEDESTAL. TIES

TO HAVE 135º HOOKS

METAL BUILDING COL ANCHORS TO HAVE

18" MIN EMBED

#3(6-0) CNTRD

ON PEDESTAL

RECESS PER ARCH

8"

#4(0-6/2-6) @ 12

CL OF PIER & PEDESTAL

2' -

4"

8"2'

- 0

"

1' - 6"

2' -

4"

1' -

0"

SEE PLANFACE OF BLDG

RECESS PER ARCH

EXTERIOR GRADE

INTERIOR GRADE

CHAMFER CORNER

SEE ARCH FOR

EXTENTS OF CURB

TOP OF CURB @ DOOR.

SEE ARCH FOR LOCATIONS & ELEVATIONS. LOWER

HAIRPINS AS REQD

4 #6 T&B

#4 ST @ 12

#4(2-6) HAIRPIN @ 12

W/ 3#4 CONT TOP

SEE

FOR ADDL INFO5/S03-02

INTERIOR GRADE

2' - 0" x 2' - 0" PEDESTAL

SEE PLAN

FACE OF BLDG

TOC EL - 102' - 0"

GR BM REINF CONT

THRU PEDESTALSEE

FOR ADDL INFO

CONSTRUCTION JOINT

1/S03-02

CHAMFER CORNERS, TYP

FACE OF GR BM BEYOND

EXTERIOR GRADE

RECESS PER ARCH

CL OF PIER & PEDESTAL

1' - 6"

2' -

4"

8"

CHAMFER CORNER

INTERIOR GRADE

#4(2-0/2-0) @ 18

W/ #4 CONT

4 #6 T&B

#4 ST @ 12

INTERIOR GRADE

2' - 0" x 2' - 0" PEDESTAL

TOC EL - 102' - 0"

GR BM REINF CONT

THRU PEDESTALSEE

FOR ADDL INFO

CONSTRUCTION JOINT AT TOP OF GRADE BM.

PEDESTAL REINF TO BE CONT FROM TOP OF PIER UP

TO TOP OF PEDESTAL.

9/S03-02

CHAMFER CORNERS, TYP

FACE OF GR BM BEYOND

PEDESTAL REINF:4 #6 VERT W/

#3 TIES @ 12

EXTEND PIER VERT REINF

TO TOP OF PEDESTAL

PROVIDE 4#4 TIES @ 2" AT TOP OF PEDESTAL. TIES

TO HAVE 135º HOOKS

METAL BUILDING COL ANCHORS TO HAVE

18" MIN EMBED

4 #6(2-0) HAIRPINS @ TOP

OF PEDESTAL EQ SPA

#4(0-6/2-6) @ 12

8"

CL OF PIER & PEDESTAL

2' -

4"

2' -

8"

1' - 6"

2' -

4"

8"

5 #6 T&B

#4 ST @ 12

1' -

8"

#5(6-0) @ 24

#4(2-0/2-0) @ 18

ALT HOOK DIRECTION

8" PARTIALLY GROUTED

CMU W/ #5 @ 24 VERT

BOTTOM 3'-0" OF CMU WALL TO BE

FULLY GROUTED

SEE PLANFACE OF BLDG

BEYOND

RECESS & SLOPE

PER ARCH

SITE PAVING

SEE

FOR ADDL INFO1/S03-02

SEE ARCH

L4 x 3 x 1/4 (LLH) CONT (GALV)

W/ 1/2" DIA x 4" HSA @ 12

3/4" DIA (2-0) SMOOTH DWL

@ 12 INTO SITE PAVING

SEE PLANFACE OF BLDG

BEYOND

SLOPE & ELEVATION

PER ARCH INTERIOR GRADE

L4 x 3 x 1/4 (LLH) CONT (GALV)

W/ 1/2" DIA x 4" HSA @ 12

SEE

FOR ADDL INFO3/S03-02

3/4" DIA (2-0) SMOOTH DWL

@ 12 INTO SITE PAVING

SITE PAVING

EXTERIOR GRADE 2' - 0" x 2' - 0" PEDESTAL

TOC EL - 102' - 0"

CHAMFER CORNERS, TYP

PEDESTAL REINF:4 #6 VERT W/

#3 TIES @ 12

EXTEND PIER VERT REINF

TO TOP OF PEDESTAL

PROVIDE (3) PEDESTAL TIES WITHIN TOP 5" OF

PEDESTAL

METAL BUILDING COL ANCHORS TO HAVE

18" MIN EMBED

4 #6(2-0) HAIRPINS @ TOP

OF PEDESTAL EQ SPA

SITE PAVING

CL OF PIER & PEDESTAL

3' - 0"

2' -

4"

8"

SEE PLANFACE OF BLDG

RECESS PER ARCH

EXTERIOR GRADE

REINF CONTINUOUS

FROM GR BM BEYOND

135º TIES

ADDL 4 #6 T&B

#4 ST @ 12

FACE OF GR BM

BEYOND

SEE

FOR ADDL INFO13/S03-02

TRENCH DRAINCOORD GEOMETRY

W/ MEP

6" TYP

1' - 0" LAP, TYP

#3 @ 18 EA WAY

6"

#3(2-0/AS REQD) @ 18, TYP

L.A. FUESS PARTNERS, INC.Structural Engineers3333 Lee Parkway, Suite 300 • Dallas, TX 75219214.871.7010 • www.lafp.com

DATE

JOB

SHEET

ISSUES

Date of issue:

REVISIONS

LAFP PROJ. NO. 19273 FIRM REG. NO. F-537

CORGAN

401 N. Houston St

Dallas, TX 75202

T: 214-748-2000

1 12.09.2019 ADDENDUM #01

2

3

4

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6

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9

10

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DETAILS

12.09.2019

19340.0000

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15

4

3/4" = 1'-0"

1

3/4" = 1'-0"

5

3/4" = 1'-0"

3

3/4" = 1'-0"

6

3/4" = 1'-0"

9

3/4" = 1'-0"

8

3/4" = 1'-0"

13

3/4" = 1'-0"

2

3/4" = 1'-0"

43/4" = 1'-0"

12

3/4" = 1'-0"

143/4" = 1'-0"

10

1"BB-3 CONT

2 GROUT FILLED CELLS TO FOUNDATION W/ 1 #5 EA

CELL AT BM CENTERLINE

1/4

COURSING

ELEVATION

E2 EMBED

FULLY GROUT BM POCKET AFTER BM

IS INSTALLED

BEAM BEARING ON CMU

8" M

IN

5 1/2"

SEE

FOR ADDL INFO

18/S04-01

PROVIDE E2 DECK BEARING EMBED ON EA SIDE OF BM

POCKET & 4' - 0" OC MAX BTWN

SEE 11/S05-01

1/4" x 3" PL CONTSEE

FOR ADDL INFO

18/S04-01

BB-1 CONT

3/16

E2 EMBED @ ENDS OF WALLS

& 4' - 0" OC MAX BTWN

TOS EL - VARIES

SEE PLAN

C9x15 CONT W/ #4 (2-0)

A706 DWL @ 12" OCMITER CHANNEL & BUTT

WELD AT CORNERS

SEE PLAN FOR DECK

SPAN DIRECTION

RAILING - SEE ARCH

1 1/

2"

1/4" x 3" PL CONT

CMU LINTELS

CMU LINTEL SCHEDULE

8"

NOTES:1. BOTTOM COURSE OF LINTEL SHALL BE CONSTRUCTED OF

SOLID-BOTTOM,TROUGH-STYLE BLOCKS, UNLESS OTHERWISE NOTED.2. A CMU LINTEL IS REQUIRED FOR OPENINGS GREATER THAN

16 INCHES IN WIDTH.3. LINTEL REINFORCEMENT MAY NOT BE LAP SPLICED ABOVE AN

OPENING.4. CONTROL JOINTS ARE NOT PERMITTED TO OCCUR WITHIN LINTEL

REINFORCEMENT.5. SEE CMU WALL REINFORCING DETAIL FOR VERTICAL REINFORCEMENT PLACEMENT AT JAMBS

6. EXTEND HORIZONTAL REINFORCEMENT 24 INCHES OR 40 BAR DIAMETERS BEYOND THE FACE OF OPENING. PROVIDE STD HOOK AT

END OF BAR IF HORIZONTAL EXTENSION IS NOT POSSIBLE. 7. PRECAST CONCRETE LINTELS OF THE SAME SIZE AND LENGTH MAY

BE SUBSTITUTED EXCEPT THAT TOP BARS SHALL BE PROVIDED EQUAL TO SCHEDULED BOTTOM BARS.

