Frisco_Central_Plant_Upgrades_Drawings.pdf

PDF 14 MB Posted May 28, 2025

Attached to: Frisco Campus Central Utilities Plant Expansion
Solicitation number: FY2025-CSP-027
Issued by: Collin County, Texas

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Frisco_Campus_Central_Utilities_Plant_Expansion_(Addendum_#2_Revision).pdf	PDF	Jun 23, 2025
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Frisco_Central_Plant_Upgrades_Project_Manual_Specifications.pdf	PDF	May 28, 2025

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12222 Merit Dr

Suite 400

Dallas, TX 75251

TX Firm #F-2176

(972) 788-4222 Project

CENTRAL UTILITY PLANT UPGRADES

ISSUE FOR CONSTRUCTION

05/16/2025

9700 Wade Blvd. Frisco, TX 75035

COLLIN COLLEGE

FRISCO CAMPUS

24147-00

ISSUE FOR CONSTRUCTION 05/16/2025

PROJECT SHEET LIST

SHEET NO. SHEET NAME SHEET ISSUE DATE

STRUCTURAL

S1.1 STRUCTURAL NOTES, SPECIAL INSPECTIONS 05/16/2025

S2.1 FOUNDATION PLAN & DETAILS 05/16/2025

S2.2 FOUNDATION PLAN_ADDITIVE ALTERNATE NO. 2 & DETAILS 05/16/2025

S2.3 COOLING TOWER FRAMING PLANS & SECTIONS 05/16/2025

S2.4 ROOF FRAMING PLAN & DETAILS 05/16/2025

S5.1 STEEL DETAILS 05/16/2025

MECHANICAL/ELECTRICAL

ME1.00 SITE PLAN - PLANT OPERATION BUILDING 05/16/2025

ME1.01 DEMOLITION FLOOR PLAN - CENTRAL PLANT - HVAC PIPING 05/16/2025

ME1.02 DEMOLITION FLOOR PLAN - CENTRAL PLANT - MECHANICAL DUCTWORK & ELECTRICAL 05/16/2025

ME1.03 DEMOLITION FLOOR PLAN - COOLING TOWER - MECHANICAL & ELECTRICAL 05/16/2025

ME2.01 FLOOR PLAN - CENTRAL PLANT - HVAC PIPING & ELECTRICAL 05/16/2025

ME2.02 FLOOR PLAN - CENTRAL PLANT - MECHANICAL DUCTWORK & ELECTRICAL 05/16/2025

MECHANICAL

M0.00 GENERAL NOTES & LEGEND - MECHANICAL 05/16/2025

M2.01 FLOOR PLAN - COOLING TOWER - MECHANICAL 05/16/2025

M3.01 CHILLER AND PUMP DEMOLITION SECTIONS - MECHANICAL 05/16/2025

M3.02 CHILLER AND PUMP SECTIONS - MECHANICAL 05/16/2025

M4.01 FLOW DIAGRAMS - MECHANICAL 05/16/2025

M4.02 FLOW DIAGRAMS - MECHANICAL 05/16/2025

M4.03 FLOW DIAGRAMS - MECHANICAL 05/16/2025

M4.04 FLOW DIAGRAMS - MECHANICAL 05/16/2025

M5.01 DETAILS - MECHANICAL 05/16/2025

M6.01 SCHEDULES - MECHANICAL 05/16/2025

M7.01 CENTRAL UTILITY PLANT 3D VIEWS - MECHANICAL 05/16/2025

ELECTRICAL

E0.00 GENERAL NOTES, SCHEDULES, DIAGRAMS, AND DETAILS - ELECTRICAL 05/16/2025

Grand total: 24

PROJECT ISSUANCES:

DESCRIPTION DATE

O H

D R .W

ADE BLVD.

OHIO DR.

L C

R E

S T R

TRUE

NORTH

SCOPE OF WORK

GENERAL:

GN-1 THE DETAILS DESIGNATED AS "TYPICAL DETAILS", APPLY GENERALLY TO THE AREAS IN THE

DRAWINGS WHERE CONDITIONS ARE SIMILAR TO THOSE DESCRIBED IN DETAILS.

GN-2 THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE REQUIREMENTS OF OTHER

TRADES (ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, ETC.) WITH THE

STRUCTURAL DOCUMENTS PRIOR TO FABRICATION OR INSTALLATION OF ANY STRUCTURAL

MEMBERS.

GN-3 THE CONTRACTOR AND FABRICATOR SHALL VERIFY QUANTITIES, DIMENSIONS AND CONDITIONS

THOROUGHLY WITH THE CONTRACT DOCUMENTS AND THEN NOTIFY THE ARCHITECT/ENGINEER

OF ANY DISCREPANCIES OR INCONSISTENCIES BEFORE SUBMITTING SHOP DRAWINGS AND

PROCEEDING WITH THE WORK. DO NOT SCALE DRAWINGS FOR DIMENSIONS.

GN-4 COMPLETED SHOP DRAWINGS SHALL BE PROVIDED, AS SPECIFIED, FOR FABRICATED ITEMS

AND SHALL BE REVIEWED BY THE GENERAL CONTRACTOR PRIOR TO FABRICATION.

STRUCTURAL DRAWINGS SHALL NOT BE REPRODUCED FOR SHOP DRAWINGS. USE OF

STRUCTURAL DRAWINGS WITHOUT PERMISSION IS GROUNDS FOR REJECTION OF SHOP

DRAWINGS. THE STRUCTURAL ENGINEER WILL REVIEW SHOP DRAWINGS FOR THE LIMITED

PURPOSE OF CHECKING FOR CONFORMANCE WITH INFORMATION GIVEN AND THE DESIGN

CONCEPT EXPRESSED IN THE CONTRACT DOCUMENTS. THEREFORE, CLOUDED DIMENSIONS,

INDICATED ON ANY SHOP DRAWINGS, THAT ARE RELATIVE TO EXISTING STRUCTURES SHALL

BE VERIFIED BY THE CONTRACTOR AND FABRICATOR. AS A MINIMUM, THE FOLLOWING SHOP

DRAWINGS SHALL BE SUBMITTED AS WELL AS SHOP DRAWINGS LISTED IN THE DEFERRED

SUBMITTAL SECTION OF THESE NOTES:

A. CONCRETE MIX DESIGN FOR EACH TYPE OF CONCRETE TO BE USED.

B. CONCRETE REINFORCING STEEL SHOP DRAWINGS INCLUDING PLACEMENT

DRAWINGS AND CUT SHEETS.

C. STRUCTURAL STEEL SHOP DRAWINGS.

GN-5 SHOP DRAWINGS NOT PREVIOUSLY REVIEWED BY THE GENERAL CONTRACTOR SHALL BE

RETURNED WITHOUT REVIEW BY STRUCTURAL ENGINEER.

GN-6 GENERAL CONTRACTOR SHALL INSPECT JOB FOR COMPLETION BEFORE SCHEDULING ANY

OBSERVATION BY THE ENGINEER.

GN-7 THE STRUCTURE HAS BEEN DESIGNED TO RESIST DESIGN LOADS ONLY AS A COMPLETED

STRUCTURE. CONTRACTOR SHALL CONSIDER CONSTRUCTION LOADS APPLIED TO THE

PARTIALLY COMPLETED STRUCTURE UNTIL PERMANENT CONNECTIONS ARE MADE, AND

ENCLOSED PERMANENTLY AS PER CONSTRUCTION DOCUMENTS.

GN-8 THE CONTRACTOR SHALL BE RESPONSIBLE FOR CHECKING THE ADEQUACY OF THE

STRUCTURE TO SUPPORT CONSTRUCTION LOADS. THE STRUCTURAL ENGINEER IS NOT

RESPONSIBLE TO DESIGN OR CHECK THE STRUCTURE FOR CONSTRUCTION ACTIVITIES.

GN-9 STEEL FRAMING, CONNECTION AND LINTEL ANGLES THAT ARE EXPOSED TO WEATHER SHALL BE

CLEANED AND GALVANIZED UNLESS SPECIFIED OTHERWISE ON ARCH. DRAWINGS. APPLY

ZINC COATING BY THE HOT-DIP PROCESS AND ACCORDING TO A.S.T.M. A123. WHEN

APPLICABLE FIELD WELDS, BOLTED CONNECTIONS AND ABRADED AREAS SHALL BE CLEANED

AND "TOUCHED UP" WITH GALVANIZING REPAIR PAINT IN ACCORDANCE WITH A.S.T.M. A780.

THE GALVANIZING REPAIR PAINT SHALL HAVE A HIGH ZINC-DUST CONTENT WITH DRY FILM

CONTAINING NO LESS THAN 95% ZINC-DUST BY WEIGHT, AND COMPLYING WITH THE

DOD-P-21035A OR SSPC-PAINT 20.

GN-10 THE ENGINEER SHALL NOT HAVE CONTROL OF, AND SHALL NOT BE RESPONSIBLE FOR,

CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, OR PROCEDURES, FOR

SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK, FOR THE ACTS OR

OMISSIONS OF THE CONTRACTOR, SUBCONTRACTOR, OR ANY OTHER PERSONS PERFORMING

ANY OF THE WORK, OR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN

ACCORDANCE WITH THE CONTRACT DOCUMENTS.

GN-11 PERIODIC SITE OBSERVATIONS BY FIELD REPRESENTATIVES OF ALPHA CONSULTING

ENGINEERS, INC. ARE SOLELY FOR THE PURPOSE OF DETERMINING IF THE WORK OF THE

CONTRACTOR IS PROCEEDING IN ACCORDANCE WITH THE INTENT OF THE STRUCTURAL

CONTRACT DOCUMENTS. THESE LIMITED SITE OBSERVATIONS ARE NOT INTENDED TO BE A

CHECK OF THE QUALITY OR QUANTITY OF THE WORK, BUT RATHER PERIODIC IN AN EFFORT TO

INFORM THE OWNER OF DEFECTS AND DEFICIENCIES IN THE WORK OF THE CONTRACTOR.

GN-12 ASSUMPTIONS HAVE BEEN MADE BY THIS OFFICE REGARDING EXISTING CONDITIONS. ACTUAL

CONDITIONS MAY VARY FROM THOSE ASSUMED. FIELD VERIFICATION OF EXISTING

CONDITIONS MAY BE REQUIRED TO PROVIDE ADEQUATE SHOP DRAWINGS. THE CONTRACTOR

IS TO COORDINATE EFFORTS AS REQUIRED AND IS TO REPORT ANY DISCREPANCIES

REGARDING THE EXISTING CONDITIONS TO THE ENGINEER FOR POSSIBLE MODIFICATIONS

NEEDED TO THE CONTRACT DRAWINGS.

GN-13 PROTECT REMAINING EXISTING STRUCTURES. ANY DAMAGE TO AN EXISTING STRUCTURE

SHALL BE REPAIRED TO EQUIVALENT OR BETTER CONDITION.

GN-14 IF CONFLICT EXISTS BETWEEN DRAWINGS, NOTES, AND SPECIFICATIONS; THE STRICTEST

REQUIREMENTS SHALL GOVERN.

