Collin_College_McKinney_Reclad.pdf

PDF 14 MB Posted Feb 26, 2025

Attached to: McKinney Construction Management Building Reclad Project
Solicitation number: FY2025-RFP-021
Issued by: Collin County, Texas

About this file

Written by GovTribe AI · May 12, 2025

This document is a comprehensive set of architectural and engineering design plans for the Collin College McKinney Reclad Project, prepared by Corgan and Ponce-Fuess Engineering, located at 2200 W. University Drive, McKinney, Texas 75071. The project involves recladding an existing maintenance building with two alternate design options: Option 1 uses an Insulated Metal Panel (IMP) system, and Option 2 utilizes an Exterior Insulation Finishing System (EIFS). The design documents are dated February 25, 2025, and issued for bidding, with detailed plans covering architectural, structural, mechanical, electrical, and roofing aspects of the renovation. The project includes removing the existing building envelope, reinstalling existing mechanical equipment, and creating new exterior finishes while maintaining the existing building's structural framework.

The design provides two distinct aesthetic and construction approaches, with the base bid featuring metal panel systems and Alternate 01 featuring EIFS with brick and stone veneer elements. The plans indicate careful consideration of existing building systems, with requirements to protect and reinstall existing electrical panels, light fixtures, fire alarm devices, and other infrastructure. The project appears to be funded by Collin College and is designed to update the maintenance building's exterior while preserving its functional capabilities. The comprehensive documentation includes detailed specifications for wall assemblies, roof systems, mechanical integration, electrical relocations, and compliance with various building codes, including the 2021 International Building Code and 2012 Texas Accessibility Standards.

View the file

Other files

File	Type	Posted
McKinney_Construction_Management_Building_Reclad_Project_(Addendum_#1_Revision).pdf	PDF	Mar 18, 2025
Pre-Proposal_Meeting_McKinney_Campus_Map.pdf	PDF	Feb 27, 2025
Collin_College_McKinney_Reclad_-_Project_Manual_-_ISSUE_FOR_BID_02.27.2025.pdf	PDF	Feb 27, 2025
Collin_College_McKinney_Reclad_-_Project_Manual.pdf	PDF	Feb 27, 2025
Collin_College_McKinney_Reclad_-_Project_Manual_-_ISSUE_FOR_BID_02.25.2025.pdf	PDF	Feb 26, 2025
Collin_College_McKinney_Reclad_-_ISSUE_FOR_BID_02.25.2025.pdf	PDF	Feb 26, 2025
OpenGov_Procurement_Guide_-_Requester_04022024.pdf	PDF	Feb 26, 2025
Review_and_Signatory_Authority_01262024.pdf	PDF	Feb 26, 2025
Legal_Review_of_Contracts.docx	DOCX document	Feb 26, 2025

On GovTribe

Work with this file

Download the original file
Contacts named in this file
Similar government files
Ask GovTribe AI about this file

Try for free Login

Text version

The file's text, extracted by GovTribe without its formatting.

DATE

JOB

SHEET

ISSUES

REVISIONS

ARCHITECT STRUCTURAL ROOFING

PROJECT TEAM

SHEET LIST CODE INFORMATION

Date of issue:

M E P

:3 :2

COVER

COVER SHEET

02/25/2025

24719.0000

COLLIN COLLEGE MCKINNEY RECLAD

ISSUE FOR BID

CORGAN PONCE-FUESS DRYTEC

T: 214-748-2000

401 N. Houston St. Dallas, TX 75202

3452 Spur 399 McKinney, TX 75069

T: 972.599.3100 F: Enter Owner Fax

CONTACT: Jerry Casey email: jerrycasey@collin.edu

3333 Lee Pkwy, Dallas, TX 75219 T: 469-310-2860

8750 N Central Expy #725, Dallas, TX 75231 T: 214-363-2192

2 02/25/2025 ISSUE FOR BID

1 02/11/2025 50% CD

C O

V E

C O

V E

R S

H E

E T

02/25/2025

C O

L L

C O

L L E

G E

M C

N E

Y R

E C

L A

U n iv e rs it y D ri v e

M c K in n e y

T X

CORGAN

401 N. Houston St. Dallas, TX 75202

T: 214-748-2000

RWB

12222 Merit Dr, Suite 400, Dallas, TX 75251

T: 972-788-4222

PROJECT DATA

PROJECT NAME:

PROJECT ADDRESS:

APPLICABLE CODES

LIFE SAFETY INFORMATION REFERENCE

USE OR OCCUPANCY CLASSIFICATION

OCCUPANCY:

TYPE OF CONSTRUCTION

CONSTRUCTION TYPE:

FIRE PROTECTION REQUIREMENTS

BEARING WALLS: INT./EXT.

NONBEARING WALLS: INT./EXT.

ROOF / CEILING:

FLOOR/ CEILING:

STRUCTURAL FRAME / COLUMNS:

RATED SEPARATIONS:

DESIGN LIMITATIONS MAX. ALLOWED MAX. PROVIDED

HEIGHT:

AREA:

MEANS OF EGRESS

TRAVEL DISTANCE TO EXIT:

TOTAL OCCUPANT LOAD:

EGRESS WIDTH PER OCCUPANT

STAIRS:

DOORS:

PLUMBING FIXTURE REQUIREMENTS : EXISTING TO REMAIN

FEMALE

FIXTURE # REQUIRED

OWNER:

BUILDING CODE:

ACCESSIBILITY CODE:

ELECTRICAL CODE:

ENERGY CODE:

FIRE CODE:

MECHANICAL CODE:

PLUMBING CODE:

REGIONAL OR MUNICIPAL CODE:

# PROVIDED

MALE

# REQUIRED # PROVIDED

SINGLE USER

# REQUIRED # PROVIDED

SERVICE

# REQUIRED # PROVIDED

MAX. ALLOWED MAX. PROVIDED

MIN. ALLOWED PROVIDED

WATER CLOSETS

URINALS

LAVATORIES

SHOWERS

SERVICE SINKS

DRINKING FOUNTAINS

2021 INTERNATIONAL BUILDING CODE

2012 TEXAS ACCESSIBILITY STANDARDS

2023 NATIONAL ENERGY CODE

2021 INTERNATIONAL ENERGY CODE

2021 INTERNATIONAL FIRE CODE

2021 INTERNATIONAL MECHANICAL CODE

2021 INTERNATIONAL EXISTING BUILDING CODE

2021 INTERNATIONAL ENERGY CODE

BUSINESS : EXISTING TO REMAIN

2200 W. University Drive, McKinney, TX 75071

Collin College

COLLIN COLLEGE MCKINNEY RECLAD

TYPE 3A : EXISTING TO REMAIN

EXISTING TO REMAIN

PROJECT DATA AND CODE INFORMATION

SHEET INDEX

SHEET

NO. SHEET NAME

C D

U E

F O

R B

01 - GENERAL

COVER COVER SHEET ■ ■

G01-01 LIFE SAFETY PLAN - LEVEL ONE ■

07 - STRUCTURAL

S0-01 GENERAL NOTES ■ ■

S0-02 SPECIAL INSPECTIONS ■ ■

S1-01 FOUNDATION & FRAMING PLAN - BASE BID ■ ■

S1-02 FOUNDATION & FRAMING PLAN - ALTERNATE 01 ■

S3-01 CONCRETE DETAILS ■ ■

S5-01 STEEL DETAILS ■ ■

S5-02 LIGHT GUAGE DETAILS ■

S6-01 FRAMING ELEVATIONS - BASE BID ■ ■

S6-02 FRAMING ELEVATIONS - ALTERNATE 01 ■

08 - ARCHITECTURE

.ARCH STANDARDS AND SYMBOLS ■ ■

A00-02 DEMO FLOOR PLAN - LEVEL ONE ■ ■

A01-01 SITE PLAN ■ ■

A02-01 FLOOR PLAN - LEVEL ONE ■ ■

SHEET INDEX

SHEET

NO. SHEET NAME

C D

U E

F O

R B

A05-01 EXTERIOR ELEVATIONS - BASE BID ■ ■

A05-02 EXTERIOR ELEVATIONS - ALTERNATE 01 ■ ■

A06-21 WALL SECTIONS - BASE BID ■ ■

A06-22 WALL SECTIONS - ALTERNATE 01 ■ ■

A08-01 DOOR SCHEDULE ■ ■

09 - ROOFING

R100 DEMO & CONST. ROOF PLANS ■ ■

R101 ROOF DETAILS ■ ■

R102 ROOF DETAILS ■ ■

R200 ELEVATIONS ■ ■

R201 ELEVATIONS - ALT 01 ■ ■

R202 ENVELOP DETAILS ■

R203 ENVELOP DETAILS ■

R204 ENVELOP DETAILS - ALT 01 ■

R205 ENVELOP DETAILS - ALT 01 ■

14 - MECHANICAL

M5.01 DETAILS - MECHANICAL ■

SHEET INDEX

SHEET

NO. SHEET NAME

C D

U E

F O

R B

MP1.11 FLOOR PLAN - LEVEL ONE - OVERALL -

MECHANICAL & PLUMBING

15 - ELECTRICAL

E0.01 GENERAL NOTES & LEGENDS - ELECTRICAL ■

E1.11 FLOOR PLAN - LEVEL ONE - OVERALL -

ELECTRICAL

CONTACT: Sara Hazard email: sara.hazard@corgan.com

EXISTING TO REMAIN

N/A N/A

N/A

M4 M5 M6 M7 M8 M9 M10 M11

MAMA

MBMB

MCMC

MDMD

M3M2M1

WORK ROOM

M113

OFFICE

M112

OPEN OFFICE

M107

OFFICE

M106

OFFICE

M105

UNCONDITIONED

SOTRAGE

M101

MAILROOM

M102

RECEIVING

M103

CONDITIONED

STORAGE

M104

BREAK ROOM

M108

JAN

M109

MEN

RESTROOM

M110

WOMEN

RESTROOM

M111

UNISEX

RESTROOM

M115

BREAK

ROOM

M114

STORAGE

M116

ALL BUILDING LEVELS TO REMAIN

THE SAME AS EXISTING

ALL EXTERIOR DOORS TO RETAIN THE SAME

WIDTH AND SWING DIRECTION AS EXISTING.