FU

LLY

GR

OU

TE

D

NO

MIN

AL

LIN

TE

L D

EP

TH

WALL

THICKNESS

LINTEL

DEPTH

MAX

OPENING

TOP

REINF

BOT

REINF

MA

X

4"

2 #4

2 #4

2 #4

2 #4

16"

24"

6' - 0"

10' - 0"

TOP REINF

BOT REINF

2" C

LR

MIN

1 1/

2" C

LR

SUPPORT TOP REINF

ON SAW-CUT CROSS-WEBS

SUPPORT BOT REINF

WITH BAR POSITIONER

8" CMU

SHEAR

REINF

NONE

#3 @ 8

SHEAR REINF

WHERE REQD

CMU w/ 1 VERTICAL BAR

(8" NOMINAL):

PLAN VIEW

BAR POSITIONER

LOCATE HORIZ BAR REINF

OUTSIDE OF VERTICAL BARS

CMU REINFORCEMENT LAYOUT, BOND BEAMS, AND SPLICE SCHEDULE

CENTER

VERT BAR

BB-1

BB-3

7 5/

8"

7 5/8"

2 #5 CONT

1' -

3 5

/8"

7 5/8"

1 #5 T&B CONTOFFSET BARS

AROUND VERT

CMU REINFORCEMENT LAYOUT NOTES:1. LOCATE VERTICAL OR HORIZONTAL REINFORCEMENT AT LEAST 1/2" FROM CMU SHELL

TO ALLOW FOR PROPER GROUT CONSOLIDATION.2. THESE BOND BEAMS APPLY TO WALLS WHERE BOND BEAMS ARE NOT SPECIFICALLY

REFERENCED. REFER TO SECTIONS & DETAILS FOR SPECIAL BOND BEAMS THAT ARE REQUIRED.3. CONSTRUCT BOTTOM COURSE OF A BOND BEAM USING SOLID BOTTOM,

TROUGH-STYLE MASONRY UNITS, UNO.

HORIZONTAL CMU BOND BEAM REINFORCEMENT

MASONRY SPLICE SCHEDULE - GRADE 60

BAR

SIZE

#4 24"

#5 36"

#6 54"

64"

72"

#7

#8

NOTES:

1. SPLICE LENGTHS GIVEN ARE FOR GRADE 60 REINFORCING BARS.2. USE LONGEST LENGTH WHEN SPLICING BARS OF DIFFERENT SIZE.

3. INCREASE SPLICE LENGTH OF EPOXY-COATED REINFORCEMENT 50% OVER TABLE VALUES, UP TO A MAXIMUM OF 96 BAR DIAMETERS

4. SEE PLAN VIEWS FOR DEFINITION OF HORIZ, EDGE VERT, AND CENTER VERT BARS.

1900 - 2000 PSI 2500 PSI

16"

24"

45"

62"

72"

20"

32"

54"

64"

72"

HORIZ OR

EDGE VERT

CENTER

VERT

14"

22"

40"

54"

72"

HORIZ OR

EDGE VERT

CENTER

VERT

f'm

REINFORCEMENT SPACING

2" T

YP

STEP IN BOND BEAM

PROVIDE STD HOOKON BOND BEAM REINF

@ END OF STEP, TYP

ELEVATION

CONTINUOUS

BOND BEAM REINFORCIN

G

STEP LENGTH

4' - 0"4' - 0"

5' - 4"

#4#5

#6

BAR

SEE SCHEDULE

STEP LENGTH

8" M

AX

2" 2"

BOND BEAM INTERSECTIONS

PLAN VIEW

CORNER BARS NOT REQUIRED WHERE

CONTROL JOINT IS SPECIFIED AT THIS SIDE

OF T-INTERSECTION PROVIDE CORNER BARS

THAT ARE THE SAME SIZE & SPACING AS HORIZONTAL

BOND BEAM REINFORCINGW/ TYPICAL LAP SPLICE

LENGTH EACH WAY

PROVIDE CORNER BARS THAT ARE THE SAME

SIZE & SPACING AS HORIZONTAL BOND

BEAM REINFORCINGW/ TYPICAL LAP SPLICE

LENGTH EACH WAY

CONTROL JOINT

WHERE SPECIFIED

CMU WALL OPENING REINFORCING

CMU JAMB REINFORCING SCHEDULE

MAX OPNG

WIDTHJAMB WIDTH

NOTES:1. SEE CMU LINTEL SCHEDULE FOR REINFORCEMENT ABOVE OPENINGS.

2. SEE TABLE FOR CMU SILL BEAM REINFORCEMENT BELOW OPENINGS.

3. SEE TABLE FOR CMU JAMB REINFORCEMENT ADJACENT TO TYPICAL

OPENINGS UNLESS NOTED OTHERWISE. JAMB REINFORCEMENT IS REQUIRED FOR ALL OPENINGS GREATER THAN 16 INCHES IN WIDTH.

4. SEE RELATED WALL SECTIONS AND ELEVATIONS FOR SIZE AND LOCATIONS OF BOND BEAMS

5. SEE LAP SPLICE SCHEDULE FOR MINIMUM REQUIRED SPLICE LENGTHS.

6. EXTEND VERTICAL REINFORCEMENT TO TOP OF WALL FOR OPENINGS IN AN EXTERIOR WALL. EXTEND VERTICAL REINFORCEMENT TO TOP OF WALL OR

A MINIMUM OF LAP SPLICE LENGTH PER SCHEDULE PAST FLOOR LEVEL ABOVE FOR OPENINGS IN AN INTERIOR WALL.

7. TYPICAL WALL REINFORCEMENT IS NOT SHOWN FOR CLARITY. THE MAXIMUM

SPACING BETWEEN ANY TWO ADJACENT GROUTED AND REINFORCED VERTICAL OR HORIZONTAL CELLS SHALL NOT EXCEED REQUIREMENTS SHOWN IN GENERAL NOTES, DETAILS, OR ELEVATIONS.

8. MISCELLANEOUS MEP OPENINGS 16" WIDE OR SMALLER DO NOT REQUIRE

JAMB OR LINTEL REINFORCEMENT.

CMU SILL REINFORCING SCHEDULE

MAX OPNG

WIDTHDEPTH REINF

ELEVATION VIEW

CMU

OPNG WIDTHOPNG WIDTH

3

3

5

1

2

1

4 6

8" CMU8' - 8"

12' - 8"

8"

16"

2 #4

2 #5 T&B

6' - 0" 16"

10' - 0" 24"

OPNG WIDTH

8

TOS 100' - 0"FLOOR OR ROOF

TOS 100' - 0"LEVEL 1

TOS 100' - 0"TOP OF WALL EL

LEVEL

MIN

2' - 0"

OPNG WIDTH

8

MASONRY CONSTRUCTION JOINT

HORIZONTALCONSTRUCTION

JOINT

SE

E S

CH

ED

ULE

FO

R L

AP

SP

LIC

E

PROVIDE BAR POSITIONERS

BETWEEN BLOCKS,IN BED JOINTS, AT SPLICES

SEE REINFORCEMENT LAYOUT

1 1/

2" G

RO

UT

KE

Y, T

YP

DO NOT FORM GROUT KEY WITHIN A BEAM OR LINTEL. DO NOT

INSTALL HORIZONTAL CONSTRUCTION JOINT WITHIN LAP

SPLICE.

MASONRY WALL BRACING

STEEL BEAM ORJOIST REFER

TO PLANS

L-3x3x 1/4

@ 4-0 O.C.

L-3x2x 1/4 x 0-4(LLV) EA. SIDE @

4-0 OC MAX

1" C

LRTYP.

TYP.

MASONRY WALL BRACING

STEEL BEAM ORJOIST REFER

TO PLANS

1" C

LR

L-3x2x 1/4 x 0-8(LLV) EA. SIDE @

EA. BM. OR JSTTYP.