DESIGN LOADS:

DL-1 APPLICABLE CODES AND STANDARDS

BUILDING CODE OF JURISDICTION: 2021 INTERNATIONAL BUILDING CODE

STRUCTURAL CONCRETE CODE: AMERICAN CONCRETE INSTITURE (ACI 318-19)

STRUCTURAL STEEL CODE: AMERICAN INSTITUTE OF STEEL CONSTRUCTION

(16th edition)

DL-2 LIVE DESIGN LOADS

TYPICAL GROUND FLOOR 100 PSF

TYPICAL ROOF 20 PSF

TYPICAL CATWALK 40 PSF

DL-3 SNOW DESIGN LOADS

GROUND SNOW LOAD Pg 5 PSF

DL-4 WIND DESIGN LOADS

WIND RISK CATEGORY I

ULTIMATE WIND SPEED Vult 105 mph NOMINAL DESIGN WIN SPEED Vasd 82 mph 10 YEAR MEAN RECURRENCE WIND SPEED 76 mph

WIND EXPOSURE CLASSIFICATION B

DIRECTIONALITY FACTOR, Kd 0.85

SEE COMPONENTS & CLADDING WIND PRESSURE NOTES FOR WIND

DESIGN INFORMATION NOT INCLUDED IN THIS SECTION.

DL-5 SEISMIC DESIGN LOADS

SEISMIC RISK CATEGORY I

SEISMIC IMPORTANCE FACTOR 1.0

SITE CLASS B

SEISMIC DESIGN CATEGORY A

DL-6 MECHANICAL UNIT WEIGHTS INDICATED ON THE DRAWINGS ARE ASSUMED.

NOTIFY ENGINEER OF DEVIATIONS IN WEIGHT OR LOCATION.

COOLING TOWER MODEL & MANUFACTURER : BAC S3E-1222-12R

37585 LB (OPERATING WEIGHT)

STRUCTURAL STEEL:

SS-1 STRUCTURAL STEEL SHALL CONFORM TO THE 2010 "SPECIFICATION FOR STRUCTURAL

STEEL BUILDINGS" OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION, AISC 360-10.

SS-2 WELDING: CODE APPLICABLE EDITION OF THE STRUCTURAL WELDING CODE - STEEL,

AMERICAN WELDING SOCIETY (AWS D1.1 AND AWS D1.3).

SS-3 VERIFY THE SIZE AND LOCATION OF FLOOR AND ROOF OPENINGS FOR MECHANICAL

AND ELECTRICAL REQUIREMENTS AND COORDINATE WITH MECHANICAL AND ELECTRICAL

CONTRACTOR PRIOR TO FABRICATION OF MATERIALS.

SS-4 STEEL SHALL BE MEET THE FOLLOWING REQUIREMENTS:

WIDE FLANGES ASTM A992 Gr. 50

CHANNELS ASTM A36, ASTM A992 Gr.50 OTHER ROLLED SHAPES, PLATES, BARS ASTM A36, ASTM 572 Gr.50 PIPE (Fy 35ksi) ASTM A53 Gr. B HOLLOW STRUCTURAL SECTIONS - HSS (Fy 50ksi) ASTM A500 Gr. C

ERECTION BOLTS ASTM A307

ANCHOR BOLTS ASTM F1554 Gr. 36, Gr.55 HIGH STRENGTH ANCHOR BOLTS ASTM F1554 Gr. 105 DEFORMED BAR ANCHORS (DBA) ASTM A706 Gr. 60 OR ASTM A1064 Gr.60

SS-5 REFER TO SPECIFICATION FOR STEEL SURFACE TREATMENT AND COATING. DO NOT PAINT

STRUCTURAL STEEL AND ANCHOR RODS THAT ARE TO BE EMBEDDED IN CONCRETE OR TO

RECEIVE FIREPROOFING.

SS-6 WELDING SHALL BE PERFORMED BY WELDERS HOLDING VALID CERTIFICATES, IN

ACCORDANCE WITH SECTION 4 OF THE AWSD1.1 "STRUCTURAL WELDING CODE-STEEL",

AND HAVING CURRENT EXPERIENCE IN THE TYPE OF WELDS AS SHOWN ON THE DRAWINGS.

WELDS SHALL BE PERFORMED USING E70XX SERIES LOW HYDROGEN RODS. WELDS SHALL

BE VISUALLY INSPECTED IN ACCORDANCE WITH SECTIONS 6.5 AND 6.9 OF THE AWSD1.1

"STRUCTURAL WELDING CODE-STEEL". VISUAL INSPECTIONS OF WELDS SHALL BE

PERFORMED BY AN INDEPENDENT TESTING AGENCY. UNLESS NOTED OTHERWISE ON THE

PLANS, SHOP FABRICATED OR FIELD ASSEMBLED ADJOINING STEEL MEMBERS SHALL BE

CONNECTED USING CONTINUOUS, ALL AROUND/BOTH SIDES OF MEMBER FILLET WELDS IN

ACCORDANCE WITH THE MINIMUM SIZE FILLET WELD BELOW. UNLESS NOTED OTHERWISE

ON THE PLANS, THE CONTRACTOR MAY SHOP WELD OR FIELD WELD AT THEIR DISCRETION.

MINIMUM SIZE OF FILLET WELDS:

MATERIAL THICKNESS OF THINNER PART JOINED(IN.) MINIMUM SIZE OF FILLET WELD(IN.)

UP TO 1/4 3/16

OVER 1/4 TO 1/2 1/4

OVER 1/2 TO 3/4 5/16

OVER 3/4 3/8

LEG DIMENSIONS OF FILLET WELDS. SINGLE PASS WELDS MUST BE USED.

SS-7 BOLTED BEAM CONNECTIONS SHALL BE SIMPLE FRAMED SHEAR CONNECTIONS USING

A.S.T.M. A325N BOLTS AND SHALL BE IN ACCORDANCE WITH THE "SPECIFICATION FOR

STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS." JOINT TYPES FOR SIMPLE FRAMED

SHEAR CONNECTIONS SHALL BE "SNUG-TIGHTENED JOINTS" AND SHALL BE INSTALLED AND

VISUALLY INSPECTED PER SECTIONS 8.1 AND 9.1 RESPECTIVELY OF THE "SPECIFICATION

FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS." VISUAL INSPECTION OF BOLTED

CONNECTIONS SHALL BE PERFORMED BY AN INDEPENDENT TESTING AGENCY. UNLESS

NOTED OTHERWISE IN THE CONSTRUCTION DOCUMENTS THE CONNECTIONS MUST BE

DESIGNED TO SUPPORT ONE-HALF THE TOTAL UNIFORM LOAD CAPACITY SHOWN IN THE

"MAXIMUM UNIFORM LOAD TABLES", SHOWN IN PART 3 OF THE AISC MANUAL OF STEEL

CONSTRUCTION. DIRECT TENSION INDICATOR (DTI) BOLTS SHALL BE PERMITTED. THE

STEEL FABRICATOR SHALL PROVIDE CONNECTION DESIGN CALCULATIONS SEALED AND

SIGNED BY A REGISTERED ENGINEER LICENSED IN THE STATE OF TEXAS FOR

CONNECTIONS NOT SPECIFICALLY DETAILED ON THESE STRUCTURAL DRAWINGS.

SS-8 IN FRAMED BEAM CONNECTIONS, WELDS MAY BE SUBSTITUTED FOR BOLTED CONNECTIONS

IN ACCORDANCE WITH TABLE 10-2 OF THE AISC MANUAL OF STEEL CONSTRUCTION. TO

OBTAIN WELDED CONNECTION IT IS RECOMMENDED SUCH CONNECTIONS BE CHOSEN

FROM TABLE 10-3 OF THE AISC MANUAL OF STEEL CONSTRUCTION.

SS-9 THE CONTRACTOR SHALL REVIEW SHOP AND FIELD WELD REQUIREMENTS FOR

COMPATIBILITY WITH THE CONSTRUCTION SEQUENCE. PROPOSED REVISIONS FROM SHOP

TO FIELD WELDS OR FROM FIELD TO SHOP WELDS SHALL BE IDENTIFIED BY THE

CONTRACTOR ON THE SHOP DRAWINGS.

SS-10 DRY PACK SHALL BE 5,000 PSI FIVE STAR NON-SHRINK GROUT OR EQUIVALENT. INSTALL

DRY PACK UNDER BEARING PLATES BEFORE FRAMING MEMBER IS INSTALLED. AT

COLUMNS, INSTALL DRY PACK UNDER BASE PLATES AFTER COLUMN HAS BEEN PLUMBED

BUT PRIOR TO FLOOR OR ROOF INSTALLATION.

SS-11 CONTRACTOR SHALL PROVIDE PROTECTION FOR EXISTING CONSTRUCTION DURING FIELD

WELDING OPERATIONS. A FIRE EXTINGUISHER SHALL BE ON THE JOB SITE AND IN THE

IMMEDIATE WORKING AREA OF FIELD WELDING.

ABBREVIATIONS

C Ø

AESS

APPROX

ARCH

ADH

ALT

BUR

BOT

BLDG

BSMT

BRG

BTWN

CANT

CFMF

CIP

CLG

CLR

CMU

COL

CONC

CONN

CONST

CONT

CONTR

DBA

DEMO

DIA

DIAG

DIM

DBL

DWL

DWG

EL/ELEV

EQUIP

EXIST

EXP

EXT

FDN

FIN

FLD

FLR

FTG

GALV

HORIZ

HCA

HSA

- AND

- AT

- CENTERLINE

- DEGREE

- DIAMETER

- NUMBER/POUND

- ANCHOR BOLT

- ARCHITECTURALLY EXPOSED

STRUCTURAL STEEL

- APPROXIMATE

- ARCHITECT/ARCHITECTURAL

- ADHESIVE

- ALTERNATE

- BASE PLATE

- BUILDING LINE

- BUILT-UP ROOF

- BEAM

- BOTH WAYS

- BOTTOM

- BUILDING

- BASEMENT

- BEARING

- BETWEEN

- CANTILEVER

- COLD FORMED METAL FRAMING

- CAST-IN-PLACE

- CONSTRUCTION JOINT

- CEILING

- CLEAR

- CONCRETE MASONRY UNITS

- COLUMN

- CONCRETE

- CONNECTION

- CONSTRUCTION

- CONTINUOUS

- CONTRACTOR

- DEFORMED BAR ANCHOR

- DECK EDGE

- DEMOLITION

- DIAMETER

- DIAGONAL

- DIMENSION

- DEAD LOAD

- DOUBLE

- DOWN

- DOWEL

- DRAWING

- EACH

- EACH FACE

- EXPANSION JOINT

- ELEVATION

- EQUAL

- EQUIPMENT

- EACH WAY

- EXISTING

- EXPANSION

- EXTERIOR

- FOUNDATION

- FLOOR DRAIN

- FAR SIDE

- FINISH

- FIELD

- FLOOR

- FOOT OR FEET

- FOOTING

- GAGE

- GALVANIZED

- GENERAL CONTRACTOR

- GRADE

- HOOK

- HORIZONTAL

- HEADED CONCRETE ANCHOR

- HIGH STRENGTH

- HEADED STUD ANCHOR

ICF

INV

INT

JST

K L

LBS

LDH

LLH

LLV

MAX

MECH

MEZZ

MFR

MID

MIN

MISC

MAS

NOM

NTS

OPNG

OPP

P/C

PREFAB

PSF

PSI

RAD.