ALL INTERIOR DOORS TO

REMAIN UNCHANGED.

ALL INTERIOR OCCUPANCIES &TRAVEL

DISTANCES TO REMAIN UNCHANGED.

GENERAL NOTE: ALL EGRESS EXIT PATHWAYS & REQUIRED

EXIT WIDTHS TO REMAIN UNCHANGED FROM WHAT IS EXISTING.

EXISTING CONCRETE STAIR TO REMAIN. ALTERNATE 1 ADDED

PAVEMENT TO BE FLUSH AND

LEVEL TO THE EXISTING ONE.

DATE

JOB

SHEET

This Document was produced by or under the authority of Registered Architect:

ISSUES

KEYPLAN

Date of issue:

REVISIONS

:4 :3

G01-01

LIFE SAFETY PLAN

- LEVEL ONE

C O

L L

C O

L L E

G E

M C

N E

Y R

E C

L A

2/25/2025

24719.0000

02/25/2025

G -0

E S

A F

E T

Y P

L A

L E

V E

L O

N E

U n iv e rs it y D ri v e

M c K in n e y

T X

CORGAN

401 N. Houston St. Dallas, TX 75202

T: 214-748-2000

2 02/25/2025 ISSUE FOR BID

1 02/11/2025 50% CD

1/8" = 1'-0"01

LIFE SAFETY FLOOR PLAN - LEVEL ONE

LIFE SAFETY NOTES:

NO TRAVEL DISTANCES HAVE CHANGED.

ALL REPLACED DOORS HAVE THE SAME CLEARANCE

WIDTHS AS THE EXISTING ONES AND THEIR SWING

SIDE IS TO REMAIN THE SAME AS WELL. NEW DOOR

LEVERS TO MATCH EXISTING.

ALL INTERIOR EXIT SIGNAGE TO REMAIN.

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

SECTION 1 - GENERAL INFORMATION AND DESIGN CRITERIA

SECTION 1.1- DOCUMENTS

1.1.1 Structural Drawings are not stand-alone documents and are augmented by technical specifications and must be coordinated with the complete set of contract documents.

1.1.2 Structural documents are protected by Copyright Law of the United

States and are not to be used for any purpose other than construction of the building structure described in the contract documents at the geographic location shown.

1.1.3 General Notes and Typical Details apply throughout the project wherever conditions similar to those depicted exist and are not necessarily specifically referenced in the documents.

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 in the contract documents. 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 Architect.

1.1.6 Contractor to verify dimensions, details, plumbness and squareness of existing structures meeting or tying into new construction.

1.1.7 Do not scale plans, details and sections for quantity, length or fit of materials.

REFERENCE ELEVATIONS

1.1.8 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 top of existing slab.

TEMPORARY BRACING

1.1.9 Structural systems are designed for final, in-place conditions only. Provide temporary bracing of structural components for conditions that will exist during construction and to meet all regulatory requirements for safety of workers.

1.1.10 Maintain temporary frame bracing 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 - 2021 International Building

Code with City of McKinney amendments

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

1.2.3 Structural Steel Code - American Institute of Steel Construction

(AISC) 360 (and 341 where applicable)

1.2.4 Structural Cold-Formed Steel Code - American Iron and Steel

Institute (AISI) S100

SECTION 1.3- DESIGN CRITERIA

1.3.1 Structure Risk Category II

1.3.2 Live Loads

Occupancy or Use Uniform

(psf)

Roof, Typical 20

1.3.3 Roof Snow Loads

Ground Snow Load, Pg 5 psf

Flat Roof Snow Load, Pf 5 psf

Snow Exposure Factor, Ce 1.0

Snow Importance Factor, Is 1.0

Snow Thermal Factor, Ct 1.0

Roof Slope Factor, Cs 1.0

1.3.4 Superimposed Dead Loads

Typical Roof 7 psf

Notes:

Superimposed dead loads do not include self-weight of members shown in structural drawings.

1.3.5 Wind Loads

Ultimate design wind speed, Vult 106 mph

Exposure Classification C

Internal Pressure Coefficient 0.18

1.3.6 Seismic Loads

Seismic Importance Factor, Ie 1.00

Mapped Spectral Acceleration, Ss 0.122

Mapped Spectral Acceleration, S1 0.060

Site Class D

Design Spectral Acceleration, Sds 0.130

Design Spectral Acceleration, Sd1 0.096

Seismic Design Category B

Analysis Procedure Used:

Equivalent Lateral Force

Basic Seismic Force Resisting System:

Steel systems not detailed for seismic resistance

Response Modification Coefficient, R 3

Seismic Response Coeff, Cs 0.043

SECTION 2 - FOUNDATIONS AND RELATED EARTHWORK

SECTION 2.1- GEOTECHNICAL REPORT

2.1.1 Design of foundations and structural components in contact with soil is based on the recommendations given in the following:

Report by : GME Consulting Services, Inc.

Date of Report : June 28, 1999

Report Number : 99.04.0368

2.1.2 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.

SECTION 2.2- STRAIGHT SHAFT PIERS

2.2.1 Design Criteria:

Bearing Stratum : Grey Limestone

Allowable End Bearing : 60,000 psf

Positive Side Friction : 9,000 psf

Upheaval Side Friction : 1,250 psf

Upheaval Design Depth : 10 ft

Negative Side Friction : 7,200 psf

Top of existing pier elevations given are relative to reference elevation 100'-0".

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 and Pilasters 6”

3.1.2 Form vertical faces of grade beams, pilasters, pier caps, and other vertical foundation elements unless specifically shown or noted otherwise in the details.

SECTION 3.2- STEEL REINFORCING

3.2.1 Reinforcing bars shall be deformed. Strength of bars shall be

Grade 60.

SPLICING OF REINFORCING BARS

3.2.2 Top bars in grade beams shall be spliced at midspan

between supports, unless noted otherwise.

3.2.3 Bottom bars in grade beams shall be spliced at

supports, unless noted otherwise.

LAPPED SPLICE LENGTHS

3.2.4 Tension splice lengths shall be calculated in accordance with ACI

318. Use Class B splices unless noted otherwise.

CONCRETE COVER TO REINFORCING

3.2.5 Clearance from face of concrete to face of reinforcing:

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

SECTION 3.3- CONCRETE MIX DESIGNS

3.3.1 Concrete Mix Schedule:

a. Concrete type is NWC unless noted otherwise. NWC refers to normalweight concrete having maximum cured density of 145 PCF.

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

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

c. Where the w/c ratio is shown, it shall be adhered to regardless of strength requirements.

d. "Strength" is required compressive cylinder strength at an age of 28 days.

Description Strength Agg Max Air Exposure Notes of Use psi Size w/c Content Class

Grade Beams, 4500 1" 0.55 4.5% F1 ---

Equipment Pads 5000 1" 0.40 6% F3 ---

(Exterior)

SECTION 3.4- DRILLED IN ANCHORS

3.4.1 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.

3.4.2 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.

3.4.3 Base Material Strength: Unless otherwise specified, do not drill holes in concrete or masonry until concrete, mortar, or grout has achieved full design strength. Do not install adhesive anchors in concrete that is placed less than 21 days prior. (from ACI 318 requirement)

TESTING

3.4.4 Continuous special inspection is required for adhesive anchors.

Remove and replace misplaced 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.

ADHESIVE ANCHORS

3.4.5 Concrete base material: provide anchors of size and type shown with ICC-ES or IAPMO-UES compliance required

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

Hilti HIT-RE 500-V3 Safe Set System

(ICC-ES ESR-3814) for use with Hilti

HAS-E Rod, Hollow Drill Bit & Hilti

Roughening Tool

Hilti HIT HY-200 (ICC-ES ESR 3187)

Simpson SET-3G (ICC-ES ESR-4057)

Simpson AT-3G (ICC-ES ESR-5026)

Dewalt Pure 220+ (ICC-ES ESR-5144)

Dewalt AC200+ (ICC-ES-ESR 4027)

ITW RedHead Epcon S7 (IC-ES ESR-2308)

ITW RedHead Epcon C6+(ICC-ES ESR-3577)

ITW RedHead Epcon G5 (ICC-ES ESR-1137)

INSTALLATION

3.4.6 Perform anchor installation in accordance with manufacturer's printed installation instructions (MPII).

3.4.7 Contractor to arrange for a manufacturer's field representative to provide installation training for all products to be used prior to commencement of work. Only trained installers shall perform post-installed anchor installation. A record of training shall be kept on site and made available upon request.