MASONRY WALL BRACING

STEEL BEAM ORJOIST REFERTO PLANS

3"

1" C

LR

BENT PL- 1/4 "x4"LONG SPACED @4-0 OC

TYP.

L.A. FUESS PARTNERS, INC.Structural Engineers3333 Lee Parkway, Suite 300 • Dallas, TX 75219214.871.7010 • www.lafp.com

DATE

JOB

SHEET

ISSUES

Date of issue:

REVISIONS

LAFP PROJ. NO. 19273 FIRM REG. NO. F-537

CORGAN

401 N. Houston St

Dallas, TX 75202

T: 214-748-2000

1 12.09.2019 ADDENDUM #01

2

3

4

5

6

7

8

9

10

S04-01

TYPICAL

MASONRY

DETAILS

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4

TYPICAL DETAILNO SCALE

17

1" = 1'-0"

18

TYPICAL DETAILNO SCALE

5XTD04101

TYPICAL DETAILNO SCALE

10XTD04102

TYPICAL DETAILNO SCALE

3TD04103

TYPICAL DETAILNO SCALE

4TD04104

TYPICAL DETAILNO SCALE

12XTD04120

TYPICAL DETAILNO SCALE

9TD04130

TYPICAL DETAILNO SCALE

13TD04170

TYPICAL DETAILNO SCALE

14TD04171

TYPICAL DETAILNO SCALE

15TD04172

BEAMSIZE

ANGLELENGTH (L)

NO. OF ROWSOF BOLTS (N)

5-1/2"

8-1/2"

14-1/2"

14-1/2"

20-1/2"

REFER TO AISC TABLES 10-1 & 10-2.

NO. OF ROWSOF BOLTS (N)

ANGLELENGTH (L)

11-1/2"

23-1/2"

1 3/

4" M

AX

. W33

& W

36

HEAVYSTANDARD

NOTES:

2

5-1/2" 8-1/2"

W8, W10

W14, W16

3

14-1/2"W18

17-1/2"W21

11-1/2"

11-1/2"

W24 20-1/2"

W27

W30

W33

17-1/2" 26-1/2"

29-1/2"

23-1/2"W36 29-1/2"

W12

1. WELD A IS 3/16" FOR STANDARD 1/4" FOR HEAVY.

2. BOLTS ARE ASTM A325N U.N.O.3. BEAM CONNS ARE STANDARD UNLESS DENOTED

BY AN HC ON PLAN. COPE AS REQ'D. @

BM. TO BM. CONN.

5/16" THICK DBL. ANGLES

w/ 3/4" DIA. A325 BOLTS

BM. OR COL. WEB,

OR COL. FLANGE

1 1/

4" M

AX

. UP

TO

W30

L

1-1/

4" VARIES t

GAGE

N B

OLT

S @

3"

2

3

4

4

5

5

6

7

8

4

5

6

7

8

9

10

10

BOLTED/BOLTED CONN.

BOLTED/WELDED CONN.SIMPLE SHEAR STEEL BEAM CONN.

WELD A

1. EXTENDED CONNECTIONS (IN WHICH THE END OF THE SUPPORTED BEAM STOPS SHORT OF THE COLUMN OR GIRDER FLANGES) ARE NOT ALLOWED, UNLESS SPECIFICALLY DETAILED IN THE DRAWINGS.

NOTES:

SUBMIT CALCULATIONS FOR EACHDIFFERENT CONNECTION, SIGNED ANDSEALED BY A PE REGISTERED IN THE

STATE OF THE PROJECT

PROVIDE AISC STANDARD CONNECTIONDETAIL TO MEET MINIMUM REQUIREDSTRENGTH AS LISTED IN THE TABLE

USE DOUBLE ANGLECONNECTION AS

DETAILED

YES, BUT FABRICATOR WISHES TOSUBSTITUTE EITHER DIFFERENT

CONNECTION COMPONENTS OR ADIFFERENT CONNECTION TYPE

NOYES

DOES CONNECTION GEOMETRY ALLOWFOR THE USE OF DOUBLE ANGLE

CONNECTION AS DETAILED?

SIMPLE SHEAR CONNECTION FLOW CHART

66

58

50

46W14

W16

260181

308242

300215

230150

170

130

94

38

N.A.W10

W36

W33

W30

W27

W24

92

78

W21

W18

W12

W8

21

N.A.

MINIMUM CONNECTION DESIGN STRENGTH(LRFD, KIPS)

128

28

17

HEAVYSTANDARDBEAM SIZE

N.A. N.A.

SLAB REINF.

CENTERED INSLAB ABOVE

DECK

COMPOSITE BEAM

TANDEM ROW TRIPLE ROWMIN. BEAM FLANGE = 9"

SINGLE ROWMIN BEAM FLANGE = 6"

1 1/

2" M

IN.

AB

OV

E D

EC

KA

FT

ER

WE

LDIN

G

1 1/

2" M

IN.

AB

OV

E D

EC

KA

FT

ER

WE

LDIN

G

1 1/

2" M

IN.

AB

OV

E D

EC

KA

FT

ER

WE

LDIN

G

1-1/2" FOR 3/4" DIA. STUDS1-3/4" FOR 7/8" DIA. STUDS

3" FOR 3/4" DIA. STUDS3 1/2" FOR 7/8" DIA. STUDS

STUD WELDING DETAILS

C.L. BEAM &

SHEAR STUDS

C.L. BEAM &

SHEAR STUDS

A. UNIFORM STUD LAYOUT. EXAMPLE 1. PLACE STUDS EVENLY DISTRIBUTED ALONG

LENGTH OF BEAM AT 2'-0" O.C., STARTING AT 3" FROM EACH END OF BEAM.

2. PLACE ADDITIONAL STUDS AT 6" O.C. FROM EACH END OF BEAM. USE TANDEM OR TRIPLE

ROWS AS REQUIRED. 3. TOTAL NUMBER OF STUDS SHALL NOT BE LESS

THAN SHOWN ON PLAN.

GIRDER

B. SEGMENTED STUD LAYOUT. EXAMPLE 1. PLACE STUDS EVENLY DISTRIBUTED ALONG

LENGTH OF BEAM AT 2'-0" O.C. STARTING AT 3" FROM EACH END OF BEAM.

2. PLACE ADDITIONAL STUDS BETWEEN IN- FRAMING BEAMS TO PROVIDE FOR NUMBER OF STUDS SHOWN ON PLAN. USE TANDEM

OR TRIPLE ROWS AS REQUIRED. 3. MINIMUM STUD SPACING ALONG LENGTH OF

BEAM IS 6" O.C.

W24x55 (42)

W24x55

20 2010

1. PLACE STUDS EVENLY DISTRIBUTED ALONG LENGTH OF BEAM AT 2'-0" O.C.

2. PLACE ADDITIONAL STUDS AT 1'-0" O.C. FROM EACH END OF BEAM. USE TANDEM OR

TRIPLE ROWS AS REQUIRED.3. TOTAL NUMBER OF STUDS SHALL NOT BE

LESS THAN SHOWN ON PLAN.

SIMPLE BEAM

LOCATE STUD IN SIDEOF FLUTE CLOSEST

TO END OF BEAM

3"3"

STUD LAYOUT - COMPOSITE BEAMS

"B"

"A"

"D2"

"D1"

THIS IS CONSIDERED A

SINGLE OPENING

WEBS OF DECK

BEAM BELOW

TYPICAL L1 3/4 x 1 3/4 x 1/4 EXTEND

ANGLE 3 DECK WEBS PAST EDGE OF OPENING

1/8 1/2

EA DECK

FLUTE

NOTES:1. DO NOT CUT MORE THAN 2 ADJACENT WEBS.

2. SINGLE HOLES LESS THAN 6" IN DIAMETER AND CUTTING NO MORE THAN 1 DECK WEB NEED

NO REINFORCING.3. ANGLES SHALL BE PLACED ON TOP OF DECK.

4. IF DIMENSION "A" IS GREATER THAN 4D1, 4D2, OR 32" (WHICHEVER IS LARGEST), THEN THERE IS NO RESTRICTION ON DIMENSION "B".