REF

REINF

REQD

SPAC

SCHED

SECT

SHT

SIM

SPEC

SSS

STIFF

STIR

STD

STL

STR

STRUCT

SYM

T T&B

THK

TOC

TOJ

TOS

TOW

TYP

UNO

VERT

WWF

WWM

- INSULATED CONCRETE FORM

- INSIDE DIAMETER

- INCH

- INVERTED

- INTERIOR

- JOIST

- JOINT

- KIP (THOUSAND POUNDS)

- ANGLE

- POUND

- LONG DIMENSION HORIZONTAL

- LINEAR FOOT

- LONG LEG HORIZONTAL

- LONG

- LONG LEG VERTICAL

- MAXIMUM

- MECHANICAL

- MEZZANINE

- MANUFACTURER

- MIDDLE

- MINIMUM

- MISCELLANEOUS

- MASONRY

- NEAR SIDE

- NOMINAL

- NOT TO SCALE

- ON CENTER

- OUTSIDE DIAMETER

- OPPOSITE HAND

- OPENING

- OPPOSITE

- PRECAST

- PREFABRICATED

- POUND PER SQUARE FOOT

- POUND PER SQUARE INCH

- PLATE

- RISER

- RADIUS

- ROOF DRAIN

- REFERENCE

- REINFORCING/REINFORCED

- REQUIRED

- SPACES/SPACING

- SCHEDULE

- SECTION

- SHEET/SHEATHING

- SIMILAR

- SPECIFICATION

- SLOPE

- STANDARD STRUCTURAL STEEL

- STIFFENERS

- STIRRUPS

- SQUARE

- STANDARD

- STEEL

- STAIR

- STRUCTURE/STRUCTURAL

- SYMMETRICAL

- TREAD

- TOP AND BOTTOM

- THICK/THICKNESS

- TOP OF CONCRETE

- TOP OF JOIST

- TOP OF STEEL

- TOP OF WALL

- TYPICAL

- UNLESS NOTED OTHERWISE

- VERTICAL

- WITH

- WORK POINT

- WELDED WIRE FABRIC

- WELDED WIRE MESH

C x

SCHED PIER MARK

SCHED STEEL

COL MARK

SYMBOL LEGEND:

TOP OF PIER EL

DROP STRUCTURE

SLOPE STRUCTURE

P x

'-0

4' - 0"

BEAM SPLICE

CONNECTION

SPLICE LOCATION

FROM CENTER OF COL

TC INDICATE

TOP OF COL

MOMENT

CONNECTION

KNEE BRACING

S05-0X

ELEVATION

S05-0X

VERTICAL

BRACE

FRAMING

MECH EQUIPMENT

CONC MASONRY WALL

CONCRETE

TOC 99'-0"

TOS 99'-0"

TOW 99'-0"

99'-0"

TOP OF CONC. EL.

TOP OF STEEL EL.

TOP OF WALL EL.

SPOT EL.

S05-0X

SECTION

S01-0X

ENLARGE PLAN

OR PLAN DETAIL

CONCRETE AND REINFORCEMENT:

CN-1 STRUCTURAL CONCRETE SHALL BE IN ACCORDANCE WITH THE CODE APPLICABLE EDITION

OF "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318)", THE

AMERICAN CONCRETE INSTITUTE.

CN-2 CONCRETE REINFORCEMENT SHALL BE NEW DOMESTIC DEFORMED BILLET STEEL,

CONFORMING TO ASTM A 615, GRADE 60, EXCEPT WELDABLE REBARS ASTM A706, GR. 60,

WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185, GRADE 70°

CN-3 DETAIL REINFORCING BARS AND PROVIDE BAR SUPPORTS AND SPACERS IN ACCORDANCE

WITH ACI 315.

CN-4 REINFORCING SHALL BE PROPERLY CHAIRED AND TIED PER ACI 315 (SP66) AND CRSI

(PLACING REINFORCING BARS) PRIOR TO PLACING CONCRETE.

CN-5 PLACEMENT OF REINFORCING STEEL SHALL BE OBSERVED BY THE OWNER'S INSPECTION AGENT

PRIOR TO CONCRETE PLACEMENT UNLESS APPROVED OTHERWISE.

CN-6 CONCRETE SHALL BE NORMAL WEIGHT STONE AGGREGATE CONCRETE UNLESS NOTED OTHERWISE.

PROVIDE ADMIXTURES AS REQUIRED TO IMPROVE WORKABILITY. PLASTIC CONCRETE TEMPERATURE SHALL NOT EXCEED 90 DEGREES PRIOR TO PLACEMENT. CONCRETE SHALL BE CURED FOR A MINIMUM OF 7 DAYS USING MOIST CURING PROCEDURES, OR CURING COMPOUNDS WHICH WILL NOT INTERFERE

WITH THE BONDING OF FLOORING. THE FLYASH CONTENT SHALL NOT EXCEED 30% OF THE

PERCENTAGE OF CEMENTITIOUS MATERIALS. NO FLY ASH SHALL BE USED AT ARCHITECTURALLY

EXPOSED CONCRETE WITHOUT PRIOR APPROVAL FROM ARCHITECT. IN ADDITION TO ABOVE THE

CONCRETE SHALL MEET THE FOLLOWING REQUIREMENTS:

DESCRIPTION OF USE 28-DAY COMP MAX MAX

DESIGN AGG. W/C AIR

STRENGTH SLUMP SIZE RATIO CONTENT

SLAB-ON-GRADE 3,500 PSI 3-5" 3/4" N/A N/A

DRILLED PIERS 3,000 PSI 5-7" 1-1/2" N/A N/A

CONCRETE COLUMNS 4,000 PSI 3-5" 3/4" 0.50 N/A

HOUSEKEEPING SLABS 3,500 PSI 3-5" 3/4" 0.50 N/A

CN-7 PROVIDE A SET OF CYLINDERS IN ACCORDANCE WITH ASTM C 31 TO BE TAKEN BY AN

INDEPENDENT TESTING LAB AT THE FREQUENCY SPECIFIED IN ACI 318 AND THE

GOVERNING BUILDING CODE WITH LOCAL AMENDMENTS. COMPRESSION TEST RESULTS

SHALL BE REPORTED TO THE ENGINEER WITHIN 24 HOURS.

CN-8 FORMWORK SHALL REMAIN IN PLACE AND NO SUBSEQUENT CONSTRUCTION WILL BE ALLOWED

UNTIL CONCRETE HAS REACHED 75% OF DESIGN COMPRESSIVE STRENGTH.

CN-9 PORTLAND CEMENT SHALL CONFORM TO ASTM - C150, TYPE I/II OR C595 TYPE 1L

CN-10 NO WELDING OF REINFORCING BARS OR TORCHING TO BEND REINFORCING BARS SHALL

BE ALLOWED WITHOUT THE SPECIFIC APPROVAL OF THE STRUCTURAL ENGINEER.

CN-11 CONCRETE COVER SHOULD BE AS FOLLOWS:

A. FOOTINGS AND OTHER PRINCIPAL STRUCTURAL MEMBERS IN WHICH CONCRETE IS

CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH - 3 INCHES.

B. WHERE CONCRETE SURFACES, AFTER REMOVAL OF FORMS, ARE EXPOSED TO

WEATHER OR EARTH - 2 INCHES.

C. WHERE SURFACES ARE NOT DIRECTLY EXPOSED TO WEATHER OR EARTH:

SLAB ON GRADE (FROM TOP OF SLAB) 1 1/2 INCHES

CN-12 SET AND BUILD INTO FORM WORK ANCHORAGE DEVICES AND OTHER EMBEDDED ITEMS

REQUIRED FOR OTHER WORK THAT IS ATTACHED TO OR SUPPORTED BY CAST-IN-PLACE

CONCRETE. REBAR PROJECTING FROM CONCRETE SHALL BE SECURED IN PLACE PRIOR

TO PLACING CONCRETE.

CN-13 TYPICAL LAP REINFORCING IS 30 BAR DIAMETERS UNLESS NOTED OTHERWISE.

CN-14 WELDED WIRE FABRIC SPLICE LENGTH SHALL BE AT LEAST ON SPACING OF CROSSWIRES PLUS

2-INCHES BUT NO LESS THAN 6-INCHES.

CN-15 CONCRETE SHALL BE FORMED INCLUDING GRADE BEAMS BOTH SIDES UNLESS SPECIFICALLY

NOTED ON THE DOCUMENTS OR APPROVED IN WRITING.

FLOOR SLAB:

FS-1 SOIL SUPPORTED SLAB

LOCATION OVERALL THICKNESS TYP SLAB REINFORCING

SEE PLAN 8-INCHES #3 @ 12" EACH WAY T&B

NOTES:

1. LOCATE TYPICAL SLAB REINFORCING 2 INCHES BELOW TOP OF SLAB.

2. SAWJOINTS:

A. SUBMIT PROPOSED SAWJOINT PLAN FOR APPROVAL PRIOR TO POURING

CONCRETE SLAB.

B. SAWJOINTS SHALL BE A MAXIMUM OF 15 FEET ON CENTER EACH DIRECTION.

C. SAWJOINTS SHALL BE LOCATED ON COLUMN GRID LINES WHENEVER POSSIBLE.

D. THE RATIO OF SAWJOINTS SPACING IN EACH DIRECTION SHALL BE AS

SQUARE AS POSSIBLE. RATIO SHALL NOT EXCEED 1.5 TO 1

FS-2 HOUSEKEEPING SLABS

LOCATION THICKNESS REINFORCING

SEE PLAN 6-INCHES #3 @ 12" EACH WAY

SEE PLAN 8-INCHES #3 @ 12" EACH WAY T&B

NOTES:

1. REINFORCEMENT SHALL BE CENTERED IN THE SLAB, UNO.

2. REFER TO MECHANICAL DRAWINGS FOR PAD LOCATIONS AND

COORDINATE WITH EQUIPMENT.

STEEL BAR GRATING:

SB-1 STEEL BAR GRATING SHALL BE HOT DIP GALVANIZED IN ACCORDANCE WITH ASTM A-123.