SECTION 5 - STRUCTURAL STEEL

SECTION 5.1- STRUCTURAL FRAME

5.1.1 Structural Steel Properties:

W Shapes, WTs, and Channels ASTM A992 Grade 50

Hollow Structural Sections (HSS) ASTM A500, Grade C

Angles and Plates ASTM A572 Grade 50

Erection Bolts ASTM A307

High Strength Bolts ASTM F3125, A325N UNO

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.

STRUCTURAL BOLTS

5.1.4 Bolts indicated on details shall be 1/2 inch diameter, unless noted otherwise.

5.1.5 Bolts shall be tightened by the AISC "Snug Tight" method unless noted otherwise.

SECTION 5.2- LIGHTGAGE COLD FORMED STEEL FRAMING

5.2.1 Lightgage Steel Properties:

Member Material Grade (Fy) (Shop Coat)

Studs ASTM A446 C 40 ksi Galvanize (G-60)

Track ASTM A446 A 33 ksi Galvanize (G-60)

C & Z Shapes ASTM A1011 55 ksi Painted

5.2.2 Welding of lightgage materials indicated on details shall be

1/8th inch fillet welds, unless noted otherwise. Use special welding equipment to prevent blow-out or burning through material.

SECTION 5.3 - LIGHTGAGE WALL SHEATHING

5.3.1 Structural panels shall be APA Rated Sheathing, Exposure 1, as follows:

Wall Type Span Rating Thickness Grade

Exterior 32/16 15/32" Sheathing

Note: Refer to architectural wall assemblies for required exterior wall sheathing thickness.

5.3.2 Wall panels shall be screwed to lightgage studs with #10 screws @ 6" o.c.

along panel edges and #10 screws @ 12" o.c. in the field.

STANDARD ABBREVIATIONS

ADDL

ADJ

AESS

AFF

AGGR

ALT

ARCH

ASD

BCX

BLDG

BLK

BLKG

BOT, B

BRG

BTWN

CFMF

CGS

CIP

CJP

CMU

COL

COMP

CONC

CONN

CONSTR

CONT

COORD

CTR

DBA

DBL

DEG

DET

DIA

DIM

DWG

DWL

ELEV

ENGR

EOD

EOS

EQUIP

EXP BT

EXIST

EXT

FABR

FDN

FIN

FIN FLR, FF

FLR

FRT

FTG

GALV

GR BM

HORIZ, H

HSA

HSS

ICF

INFO

INT

INTERM

Anchor Bolt Additional

Adjacent Architectural Exposed

Structural Steel Above Finished Floor

Aggregate Alternate Anchor Rod

Architect(ural) Allowable Strength Design

Bond Beam Bottom Chord Extension

Building Line or Brick Ledge

Building Block Blocking

Beam Bottom

Bearing Between

Channel Cold-Formed Metal Framing Center of Gravity of Steel

Cast-in-Place Construction Joint or

Control Joint Complete Joint Penetration

Center Line Concrete Masonry Column

Compression Concrete

Connect(ion) Construction

Continuous Coordinate Center

Curtain Wall Bar Diameter(s)

Deformed Bar Anchor Double

Degree(s) Detail

Diameter Dimension Drawing

Dowel Each

Each Face Expansion Joint

Elevation Elevator Engineer

Edge of Deck Edge of Slab

Equal Equipment

Each Way Expansion Bolt Existing

Exterior Force (Axial)

Fabricator Foundation

Force (Effective) Finish Finish Floor

Floor Fire Retardant Treated

Far Side Footing

Field Verify Gauge, Gage

Galvanize(ing) General Contractor General Notes

Grade Grade Beam

Horizontal Headed Stud Anchor

Hollow Structural Section Height Insulating Concrete Form

Inside Face Information

Interior Intermediate

JST

KSI

K-FT

K/FT

LBF

LLBB

LLH

LLV

LRFD

LSH

LSV

MATL

MAX

MECH

MEP

MFR

MIN

MTL

NIC

NSG

NTS

OP HD

OPNG

P P-T

PCC

PEN

PJP

PIL

PNL

PSF

PSI

RECT

REF

REINF

REQD

RTU

SCHED

SECT

SHT

SIM

SOG

SOV

SPA

SPEC

SSH

STD

STIF

STL

STRUCT

SUPPT

SYM

T&B

TCX

TEMP

TOC

TOF

TOJ

TOP

TOPCC

TOS

TOW

TYP

ULT

UNO

VERT, V

Joist Joint

Kip (1,000 pounds) Kips per Square Inch

Kip-Feet (Moment) Kips per Foot

Pound-Force Long Leg Back-to-Back Long Leg Horizontal

Long Leg Vertical Load and Resistance Factor Design

Long Side Horizontal or Long-Slotted Hole(s)

Long Side Vertical Left

Moment Material Maximum

Mechanical Mech/Elec/Plumbing

Manufacturer Minimum

Mark Metal Not in Contract

Number Near Side

Non-Shrink Grout Not to Scale

Outside Face Opposite Hand Opening

Pan (form) Post-Tensioning

Precast Concrete Penetration

Partial Joint Penetration Plasticity Index Pilaster

Plate Panel

Pounds Per Square Foot Pounds Per Square Inch

Point or Pressure Treated

Radius Rectangle(ular) Refer (to)

Reinforcing Required

Right Rooftop Unit

Slip-Critical Schedule Section

Sheet Similar

Slab on Grade Slab on Void Cartons

Space(ing) Specifications Square

Short-Slotted Hole(s) Stirrup(s)

Standard Stiffener

Steel Structure(al) Support

Symmetrical Top

Top and Bottom Top Chord Extension

Temperature Top of Concrete

Top of Footing Top of Joist Top of Pier

Top of Precast Concrete Top of Steel

Top of Wall Typical

Ultimate (force) Unless Noted Otherwise Shear

Vertical Wood

Wide Flange Working or Work Point

TOC 99' - 0"

TOP OF CONCRETE ELEVATION

SECTION

SYMBOL LEGEND

ENLARGED PLAN

OR DETAIL

LEVEL ELEVATION

(RELATIVE TO DATUM

ELEVATION 100' - 0")

TOS 120' - 0" TOP OF STEEL ELEVATION

(BOTTOM OF STEEL DECK)

CAST-IN-PLACE

CONCRETE WALL

EL 120' - 0"

SPOT ELEVATION

DROP IN STRUCTURE

SLOPE IN STRUCTURE

MECH EQUIPMENT

SEE PLAN FOR WEIGHT

1/S101

LEVEL 2

115' - 0"

BRACE MEMBER(S) ABOVE

C1 COLUMN MARK

P2 PIER MARK

99' - 0"

TOP OF PIER

ELEVATION (SEE PLAN)

KNEE BRACING

3' - 0"

S P

O T

V A

N S

A R

E R

E T

O D

A T

U M

V A

BEAM SPLICE (LENGTH GIVEN

FROM COLUMN CENTERLINE TO

CENTERLINE OF SPLICE IN FEET

AND INCHES

COMPLETE JOINT

PENETRATION MOMENT

CONNECTION

TOP OF COLUMN INDICATOR

1/S101

ELEVATION

1/S101

COLLECTOR CONNECTION

BOTTOM FLANGE BRACE

HEAVY CONNECTION

TYPICAL COLUMN GRID

EXISTING COLUMN GRID

BRACE MEMBER(S) BELOW

BRACED FRAME

DETAIL REFERENCE

NUMBER

DETAIL SHEET LAYOUT

159131721

22 18 14 10 6 2

PONCE-FUESS ENGINEERING

3333 Lee Parkway, Suite 350 • Dallas, TX 75219

469.310.2850 • ponce-fuess.com

Structural Engineers

DATE

JOB

SHEET

ISSUES

KEYPLAN

Date of issue:

REVISIONS

PFE PROJECT NO. 24200 FIRM REG. NO. F-12125

:1 :3

S0-01

GENERAL NOTES

C O

L L

C O

L L E

G E

M C

N E

Y R

E C

L A

02/25/2025

24719.0000

02/25/2025

S -0

E N

E R

A L N

O T

E S

U n iv e rs it y D ri v e

M c K in n e y

T X

CORGAN

401 N. Houston St. Dallas, TX 75202

T: 214-748-2000

1 02/25/2025 ISSUE FOR BID

SCHEDULE OF SPECIAL INSPECTION SERVICES 1705.3: CONCRETE CONSTRUCTION

MINIMUM VERIFICATION AND INSPECTION FREQUENCY REFERENCED STANDARD

1. Inspect reinforcement, including prestressing tendons, and verify placement.

5. Verifying use of required design mix for intended location.

CHECK

REQD

10. Inspect erection and connection of precast concrete members.

14. Inspect formwork for shape, location, and dimensions of the concrete member being formed.

PERIODIC

CONTINUOUS

a. Verify weldability of reinforcing bars other than ASTM A706.

2. Reinforcing bar welding:

b. Inspect single-pass fillet welds, maximum 5/16" ; and

c. Inspect all other welds.