5. IF DIMENSION "B" IS GREATER THAN 4D1, 4D2, OR 32" (WHICHEVER IS LARGEST), THEN THERE

IS NO RESTRICTION ON DIMENSION "A".6. IF DIMENSIONS "A" AND "B" ARE LESS THAN 4D1, 4D2, OR 32" (WHICHEVER IS LARGEST),

THE OPENING GROUP WILL BE CONSIDERED AS A SINGLE HOLE, AND MUST BE REINFORCED AS

REQD FOR LARGER OPENING AS SHOWN IN 14/S05-01

CLR

3/4"

1/8 1 1/2"@ FLUTE

MIN

"W" "W"

MIN

"W"

MAX3"

MAX3"

OPNG

18" MAX

SECTION

SECTION

#4 TRIM BAR - EXTEND 2'-0"

BEYOND OPNG, TYP @ CONC DECK

L 1 3/4 x 1 3/4 x 1/4 WHERE "W" IS 6" TO 12"L 2 x 2 x 1/4 WHERE "W" IS 12" TO 18"

INSTALL PRIOR TO CUTTING HOLE

OPNG

18" MAX

OPEN

TYP

"W"

#4 (3'-0") DIAG BARSOVER ANGLES, TYP AT

RE-ENTRANT CORNERS

#4 TRIM BARS TYP

REINF ANGLE

DECK

SPAN

PLAN VIEW

REINFORCING AT 6" TO 18" WIDE OPENING IN COMPOSITE SLAB

COPED CHANNEL OR BEAM

A572 GR. 50 PLATE

TO MATCH WIDTH & THICKNESS OF BEAM

FLANGE (1/2" MIN.) 1/4

SE

CT

ION

SR

EF

ER

TO

AS REQ'D. 8"UNO

OVERHANG POUR STOP POUR STOP

1/4 " BENT PL

14 GA

12 GA

10 GA

1/4 " BENT PL

3/16 " BENT PL

10 GA

12 GA< 5"

T < 6 1/2 T <6 1/2 < 7 1/2"

REFER PLANT POUR STOP

SEE PLAN FOR

DECK DIRECTION

OVERHANG

SLAB EDGE - COMPOSITE DECK

2-12

5 < 8"

8" < 11"

EXTEND SLAB REINF

TO EDGE OF SLAB

1/2" MAX

2" @ Bf 5"

1 1/2" @ Bf 5"

1/8 10 GAGE

3/16 PL-3/16

DECK BRG LENGTH PER DECK

SUPPLIER, 1 1/2" MIN

11" < 14"

L.A. FUESS PARTNERS, INC.Structural Engineers3333 Lee Parkway, Suite 300 • Dallas, TX 75219214.871.7010 • www.lafp.com

DATE

JOB

SHEET

ISSUES

Date of issue:

REVISIONS

LAFP PROJ. NO. 19273 FIRM REG. NO. F-537

CORGAN

401 N. Houston St

Dallas, TX 75202

T: 214-748-2000

1 12.09.2019 ADDENDUM #01

2

3

4

5

6

7

8

9

10

S05-01

TYPICAL STEEL

DETAILS

12.09.2019

19340.0000

12.09.2019

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TYPICAL DETAILNO SCALE

6TD05200

TYPICAL DETAILNO SCALE

12TD05350

TYPICAL DETAILNO SCALE

8TD05355

TYPICAL DETAILNO SCALE

7TD05356

3/4" = 1'-0"

13 TYPICAL PIPE PENETRATIONS THRU COMPOSITE SLAB

TYPICAL DETAILNO SCALE

14

TYPICAL DETAILNO SCALE

11XTD05210

TYPICAL DETAILNO SCALE

15TD05323

EF

EF

PS

P

J J J

J

JJJ

J

EF

EF

EF

EF

WALKWAY

10

WALKER AREA

09

SHOW RING

07

STORAGE

01

MULTI-PURPOSE ROOM

02

WASHRACK

189

WASHRACK

190

WASHRACK

191

RR

03

RR

04

W/H & W/D

05

OFFICE

06

TREADMILL AREA

08

ANIMAL PENS

11

5

5

5

5

5

6

6

6

4

4

4

4

4

4

4

2

4

44

4

4

WH

2

2

555 5 5 5

2

2

2

2

5

3

UH #

04

UH #

03

UH #

02

EF #

11A

EF #

11B

EF #

11C

EF #

11D

UH #01

AC #

06

AC #

02

UH #

08

UH #

07

UH #

06

UH #05

EF #

04

EF #

03

5

5

5

5

AH

ADP

AL2

9

9

9

9

15

222

2

2

2

2 2

2

2

2

2

4

4

4

4

5 5 5

TXAL

11

1111

11

1111

4

AL

AL-6

ADP-8

AH-26

AL2-10

AL2-4

12

11 11 11

2 2 2 2

4

HVLS #

11A

HVLS #

11B

HVLS #

11C

HVLS #

11D

HVLS #

11E

HVLS #

11F

HVLS #07

AL-1 AL-9

AL-17AL-21

AL-13

AL-5

AH-20

AH-14

AH-25

AH-19AH-13AH-7

AH-1

AL2-3

AL2-5

AL2-1

AL2-29

AL2-31

AL2-27

AL2-2

AL2-9

AL2-11

AL2-13

AL2-17

AL2-20AL2-22

AL2-24

AL2-18AL2-14 AL2-16

AL2-23

AL2-25

AL2-15

AL2-7

AL-2

AL2-8

AL-18AL-22

AL-14

AL-28

AL-26

AL-27

AL-25

10

10

10

10

10

10 10

1016

AL2-26

AL2-28

17

18

19

19

AL3

AL3-2

AL3-4 AL3-6 AL3-8

AL3-11AL3-1 AL3-3

AL3-5 AL3-7AL3-9 AL3-10

1

119

12AL3-12

1

4

4

AL-10

AL-18

AH #

06

AH #

02

ADP-7

Tyler | Austin | Houston | DFW | El PasoTBPE Firm Registration No. F-893www.EMAengineer.comPhone: 1 . 800 . 933 . 0538

EMA Engineering & Consulting

NEW WORK REQUIRED FOR INSTALLATION OF A COMPLETE AND WORKINGSYSTEM.

SUBMISSION OF BID WILL BE CONSIDERED ACKNOWLEDGMENT THAT THE

CONTRACTOR HAS VISITED THE SITE AND HAS VERIFIED ALL EXISTING JOBCONDITIONS AND INCLUDED ANY NECESSARY MODIFICATION TO EXISTING AND

DATE

JOB

SHEET

ISSUES

REVISIONS

12/9

/201

9 8

:24:0

5 A

M

EP02-01

ELECTRICALFLOOR PLAN

12/03/2019

19340.0000

EP

02-0

1E

LE

CT

RIC

AL F

LO

OR

PLA

N

CORGAN401 N. Houston StDallas, TX 75202T: 214-748-2000

2

1 12/03/2019 ISSUE FOR CONSTRUCTION

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SEE SHEET E07-01 FOR GENERAL NOTES AND PLAN NOTES APPLICABLE TO THE ENTIRE DRAWING SET.

CIRCUIT ALL FIRE ALARM SAFETY FUNCTION DEVICES IN THIS AREA TO AL2-1. SEE GENERAL NOTES ON NOTES SHEET FOR MORE INFORMATION ON THESE DEVICES.

ELECTRICAL GENERAL NOTES(SOME NOTES MAY NOT BE USED)

1.

2.

1/8" = 1'-0"1 ELECTRICAL FLOOR PLAN

WEATHERPROOF GFCI MAINTENANCE OUTLET MOUNTED BELOW DISCONNECT.

GFCI OUTLET INSTALLED 48" A.F.F.

EWC OUTLET INSTALLED 20" A.F.F. - ON GFCI BREAKER.

GFCI OUTLET INSTALLED 18" A.F.F.

WEATHERPROOF GFCI MAINTENANCE OUTLET 18" A.F.F.

GFCI OUTLET INSTALLED 44" A.F.F.

HAND DRYER - COORDINATE EXACT MOUNTING HEIGHT WITH ARCHITECT. REFER TO SPECIFICATIONS FOR MORE INFORMATION.