SB-2 STEEL BAR GRATING SHALL BE SERRATED AT THE TOP

SB-2 STEEL BAR GRATING SCHEDULE

TYPICAL TYP 19-W-4

BEARING BAR SIZE 1" X 3/16"

CONC SLAB/PAVING SUBGRADE PREPARATION:

UF-1 AT THE ENTIRE AREA OCCUPIED BY SLAB/PAVING (AND FOR A DISTANCE OF 3.0 FT. OUTSIDE

OF THE SLAB/PAVING), REMOVE ALL ORGANIC AND OTHER DELETERIOUS MATERIALS. DO NOT

USE FOR UNDERFLOOR FILL. REMOVE A MINIMUM OF 12 INCHES OF THE EXISTING SOIL OR

UNTIL SOLID ROCK IS ENCOUNTERED. EXPOSED SUBGRADE SHALL BE RELATIVELY LEVEL.

UF-2 THE EXPOSED SUBGRADE SHALL BE SCARIFIED AT LEAST 6 INCHES AND COMPACTED TO AT LEAST 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED USING TxDOT TEST METHOD

TEX-114-E WITH A LABORATORY COMPACTIVE EFFORT OF 6.63 FT LBS/CU IN. WHILE

MAINTAINING AT NEAR OR SLIGHTLY ABOVE THE OPTIMUM WATER CONTENT.

UF-3 BRING THE SUBGRADE TO UNDERSIDE OF SLAB WITH SELECT STRUCTURAL FILL AS

SPECIFIED ON NOTE UF-4. COMPACT THE SELECT MATERIAL TO AT LEAST 95% OF THE

MAXIMUM DRY DENSITY AS DETERMINED USING TxDOT TEST METHOD TEX-113-E WITH A

LABORATORY COMPACTIVE EFFORT OF 13.26 FT LBS/CU IN. MAINTAIN COMPACTIVE LIFT

THICKNESS TO 6 INCHES OR LESS AND OPTIMUM WATER CONTENT. IF CLAY GRAVEL (ITEM

"B", UF-4) IS USED, THE BUILDING PAD SHOULD BE CAPPED WITH 6 INCH THICK CRUSHED

LIMESTONE (TYPE A, GRADE 1 OR 2).

UF-4 A. TxDOT ITEM 247, TYPE A, GRADE 2.

B. SELECT BASE MATERIALS HAVE MAXIMUM PARTICLE LESS THAN 3 INCHES AND FREE OF

ORGANIC OR OTHER DELETERIOUS SOILS. MAXIMUM LIQUID LIMIT OF 35 AND A PI BETWEEN 7

AND 15. NO AGGREGATE PARTICLES GREATER THAN 3" IN DIAMETER, WITH THE FOLLOWING

GRADATION:

o PERCENT PASSING NO. 4 SIEVE 40% ~ 80% o PERCENT PASSING NO. 40 SIEVE 10% ~ 50% o PERCENT PASSING NO. 200 SIEVE LESS THAN 20%

UF-5 PERFORM EARTHWORK DESCRIBED ABOVE BEFORE TRENCHING FOR GRADE BEAMS OR

MECHANICAL LINES.

UF-6 EXCAVATE BEAM TRENCHES TO MEET PLANNED DIMENSIONS. PRIOR TO PLACEMENT OF

CONCRETE, HAND COMPACT BOTTOM OF BEAM TRENCHES TO AT LEAST 95% OF THE

MAXIMUM DRY DENSITY DETERMINED USING TxDOT TEST METHOD TEX-113-E CONDUCTED

WITH A LABORATORY COMPACTIVE EFFORT OF 6.63 FT LBS/CU. IN. MAINTAIN WATER

CONTENT HIGH OR OPTIMUM, BUT WITHIN A RANGE THAT WILL ALLOW THE SPECIFIED

PERCENTAGE OF COMPACTION. STANDING WATER SHOULD NOT BE PERMITTED IN THE

BEAM TRENCHES AFTER FINAL COMPACTION AND BEFORE PLACEMENT OF CONCRETE.

REMOVE ALL LOOSE MATERIALS AND UNSUITABLE SOILS DUE TO RAINFALL OR BY

DESICCATION.

UF-7 PLACE 15 MIL "STEGO WRAP" OR APPROVED EQUIVALENT ON TOP OF SELECT FILL. SMOOTH

SUBGRADE TO PREVENT PROTRUSIONS THAT MAY CAUSE DAMAGE OR RUPTURE FILM. LAY

FILM ON SUBGRADE INCLUDING BEAM AND FOOTING SOFFITS AND SIDES OF BEAMS AND

FOOTINGS USING WIDEST PRACTICAL WIDTHS. LAP EDGES OF FILM 6" WITH TOP LAP PLACED

IN DIRECTION OF CONCRETE FLOW AND TAPE ALL JOINTS. CUT FILM AROUND PIPES AND

ROUGH-INS AND SEAL CUTS WITH PRESSURE SENSITIVE TAPE.

UF-8 EMPLOY AN INDEPENDENT TESTING LABORATORY TO TAKE 3 (THREE) DENSITY TESTS FOR

SUBGRADE (NOTE UF-2) & EACH LIFT OF SELECT FILL (NOTE UF-3).

DRAWN BY:

CHECKED BY:

SHEET NO.

REVISIONS

E P

A T

D A

T E

P L O

T S

C A

L E

APPROVED BY:

12222 Merit Dr

Suite 400

Dallas, TX 75251

TX Firm #F-2176

(972) 788-4222

Project

A s i n d ic a te d

A u to d e s k

D o c s /C o lli n C o lle g e F ri s c o H y d ro n ic

L o o p

C U

P /D

C O

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C O

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S1.1

STRUCTURAL NOTES,

SPECIAL

INSPECTIONS

C O

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05/16/2025

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05/16/2025

STRUCTURAL NOTES

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

--- X

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.

--- X

8. Verify maintenance of specified curing temperature and techniques.

--- X

7. Inspect concrete and shotcrete placement for proper application techniques

X ---

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

X ---

5. Verify use of required design mix. --- X

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

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

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

3. Inspect anchors cast in concrete. --- X

c. Inspect all other welds. X

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

a. Verify weldability of reinforcing bars other than ASTM... --- X

2. Reinforcing Bar welding:

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

--- X

1705.3 CONCRETE CONSTRUCTION

For buildings, structures and other structural portions thereof shall be in accordance with the quality assurance inspection requirements of AISC 360.

1705.2.1 STRUCTURAL STEEL

3. Materials and systems required to be installed in accordance with additional manufacturer’s instructions that prescribe requirements not contained in this code or in standards...

2. Unusual design applications of materials described in this code.

1. Construction materials and systems that are alternatives to materials and systems prescribed by this code

1705.1.1 SPECIAL CASES (AS REQD BY THE BUILDING OFFICIAL) --- ---

Where fabrication of structural, load-bearing, or lateral load-resisting elements or assemblies is being conducted in a fabricator's shop and/or off-site, inspect fabrication and quality control procedures for completeness and adequacy, except where the fabricator has been approved to perform work without special inspections in accordance with IBC Section 1704.2.5.1.

1704.2.5 FABRICATED ITEMS --- ---

Qualifications listed in the testing and inspection requirements tables are recommendations of the local members of the Texas council of Engineering Laboratories. It is also recommended that the special inspectors should be employed by an agency accredited by any nationally recognized accredditing body such as AASHTO, A2LA, NVLAP, ICC, ETC..

1704.2.1 SPECIAL INSPECTOR QUALIFICATIONS

Continuous Periodic

TESTING, VERIFICATION AND INSPECTION

INSPECTION

FREQUENCY

SP-1 SPECIAL INSPECTION WORK IS NOT INCLUDED IN THE STRUCTURAL ENGINEER'S

SCOPE OF SERVICES. THE OWNER WILL ENGAGE A TESTING AGENCY TO CONDUCT

SPECIAL TESTS AND INSPECTIONS REQUIRED BY AUTHORITIES HAVING

JURISDICTION AS THE RESPONSIBILITY OF THE OWNER. ALL INSPECTION REPORTS

SHALL BE COPIED TO THE STRUCTURAL ENGINEER, AND A FINAL LETTER OF

COMPLIANCE SHALL BE PROVIDED BY THE REGISTERED DESIGN PROFESSIONAL IN

RESPONSIBLE CHARGE (TYPICALLY ARCHITECT) TO THE OWNER OR BUILDING

AUTHORITY.

SP-2 DEFINITIONS:

ACI - AMERICAN CONCRETE INSTITUTE

AISC - AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ASNT - AMERICAN SOCIETY FOR NONDESTRUCTIVE TESTING

ASTM - AMERICAN SOCIETY FOR TESTING MATERIALS

AWS - AMERICAN WELDING SOCIETY

CWI - CERTIFIED WELDING INSPECTOR

IBC - INTERNATIONAL BUILDING CODE

SP-3 THE SPECIAL INSPECTOR CANNOT BE AN EMPLOYEE OF THE CONTRACTOR.

SPECIAL INSPECTIONS

When there is a resonable doubt to the structural integrity of a deep foundation element, engineering assessment shall be required including tests for defects performed in accordance with ASTM D4945, ASTM D5882, ASTM D6760 or ASTM...

1705.10 STRUCTURAL INTEGRITY OF DEEP FOUNDATION...

3. For concrete elements, perform tests and additional special inspections in accordance with Section 1705.3.

See 1705.3

2. Verify placement locations and plumbness, confirm element diameters, bell diameters (if applicable), lengths, embedment into bedrock (if applicable) and adequate end-bearing strata capacity. Record concrete or grout volumes.

X ---

1. Inspect drilling operations and maintain complete and accurate records for each element.

X ---

1705.8 CAST-IN-PLACE DEEP FOUNDATIONS

5. Prior to placement of compacted fill, inspect subgrade and verify that site has been prepared properly.

--- X

4. During fill placement, verify use of proper materials and procedues in accordance with the provisions of the approved geotechnical report. Verify densities and lift thicknesses during placement and compaction of compacted fill.

X ---

3. Perform classification and testing of compacted fill materials. --- X

2. Verify excavations are extended to proper depth and have reached proper material.

--- X

1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity.

--- X

1705.6 SOILS

Continuous Periodic

TESTING, VERIFICATION AND INSPECTION

INSPECTION

FREQUENCY

1. FINISH FLOOR ELEVATION IS 100'-0" (RELATIVE TO DATUM 100-0) UNLESS

NOTED OTHERWISE.

2. TOP OF CONCRETE SLAB IS AT FINISH FLOOR UNLESS NOTED OTHERWISE.

3. MEP BACKGROUND ELEMENTS DEPICTED ON THE PLANS ARE INTENDED

FOR GENERAL COORDINATION PURPOSES AND ARE NOT INTENDED FOR

ANY OTHER PURPOSES. THIS PLAN MAY NOT REFLECT THE FINAL DESIGN,

SEE THE MEP DRAWINGS.