4. Inspect anchors post-installed in hardened concrete members.

a. Adhesive anchors installed in horizontally or upwardly inclined orientations to resist sustained tension loads.

b. Mechanical anchors and adhesive anchors not defined in 4.a.

3. Inspect anchors and anchor reinforcement cast in concrete

6. Prior to concrete placement, fabricate specimens for strength tests, perform slump and air content tests, and determine the temperature of the concrete.

7. Inspect concrete and shotcrete placement for proper application techniques.

8. Verify maintenance of specified curing temperature and techniques.

9. Inspect prestressed concrete for:

a. Application of prestressing forces; and

b. Grouting of bonded prestressing tendons. CONTINUOUS

13. Verify in-situ concrete strength, prior to stressing of tendons in post-tensioned concrete and prior to removal of shores and forms from beams and structural slabs.

CONTINUOUS

PERIODIC

CONTINUOUS

PERIODIC

ACI 318: Ch. 20, 25.2, 25.3, 26.6.1-26.6.3

AWS D1.4, ACI 318: 26.6.4

ACI 318: 17.8.2, 26.13.3.3

ACI 318: 17.8.2.4

ACI 318: 17.8.2

ACI 318: Ch. 19, 26.4.3, 26.4.4

ACI 318: 26.5, 26.12

ASTM C172, ASTM C31

ACI 318: 26.5

ACI 318: 26.5.3, 26.5.5

ACI 318: 26.10

ACI 318: 26.9, 26.13.3.3

ACI 318: 26.11.1.2(b)

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 S 2 0 2 1 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

SCHEDULE OF STRUCTURAL SPECIAL INSPECTION SERVICES TABLE NOTES

1. Registered Design Professional In Responsible Charge

a. This Statement of Special Inspections is submitted in accordance with Section 1704 of the 2021 International Building Code. It includes a Schedule of Structural Special Inspection Services applicable to the Project. If applicable, it includes Requirements for Seismic Resistance and/or Requirements for Wind Resistance.

2. The Owner

a. Shall Employ one or more approved agencies to provide special inspections and test during construction on the types of work specified in Section 1705 and in accordance with the building code.

3. The Special Inspector(s)

a. Shall provide written documentation to the Building Official demonstrating the competence and relevant experience or training of the Special Inspector(s) who will perform the Special Inspections and tests during construction.

b. Shall keep records of Special Inspections and tests. The Special Inspector(s) shall submit reports of Special inspection and tests to the Building Official and to the Registered Design Professional in Responsible Charge. Reports shall indicate that work inspected or tested was or was not completed in conformance to approved Construction Documents.

c. Discrepancies shall be brought to the immediate attention of the Contractor for correction. If they 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.

d. Shall prepare a final report documenting required special inspections and tests, and corrections of any discrepancies noted in the inspections or tests, shall be submitted at a point in time agreed upon prior to the start of work by the Owner or the or the Owner's authorized agent to the Building Official.

4. The Contractor(s)

a. Shall be solely responsible to ensure tests and inspections are performed. The construction or work for which Special Inspection or testing is required shall remain accessible and exposed for Special Inspection or testing purposes until completion of the required

Special Inspections or test.

b. 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.

SCHEDULE OF SPECIAL INSPECTION SERVICES TABLE 1705.11: FABRICATED ITEMS

MINIMUM VERIFICATIONS AND INSPECTIONS FREQUENCY REFERENCED STANDARD

1. Where fabrication of structural load-bearing or lateral load-resisting member or assemblies is being conducted on the premises of a fabricator's shop, Special

Inspection of the fabricated items shall be required during fabrication. (1)

CHECK

REQD

IBC 1704.2.5

(1) Special inspections during fabrication are not required where the work is done on the premises of a fabricator approved to perform such work without special inspection. Approval shall be based on review of fabricator's written fabrication procedures and quality control manuals that provide a basis for control of materials and workmanship, with periodic auditing of fabrication and quality control practices by an approved agency or the building official.

SCHEDULE OF SPECIAL INSPECTION SERVICES 1705.2: STEEL CONSTRUCTION

MINIMUM VERIFICATIONS AND INSPECTIONS FREQUENCY REFERENCED STANDARD

1. Fabricator and Erector documents per AISC 360, chapter N, paragraph 3.2 for compliance with construction documents.

CHECK

REQD

6. Structural Steel Bolting

AISC 360 - Table N5.4-2, AWS D1.1

AWS D1.1/D1.1M 6.4

AWS D1.1/D1.1M 6.2, 5.3

AWS D1.1/D1.1M 5.18

AWS D1.1/D1.1M 5.12.1, 5.12.2

AWS D1.1/D1.1M 6.3.3, 6.5.2, 5.5,

5.21, 5.6, 5.7

AWS D1.1/D1.1M 6.5.2, 6.5.3,

5.24, 5.30.1

4. Verify member locations, braces, stiffeners, embedment and application of joint detail at each connection

5. Structural steel welding

AISC 360 - Table N5.4-1, AWS D1.1

AWS D1.1/D1.1M 6.3, 6.2

AWS D1.1/D1.1M 6.2

AWS D1.1/D1.1M 6.4

AWS D1.1/D1.1M 6.5.2, 5.22, 5.15,

5.18, 5.10

AWS D1.1/D1.1M 6.5.2, 5.17

AWS D1.1/D1.1M 5.22.1, 5.15, 5.18

6.2, 5.11

3. Verify embedment member diameter, grade, type, and embedment length

d. Nondestructive testing (NDT) of welded joints

1. CJP welds (Testing shall be performed on 100% of shop and field complete-penetration welds)

2. Access holes (Flanges > 2")

3. Welded joints subject to fatigue

a. Inspection task prior to bolting:

1. Manufacturer's certification for fastener materials

2. Fasteners mark in accordance with ASTM requirements

3. Proper fasteners selected (grade, type, bolt length)

4. Proper bolting procedure

5. Connecting elements including, faying surface and hole preparation

6. Pre-installation verification testing by installation personnel

7. Proper storage provided for bolts, nuts, washers, and other fastener components

AISC 360 - Table N5.4-3, AWS D1.1

AWS D1.1/D1.1M 5.30.1

AWS D1.1/D1.1M 6.5.1

AWS D1.1/D1.1M 6.5.3, 6.1

AWS D1.1/D1.1M 5.29

AWS D1.1/D1.1M 5.10, 5.31

AWS D1.1/D1.1M 6.5.3, 5.26

AWS D1.1/D1.1M 6.5.4, 6.5.5

c. Inspect task after welding:

1. Welds cleaned

2. Weld proportions (size, length, location)

3. Weld meet visual acceptance criteria

4. Arc strikes,

5. k-area

6. Backing removed and weld tabs removed

7. Repair activities

8. Document acceptance or rejection of weld

AISC 360 - Section N5b

AISC 360 - Table N5.6-1, RCSC

RCSC 2.1, 9.1

RCSC C-2.1, 9.1

RCSC 2.3.2, 2.7.2, 9.1

RCSC 4, 8

RCSC 3, 9.3

RCSC 7, 9.2

RCSC 2.2, 8, 9.1

b. Inspection task during bolting:

1. Fastener assemblies, of suitable condition, placed in all holes and washers are positioned as required

2. Joint brought to the snug-tight condition prior to pretensioning operation

3. Fastener not turned by the wrench prevented from rotating

4. Fasteners are pretensioned in accordance with the RCSC

Specification progressing systematically from the most rigid point towards the free edges.

AISC 360 - Table N5.6-3 c. Inspection task after bolting:

1. Document acceptance or rejection of bolted connections

AISC 360

AISC 360 - Chapter N 3.2

a. Inspect task prior to welding:

1. Welding procedure specifications and consumable certificates

2. Material identification type and grade

PERFORM

PERIODIC

OBSERVE

b. Inspect task during welding:

1. Qualified welders

2. Control and handling of welding consumables

3. No welding over cracked tack welds

4. Environmental conditions, wind speed, precipitation, and temperature

5. Welding procedure specification followed

6. Welding techniques, interpass and final cleaning, each pass within profile limitations, and each pass meets quality requirements

3. Welder identification system

4. Fit-up groove welds joint preparation, alignment, root opening, root face, bevel condition of steel surfaces, tack weld quality and location, backing type and fit

5. Access holes configuration and finish

6. Fit-up of fillet welds alignment, gaps at root, condition of steel surfaces, tack weld quality and location.

OBSERVE

PERFORM

OBSERVE

AISC 360 - Table N5.6-2, RCSC

RCSC 8.1, 9.1

RCSC 8.2, 9.2

PERFORM

2. Verify Structural Steel identification markings and certified mill test AISC 360

PERIODIC

7. Composite Steel Construction

AWS D1.1/D1.1M 7.8 a. Verify placement and installation of steel headed studs PERFORM

Special Inspections and nondestructive testing of structural steel elements in buildings, structures and portions thereof shall be in accordance with the quality assurance inspection requirements of AISC 360.

6. LEGEND:

Continuous: Inspections by the special inspector who is present when and where the work to be inspected is being performed.

Periodic: Inspections by the special inspector who is intermittently present where the work to be inspected has been or is being performed. Periodic Inspections need not interrupt construction activities.

Perform: Continuous inspections by the special inspector for specific task to be completed prior to acceptance of the designated item, and need be performed at that time on a continuous basis.