PROVIDE MOMENTARY SWITCH FOR MOTORIZED OVERHEAD DOOR.

PROVIDE AND INSTALL SWITCH AT 48"A.F.F. TO CONTROL FAN. VERIFY EXACT LOCATION WITH ARCHITECT/OWNER. SEE SHEET MH08-01 MECHANICAL SCHEDULE FOR MORE INFORMATION.

SEE SHEET MH08-01 MECHANICAL SCHEDULE FOR CONTROL TO UNIT HEATER. VERIFY EXACT LOCATION WITH ARCHITECT/OWNER.

CEILING-MOUNTED OUTLET FOR 208V ELECTRIC CORD REEL. SEE DETAIL #4 ON SHEET EP07-02 FOR MORE INFORMATION. COORDINATE EXACT LOCATION AND ELEVATION WITH ARCHITECT/OWNER PRIOR INSTALLATION.

PROVIDE A (120V 20A) OUTLET FOR RACK. COORDINATE EXACT REQUIREMENT AND HEIGHT WITH OWNER.

LAWN IRRIGATION CONTROLS. RUN A 3/4" CONDUIT TO ENERGY MANAGEMENT CONTROL PANEL. PROVIDE TWO 3" CONDUITS FOR CONTROL WIRING UNDERGROUND TO LANDSCAPE AREA. EXTEND CONDUIT 5'-0" BEYOND CONCRETE OR BUILDING IN LANDSCAPE AREA. CAP EACH END.

MILLWORK RECEPTACLES - PROVIDE A 1" CONDUIT FROM ACCESSIBLE ATTIC SPACE, RUN DOWN INSIDE NEAREST WALL AND UNDER SLAB TO J-BOXES. RUN CONDUIT CONCEALED IN MILLWORK TO OUTLETS SHOWN. DO NOT MOUNT OUTLET FACEPLATE FACING UP IN MILLWORK. VERIFY EXACT LOCATION OF J-BOX PRIOR TO CONCRETE POUR WITH FURNITURE INSTALLER.

PROVIDE A KNOX BOX FOR EMERGENCY POWER SHUT OFF. PROVIDE A SHUNT TRIP AT SERVICE DISCONNECT. REFER TO EMERGENCY POWER DISCONNECT DETAIL. PROVIDE NECESSARY CONTROL WIRING FROM SHUNT LOCATED IN SWITCHGEAR TO THE KNOX BOX WITH A POWER OFF SWITCH LOCATED INSIDE THE KNOX BOX. CONFIRM WITH THE CITY ORDINANCE THE EXACT TYPE OF SWITCH REQUIRED.

WEATHERPROOF GFCI MAINTENANCE OUTLET. COORDINATE EXACT LOCATION AND HEIGHT WITH ARCHITECT PRIOR INSTALLATION. SEE DETAIL #10 ON SHEET EP07-02 FOR MORE INFORMATION.

PROVIDE A NEMA 3R ENCLOSURE DISCONNECT AS SHOWN, FOR LOW VOLTAGE 120/208V PANEL "AL" REFER TO SHEET EP09-01 RISER DIAGRAM FOR MORE INFORMATION. CONFIRM WITH THE OWNER/ARCHITECT THE EXACT TYPE OF SWITCH REQUIRED.

FIRE ALARM PANEL. PROVIDE CONDUITS TO ATTIC SPACE PER FIRE ALARM CONTRACTOR SHOP DRAWINGS. INSTALL EMPTY 3/4" CONDUIT TO ATTIC SPACE FOR FUTURE.

PROVIDE SURFACE MOUNTED PANELS. REFER TO EP08-01 ELECTRICAL PANELBOARD SCHEDULE & RISER DIAGRAM FOR MORE INFORMATION.

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

ELECTRICAL PLAN NOTES(SOME NOTES MAY NOT BE USED)

1/8" = 1'-0"2 ELECTRICAL FLOOR PLAN - MEZZANINE

16

17

1 12/09/2019 ADDENDUM #01

18

19

EP08-01

ELECTRICAL

PANELBOARD

SCHEDULE &

RISER DIAGRAM

DATE

JOB

SHEET

ISSUES

REVISIONS

10

/2

2/2

01

9 9

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5:5

6 A

M

12/03/2019

19340.0000

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02

-0

1E

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CORGAN

401 N. Houston St

Dallas, TX 75202

T: 214-748-2000

2

1 12/03/2019ISSUE FOR CONSTRUCTION

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, R

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X 7

51

54

AND NEW WORK REQUIRED FOR INSTALLATION OF A COMPLETE AND

WORKING SYSTEM.

SUBMISSION OF BID WILL BE CONSIDERED ACKNOWLEDGMENT THAT THE

CONTRACTOR HAS VISITED THE SITE AND HAS VERIFIED ALL EXISTING JOB

CONDITIONS AND INCLUDED ANY NECESSARY MODIFICATION TO EXISTING

Tyler | Austin | Houston | DFW | El PasoTBPE Firm Registration No. F-893www.EMAengineer.comPhone: 1 . 800 . 933 . 0538

EMA Engineering & Consulting

12/09/2019ADDENDUM #01

GENERAL RISER NOTES:

1. WHEREVER THE LENGTH OF THE SECONDARY CONDUCTORS OF ANY

TRANSFORMER EXCEEDS TEN FEET, AN ENCLOSED CIRCUIT BREAKER OR

FUSED DISCONNECT IS REQUIRED TO BE PROVIDED WITHIN TEN FEET OF THE

TRANSFORMER SECONDARY TERMINALS IN ACCORDANCE WITH NEC ARTICLE

240-21(C)(2). THIS OVERCURRENT DEVICE SHALL HAVE AN AMP RATING EQUAL

TO THE AMP RATING OF THE PANEL BEING SERVED. IF THIS OCCURS AND THE

PANEL IS IN THE SAME ROOM, THE PANEL BEING FED MAY BE CHANGED TO

MAIN LUG ONLY.

2. SERVICE ENTRANCE FEEDERS DO NOT REQUIRE AN EQUIPMENT GROUNDING

CONDUCTOR.

3. PROVIDE AND INSTALL BURNDY OR NSI (OR APPROVED EQUIVALENT) UL RATED

COMPRESSION REDUCING PIN TERMINALS ON COPPER / ALUMINUM

CONDUCTORS AS REQUIRED. SEE IMAGE TO THE RIGHT

4. UTILITY WORK SHOWN HERE IS PROPOSED AND MAY NOT INCLUDE ALL UTILITY

COMPANY REQUIREMENTS. COORDINATE FINAL UTILITY LOCATION, EASEMENT

REQUIREMENTS, TRANSFORMER SIZE AND LOCATION, TRANSFORMER PAD

SIZE, MEANS OF DISCONNECT REQUIREMENTS, ETC. WITH UTILITY COMPANY

BEFORE BIDDING.

500 2-2 1/2"C. WITH 4-#250 MCM, 1-#2 GRN IN EACH

300G #2/0 GRN

4-#4, 1-#10 GRN, 1 1/2"C.60

15G #8 GRN

45G

75G

30G

#4 GRN

#2 GRN

#6 GRN

3-#1/0, 1-#6 GRN, 1 1/2"C.

3-#6, 1-#10 GRN, 1"C.

3-#10, 1-#10 GRN, 3/4"C.

3-#4, 1-#8 GRN, 1"C.

PRIMARY SIDE OF XFMR [480 VOLT]

45P

75P

15P

30P

225G

150G

#2/0 GRN

#1/0 GRN

4-#1/0, 1-#6 GRN, 2"C.

4-#6, 1-#8 GRN, 1"C.

4-#250 MCM, 1-#2 GRN, 2 1/2"C.

2-2"C. WITH 4-#3/0, 1-#2 GRN IN EACH.

4-#2/0, 1-#4 GRN, 2"C.

SECONDARY SIDE OF XFMR [208]

30S

75S

112S

45S

15S

112P 112G #2 GRN3-#2/0, 1-#6 GRN, 1 1/2"C.