FOUNDATION PLAN NOTES

EXC2

EXC3

EXC4

EXCA EXCB EXCC EXCD EXCE

(F V

(FV)

4' - 4"

(FV)

4' - 6" 20' - 11" (FV) 21' - 3" (FV) 7' - 0" (FV) 11' - 4 1/2" (FV)

EXC1

10 1/4" (FV)

EX1.2

EX2.6

EX3.2

EXC EXD EXE

EXISTING 3 1/2" DIA PIPE COL

FOR PIPE SUPPORT (FV),

TYP WHERE SHOWN

TOC 100' - 8"

8" THK

EXISTING

CHILLER PAD

(FV)

TOC 100' - 8"

8" THK NEW

CHILLER PAD

6" THK

EXISTING

PUMP PAD

(FV)

TOC 100' - 6"

6" THK

EXISTING

PUMP PAD

(FV)

TOC 100' - 6"

EXISTING 24" DIA

CONC COL (FV), TYP

WHERE SHOWN

EXISTING 36" DIA

CONC COL (FV), TYP

WHERE SHOWN

S2.1

6" THK NEW

PUMP PAD

TOC 100' - 6"

6" THK NEW

PUMP PAD

TOC 100' - 6"3

S2.1

EXBEXA

EX4

EXIST PLANT FF EL = 100' - 0"

22' - 10 3/4" (FV) 22' - 10 3/4" (FV) 22' - 10 3/4" (FV) 22' - 10 3/4" (FV)

ALT 03

TOC 100" - 6"

6" THK NEW BOILER PAD

- REF MEP FOR SIZE & LOCATION

S2.1

8" THK

EXISTING

PUMP PAD

(FV)

TOC 100' - 8"

8" THK

EXISTING

PUMP PAD

(FV)

TOC 100' - 8"

8" THK

EXISTING

PUMP PAD

(FV)

TOC 100' - 8"

S2.1

SS 3

.5 X0.

SS 3

.5 X0.

SS 3

.5 X0.

SS 3

.5 X0.

SS 3

.5 X0.

SS 3.5X0.25 H

SS 3

X0.

4' - 4" (FV) 4' - 6" (FV) 11' - 5" (FV) 14' - 3" (FV) 14' - 3" (FV)

(F V

P2 99' - 4"

SEE , TYP

WHERE SHOWN

/6 S2.1

(F V

S2.2

SEE , TYP

WHERE SHOWN

/6 S2.1

(FV)

ALT 01

TOC 100'-8"

8" THK NEW PUMP PAD

- REF MEP FOR SIZE & LOCATION

#3@12" OC EW

#3(1-6/AS REQD) @ 12"

OC EF DRILL & EPOXY

(3" EMBED)

TOC EL

- SEE PLAN

SEE MEP

3/4" CHAMFER

ROUGHEN

SURFACE, TYP

#3(1-6/AS REQD) @ 12"

OC DRILL & EPOXY

(3" EMBED), TYP

TOC EL

- SEE PLAN

SEE MEP

6" THK PAD

/REF

FOR ADDL INFO

5 S2.1

#3(0-5/AS REQD) @12"

OC DRILL & EPOXY

(3" EMBED)

w/ #3 CONT, TYP

TOC EL

- SEE PLAN

#3 @12" OC

DRILL & EPOXY

(3" EMBED), TYP

ROUGHEN

SURFACE, TYP

6' MIN

EXIST CONC

SLAB & PAD

#3@12" OC EW

DRILL & EPOXY

(MIN. 3" EMBED)

#3(1-6/AS REQD) @ 12"

OC DRILL & EPOXY

(3" EMBED), TYP

TOC EL

- SEE PLAN

1" CHAMFER, TYP

C L R

SEE MEP

ROUGHEN

SURFACE, TYP

TYP

4" MIN

PUMP BASE PLATE

- REF MEP

BASE PLATE - 1/2"x9"x9" w/ (4) 1/2" DIA. SIMPSON

STRONG-BOLT 2

(EMBED = 3")

HSS COL -

SEE PLAN

TYP

1 1/2" 3" 3"

DRAWN BY:

CHECKED BY:

SHEET NO.

REVISIONS

E P

A T

D A

T E

P L O

T S

C A

L E

APPROVED BY:

12222 Merit Dr

Suite 400

Dallas, TX 75251

TX Firm #F-2176

(972) 788-4222

Project

A s i n d ic a te d

A u to d e s k

D o c s /C o lli n C o lle g e F ri s c o H y d ro n ic

L o o p

C U

P /D

C O

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C O

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S2.1

FOUNDATION PLAN &

DETAILS

C O

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05/16/2025

C E

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SCALE : 1/4" = 1'-0"

FOUNDATION PLAN

PLAN NORTH

SCALE : 3/4" = 1'-0"5

SCALE : 3/4" = 1'-0"4

SCALE : 3/4" = 1'-0"

TYPICAL HOUSEKEEPING PAD

SCALE : 3/4" = 1'-0"3

SCALE : 3/4" = 1'-0"

TYPICAL COL BASE PL AND DETAILS

EXC2

EXC3

EXC4

EXCA EXCB EXCC EXCD EXCE

(F V

20' - 11" (FV) 21' - 3" (FV) 7' - 0" (FV) 11' - 4 1/2" (FV)

EXISTING 36" DIA

CONC COL (FV)

ALT 02

TOC EL TO MATCH EXISTING PAVING

8" THK NEW CONC SLAB

- REF MEP FOR SIZE & LOCATION

EXISTING CHAIN

LINK FENCE

NEW CHAIN LINK

FENCE FOR ALT 02

S2.2

EXISTING CHAIN

LINK FENCE

SEE STRUCT NOTES

FOR SLAB REINF

#4(2-0/0-10/0-6/0-6) @ 12" OC w/ 2#4 CONT T&B

1/2" COMPRESSIBLE

JOINT FILLER @ PAVING

MOW STRIP

1' - 2"

CHAIN LINK FENCE POST

(8'-0" TALL MAX)

A T

E A

C O

R N

E R

POST BASE @ EA POST

10" DIA

2#3 CONT w/ #3 @ 18" OC

MIN

A T

TOC EL

- SEE PLAN

SEE STRUCT NOTES

FOR SLAB REINF

#4(2-0/0-10/0-6/0-6) @ 12" OC w/ 2#4 CONT T&B

1/2" COMPRESSIBLE

JOINT FILLER @ PAVING

EXISTING CHAIN LINK

FENCE POST

MIN

TOC EL

- SEE PLAN

EXISTING

CONC SLAB

1. FINISH FLOOR ELEVATION IS 100'-0" (RELATIVE TO DATUM 100-0) UNLESS

NOTED OTHERWISE.

2. TOP OF CONCRETE SLAB IS AT FINISH FLOOR UNLESS NOTED OTHERWISE.

3. MEP BACKGROUND ELEMENTS DEPICTED ON THE PLANS ARE INTENDED

FOR GENERAL COORDINATION PURPOSES AND ARE NOT INTENDED FOR

ANY OTHER PURPOSES. THIS PLAN MAY NOT REFLECT THE FINAL DESIGN,

SEE THE MEP DRAWINGS.

FOUNDATION PLAN NOTES

NOTES:

1. SAW JOINTS SHALL BE MADE AS SOON AS THE CONCRETE SURFACE IS

WALKABLE (U.N.O.) FILL SAW CUT JOINT WITH EUCO QWIK JOINT 200 BY EUCLID

CHEMICAL CORP. OR EQUIVALENT FOR ALL EXPOSED CONCRETE WHEN

CONCRETE IS AT LEAST 28 DAYS OLD. REF PLAN FOR LOCATIONS.

2. 1/2" DEEP PLASTIC JOINT FORM OR TOOLED JOINT MAY BE USED AS AN

ALTERNATIVE TO SAW-JOINTS.

SAW CUT JOINT

1/8" TYP.

T H

N E

S S

O F

S L

A B

REFER TO STRUCTURAL

NOTES FOR VAPOR RETARDER.

REFER TO STRUCTURAL NOTES

#4 x 4'-0" @ 12"o.c.

TOP

SLAB REINF.

1 1/2"

D E

P T

/3 S

L A

B D

E P

T H

S L

A B

D E

P T

/3 S

L A

D E

P T

H S

L A

SPLICE 3'-0"

JT IN FLOORING.

REF TO PIER

SCHEDULE

FOR

REINF.

NOTE DP-7

TO TIES

3" CLEAR

SHAFT DIA.

DRILLED PIER NOTES

DP-1 PIERS SHALL BE INSPECTED BY A GEOTECHNICAL ENGINEER OR BY HIS REPRESENTATIVE

PRIOR TO PLACING REINFORCING STEEL AND CONCRETE IN ORDER TO ASSURE THAT THE

BEARING SURFACES ARE CONSISTENT WITH DESIGN RECOMMENDATIONS.

DP-2 PIER EXCAVATIONS SHALL BE FREE OF WATER PRIOR TO PLACING CONCRETE.

DP-3 PIER HOLES SHALL NOT BE LEFT OPEN OVERNIGHT (NO EXCEPTIONS). PIERS SHALL BE

POURED THE SAME DAY THEY ARE DRILLED.

DP-4 PROVIDE STEEL CASING AS REQUIRED, TO PREVENT EXCAVATION SLOUGHING AND/ OR

SUBSURFACE WATER SEEPAGE. STEEL CASING MAY BE REMOVED DURING CONCRETE

PLACEMENT SEQUENCE PROVIDING THERE IS ENOUGH CONCRETE HEAD TO PREVENT

SLOUGHING SOIL FROM PENETRATING INTO THE PIER AREA.

DP-5 ANY CONSTRUCTION JOINT IN THE PIER SHAFT MUST OCCUR AT LEAST 6 INCHES ABOVE

GRADE ELEVATION.

DP-6 CONCRETE PLACEMENT SHALL BE MADE WITH A TREMIE WITH AT LEAST A 6 FOOT HOSE OR

METAL SNOUT.

DP-7 CENTER CAGE IN HOLE WITH 3 CONC. SPACER BLOCKS EVERY 8 FT. SUPPORT CAGE ON 3

CONC. SEAT BLOCKS. DO NOT RAISE CAGE OFF DRILLED PIER BOTTOM.

DP-8 EXTEND PIER SHAFTS & REINF. TO BOTTOM OF BEAM, WALL OR PLINTH SOFFIT USING

SONOTUBE ABOVE WORKING GRADE. USE SONOTUBE TO AN ELEVATION 2'-0" BELOW

WORKING GRADE AT TIME OF DRILLING. REFER TO SPECS. FOR CONDITIONS REQUIRING

ADDITIONAL SONOTUBE AND FOR CONSTRUCTION JOINT.

DP-9 TEMPORARY CASING TO BE INCLUDED IN BASE BID. SEE SPECIFICATIONS.

DP-10 OVERPOUR AT TOP OF PIERS (MUSHROOMS) SHALL BE REMOVED TO

RESULT IN THE REQUIRED PIER DIAMETER.

DP-11 STRAIGHT SHAFT PIER DESIGN CRITERIAS:

BEARING STRATUM: TAN WEATHERED LIMESTONE

APPROXIMATE TOP OF BEARING STRATUM: 8 FT BELOW GROUND FLOOR EL.