Observe: Periodic inspections by the special inspector conducted on a daily basis as a minimum and need not interrupt construction activities.

Document: The special inspector shall prepare reports indicating that the work has been performed in accordance with the contract documents.

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

c. For concrete elements, perform test and additional Special Inspections in accordance with Concrete Construction

b. For steel deck elements, perform test and additional Special Inspections in accordance with Steel Deck Construction

ACI 318: 26.11.2

15. Placement of reinforcement for special moment frames, boundary elements of special structural walls and coupling beams.

16. Welding of reinforcement for special moment frames, boundary elements of special structural walls, and coupling beams.

CONTINUOUS

ACI 318: 26.13.3.2

12. Inspect installation tolerances of precast concrete diaphragm connections for compliance with ACI 550.5

PERIODIC ACI 318: 26.13.1.3

11. For precast concrete diaphragm connections or reinforcement at joints classified as moderate or high deformability elements (MDE or HDE) in structures assigned to Seismic Design Category C, D, E, or F, inspect such connections and reinforcement in the field for:

a. Installation of the embedded parts

b. Completion of the continuity of reinforcement across joints CONTINUOUS

CONTINUOUS

ACI 318: 26.13.1.3

c. Completion of connections in the field

CONTINUOUS

ACI 550.5

PONCE-FUESS ENGINEERING

3333 Lee Parkway, Suite 350 • Dallas, TX 75219

469.310.2850 • ponce-fuess.com

Structural Engineers

DATE

JOB

SHEET

ISSUES

KEYPLAN

Date of issue:

REVISIONS

PFE PROJECT NO. 24200 FIRM REG. NO. F-12125

:1 :3

S0-02

SPECIAL

INSPECTIONS

C O

L L

C O

L L E

G E

M C

N E

Y R

E C

L A

02/25/2025

24719.0000

02/25/2025

S -0

P E

L I

N S

P E

C T

U n iv e rs it y D ri v e

M c K in n e y

T X

CORGAN

401 N. Houston St. Dallas, TX 75202

T: 214-748-2000

1 02/25/2025 ISSUE FOR BID

M5 M6

M7 M8 M9 M10 M11

20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV)

(F V

1/S6-01

2/S6-01

3/ S

4/ S

EXIST 5" SLAB ON GRADE

TOP OF EXIST

INTERIOR PIER

EL 99'-4" U.N.O.

TOP OF EXIST PIER

EL 94'-4" @ DOCK

REMOVE & REPLACE

EXIST DOCK PAVING

AS REQ'D

TOP OF EXIST PIER

AROUND EXTERIOR

EL 97'-4" U.N.O.

REMOVE & RE-INSTALL

EXIST MECH EQUIPMENT

AS NEEDED

140' - 0" (FV)

(F V

5/S3-01

5/ S

5/S3-01

M5 M6

M4 M7 M8 M9 M10 M11

20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV)

(F V

1/S6-01

2/S6-01

3/ S

4/ S

ADD KICKERS TO GIRDER

PRIOR TO INSTALLING

NEW ROOF

NEW KICKER @

EVERY OTHER

PURLIN

EXIST PURLIN

@ 5'-0" OC TYP

P E

M B

M O

M E

N T

F R

A M

P E

M B

M O

M E

N T

F R

A M

P E

M B

M O

M E

N T

F R

A M

P E

M B

M O

M E

N T

F R

A M

P E

M B

M O

M E

N T

F R

A M

P E

M B

M O

M E

N T

F R

A M

(F V

140' - 0" (FV)

FACE OF STEEL,

TYP

1/ S

1/S5-01

1/ S

1/S5-01

3/S5-01

GENERAL PLAN NOTES

1. FINISH FLOOR ELEVATION IS 100'-0"

2. TOP OF ROOF STRUCTURE IS SLOPED FOR DRAINAGE.

SEE ELEVATIONS NOTED ON THE PLAN.

3. TOP OF CONCRETE SLAB IS FINISH FLOOR UNLESS

SHOWN OTHERWISE.

4. SHEET INDEX:

GENERAL NOTES S0-01

TYPICAL DETAILS S3-01 & S5-01

5. TOP OF FOOTING OR PIER ELEVATION RELATIVE TO

DATUM 100'-0".

PONCE-FUESS ENGINEERING

3333 Lee Parkway, Suite 350 • Dallas, TX 75219

469.310.2850 • ponce-fuess.com

Structural Engineers

DATE

JOB

SHEET

ISSUES

KEYPLAN

Date of issue:

REVISIONS

PFE PROJECT NO. 24200 FIRM REG. NO. F-12125

:1 :3

S1-01

FOUNDATION &

FRAMING PLAN -

BASE BID

C O

L L

C O

L L E

G E

M C

N E

Y R

E C

L A

02/25/2025

24719.0000

02/25/2025

S -0

O U

N D

A T

R A

G P

L A

B A

S E

U n iv e rs it y D ri v e

M c K in n e y

T X

CORGAN

401 N. Houston St. Dallas, TX 75202

T: 214-748-2000

1 02/25/2025 ISSUE FOR BID

1/8" = 1'-0"

1 FOUNDATION PLAN - BASE BID

1/8" = 1'-0"

2 ROOF FRAMING PLAN - BASE BID

NORTH

GENERAL PLAN NOTES

1. FINISH FLOOR ELEVATION IS 100'-0"

2. TOP OF ROOF STRUCTURE IS SLOPED FOR DRAINAGE.

SEE ELEVATIONS NOTED ON THE PLAN.

3. TOP OF CONCRETE SLAB IS FINISH FLOOR UNLESS

SHOWN OTHERWISE.

4. SHEET INDEX:

GENERAL NOTES S0-01

TYPICAL DETAILS S3-01 & S5-01

5. TOP OF FOOTING OR PIER ELEVATION RELATIVE TO

DATUM 100'-0".

M5 M6

M7 M8 M9 M10 M11

20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV)

(F V

EXIST 5" SLAB ON GRADE

TOP OF EXIST

INTERIOR PIER

EL 99'-4" U.N.O.

TOP OF EXIST PIER

EL 94'-4" @ DOCK

REMOVE & REPLACE

EXIST DOCK PAVING

AS REQ'D

TOP OF EXIST PIER

AROUND EXTERIOR

EL 97'-4" U.N.O.

REMOVE & RE-INSTALL

EXIST MECH EQUIPMENT

AS NEEDED

140' - 0" (FV)

(F V

6/S3-01

6/ S

6/S3-01

1/S6-02

2/S6-02

3/ S

4/ S

7/ S

9/ S

STOP NEW CONC AT

FACE OF RETAINING

WALL, DO NOT CUT

RETAINING WALLS

NEW CONC BTWN

RETAINING WALLS,

DO NOT CUT

RETAINING WALLS

EXTEND NEW CONC

BEYOND FACE OF

EXIST CONC BY 6".

DO NOT DWL INTO

RETAINING WALL

ARCH DWGS, TYP ALL OPNGS

GC TO COORD R.O. IN LIGHTGAGE W/

M5 M6

M4 M7 M8 M9 M10 M11

20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV)

(F V

ADD KICKERS TO GIRDER

PRIOR TO INSTALLING

NEW ROOF

NEW KICKER @

EVERY OTHER

PURLIN

EXIST PURLIN

@ 5'-0" OC TYP

P E

M B

M O

M E

N T

F R

A M

P E

M B

M O

M E

N T

F R

A M

P E

M B

M O

M E

N T

F R

A M

P E

M B

M O

M E

N T

F R

A M

P E

M B

M O

M E

N T

F R

A M

P E

M B

M O

M E

N T

F R

A M

(F V

140' - 0" (FV)

FACE OF STEEL,

TYP

5/ S

7/S5-01

6/ S

7/S5-01

10/S5-01

1/S6-02

2/S6-02

3/ S

4/ S

TYP

REINF 20'-0" OF EA END

OF FRAME BEAM GRID M5

THRU M10 (6 BEAMS).

SEE SECTIONS

PONCE-FUESS ENGINEERING

3333 Lee Parkway, Suite 350 • Dallas, TX 75219

469.310.2850 • ponce-fuess.com

Structural Engineers

DATE

JOB

SHEET

ISSUES

KEYPLAN

Date of issue:

REVISIONS

PFE PROJECT NO. 24200 FIRM REG. NO. F-12125

:1 :3

S1-02

FOUNDATION &

FRAMING PLAN -

ALTERNATE #1

C O

L L

C O

L L E

G E

M C

N E

Y R

E C

L A

02/25/2025

24719.0000

02/25/2025

S -0

O U

N D

A T

R A

G P

L A

A L T

E R

N A

T E

U n iv e rs it y D ri v e

M c K in n e y

T X

CORGAN

401 N. Houston St. Dallas, TX 75202

T: 214-748-2000

1 02/25/2025 ISSUE FOR BID

NORTH

1/8" = 1'-0"

1 FOUNDATION PLAN - ALTERNATE #1

1/8" = 1'-0"

2 ROOF FRAMING PLAN - ALTERNATE #1

WALL OR GRADE BEAM

PLAN VIEW

PROVIDE CORNER BARS

SAME SIZE & SPACING AS

HORIZ WALL OR GRADE

BEAM REINF WITH CLASS A

LAP SPLICE EW

CORNER BARS

ELEVATION

FIRST POUR SECOND POUR

CONTINUE REINFORCING

THROUGH JOINT

4 #5(4-0) CENTERED

ON JOINT

SHEAR KEY TO BE 3"

BACK FROM FACE OF

BEAM WITH 1/2"

BEVEL 3 SIDES

GRADE BEAM CONSTR JOINT

CONSTRUCTION

JOINT TO BE AT 1/3

POINT BTWN PIERS

TOP BARS CONT AT CANTILEVERS,

CANTILEVER BACKSPANS AND

SPANS LESS THAN 10' - 0".