TRANSFORMER GROUNDS

80

125

150

100

225

250

200

400

600

300

800

175

3-3"C. WITH 4-#300 MCM, 1-#1/0 GRN IN EACH

2-3"C. WITH 4-#350 MCM, 1-#1 GRN IN EACH

ELECTRICAL RISER NOTES: (SOME NOTES MAY NOT BE USED)

4-#1/0, 1-#6 GRN, 2"C.

4-#1/0, 1-#6 GRN, 2"C.

4-#1, 1-#8 GRN, 1 1/2"C.

4-#3, 1-#8 GRN, 1 1/2"C.

4-#2/0, 1-#6 GRN, 2"C.

4-#3/0, 1-#6 GRN, 2"C.

4-#4/0, 1-#4 GRN, 2 1/2"C.

4-#250, 1-#4 GRN, 2 1/2"C.

4-#350, 1-#4 GRN, 3"C.

2-2"C. WITH 4-#3/0, 1-#3 GRN IN EACH

SAMPLE REDUCING PIN TERMINAL

ALL TRANSFORMERS TO BE 150°C RISE.

ALL TRANSFORMERS SERVING PANELS WITH AN ISOLATED GROUND OR

DOUBLE SIZED NEUTRAL ARE TO HAVE A RATING OF K-13 OR GREATER. ALL

OTHER TRANSFORMERS ARE TO BE RATED K-1 OR GREATER.

TRANSFORMER INFORMATION

PANEL

AL2

125

PANEL

AL

PANEL

ADP

112S

112G

TRANSFORMER112.5 KVA

TXAL112P

UTILITYTRANSFORMER

8002-4"C.

PAD MOUNTED TRANSFORMER

PROVIDED BY POWER COMPANY

POWER COMPANY

FOR COORDINATION WITH

AT c3ncmc@oncor.com

CONTACT ONCOR

METER

PAD TO BE PROVIDED

BY CONTRACTOR

400

PANEL

AH

NEW DISCONNECT SIZED FOR

THE LOW VOLTAGE PANELS

INSIDE THE BUILDING TO BE

PROVIDED BY E.C.

400A

DISC

NEMA 3R

112S

PANEL

AL3

100

1

1

1

1

WALKWAY

10

WALKER AREA

09

SHOW RING

07STORAGE

01

MULTI-PURPOSE ROOM

02

WASHRACK

189WASHRACK

190

WASHRACK

191

RR

03

RR

04

W/H & W/D

05

OFFICE

06

TREADMILL AREA

08

ANIMAL PENS

11

LS

LS

LDLS

DE

D

D

DE

D

D DE

D DE

DD DED

D D

DDED

D D

D D DE

D

D

D3E D3D3

G2 G2 G2 G2

G2E G2 G2E G2

G2 G2

G2 G2 G2 G2

G2E G2 G2 G2E

G2 G2 G2 G2

XW

XW

XW

XW

XW

LW

LW

LS

LW

LD

LS

3

4

3

4

WP3E

WPE

WP

WPWPE

WP3

WP3

WPE

L1L1

L1

L1

L1 L1

L1

L1

LS

GE

G

G

GE

G

G

G

G

G

GE

G

G

G

G

G

GE

G G

G G

L3L3

L3

L3

L3

L3L2

L2

L2

L2

L2

L2

L2

L2

L2

L2

L2

L2

L2

L2

L2

L2

L2

L2

L2

L2

L2

L2

L2

L2 L2 L2

L2 L2 L2 L2

L2 L2

L2 L2 L2 L2

L2 L2

L2 L2 L2 L2

L2 L2 L2

LW

3 LS

AH-2

AH-4

AH-8

AH-10

AH-10

AH-10

AH-10 AH-10

AH-10

AH-10

AH-10

G

G

G

G

G

G

L2

L2

L2

L2

L2

L2

G

G

G

G

G

G

L2

L2

L2

L2

L2

L2

LW d

c

d

c

4

3

dc3

LS

b

a4

ba

LS

3

LS

LW

3b

a3

LS

LW

3ba3

LS

AH-6

a

a

aa

b b b b b

b b b b

b bb

bb

b bb

bb b

b b bb

b b bb

d

c

d

d

d

c c c

c c

cc

cc cc

ccc

ccc

L5

WP2

WP2WP2

WP2

WP3

L1

AH-10

WP3

L1

AH-10

AL2-30AL2-30

AL2-30 AL2-30

LE3

L4

4ab4

LSLW

1

3LE

DE

D

DE

DL3

L4

ADP-4

Tyler | Austin | Houston | DFW | El PasoTBPE Firm Registration No. F-893www.EMAengineer.comPhone: 1 . 800 . 933 . 0538

EMA Engineering & Consulting

NEW WORK REQUIRED FOR INSTALLATION OF A COMPLETE AND WORKINGSYSTEM.

SUBMISSION OF BID WILL BE CONSIDERED ACKNOWLEDGMENT THAT THE

CONTRACTOR HAS VISITED THE SITE AND HAS VERIFIED ALL EXISTING JOBCONDITIONS AND INCLUDED ANY NECESSARY MODIFICATION TO EXISTING AND

DATE

JOB

SHEET

ISSUES

REVISIONS

12/9

/201

9 8

:26:0

6 A

M

EL02-01

LIGHTING FLOORPLAN

12/03/2019

19340.0000

EL02-0

1LIG

HT

ING

FLO

OR

PLA

N

CORGAN401 N. Houston StDallas, TX 75202T: 214-748-2000

2

1 12/03/2019 ISSUE FOR CONSTRUCTION

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1/8" = 1'-0"1 LIGHTING FLOOR PLAN

REFER TO SHEET EL7-01 FOR ALL GENERAL NOTES PERTAINING TO ENTIRE DRAWING SET.

REFER TO SPECIFICATIONS, LUMINAIRE SCHEDULE, LUMINAIRE CONTROLS DETAIL, SWITCH FUNCTION DETAIL AND LIGHTING CONTROL CHART FOR ADDITIONAL REQUIREMENTS AND MORE INFORMATION.

LIGHTING GENERAL NOTES

1.

2.

INSTALL LUMINAIRE AT 7'-2" A.F.F. VERIFY EXACT INSTALLATION HEIGHT WITH ARCHITECT.

INSTALL LUMINAIRES IN THIS SPACE LEVEL WITH THE BOTTOM OF FANS. VERIFY EXACT HEIGHT WITH ARCHITECT.

INSTALL LUMINAIRES IN THIS SPACE SURFACE MOUNTED TO CEILING. INSTALL LUMINAIRES TO AVOID MECHANICAL EQUIPMENT.

3-WAY SWITCH TO CONTROL LIGHTS IN MEZZANINE.

COORDINATE SWITCH(ES) LOCATION WITH MECHANICAL CONTRACTOR.

L1

L2

LIGHTING PLAN NOTES

L3

1/8" = 1'-0"2 LIGHTING FLOOR PLAN - MEZZANINE

L4

L5

1 12/09/2019 ADDENDUM #01

WALKWAY

10

WALKER AREA

09

SHOW RING

07

STORAGE

01

MULTI-PURPOSE ROOM

02

WASHRACK

189WASHRACK

190

WASHRACK

191

RR

03

RR

04

W/H & W/D

05

OFFICE

06

TREADMILL AREA

08

ANIMAL PENS

11

22"x14"

20"ø

8"ø8"ø

14"ø

12"ø

14"x12"

10"ø

14"ø

10"ø10"ø

10"ø

8"ø

6"ø

6"ø

8"ø

BB

50 CFM

F

50 CFM

F

EF #

04

EF #03

10"ø

AC #

06

AC #

02

AH #

06

AH #

02

UH #

01

UH #02

UH #

04

UH #

03

UH #06

UH #

07UH #

08

EF #

11B

EF #

11C

EF #

11D

EF #

11A

18"x14"

UH #05

T

T

HVLS #

07

HVLS #

11F

HVLS #

11E

HVLS #

11D

HVLS #

11B

HVLS #

11A

HVLS #

11C

G

G

G

G

I

H

J

M1

M1

M2

M2M2

M2 M2 M2

M2

M3

M4

M4

M4

M4

M3

M3

M3M3

M3

M3 M3

M1

M1

M1

M1

M5

300 CFM

D

400 CFM

D

14"x12"6"ø

240 CFM

C240 CFM

C

L

L

MM

20"ø

375 CFM

K

375 CFM

K

375 CFM

K

375 CFM

K22"x14"

12"ø

ALL DUCT BELOW MEZANINE DECK TO BE DOUBLE WALL, PAINT GRIP, SPIRAL. REFER TO ARCHITECT FOR PAINT COLOR.