(FOR BIDDING ONLY)

ALLOWABLE BEARING PRESSURE: 10,000 PSF

POSITIVE SKIN FRICTION RESISTANCE: 2,000 PSF

(2) ADDL TIES

SPACED

EQUALLY

B E

A R

S T

R A

T U

R E

F T

O P

S C

H E

D F

O R

P E

N E

T R

A T

I N

T O

R E

F T

O N

O T

E D

P -1

O R

D E

P T

H O

F B

E A

G S

T R

A T

U M

BEARING

STRATUM,

TOP OF PIER EL

SEE PLAN

FF EL

SEE PLAN

S P

C E

S S A

#3 TIES AT

18" OC TYPICAL

/REF. 7 S2.2

6#7 (6-0) DOWELS

INTO COLUMN & PIER

TOP OF PIER EL

- SEE PLAN

SEE FOR

PIER REINF

1' - 6"

6#7 VERT w/ #4 TIES @

12" OC IN COLUMN

1/2" COMPRESSIBLE

JOINT FILLER @ PAVING

2 ADDITIONAL TIES

3' - 0" MAX INSTALL #3(1-6)

@ 18" OC DRILL &

EPOXY 6" INTO

EXIST SLAB, TYP

NEW CONC SLAB TO MATCH

EXISTING SLAB THICKNESS -

REINF w/ #3@18" OC EW

CENTERED IN SLAB, TYP

EXISTING SLAB

ON GRADE

/6 S2.2

SCALE : 1/2" = 1'-0"

TYPICAL STRAIGHT SHAFT PIER DETAIL & SCHEDULE

STRAIGHT SHAFT PIER SCHEDULE

PIER MARK SHAFT DIA. VERT. REINF. PENETRATION

P2 24" 6#6 3' - 0"

SCALE : 3/4" = 1'-0"7

DRAWN BY:

CHECKED BY:

SHEET NO.

REVISIONS

E P

A T

D A

T E

P L O

T S

C A

L E

APPROVED BY:

12222 Merit Dr

Suite 400

Dallas, TX 75251

TX Firm #F-2176

(972) 788-4222

Project

A s i n d ic a te d

A u to d e s k

D o c s /C o lli n C o lle g e F ri s c o H y d ro n ic

L o o p

C U

P /D

C O

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C O

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G E

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Author

Checker

S2.2

FOUNDATION

PLAN_ADDITIVE

ALTERNATE NO. 2 &

DETAILS

C O

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C O

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Approver

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SCALE : 1/4" = 1'-0"

FOUNDATION PLAN _ADDITIVE ALTERNATE NO. 2

SCALE : 3/4" = 1'-0"2 SCALE : 3/4" = 1'-0"3

PLAN NORTH

SCALE : 1 1/2" = 1'-0"

TYPICAL SAW CUT JOINT DETAIL

4 SCALE : 1" = 1'-0"

TYPICALSLAB ON GRADE

CONSTRUCTION JOINT DETAIL

EXC4

EXCA EXCB EXCC EXCD EXCE

EXC1

(F V

4' - 6" (FV) 7' - 3" (FV) 4' - 2" (FV) 9' - 6" (FV) 4' - 9" (FV) 14' - 3" (FV) 2' - 3" (FV)

(FV)

7' - 0"

(FV)

11' - 4 1/2"

(F V

EX1.2

20' - 11" (FV) 21' - 3" (FV)

4' - 4" (FV) 4' - 6" (FV) 4' - 4 1/2" (FV) 6' - 2" (FV)

(FV)

10 1/2" 9' - 6" (FV) 4' - 9" (FV) 5' - 4" (FV) 8' - 11" (FV)

W18X35 (EXISTING)

W X

E X

W X

E X

W X

E X

W X

E X

W X

E X

C X

W X

E X

W 12X16

(EXISTIN

X16

XIS

TIN

C X

W X

E X

W X

W18X35

X16

W12X53

W 12X16

W18X35 W

W X

S5.1

NEW 1 x 3/16" FLAT BAR GALVANIZED GRATING AT HATCH AREA

- SEE STRUCTURAL NOTES FOR MORE INFO.

- FIELD COORD FRAMING AND ELEVATION TO AVOID CONFLICT

w/ EQUIPMENTS & PIPES.

(F V

S5.1

W T

W X

E X

W T

W X

E X

W T

W X

E X

W12X26 (EXISTING)

S5.1

W X

C8X11.5

X16

C X

C 8X11.5

C8X11.5

C X

C8X11.5

C8X11.5 (EXISTING)

C8X11.5

C X

C8X11.5

SS 3

.5 X0.

SS 3

.5 X0.

SS 3.5X0.25

GRATING

SPAN

R A

S P

A N

GRATING

SPAN12

S5.1

1' - 8" MAX

S5.1

EXISTING GRATING AREA

S5.1

TYP

8' - 4" (FV) 9' - 6" (FV)

C8X11.5C8X11.5C8X11.5 C X

C X

S5.1

C8X11.5 (EXISTING) C8X11.5 (EXISTING)

S5.1

C L R

FACE OF NEW

COOLING TOWER

- REF MEP

EXC2

EXC3

EXC4

EXCA EXCB EXCC EXCD EXCE

EXC1

S2.3

EX1.2

S2.3

W X

H I)

W X

L O

W X

L O

C8X11.5

C8X11.5C8X11.5

W X

C8X11.5

W X

H I)

(FV)

11' - 5"

(FV)

9' - 6"

(FV)

4' - 9"

(FV)

14' - 3"

(FV)

8' - 4"

(FV)

9' - 6"

(F V

TYP

1' - 0" MIN

S2.3

OPP

S5.1

TYP

S5.1

22 TYP

C8X11.5 C8X11.5 C8X11.5 C8X11.5

EXC1

EXISTING STEEL BEAM

TO BE REMOVED

NEW HSS 3.5x0.25

STEEL COL

NEW STEEL BEAM

- SEE PLAN

S5.1

21 TYP

EXC1

S5.1

NEW HSS 3.5x0.25

STEEL COL

NEW STEEL BEAM

- SEE PLAN

S5.1

20 TYP

EXISTING COLUMN

TO BE REMOVED

DEMOLISH AND REMOVE PORTION OF EXISTING

CONCTRUCTION (RED HIGHLIGHTED)

- REMOVE EXISTING PIPE SUPPORT COLUMNS

- REMOVE EXISTING STEEL BEAMS

EXISTING CONC & STEEL STRUCT

NEW STEEL STRUCT

NOTE :

STRUCTURAL STEEL SAHLL BE HOT DIPPED GALVANIZED.

NEW CONC COL

DRAWN BY:

CHECKED BY:

SHEET NO.

REVISIONS

E P

A T

D A

T E

P L O

T S

C A

L E

APPROVED BY:

12222 Merit Dr

Suite 400

Dallas, TX 75251

TX Firm #F-2176

(972) 788-4222

Project

A u to d e s k

D o c s /C o lli n C o lle g e F ri s c o H y d ro n ic

L o o p

C U

P /D

C O

L L

C O

L L E

G E

F R

O C

T S

T R

U C

T R

.r v t

:1 :1

S2.3

COOLING TOWER

FRAMING PLANS &

SECTIONS

C O

L L

C O

L L E

G E

F R

O C

A M

P U

W a d e B lv d

F ri s c o

05/16/2025

C E

N T

R A

L U

P L A

T U

P G

R A

D E

05/16/2025

SCALE : 1/4" = 1'-0"

COOLING TOWER FRAMING PLAN1

PLAN NORTH

SCALE : 1/4" = 1'-0"

UPPER COOLING TOWER2 SCALE : 1/4" = 1'-0"5SCALE : 1/4" = 1'-0"4

SCALE :

ISOMETRIC VIEW3

SECTION

EX1.2

EX2.6

EX3.2

EXC EXD EXEEXBEXA

EX4

EXISTING STL BM (EL VARIES)

SUPPORTING PIPING SYSTEM,

TYP WHERE SHOWN

NEW ROOF OPENING

- SEE

& REF MEP

EXISTING 10" (FV) ROOF

PURLINS @ 4'-0" OC (FV) EA

BAY TYP THROUGHOUT

EXISTING PRE-ENGINEERED METAL

FRAME, TYP WHERE SHOWN

NEW PIPES GREATER THAN 4" DIA

SHALL NOT BE HUNG FROM

EXISTING ROOF PURLINS, TYP

W4x13 WHERE NEEDED TO SUPPORT

PIPING SYSTEM (12'-0" MAX), TYP

- SEE

GC COORD MAX SPACING, LOC &

QUANTITY OF STEL BM

NEW STL BM CONN TO EXIST PRE-

ENGINEERED METAL FRAME TO

SUPPORT NEW PIPE SYSTEM

- SEE & MEP FOR ADDL

INFO

EXISTING 1.5" DEEP 22GA

MTL ROOF DECK

/2 S2.4

/3 S2.4

/4 S2.4

TOS 115' - 10" (FV)

TOS 117' - 3" (FV)

22' - 10 3/4" (FV) 22' - 10 3/4" (FV) 22' - 10 3/4" (FV) 22' - 10 3/4" (FV)

L4x4x3/8x0-8 EA SIDE

OF BM WEB

NEW STL BM

- SEE PLAN

PRE-ENGINEERED

METAL FRAME

1/4

1/2" RETURN

T&B, TYP

BOS EL TO MATCH

EXISTING ADJACENT

STEEL BMS.

(IF REQD)

2' - 6" MAX SEE PLAN

(IF REQD)

2' - 6" MAX

NEW OR EXISTING STEEL BEAMS

CONN TO EXIST PRE-ENGINEERED

METAL FRAME

- SEE PLAN

NEW STEEL BEAM

- SEE PLAN

PIPE HANGER TYP -

SEE MEP

TYP

1/4 3

NOTE : ROOF DECK NOT SHOWN FOR CLARITY

PLAN

L3x3x1/4

L4x3x1/4 (LLV)

SEE PLAN FOR SPACING

EXISTING 10"

ROOF PURLINS (FV)

M A

EXISTING ROOF

DECKING

L3x3x1/4

OPENING

L4x3x1/4

EXISTING 10"

ROOF PURLINS (FV)

1/16 2

SECTION

DRAWN BY:

CHECKED BY:

SHEET NO.

REVISIONS

E P

A T

D A

T E

P L O

T S

C A

L E

APPROVED BY:

12222 Merit Dr

Suite 400

Dallas, TX 75251

TX Firm #F-2176

(972) 788-4222

Project

A s i n d ic a te d

A u to d e s k

D o c s /C o lli n C o lle g e F ri s c o H y d ro n ic

L o o p

C U

P /D

C O

L L

C O

L L E

G E

F R

O C

T S

T R

U C

T R

.r v t

:1 :1

S2.4

ROOF FRAMING PLAN

& DETAILS

C O

L L

C O

L L E

G E

F R

O C

A M

P U

W a d e B lv d

F ri s c o

05/16/2025

C E

N T

R A

L U

P L A

T U

P G

R A

D E

05/16/2025

SCALE : 1/4" = 1'-0"

UPPER COOLING TOWER & ROOF PLAN

SCALE : 3/4" = 1'-0"

TYPICAL FRAMING AT ROOF OPENING4SCALE : 3/4" = 1'-0"2 SCALE : 3/4" = 1'-0"3

EXC1

S E

C T

NEXC1

CP. T&B TYP.