TYP ST SPA

SPAN

CL SUPPORT CL SUPPORT

SPLICE BOT

BARS @ CL

SUPPORT,

TYP

2" TO FIRST

ST, TYP

HOOK TOP

BARS @ ENDS,

TYP AT END

CONDITIONS

SPLICE TOP BARS

@ MIDSPAN, TYP

STIRRUPS,

TYP

GRADE BEAM REINF

ELEVATION

CANTILEVER

TYP ST SPA

OFFSET BARS

STANDARD END HOOKS

STIRRUPS AND TIES

A X

#3 - #5

#6 - #8 db

4db (2 1/2" MIN)

D 90°

180°

BAR SIZE

#3 - #8 #9 - #11

#14, #18

MIN BEND

DIA, D

6db 8db

10db

SEE STANDARD

END HOOK

BEND SCHEDULE,

TYP

12db FOR #6 - #8 6db FOR #3 - #5

D D

D 6db

BAR SIZE

MIN BEND

DIA, D

4db

6db

ROUND STIRRUPS AND TIES

6" M

REBAR BENDS AND HOOKS

"db" = NOMINAL BAR DIA

IN INCHES, TYP

SEE STIRRUP

AND TIE DETAIL

FOR HOOKS

E N

G A

G E

V E

R T

R E

END HOOKS (EXCLUSIVE

OF STIRRUPS AND TIES)

ARE STANDARD HOOKS

UNO

EXIST GIRT, TYP

METAL PANEL TO

BE DEMOLISHED

EXIST PEMB

TAPERED COL.

NEW METAL PANEL

SEE ARCH

EXIST PAVING

EL 103'-6"

L3x3x3/16 CONT

3/16

1/4" GUSSET PL @

4'-0" OC & AT EA

END OF ANGLE

MIN

3/16

C4x4.5 @ 4'-0" OC

COPE AS REQ'D TO

INSTALL FLUSH W/

FACE OF EXIST STEEL

EXIST GIRT, TYP

METAL PANEL TO

BE DEMOLISHED

REMOVE & REPLACE INTERIOR

FINISH AS REQ'D TO INSTALL

NEW GIRTS, SEE ARCH

EXIST PAVING DEMOLISH

& REPLACE AS REQUIRED

NEW GIRT WHERE REQ'D.

SEE ELEVATIONS FOR

NEW GIRT LOCATIONS.

CONN TO COL PER

EXIST PEMB

TAPERED COL. REINF

PER

M A

T C

H E

F V

FACE OF VENEER

SEE ARCH

#8 T&B

#4 HAIRPIN @ 12

#4 DWL @ 12 T&B

W/ ACI STD HOOK.

DRILL & ADHERE 6"

INTO EXIST

1/2" SHEATHING

SEE GEN NOTES

NEW 362S162-43 STUD

@ 16" O.C. SCREW TO

EA WIND GIRT W/ (2) #10

SCREWS

IF VOID IS PRESENT BELOW THE

GRADE BEAM, MAINTAIN THE VOID

DEPTH, MATCH THE VOID DEPTH

BELOW THE NEW CONCRETE, AND

MOVE THE EXISTING VOID

RETAINER TO THE FACE OF THE

NEW CONCRETE.

6" 4"

#4x1'-6" DWL @ 12

+ #4 CONT

INFILL EXIST FDN

NOTCH W/ CONC

M A

T C

H E

F V

#8 T&B

#4 HAIRPIN @ 12

#4 DWL @ 12 T&B

W/ ACI STD HOOK.

DRILL & ADHERE 6"

INTO EXIST

6" 6"

EXIST PAVING DEMOLISH

& REPLACE AS REQUIRED

IF VOID IS PRESENT BELOW THE

GRADE BEAM, MAINTAIN THE VOID

DEPTH, MATCH THE VOID DEPTH

BELOW THE NEW CONCRETE, AND

MOVE THE EXISTING VOID

RETAINER TO THE FACE OF THE

NEW CONCRETE.

EXIST GIRT, TYP

METAL PANEL TO

BE DEMOLISHED

REMOVE & REPLACE INTERIOR

FINISH AS REQ'D TO INSTALL

NEW GIRTS, SEE ARCH

NEW GIRT WHERE REQ'D.

SEE ELEVATIONS FOR

NEW GIRT LOCATIONS.

CONN TO COL PER

EXIST PEMB

TAPERED COL. REINF

PER

M A

T C

H E

F V

FACE OF VENEER

SEE ARCH

#8 T&B

#4 HAIRPIN @ 12

#4 DWL @ 12 T&B

W/ ACI STD HOOK.

DRILL & ADHERE 6"

INTO EXIST

1/2" SHEATHING

SEE GEN NOTES

NEW 362S162-43 STUD

@ 16" O.C. SCREW TO

EA WIND GIRT W/ (2) #10

SCREWS

6" 4"

#4x1'-6" DWL @ 12

+ #4 CONT

INFILL EXIST FDN

NOTCH W/ CONC

EXIST PAVING

EXIST PAVING 6"

M A

T C

H E

F V

#8 T&B

#4 HAIRPIN @ 12

#4 DWL @ 12 T&B

W/ ACI STD HOOK.

DRILL & ADHERE 6"

INTO EXIST

6" 6"

REMOVE & REPLACE

DOCK BUMPERS AT FACE

OF NEW CONCRETE.

PONCE-FUESS ENGINEERING

3333 Lee Parkway, Suite 350 • Dallas, TX 75219

469.310.2850 • ponce-fuess.com

Structural Engineers

DATE

JOB

SHEET

ISSUES

KEYPLAN

Date of issue:

REVISIONS

PFE PROJECT NO. 24200 FIRM REG. NO. F-12125

:1 :3

S3-01

CONCRETE

DETAILS

C O

L L

C O

L L E

G E

M C

N E

Y R

E C

L A

02/25/2025

24719.0000

02/25/2025

S -0

O N

C R

E T

E D

E T

U n iv e rs it y D ri v e

M c K in n e y

T X

CORGAN

401 N. Houston St. Dallas, TX 75202

T: 214-748-2000

1 02/25/2025 ISSUE FOR BID

TYPICAL DETAIL

NO SCALE

TYPICAL DETAIL

NO SCALE

TYPICAL DETAIL

NO SCALE

TYPICAL DETAIL

NO SCALE

3/4" = 1'-0"

5 TYP FDN DETAIL - BASE BID

3/4" = 1'-0"

6 TYP FDN DETAIL - ALT #1

3/4" = 1'-0"

7 FDN DETAIL @ DOORS - ALT #1

3/4" = 1'-0"

9 FDN @ DOCK - ALT #1

3/4" = 1'-0"

10 FDN @ DOCK DOOR - ALT #1

S E

C T

EXIST COL, TYP

EXIST GIRT, TYP

METAL PANEL TO

BE DEMOLISHED

NEW METAL PANEL

SEE ARCH

EL 111'-3"

EL 112'-9"

HSS GIRT SEE

ELEVATION &

SECTION ABOVE

TYP EA END

L5x3x1/4 (LLH)

(2) 1/2"Ø BOLTS

HSS GIRT SEE

ELEVATION

EXIST PEMB

COL

3/16

TYP HSS GIRT CONN SECTION

EXIST COL, TYP

1/4" CAP PL

TYP GIRT CONN

SEE 1/S5-01

3/16

HSS GIRT SEE

ELEVATION

HSS GIRT SEE

ELEVATION

L5x3x1/4x0'-5"

EXIST FRAME BEAM,

TYP. REINF PER

(GRID M5 THRU M10)

EXIST PURLIN, TYP

EXIST GUTTER,

REMOVE & REPLACE

AS REQ'D, SEE

ARCH & ROOFING

NEW ROOF & PURLIN

EXTENTIONS, SEE ROOFING

EXIST GIRT, TYP

METAL PANEL TO

BE DEMOLISHED

FACE OF VENEER

SEE ARCH

1/2" SHEATHING

SEE GEN NOTES

NEW 362S162-43 STUD

@ 16" O.C. SCREW TO

EA WIND GIRT W/ (2) #10

SCREWS

NEW GIRT WHERE REQ'D. SEE

ELEVATIONS FOR NEW GIRT

LOCATIONS. CONN TO COL

PER

EXIST PEMB TAPERED COL.

REINF PER

20' - 0" N.T.S

EXIST ROOFING

SCREW EA STUD TO

EXIST EAVE STRUT

W/ (2) #10 SCREWS

9/S5-01

8/S5-01

10/S5-01

EXIST FRAME BEAM,

TYP. REINF PER

(GRID M5 THRU M10)

EXIST PURLIN, TYP

NEW ROOF & PURLIN

EXTENTIONS, SEE ROOFING

EXIST GIRT, TYP

METAL PANEL TO

BE DEMOLISHED

FACE OF VENEER

SEE ARCH

1/2" SHEATHING

SEE GEN NOTES

NEW 362S162-43 STUD

@ 16" O.C. SCREW TO

EA WIND GIRT W/ (2) #10

SCREWS

NEW GIRT WHERE REQ'D.