1

Tyler | Austin | Houston | DFW | El PasoTBPE Firm Registration No. F-893www.EMAengineer.comPhone: 1 . 800 . 933 . 0538

EMA Engineering & Consulting

NEW WORK REQUIRED FOR INSTALLATION OF A COMPLETE AND WORKINGSYSTEM.

SUBMISSION OF BID WILL BE CONSIDERED ACKNOWLEDGMENT THAT THE

CONTRACTOR HAS VISITED THE SITE AND HAS VERIFIED ALL EXISTING JOBCONDITIONS AND INCLUDED ANY NECESSARY MODIFICATION TO EXISTING AND

DATE

JOB

SHEET

ISSUES

REVISIONS

12/9

/201

9 8

:55:1

4 A

M

MH02-01

MECHANICALFLOOR PLAN

12/03/2019

19340.0000

MH

02-0

1M

EC

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NIC

AL F

LO

OR

PLA

N

CORGAN401 N. Houston StDallas, TX 75202T: 214-748-2000

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1/8" = 1'-0"1 MECHANICAL FLOOR PLAN

1. MECHANICAL CONTRACTOR TO PROVIDE TO THE PLUMBING CONTRACTOR THE RECOMMENDED AC MANUFACTURER'S DATA FOR CONDENSATE TRAPS PER EACH TYPE OF UNIT.

2. THE MECHANICAL CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVAL OR ADJUSTMENT OF ALL HOLD DOWN BOLTS ON COMPRESSORS AT HVAC EQUIPMENT TO ALLOW FOR PROPER VIBRATION ISOLATION.

3. THE MECHANICAL CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVAL OF ALL ABANDONED SCREWS, PIPING, TAPE, PAPERS, PACKING PRODUCTS, ETC.

4. ALL EQUIPMENT SHALL BE PROPERLY LABELED PER SPECIFICATIONS.

5. CLOSE ALL OUTSIDE AIR DAMPERS UPON INSTALLATION AND KEEP ALL OUTSIDE AIR DAMPERS CLOSED UNTIL THE "TEST AND BALANCE" IS PERFORMED.

6. PROVIDE AND INSTALL MANUAL VOLUME CONTROL DAMPERS ON SUPPLY AND RETURN BRANCH DUCT SERVING A DIFFUSER OR REGISTER.

7. ALL MANUAL DAMPERS INSTALLED ABOVE HARD CEILINGS OR AT OTHER INACCESSIBLE AREAS SHALL BE SUPPLIED WITH A CABLE OPERATED DAMPER EQUAL TO "YOUNG REGULATOR MODEL 830A-CC".

8. DUCT MOUNTED SMOKE DETECTORS SHALL BE FURNISHED BY THE FIRE ALARM CONTRACTOR, INSTALLED BY THE MECHANICAL CONTRACTOR, AND FINAL TIE-IN BY THE FIRE ALARM CONTRACTOR.

9. SEAL WITH FIRE RETARDING SEALANT AROUND PIPE THROUGH ANY PENETRATION OF FIRE WALLS. REFER TO ARCHITECTURAL SHEETS FOR FIRE WALLS.

10. ALL GRILLES ARE SHOWN IN APPROXIMATE LOCATION. FIELD VERIFY PLACEMENT WITH CEILING GRID.

11. ALL DIFFUSERS/FLEX CONNECTIONS SHALL HAVE A RIGID METAL ELBOW UNLESS COMING DIRECTLY DOWN FROM A UNIT OR HEIGHT OF CEILING IS EXTREME. ALL FLEX DUCT TO HAVE AT LEAST ONE SUPPORT STRAP.

12. THE SPACE AROUND DUCTS AND PENETRATING ITEMS OF SMOKE PARTITION WALLS SHALL BE FILLED WITH AN IBC APPROVED MATERIAL LIMITING THE FREE PASSAGE OF SMOKE.

13. ALL FAN CURBS TO BE INSTALLED LEVEL. PROVIDE SEAL BETWEEN CURB AND ROOF.

14. COORDINATE WITH THE PLUMBING CONTRACTOR LOCATION OF ALL SUPPLY FANS WITH PLUMBING VENTS. MAINTAIN 10'-0" MINIMUM SEPARATION.

C24. INSTALL CONDENSERS PER MANUFACTURER CLEARANCES.

C25. MECHANICAL CONTRACTOR SHALL SUBMIT TO ARCHITECT / ENGINEER REFRIGERANT LINE SET DESIGN AND ROUTING PER MANUFACTURER FOR REVIEW BEFORE INSTALLATION BEGINS.

C26. THE MECHANICAL CONTRACTOR SHALL APPLY ULTRA-VIOLET PROTECTIVE COATING OVER REFRIGERANT INSULATION PER MANUFACTURER.

C27. COORDINATE ALL UNITS, DUCTWORK, GRILLES, AND NEW REFRIGERANT LINES WITH ALL TRADES BEFORE INSTALLING.

A28. ALL HORIZONTAL AIR HANDLERS ABOVE CORRIDOR CEILINGS SHALL BE LOCATED TO POSITION SERVICE ACCESS PANEL TO FACE TOWARD CENTER OF CORRIDOR.

A29. ALL AIR HANDLERS: NO PIPING, CONDUITS, DUCTS, WIRING, DISCONNECTS, ETC. WILL BE ALLOWED TO BE INSTALLED CLOSER THAN 3'-0" (THREE FEET) IN FRONT OF THE SERVICE ACCESS PANEL.

A30. PROVIDE AND INSTALL 18 GAUGE 2" DEEP GALVANIZED DRAIN PAN UNDER EACH AIR HANDLER (PER DETAIL).

A31. ALL THERMOSTAT WIRING TO A/C UNITS SHALL BE SECURED TO REFRIGERANT LINES UTILIZING TEFLON TY-WRAPS.

P32. ALL VARIABLE FREQUENCY DRIVES (VFD'S) ARE TO BE PROVIDED BY THE MECHANICAL CONTRACTOR, INSTALLED AND POWERED BY THE ELECTRICAL CONTRACTOR, AND CONTROLLED BY THE CONTROL CONTRACTOR.

MECHANICAL GENERAL NOTESMECHANICAL PLAN NOTESKEY VALUE KEYNOTE TEXT

M1 COORDINATE EXACT HEIGHT OF OUTSIDE AIR LOUVERWITH ARCHITECT AND OWNER PREFERENCES.

M2 INSTALL HVLS FANS PER MANUFACTURERRECOMMENDATIONS.

M3 INSTALL ALL UNIT HEATERS PER MANUFACTURERRECOMMENDATIONS.

M4 COORDINATE EXACT HEIGHT OF EXHAUST FANS WITHARCHITECT AND OWNER PREFERENCES.

M5 ROUTE DRYER VENT UP IN WALL TO GOOSENECK ONROOF PER DETAIL. COORDINATE LOCATION WITH OWNERPREFERENCE FOR DRYER. SIZE VENT PERMANUFACTURER RECOMMENDATIONS 4" MINIMUM.

1 12/09/2019 ADDENDUM #01

M50506

PU

TONSMARK

NOM.MFG. USED IN DESIGN

PART NO.

CAPACITYCOOLING

(MBTUH)(KW) TOTAL SENS.

INPUT

HEAT

AH

UNIT

WEIGHTS (LB.)REMARKS:

SEER / EER AFTERE.S.P.

COIL AC

MOP

MOCP

AH AC

ELECTRICAL

DATA

AH AC

HEAT

(MBTUH)OUTPUT

AUX.

PROVIDE

LOWSPEED

CFM

HIGHSPEED

CFM

(SPLIT SYSTEM - HEAT PUMP)A/C SCHEDULE

ELECTRICAL@E.S.P.