EXISTING STL BM

& STIFFINER PL.

1/2"

1 1/2" MIN

3/8" PL EA

SIDE OF WEB M

IN9

3 1/2" MIN

EXISTING EMBED PL.

EXISTING CONC COL

1/4

TYP

NEW STL BM

- SEE PLAN

NOTE:

REF. SOSI & SPEC FOR TESTING &

INSPECTION OF MOMENT CONNECTION.

CP. T&B TYP.

3/8" SHEAR PL.

1/4

TYP.

EXISTING STEEL BM

- SEE PLAN

NOTE:

REF. SOSI & SPEC FOR TESTING &

INSPECTION OF MOMENT CONNECTION.

3/8" STIFFINER

PL. EA SIDE OF

BM WEB

1/4

NEW STEEL BM

- SEE PLAN

EXISTING STEEL BM

- SEE PLAN

/REF

FOR ADDL INFO

6 S5.1

EXISTING CT BASE

1/2" MIN

1/4

L3x3x1/4x0-7 AT EA

SIDE OF HANDRAIL

HANDRAIL POST

- REF MEP

L4x3x1/4 CONT (LLV)

1/4

TYP

1/4

TYP

1/2" MIN

NEW CT BASE

STEEL BM

- SEE PLAN

3/8" STIFFENER PL. EA

SIDE OF BM WEB AT EA

INFRAMING BM & CENTER

OF COOLING TOWER

MOUNTING BOLT

REF MEP REF MEP

2 - 3/4" DIA MOUNTING BOLT

- REF MEP FOR ADDL INFO

1/4

NEW CT BASE

1' - 6"

EMBED PL - 1/2" x12"x12" w/ (4) 3/4" DIA x 8" HSA

6#7 VERT w/ #4 TIES @

12" OC IN COLUMN

2 ADDITIONAL TIES

1/4

2" TYP

NEW STEEL BM

- SEE PLAN

3/8" STIFFENER PL. EA

SIDE OF BM WEB AT

CENTER OF COOLING

TOWER MOUNTING BOLT

REF MEP

2 - 3/4" DIA MOUNTING BOLT

- REF MEP FOR ADDL INFO

1/4

NEW CT BASE

1/2" L3x3x1/4x0-7"

HANDRAIL POST

- REF MEP

L4x3x1/4 CONT (LLV)

BEYOND

1/4

EXISTING STEEL BM

- SEE PLAN

WT5x24.5 CONT w/ 3/8" STIFFINER PL

AT EA END, ANCHOR

POSITIONS & 6'-0" MAX

ANCHOR BOLTS

- GC COORD ANCHOR

BOLTS LOC & QUANTITY

1/4 2-12

1/4

EXISTING CT BASE

EXISTING STEEL BM

- SEE PLAN

WT4x14 CONT w/ 3/8" STIFFINER PL

AT EA END, ANCHOR

POSITIONS & 6'-0" MAX

ANCHOR BOLTS

- GC COORD ANCHOR

BOLTS LOC & QUANTITY

1/4 2-12

1/4

EXISTING CT BASE

EXISTING STEEL BM

- SEE PLAN

1/4

/REF

FOR ADDL INFO

6 S5.1

1/2" MIN 1/2"

USE EXISTING ANGLE OR

NEW L3x3x1/4 CONT

SHIM PLAT AS REQD

AT EA END

EXISTING STEEL

GRATING

STEEL BM

- SEE PLAN

1/4STEEL GRATING

- SEE PLAN

L2x2x1/4 CONT

3/16 2-12

1/4

STEEL CHANNEL

- SEE PLAN

/REF

FOR ADDL INFO

4 S5.1

1/2" MIN

STEEL BM

- SEE PLAN

1/4

1/2" RETURN

T&B, TYP

3/8" SHEAR PL.

STEEL GRATING

- SEE PLAN

T Y

1/2"

STEEL BM

- SEE PLAN

3/8" STIFFENER PL. EA

SIDE OF BM WEB AT EA

INFRAMING BM

1/4

NEW CT BASE

L4x3x1/4 CONT

(LLV)

HANDRAIL POST

- REF MEP FOR

LOCATION

3/16

STEEL GRATING

- SEE PLAN

3/16 2-12

STEEL BM

- SEE PLAN

L4x3x1/4 CONT

(LLV)

STEEL GRATING

- SEE PLAN

1/4

TYP

1 1/2"

/REF

FOR ADDL INFO

12 S5.1

HSS STEEL COL

w/ 1/4" CAP PL - 6 1/2"x6 1/2"

- SEE PLAN

HANDRAIL POST

BEYOND

STEEL BM

- SEE PLAN

1/4STEEL GRATING

- SEE PLAN

L2x2x1/4 CONT

3/16 2-12

1/4

3 SIDES, TYP

1/2" MIN

1/2"PL 3/8"x6"x6"

STEEL BM

- SEE PLAN

L4x3x1/4 CONT

(LLV)

HSS STEEL COL

w/ 1/4" CAP PL - 4"x6 1/2"

- SEE PLAN

1 1/2" TYP

1/4

TYP

NEW CT BASE

/REF

FOR ADDL INFO

12 S5.1

NEW STEEL BM

- SEE PLAN

EXISTING STEEL BM

- SEE PLAN

1/2"

1/2" MIN

EXISTING CT BASE

WT5x24.5 CONT w/ 3/8" STIFFINER PL

AT EA END, ANCHOR

POSITIONS & 6'-0" MAX

L2x2x1/4 CONT

OR AS REQD

3/16 2-12

TYP

STEEL GRATING

- SEE PLAN

NEW CT BASE

1/4

TYP

STEEL GRATING

- SEE PLAN

L2x2x1/4 CONT

3/16 2-12

1/2" MIN

NEW STEEL BM

- SEE PLAN

L4x3x1/4 CONT

(LLV)

EXISTING

STEEL PIPE

NEW CT BASE

EXISTING

STEEL BM (FV)

/REF

FOR ADDL INFO

12 S5.1

1/4

NEW HSS COL

- SEE PLAN

EXISTING

STEEL BM (FV)

(FV)

2 1/2"

/REF

FOR ADDL INFO

16 S5.1

NEW HSS COL

- SEE PLAN

1/4 2-12

3/8" STIFFINER

PL AT EA SIDE

OF BM WEB

1/4

S5.1

1/4 2-12

SEE

FOR CONN

/23 S5.1

1/2"

1/4

3 SIDES, TYP

PL 3/8"x6"x6"

NEW STEEL BM -

SEE PLAN & COPE

TOP FLANGE AS

REQD

1/4

NEW HSS COL

- SEE PLAN

EXISTING

STEEL BM (FV)

(FV)

2"/REF

FOR ADDL INFO

17 S5.1

NEW HSS COL

- SEE PLAN 1/4 2-12

S5.1

(FV)

NEW L4x3x1/4

CONT (LLV)

EXISTING STEEL

GRATING

1 1/2"

1/4

NEW STEEL BM

- SEE PLAN & COPE

TOP FLANGE AS REQD

1/4

NEW STEEL BM

- SEE PLAN

EXISTING STEEL

GRATING

NEW STEEL GRATING

- SEE PLAN

EXISTING

STEEL BM (FV)

/REF

FOR ADDL INFO

16 S5.1

1/4

NEW L4x3x1/4

CONT (LLV)

EXISTING

CHANNEL 1/4

TYP

1 1/2"

EXISTING 3 1/2" DIA

STEEL COL (FV)

HSS 3.5x0.25 COL w/ 1/4" CAP PL T&B - 6 1/2"x6 1/2"

- SEE PLAN

TYP

1 1/2"

1/2"

PIPE HANGER TYP

- SEE MEP

TOS EL

- REF MEP

TOS EL

- REF MEP

SEE

FOR CONN

/23 S5.1

/REF

FOR ADDL INFO

20 S5.1

HSS STEEL COL

w/ 1/2" CAP PL - 7 1/2"x7 1/2"

- SEE PLAN

TYP

1 1/2"

PIPE HANGER TYP

- SEE MEP

1/4

TOS EL

- REF MEP

TYP

1 1/2"

SECTION

TYP

1/2"

T Y

3/8" STIFFINER PL AT

EA SIDE OF BM WEB

TYP

1 1/2"

L3 X 3 X 1/4" DIAG.

EACH CORNER

(COPE VERT. LEG)

TYP

1' - 0" MIN

SECTION

PLAN

3" MAX.

1 1/2"

3/8" SHEAR PL

w/ 3/4" DIA. BOLTS

C O

T H

DRAWN BY:

CHECKED BY:

SHEET NO.

REVISIONS

E P

A T

D A

T E

P L O

T S

C A

L E

APPROVED BY:

12222 Merit Dr

Suite 400

Dallas, TX 75251

TX Firm #F-2176

(972) 788-4222

Project

A s i n d ic a te d

A u to d e s k

D o c s /C o lli n C o lle g e F ri s c o H y d ro n ic

L o o p

C U

P /D

C O

L L

C O

L L E

G E

F R

O C

T S

T R

U C

T R

.r v t

:1 :2

S5.1

STEEL DETAILS

C O

L L

C O

L L E

G E

F R

O C

A M

P U

W a d e B lv d

F ri s c o

05/16/2025

C E

N T

R A

L U

P L A

T U

P G

R A

D E

05/16/2025

SCALE : 3/4" = 1'-0"1 SCALE : 3/4" = 1'-0"3 SCALE : 3/4" = 1'-0"4SCALE : 3/4" = 1'-0"2 SCALE : 3/4" = 1'-0"5 SCALE : 3/4" = 1'-0"6

SCALE : 3/4" = 1'-0"7 SCALE : 3/4" = 1'-0"9 SCALE : 3/4" = 1'-0"10 SCALE : 3/4" = 1'-0"12

SCALE : 3/4" = 1'-0"13 SCALE : 3/4" = 1'-0"14 SCALE : 3/4" = 1'-0"15 SCALE : 3/4" = 1'-0"16 SCALE : 3/4" = 1'-0"17

SCALE : 3/4" = 1'-0"19SCALE : 3/4" = 1'-0"18

SCALE : 3/4" = 1'-0"8 SCALE : 3/4" = 1'-0"11

SCALE : 3/4" = 1'-0"21SCALE : 3/4" = 1'-0"20 SCALE : 3/4" = 1'-0"22

SCALE : 1" = 1'-0"

TYP SHEAR PLATE CONN AT COL23

E E M

EXC2

EXC3

EXC4

EXCB EXCE

EXC1

EX1.2

EX2.6

EX3.2

EXC EXD EXEEXB

EXA

EX4

N.I.C.