SEE ELEVATIONS FOR

NEW GIRT LOCATIONS.

CONN TO COL PER

EXIST PEMB TAPERED COL.

REINF PER

20' - 0" N.T.S

SCREW EA STUD TO

EXIST EAVE STRUT

W/ (2) #10 SCREWS

8/S5-01

9/S5-01 10/S5-01

EXIST PURLIN

EXIST ENDWALL

RAFTER

EXIST ENDWALL

WIND COL, REINF

PER

EXIST TRIM TO

BE DEMOLISHED,

SEE ARCH

METAL PANEL TO

BE DEMOLISHED

FACE OF VENEER

SEE ARCH

1/2" SHEATHING

SEE ARCH

NEW 362S162-43 STUD

@ 16" O.C. SCREW TO

EA WIND GIRT W/ (2) #10

SCREWS

NEW ROOF & PURLIN

EXTENTIONS, SEE

ROOFING

EXIST GIRT, TYPNEW GIRT WHERE REQ'D.

SEE ELEVATIONS FOR

NEW GIRT LOCATIONS.

CONN TO COL PER

EXIST RAKE ANGLE

SCREW EA STUD TO

EXIST RAKE ANGLE

W/ (2) #10 SCREWS

8/S5-01

9/S5-01

HSS GIRT SEE ELEVATION.

CONN TO COL PER

MAY BE BELOW EXIST GIRT

IF NEEEDED.

1/S5-01

2-121/8 2-12

GIRT FL TO

HSS

EXIST GIRT, TYP

METAL PANEL TO

BE DEMOLISHED

FACE OF VENEER

SEE ARCH

1/2" SHEATHING

SEE ARCH

NEW 362S162-43 STUD

@ 16" O.C. SCREW TO

EA WIND GIRT W/ (2) #10

SCREWS

NEW GIRT WHERE REQ'D.

SEE ELEVATIONS FOR

NEW GIRT LOCATIONS.

EXIST PEMB TAPERED COL.

REINF PER

REMOVE & REPLACE INTERIOR

FINISH AS REQ'D TO INSTALL

NEW GIRTS, SEE ARCH

L5x3x1/4x0'-5" (LLH)

@ EA NEW GIRT

3/16

(2) 1/2"Ø BOLTS

EXIST COL,

TYP

NEW PL1/4x7 CONT

EA SIDE OF COL

3/16 2-12

V A

EXIST FRAME

BEAM, TYP

NEW PL1/4x7 CONT

BOT OF BEAM

3/16 2-12

L2x2x3/8 EA SIDE

3/16 2-12

EXIST PURLIN

FACE OF VENEER

SEE ARCH

EXIST GIRT,

TYP

HSS GIRT SEE ELEVATION.

CONN TO COL PER 1/S5-01

2-121/8 2-12

GIRT FL TO

HSS

FACE OF VENEER

SEE ARCH

EXIST GIRT,

TYP

HSS GIRT SEE ELEVATION.

CONN TO COL PER

SIM

1/S5-01

2-12 1/8 2-12

GIRT FL TO

HSS

EXIST JAMB,

TYP

REMOVE EXIST GIRT,

CUT SHORTER & CONN

TO NEW HSS

PL1/4x3/4x0'-3" @

4'-0" OC MAX

MOVE EXIST CONN PL

OR PROVIDE NEW

L5x3x1/4 (LLH)

3/16

HSS JAMB SEE

ELEVATION

EXIST SLAB

ON GRADEROD BRACING

SEE ELEVATION.

INSIDE FACE OF

EXIST STEEL

EXIST PEMB

COL

EXIST ENDWALL

RAFTER

ROD BRACING

SEE ELEVATION

INSIDE FACE OF

EXIST STEEL

EXIST PEMB

COL

EXIST FRAME

BEAM, TYP

L2x2x1/4 KICKER, SEE PLAN

3/16 2-12

TYP

EXIST PURLIN

EXIST GUSSET PL.

PROVIDE NEW 1/4"

GUSSET PL IF MISSING

PONCE-FUESS ENGINEERING

3333 Lee Parkway, Suite 350 • Dallas, TX 75219

469.310.2850 • ponce-fuess.com

Structural Engineers

DATE

JOB

SHEET

ISSUES

KEYPLAN

Date of issue:

REVISIONS

PFE PROJECT NO. 24200 FIRM REG. NO. F-12125

:1 :3

S5-01

STEEL DETAILS

C O

L L

C O

L L E

G E

M C

N E

Y R

E C

L A

02/25/2025

24719.0000

02/25/2025

S -0

T E

E L D

E T

U n iv e rs it y D ri v e

M c K in n e y

T X

CORGAN

401 N. Houston St. Dallas, TX 75202

T: 214-748-2000

1 02/25/2025 ISSUE FOR BID

3/4" = 1'-0"

1 UPPER GIRTS - BASE BID

3/4" = 1'-0"

2 CORNER GIRT CONN - BASE BID

3/4" = 1'-0"

5 LOW ROOF EDGE - ALT #1

3/4" = 1'-0"

6 HIGH ROOF EDGE - ALT #1

3/4" = 1'-0"

7 SIDE ROOF EDGE - ALT #1

3/4" = 1'-0"

8 TYP GIRT CONN - ALT #1

3/4" = 1'-0"

9 COL REINF - ALT #1

3/4" = 1'-0"

10 BEAM REINF - ALT #1

3/4" = 1'-0"

11 HSS ABOVE EXIST GIRT - ALT #1

3/4" = 1'-0"

12 HSS BELOW EXIST GIRT - ALT #1

3/4" = 1'-0"

13 NEW HSS JAMB AT EXIST - ALT #1

3/4" = 1'-0"

14 ROD BRACE CONN - ALT #1

3/4" = 1'-0"

15 ROD BRACE CONN - ALT #1

3 GIRDER KICKER - BASE BID

3/4" 3/4"

1/2

SCREWS AS REQD.

1/4" LESS THAN STUD WIDTH

2"x 2" CLIP ANGLE

ALT. WELDED CONN.

1 1/2" CRC

@ SPECIFIED

SPACING, UNO

1 1/2"

FROM EDGE

OF SLAB.

#10 SCREWS

EACH FLANGE

RUNNER TRACK

NESTED JAMB STUDS.

SEE ELEVATION

SCREW ATTACH JAMB

MEMBERS AS REQD.

LIGHTGAGE ANGLE,

MATCH STUD GAUGE.

CONN TO JAMB W/

(4) #10 SCREWS.

ATTACH TO CONC W/

(2) HILTI X-U 27 PAF W/

1" EMBEDMENT

1" DETAIL APPLIES AT

EXTERIOR WINDOW

AND DOOR JAMBS

MIN

STEEL STUD

ATTACH STUD TO

TRACK W/ (1) #10

SCREW EA. FLANGE

T125 TRACK TO

MATCH STUD SIZE

& GAUGE

HILTI X-U 27 PAF W/

1" EMBEDMENT @ 16" OC

DETAIL APPLIES AT

EXTERIOR LOAD-

BEARING AND NON-

LOAD BEARING WALLS

EXTERIOR FACE

T125 TRACK TO

MATCH STUD SIZE &

GAUGE

(1) #10 SCREW

EA FLANGE

SCREW ATTACH BOTH ENDS OF

RUNNER TRACKS TO SHORT

SECTION OF STUD W/ (3) #10

SCREWS EA SIDE EA FLANGE

SPLICE USING SHORT

SECTION OF STUD

RUNNER TRACK

SCREWS AS REQD.

(4) #10 SCREWS

TOP PLATE

JAMB STUDS

SILL TRACK

6" LONG STUD

ATTACH W/

(4) #10 SCREWS

EXTEND ABOVE HEAD &

BELOW SILL AS REQUIRED

FOR CONNECTION

TOP RUNNER TRACK

SPLICE USING SHORT

SECTION OF STUD

SCREW ATTACH BOTH

ENDS OF RUNNER

TRACKS TO SHORT

SECTION OF STUD W/

(3) #10 SCREWS

EA SIDE EA FLANGE

JAMB SEE

HEADER SEE

6"LONG STUD CONN

TO JAMB W/ (4) #10

SCREWS & CONN TO

HEADER TOP TRACK

W/ (2) #10 SCREWS

EA FLANGE

PROVIDE BOX

HEADER ABOVE

ALL OPENINGS

SIMPSON SHH3/68 EA

SIDE OF HEADER

12/S5-02

23/S5-02

INDICATES A #

10 SCREW,

TYP.