MARKCFM

DATAACCESSORIES:PROVIDESONES

H.P./WMOTOR

MODELMANUFACTURER

CONTROL

FAN SCHEDULE

DESCRIPTION REMARKS: PROVIDENECKFINISHMODELXX

GRILLE SCHEDULE

UH # 01, 02, 03, 04, 05, 07, 08

@ 480V MOUNTING BRACKET, FAN TIME DELAY SWITCH

30.0 SUMMER/WINTER SWITCH, UNIT MOUNT THERMOSTAT,2100/1800 480V., 3PH40HUHAA-3048

BERKO

MOUNT AT 9'-0" AFF. MIN.

1/4

NOTE: UNITS RECEIVING IONIZER SHALL HAVE 2 POSITION DAMPERS(OPEN AND CLOSED)

AH/AC #06 BASED ON OUTDOOR AIR TEMPERATURE OF 17°F HEATING AND 80°F DB/67°F WB - 105°F AMBIENT.OUTSIDE AIR DAMPER PROVIDED BY CONTROLS CONTRACTOR AND INSTALLED BY THE MECHANICAL CONTRACTOR

AH/AC #02

EF #03, 04

NOTE: ALL SIDEWALL GRILLES/LOUVERS SHALL HAVE EXACT LOCATION AND HEIGHT VERIFIED WITH ARCHITECT BEFORE INSTALLING.

EF #11A, 11B, 11C, 11D

HVLS # N/A

HVLS #07, 11A, 11B, 11C, 11D, 11E, 11F

PLASMA AIR7100

BULB-LESS DESIGN, 24V POWER.

PLASMA AIR7200

BULB-LESS DESIGN, 24V POWER.

1.5 - 3.0

4.0 & 5.0

REMARKS: ALL REMARKS MAY NOT BE USED PER EACH UNIT. VERIFY WITH REMARKS COLUMN.1. FILTERS/RACK2. HAIL COIL GUARD3. THERMAL EXPANSION VALVE4. R410-A

5. UNITS 3 TO 5 TONS: TWO STAGE COMPRESSORS6. ECONOMIZER MODE WITH FDD

7. MOTORIZED OUTSIDE AIR DAMPER.

LENNOX

O/ACFMMAX

O/ACFMMIN

-

A75.25

60 WCOOK

GC-240120 V.,1 ph. 1.3 LIGHTS

FACTORY INSTALLED SPEED CONTROLLER,GEMINI DELUXE ALUMINUM GRILLE - WHITE

BCEILING RETURNGRILLE

PRICE80

WHITE22" x 22"

MODULE SIZE 24x24,(FLUSH MOUNT ADD TRIM FRAME AND ADJUSTABLE DAMPER)

GOUTSIDE AIRINTAKE LOUVER

POTTORFFEBE-445

BAKEDENAMEL

48" x 42"MOTORIZED DAMPER TO CLOSE WHEN UNIT IS OFF,COLOR TO BE DETERMINED BY ARCHITECT/OWNER

JEXHAUSTLOUVER

POTTORFFEFD-445

BAKEDENAMEL

18" x 12"BACKDRAFT DAMPER,COLOR TO BE DETERMINED BY ARCHITECT/OWNER

D..

1.5 HPBIG ASS FAN

POWERFOIL X 3.0208 V., 1 ph. . SWITCH

12'-0", WALL KEYPAD, MOUNTING KIT, COLOR BY ARCH,MANUFACTURER CONTROL BOX W/ VFD, CONTROL RELAY

C..

1.0 HPBIG ASS FAN

POWERFOIL X 3.0208 V., 1 ph. . SWITCH

8'-0", WALL KEYPAD, MOUNTING KIT, COLOR BY ARCH,MANUFACTURER CONTROL BOX W/ VFD, CONTROL RELAY

B36000.25

0.41 HPCOOK

24XW32D17 (VF)120 V., 1 ph. 13.9 SWITCH

WIRE GUARD, WALL COLLAR, WEATHER HOOD,STANDARD WALL SHUTTER, INTERLOCK WITH LOUVER

ACEILING SUPPLYDIFFUSER

PRICESCD

WHITE12" dia.

MODULE SIZE 24x24,(FLUSH MOUNT ADD TRIM FRAME AND ADJUSTABLE DAMPER)

EEXHAUSTRELIEF

COOKPR12

ALUM.PER PLANS

ROOF CURB,BACKDRAFT DAMPER, MIN. SIZE 12"x12"

HOUTSIDE AIRINTAKE LOUVER

POTTORFFEBE-445

BAKEDENAMEL

48" x 24"MOTORIZED DAMPER TO CLOSE WHEN UNIT IS OFF,COLOR TO BE DETERMINED BY ARCHITECT/OWNER

IOUTSIDE AIRINTAKE LOUVER

POTTORFFEBE-445

BAKEDENAMEL

24" x 24"MOTORIZED DAMPER TO CLOSE WHEN UNIT IS OFF,COLOR TO BE DETERMINED BY ARCHITECT/OWNER

B 5.0 1990 1600 320 0AIR HANDLER - CBA27UHE-060-G

CONDENSER - TPA-060H4-460 480V., 3ph 480V., 1ph 30 15 15.0 / - 32.015.0

@ 480V., 3ph.52.9 37.9 .5 200 375

1, 2, 3, 4, 5, 6, 7

A 2.0 800 550 160 0AIR HANDLER - CBA27UHE-024

CONDENSER - XP16-024-230 208V., 1ph 208V., 1ph 35 20 14.0 / - 15.36.0

@ 208V.20.6 11.4 .5 140 225

1, 2, 3, 4, 5, 6, 7

DROUND CEILINGDIFFUSER

PRICERCDE

WHITE10" dia.

OPPOSED BLADE DAMPER,(FLUSH MOUNT ADD TRIM FRAME AND ADJUSTABLE DAMPER)

KDRUM LOUVERDIFFUSER

PRICEHCD1

WHITE18" x 6"

OPPOSED BLADE DAMPER, GRILLE AT 30° ANGLE,PLENUM TAP TO MATCH GRILLE SIZE

CROUND CEILINGDIFFUSER

PRICERCDE

WHITE8" dia.

OPPOSED BLADE DAMPER,(FLUSH MOUNT ADD TRIM FRAME AND ADJUSTABLE DAMPER)

FROUND CEILINGDIFFUSER

PRICERCDE

WHITE6" dia.

OPPOSED BLADE DAMPER,(FLUSH MOUNT ADD TRIM FRAME AND ADJUSTABLE DAMPER)

LSPIRAL DUCT RETURNDIFFUSER

PRICESDGER

WHITE14" x 12"

PLENUM TAP TO MATCH GRILLE SIZE

MSPIRAL DUCT RETURNDIFFUSER

PRICESDGER

WHITE12" x 6"

PLENUM TAP TO MATCH GRILLE SIZE

(ELEC.)

KW REMARKS:PROVIDEH.P.

SYSTEMC.F.M.

MOTOR ELECTRICALDATA

AMPSMARKMFG. USED IN DESIGN

PART NO.

UNIT HEATER SCHEDULE

AIR IONIZER SCHEDULE

MANUFACTURERSPLIT SYSTEMS REMARKS

TONS MODEL #

A

A

A

B

A

B

C

D

Tyler | Austin | Houston | DFW | El PasoTBPE Firm Registration No. F-893www.EMAengineer.comPhone: 1 . 800 . 933 . 0538

EMA Engineering & Consulting

NEW WORK REQUIRED FOR INSTALLATION OF A COMPLETE AND WORKINGSYSTEM.

SUBMISSION OF BID WILL BE CONSIDERED ACKNOWLEDGMENT THAT THE

CONTRACTOR HAS VISITED THE SITE AND HAS VERIFIED ALL EXISTING JOBCONDITIONS AND INCLUDED ANY NECESSARY MODIFICATION TO EXISTING AND

DATE

JOB

SHEET

ISSUES

REVISIONS

12/9

/201

9 8

:55:1

4 A

M

MH08-01

MECHANICALSCHEDULE

12/03/2019

19340.0000

MH

08-0

1M

EC

HA

NIC

AL S

CH

ED

ULE

CORGAN401 N. Houston StDallas, TX 75202T: 214-748-2000

2

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1 12/09/2019 ADDENDUM #01

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