ME1.01

ME2.01

ME1.01

ME2.01

BOILER

ROOM

CENTRAL

RECEIVING

CHILLER

ROOM

OFFICE

111A

OFFICE

111B

OFFICE

113 RECEIVING

ELECTRICAL

RISER ROOM

WOMEN'S

MEN'S

OFFICE

ME2.02

BAS

CONTROL

PANELS

ICE STORAGE

TANKS TO REMAIN

(TYP.)

MSA-1

3" G(E) @

TOWN PRESSURE

3" G(E) @

TOWN PLANT

3" G(E) @ (E)

TOWN PRESSURE

2" G @

TOWN PLANT

2" G AT

5-PSI

4" G @

TOWN PLANT

4" G @

TOWN PLANT

2" G @

5-PSI

4" G @

TOWN PLANT

EXISTING

GAS METER

ME2.02

C C

JUNCTION BOX

ELECTRICAL

COMMUNICATION / DATA

IRRIGATION

ELECTRICAL

EXISTING BURRIED

UTILITIES, FIELD

VERIFY AND

COORDINATE AS

REQUIRED

ELECTRICAL

COMMUNICATION / DATA

IRRIGATION

ELECTRICAL

TEMPORARY CHILLER PUMPS VFDs MSA-7

MSA-8

DRAWN BY:

CHECKED BY:

SHEET NO.

REVISIONS

E P

A T

D A

T E

P L O

T S

C A

L E

APPROVED BY:

12222 Merit Dr

Suite 400

Dallas, TX 75251

TX Firm #F-2176

(972) 788-4222

Project

A u to d e s k D o c s:

C o lli n C o lle g e F ri s c o H y d ro n ic

L o o p

C U

P /2

-C o lli n C o lle g e F ri s c o H y d ro n ic

L o o p

C U

P .r v t

:5 :2

BB/JS

BJC

ME1.00

SITE PLAN - PLANT

OPERATION

BUILDING

C E

N T

R A

L U

P L A

N T

U P

G R

A D

E S

C O

L L

C O

L L E

G E

C O

C A

M P

U S

W a d e B lv d

F ri s c o

05/16/2025

NPH

24147-00

TRUE

NORTH

PLAN

NORTH

SCALE: 1/8" = 1'-0"

SITE PLAN - PLANT OPERATION BUILDING1

◯ NOTES BY SYMBOL ' ':

1 PROVIDE TEMPORARY DISCONNECT FOR TEMPORARY EAST WATER-COOLED

CHILLER, FOLLOWING MANUFACTURER'S RECOMMENDATIONS.

2 PROPOSED LOCATION OF 500-TON TEMPORARY AIR COOLED CHILLER AND

DISTRIBUTION PUMPS TO BACKFEED CAMPUS CHILLED WATER SYSTEM

DURING CENTRAL PLANT UPGRADES PROJECT. PROVIDE (2) VARIABLE

PRIMARY PUMPS CAPABLE OF DELIVERING 1600 GPM AT 120 TDH, MIN.

480V/3PH, 75 HP EA. ALSO PROVIDE TEMPORARY NEMA 3R VARIABLE

FREQUENCY DRIVES.

3 AFTER ALL SITE WORK IS COMPLETE REMOVE TRASH, DEBRIS, AND SPOILS.

REWORK GRADE AND SEED/WATER TO ESTABLISH NEW GRASS. SHOULD ANY

DAMAGE TO IRRIGATION SYSTEMS OCCUR, CONTRACTOR SHALL COORDINATE

ANY REPAIRS REQUIRED TO EXISTING IRRIGATION SYSTEMS BACK TO

LIKE-NEW CONDITIONS.

4 LOCATE, MARK, AND FLAG EXISTING BELOW GRADE UTILITIES. COORDINATE

INSTALLATION WITH EXISTING IRRIGATION SYSTEM.

5 PROVIDE NEW 10" ISOLATION VALVES IN THE VERTICAL OF BRANCH MAINS

FOR TEMPORARY CHILLERCONNECTIONS APPROX 24" A.F.G. PROVIDE POWER

TO TEMPORARY CHILLER FROM EXISTING SWITCHBOARD 'MSA' IN MAIN

ELECTRICAL ROOM. TEMPORARY AND PERMANENT CHILLERS ARE NOT TO

RUN SIMULTANEOUSLY.

6 PLANNED LOCATION FOR 500-TON EMERGENCY WATER-COOLED CHILLER FOR

FUTURE USE. PROVIDE WALL MOUNTED ELECTRICAL DISCONNECT SWITCH.

REFER TO SHEET ME2.02

7 APPROXIMATE LOCATION OF EXISTING BELOW GRADE GAS PIPING. FIELD

VERIFY WITH GROUND PENETRATING RADAR AND COORDINATE TEMPORARY

CHILLER PROVISION AND PROTECT ALL BURIED UTILITIES FROM DAMAGE

DURING CONSTRUCTION.

8 APPROXIMATE LOCATION OF EXISTING BELOW GRADE HEATING WATER

SUPPLY AND RETURN PIPING. FIELD VERIFY WITH GROUND PENETRATING

RADAR AND COORDINATE TEMPORARY CHILLER PROVISION AND PROTECT ALL

BURIED UTILITIES FROM DAMAGE DURING CONSTRUCTION.

◯ ALTERNATE NOTES BY SYMBOL ' ':

A UNDER ALTERNATIVE NO.2, PROVIDE NATURAL GAS PIPING SLEEVE UNDER

EXTENTS OF NEW PAVING AREA AND TO THE EXTENT SHOWN. MATCH

EXISTING PIPE SLEEVE MATERIALS AND CONDITIONS.

B UNDER ALTERNATIVE NO.2, PROVIDE NEW CONCRETE SLAB IN THE LOCATION

SHOWN. REMOVE EXISTING FENCING TO THE EXTENT SHOWN AND INSTALL

NEW FENCING TO SURROUND THE NEW PARKING LOT FOOTPRINT BORDER.

C UNDER ALTERNATIVE NO.2, REMOVE AND RELOCATED EXISTING TREES AS

REQUIRED FOR NEW CONCRETE SLAB IN THE LOCATION SHOWN.

bclark Snapshot bclark Snapshot

H R

H S

18"CWR

14"CWR

12"CWR

GLYCOL CHILLED WATER

EXPANSION TANK (E)

GLYCOL CHILLED WATER

SHOT FEEDER (E)

CHILLED WATER EXPANSION TANK (E)

HOT WATER EXPANSION TANKS (E)

HOT WATER EXPANSION

TANK (E)

WATER HEATER (E)

MU SOFTENER (E)

10" CWS HEADER

N.I.C.

GUARDRAIL

AROUND PIT (E)

CONCRETE PAD (E)

(TYP.)

CONCRETE PAD (E)

(TYP.)

CONCRETE PAD (E)

(TYP.)

CONCRETE PAD (E)

(TYP.)

14"CHR 14"PCHR 14"PCHR

CT-4 (E)

CT-3 (E) CT-2 (E)

CT-1 (E)

H S

10"CHS

14"CHS 14"CHS

W S

18"CWS

14"CWS

18"CWR14"CWR

8" CHS BYPASS (E)

14" CHS

8"PCHR

3/4"MU

1 1/2"CHS

1 1/2"CHR

1 1/4"CHS

1 1/4"PCHR 8"CHS

C H

1 1/4"CHR

1 1/4"CHS

1 1/4"CD

2 1/2"AR 2 1/2"AR

10"CWR

10"CWS

4"PCHR 8"PCHS

8"PCHS

8"PCHR

10"CWS

10"CWR

8"PCHR

10"CWR

8"PCHR

10"CWS

8"PCHR

8"CHR

10"CWR

8"CHS

6"CWR

10"CWR6"CWR

10"CWR

2 1/2"MU

20"CWR

18"CWR

10"CWR 10"CWR

12"CWR

1 1/2"MU

2 1/2"AR

FM-1 (E)

V-4 (E)

EXC2

EXC3

EXC4

EXCA EXCB EXCC EXCD EXCE

EXC1

EX1.2

EX2.6

EX3.2

EXC EXD EXEEXBEXA

5 5

CH-4(E)

CH-3(E)

CH-2(E)HWP-1(E) HWP-2(E) HWP-3(E)

SCHP-1

SCHP-2

SCHP-3

CP-1(E) PCHP-2 CP-2 CP-3(E) PCHP-4(E) CP-4(E)

AHU-1A(E)

GCHP-2(E)

GCHP-1(E)

AS-GCH(E)

HEX-1(E)

HWUH-4(E)

HWUH-5(E)

HWUH-1(E)

HWUH-2(E)

ME1.03

FM(E)

VF-1(E)

CH-1(E)

4 4

2 2 2 2

1 1 1

6 6

M3.01

ME1.03

10"CWR

PCHP-1B(E)

PCHP-1A(E)

VF-2(E)

10"CHS

2 1/2"MU

ICE STORAGE

TANKS TO REMAIN

(TYP.)

CHILLER

ROOM

CENTRAL

RECEIVING

ELECTRICAL

WOMEN'S

MEN'S

OFFICE

BOILER

ROOM

OFFICE

111B

OFFICE

111A

CHILLED WATER SYSTEM CHEMICAL

TREATMENT SHOT FEEDER (E)

2 1/2"AR

A A

8"PCHR (HEADER)

1 1/2" G

3/4"HW

3/4"HWR

3/4"CW

2"G

2 1/2"CW

2"G

RPZ (E) 2"SS

2"CW

3/4"MU

3/4"CW

CONCRETE PAD

TYP.

12"Ø(E)12"HWS

10"HWR

12"HWR14"HWR

W R

W S

14"HWS

8"HWR

14"Ø(E)

6"HWR

6"HWS

1 1/2"G

(TYP.)

1 1/2"CW

BOILER

DISCONNECTS (E)

AS-HW (E)

GLYCOL CHILLED WATER

SHOT FEEDER (E)

WATER HEATER (E)

HEATING WATER SHOT FEEDER (E)

UH (E)

1 1

1 1 1 1

GUH-1(E)

B-4(E) B-3(E)

B-2(E)

B-1(E)

BOILER

ROOM

DRAWN BY:

CHECKED BY:

SHEET NO.

REVISIONS

E P

A T

D A

T E

P L O

T S

C A

L E

APPROVED BY:

12222 Merit Dr

Suite 400

Dallas, TX 75251

TX Firm #F-2176

(972) 788-4222

Project

A u to d e s k D o c s:

C o lli n C o lle g e F ri s c o H y d ro n ic

L o o p

C U

P /2

-C o lli n C o lle g e F ri s c o H y d ro n ic

L o o p

C U

P .r v t

:1 :2

BB/JS

BJC

ME1.01

DEMOLITION FLOOR

PLAN - CENTRAL

PLANT - HVAC PIPING

C E

N T

R A

L U

P L A

N T

U P

G R

A D

E S

C O

L L

C O

L L E

G E

C O

C A

M P

U S

W a d e B lv d

F ri s c o

05/16/2025

NPH

24147-00

TRUE

NORTH

PLAN

NORTH

SCALE: 1/4" = 1'-0"

DEMOLI…

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