WALL STUDS

SEE DETAILS

CRIPPLE

WINDOW OR

DOOR OPENING

TRACK

HEADER SEE

SEE

TRACK

SPLICE

HEADER CONN

SEE

SPLICE STRUCTURAL TOP

PLATE ONLY OVER A WALL

STUD

SEE FOR TRACK

ATTACHMENT DETAILS

BOTTOM TRACK GAGE AS

INDICATED FOR TOP TRACK

T125 TRACK TO MATCH

STUD SIZE & GAUGE

TOTAL NUMBER

OF KING POSTS

TO EQUAL

NUMBER OF STUD

INTERRUPTED BT

OPENING-GANG

STUDS PER

PLATE HT

SEE PLAN

3/ S5-02

8/ S5-02

6/ S5-02

7/ S5-02

1/S5-02

12/S5-02

FILL CAVITY WITH

INSULATION PRIOR TO

FINAL INSTALLATION

#10 SCREWS, TYP

DRYWALL

TRACK

EXTERIOR

SHEATHING

STUD

(JAMB AT MAN DOORS &

WINDOWS)

2 STUD CONFIGURATION2 STUD CONFIGURATION

(JAMB AT MAN DOORS &

WINDOWS)

3 STUD CONFIGURATION

(JAMB AT OVERHEAD DOORS)

3 STUD CONFIGURATION

(JAMB AT OVERHEAD DOORS)

1/8

EXTEND ABOVE THE

HEAD AND BELOW THE

SILL AS REQUIRED FOR

ATTACHMENT

SCREWS AS REQD.

EXTEND ABOVE THE

HEAD AND BELOW THE

SILL AS REQUIRED FOR

ATTACHMENT

SCREWS AS REQD.

1-12

#10 SCREW

@ 12" OC

#10 SCREW

@ 12" OC

3 5/8" WIDE HEADER

(2) 362S162-43 STUDS W/

326T125-43 TRACK T&B

STUD SEE DETAILS

#10 SCREW @ 6" OC

PONCE-FUESS ENGINEERING

3333 Lee Parkway, Suite 350 • Dallas, TX 75219

469.310.2850 • ponce-fuess.com

Structural Engineers

DATE

JOB

SHEET

ISSUES

KEYPLAN

Date of issue:

REVISIONS

PFE PROJECT NO. 24200 FIRM REG. NO. F-12125

:1 :3

S5-02

LIGHT GAUGE

DETAILS

C O

L L

C O

L L E

G E

M C

N E

Y R

E C

L A

02/25/2025

24719.0000

02/25/2025

S -0

H T

G A

U G

E D

E T

U n iv e rs it y D ri v e

M c K in n e y

T X

CORGAN

401 N. Houston St. Dallas, TX 75202

T: 214-748-2000

1 02/25/2025 ISSUE FOR BID

3/4" = 1'-0"

22 TYPICAL LOAD BEARING/SHEAR WALL FRAMING

3/4" = 1'-0"

23 STUD CONFIGURATIONS AT JAMBS

3/4" = 1'-0"

9 CORNER FRAMING

3/4" = 1'-0"

12 TYPL LOAD BRG HEADER DTLS

3/4" = 1'-0"

10 LATERAL BRACING

3/4" = 1'-0"

5 JAMB ANCHORAGE TO STRUCTURAL

3/4" = 1'-0"

1 TYP EXTERIOR STUD ANCHORAGE

3/4" = 1'-0"

2 JAMB STUD TO TRACK CONN

3/4" = 1'-0"

3 BOTTOM RUNNER TRACK SPLICE

3/4" = 1'-0"

11 TOP PLATE CORNER

3/4" = 1'-0"

8 SILL TO JAMB CONNECTION

3/4" = 1'-0"

7 TOP RUNNER TRACK SPLICE

6 HEAD TO JAMB CONNECTION

LEVEL 1

100' - 0"

M5 M6

ROOF HIGH END

126' - 4"

M4 M7 M8 M9 M10 M11

20' - 0" (FV)20' - 0" (FV)20' - 0" (FV)20' - 0" (FV)20' - 0" (FV)20' - 0" (FV)20' - 0" (FV)

EXIST. Z8

EXIST. C8x11.5

EXIST. Z8

EXIST. Z8 EXIST. Z8

EXIST. Z8

EXIST. Z8 EXIST. Z8 EXIST. Z8

EXIST. Z8

EXIST. Z8 EXIST. Z8

EXIST. Z8

EXIST. Z8 EXIST. Z8

EXIST. Z8

EXIST. Z8 EXIST. Z8

EXIST. Z8

(F V

(FV)

1' - 6"

(FV)

3' - 4"

(FV)

2' - 8"

(FV)

10' - 0"

(FV)

2' - 6"

EXIST X-BRACING (FV) EXIST X-BRACING (FV)

HSS6 x 6 x 3/16

SEE @

CORNERS ON

GRID MD

2/S5-01

LEVEL 1

100' - 0"

MEZZANINE

110' - 0"

ROOF LOW END

117' - 6"

M5M6 M4M7M8M9M10M11

20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV) 20' - 0" (FV)

EXIST. Z8EXIST. Z8EXIST. Z8EXIST. Z8EXIST. Z8EXIST. Z8EXIST. Z8

EXIST. Z8

EXIST. Z8 EXIST. Z8

EXIST. Z8

EXIST. Z8 EXIST. Z8

EXIST. Z8

(FV)

1' - 6"

(FV)

3' - 4"

(FV)

2' - 8"

(FV)

10' - 0"

(FV)

2' - 6"

(F V

EXIST X-BRACING (FV) EXIST X-BRACING (FV)

HSS6 x 6 x 3/16 HSS6 x 6 x 3/16 HSS6 x 6 x 3/16 HSS6 x 6 x 3/16 HSS6 x 6 x 3/16 HSS6 x 6 x 3/16 HSS6 x 6 x 3/16

HSS6 x 6 x 3/16HSS6 x 6 x 3/16HSS6 x 6 x 3/16HSS6 x 6 x 3/16HSS6 x 6 x 3/16HSS6 x 6 x 3/16HSS6 x 6 x 3/16

LEVEL 1

100' - 0"

ROOF LOW END

117' - 6"

ROOF HIGH END

126' - 4"

MB MAMD

26' - 0" (FV) 26' - 0" (FV)

EXIST. Z8

EXIST. Z8 EXIST. Z8

EXIST. Z8

(F V

HSS6 x 6 x 3/16

HSS6 x 6 x 3/16 HSS6 x 6 x 3/16

HSS6 x 6 x 3/16 1'

LEVEL 1

100' - 0"

ROOF LOW END

117' - 6"

ROOF HIGH END

126' - 4"

MBMA MD

26' - 0" (FV) 26' - 0" (FV)

EXIST. Z8

(F V

HSS6 x 6 x 3/16 HSS6 x 6 x 3/16

HSS6 x 6 x 3/16HSS6 x 6 x 3/16

PONCE-FUESS ENGINEERING

3333 Lee Parkway, Suite 350 • Dallas, TX 75219

469.310.2850 • ponce-fuess.com

Structural Engineers

DATE

JOB

SHEET

ISSUES

KEYPLAN

Date of issue:

REVISIONS

PFE PROJECT NO. 24200 FIRM REG. NO. F-12125

:1 :3

S6-01

FRAMING

ELEVATIONS -

BASE BID

C O

L L

C O

L L E

G E

M C

N E

Y R

E C

L A

02/25/2025

24719.0000

02/25/2025

S -0

R A

G E

L E

V A

N S

A S

E B

U n iv e rs it y D ri v e

M c K in n e y

T X

CORGAN

401 N. Houston St. Dallas, TX 75202

T: 214-748-2000

1 02/25/2025 ISSUE FOR BID

1/8" = 1'-0"

1 FRAMING ELEVATION - BASE BID

1/8" = 1'-0"

2 FRAMING ELEVATION - BASE BID

1/8" = 1'-0"

3 FRAMING ELEVATION - BASE BID

4 FRAMING ELEVATION - BASE BID

M5 M6

ROOF HIGH END

126' - 4"

M4 M7 M8 M9 M10 M11

20' - 0" (FV)20' - 0" (FV)20' - 0" (FV)20' - 0" (FV)20' - 0" (FV)20' - 0" (FV)20' - 0" (FV)

EXIST. Z8

EXIST. Z8 EXIST. Z8

EXIST. Z8

EXIST. Z8 EXIST. Z8 EXIST. Z8

EXIST. Z8

EXIST. Z8 EXIST. Z8

EXIST. Z8

EXIST. Z8 EXIST. Z8

EXIST. Z8

EXIST. Z8 EXIST. Z8

EXIST. Z8

(F V

(FV)

1' - 6"

(FV)

3' - 4"

EXIST X-BRACING (FV) EXIST X-BRACING (FV)

(FV)

2' - 8"

(FV)

10' - 0"

(FV)

2' - 6"

H S

S x x 3/

H S

S x x 3/

8x2 1/2 Z 14 GA 8x2 1/2 Z 14 GA 8x2 1/2 Z 14 GA 8x2 1/2 Z 14 GA 8x2 1/2 Z 14 GA 8x2 1/2 Z 14 GA 8x2 1/2 Z 14 GA

8x2 1/2 Z 14 GA8x2 1/2 Z 14 GA8x2 1/2 Z 14 GA8x2 1/2 Z 14 GA8x2 1/2 Z 14 GA8x2 1/2 Z 14 GA

REMOVE EXIST GIRT & CONN

TO ALLOW NESTING OF NEW

FRAMING, TYP WHERE REQ'D.

CUT GIRT SHORTER &

RECONNECT W/…

This is the start of the file's text. The full file is on GovTribe.

File details come from the government source that posted it. Updated May 12, 2025.