repost-70-08 Structural DWGs BP E rev.pdf

GENERAL

1. THIS PROJECT DESIGN MEETS THE REQUIREMENTS OF:

2009 INTERNATIONAL BUILDING CODE

UFC 4-023-03 w/ CHANGE 1 27JAN2010

DEPARTMENT OF VETERANS AFFAIRS INSTRUCTIONS TO ARCHITECTS AND ENGINEERS

DEPARTMENT OF VETERANS AFFAIRS SEISMIC DESIGN REQUIREMENTS H-18-8 JULY 2010

2. DETAILS SHALL BE ASSUMED TO APPLY TO ALL LOCATIONS TO WHICH THEY CAN BE APPLIED REGARDLESS OF

THE LACK OF A TYPICAL NOTATION.

3. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS WITH THE ARCHITECTURAL DRAWINGS. THE CONTRACTOR SHALL VERIFY DIMENSIONS, BEFORE CONSTRUCTION AND NOTIFY THE RESIDENT ENGINEER OF ANY DISCREPANCIES BEFORE PROCEEDING WITH THE WORK.

THE FOLLOWING DATA WAS USED IN THE DESIGN OF THE SUBJECT STRUCTURE:

ROOF LIVE LOAD = 20 PSF (UNREDUCED)

GROUND SNOW LOAD = 5 PSF

IN AREAS WHERE THE REQUIRED LOADING EXCEEDS THE TYPICAL LOADING LISTED ABOVE THE FOLLOWING

LOADS ARE USED:

UPS AND OTHER FIXED EQUIPMENT=DESIGNED FOR EQUIPMENT WEIGHT

WIND LOAD:

BASIC WIND SPEED = 90 MPH (3 SECOND GUST)

WIND IMPORTANCE FACTOR=1.15

WIND EXPOSURE C

GCpi = ±0.18

DESIGN LOADS FOR COMPONENTS AND CLADDING SHALL BE BASED ON ASCE 7-05

EARTHQUAKE DESIGN DATA:

SEISMIC OCCUPANCY CATEGORY IV, I =1.50

S = 0.113 S = 0.049

SITE CLASS C (TO BE VERIFIED BY GEOTECH)

S = 0.090 < 0.167 S = 0.055 > 0.067

SEISMIC DESIGN CATEGORY A

BASIC SEISMIC FORCE RESISTING SYSTEMS ARE:

STEEL SYSTEM SPECIFICALLY NOT DETAILED FOR SEISMIC RESISTANCE

SEISMIC BASE SHEAR = 0.01W

ANALYSIS PROCEDURE IS INDEX FORCE ANALYSIS PER ASCE 7 SECTION 11.7.2.

4. CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN LIVE LOAD OF THE STRUCTURE. PROVIDE

ADEQUATE SHORING AND/OR BRACING AS REQUIRED DURING CONSTRUCTION.

5. THE STRUCTURAL CONSTRUCTION DOCUMENTS, SPECIFICATIONS AND GENERAL NOTES REPRESENT THE IN PLACE FINISHED STRUCTURE. THEY DO NOT INDICATE THE MEANS OR METHODS OF CONSTRUCTION.

THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE AND LIFE SAFETY DURING CONSTRUCTION. SITE VISITS, SUBMITTAL REVIEWS, AND RESPONSES TO CONTRACTOR QUESTIONS BY THE ENGINEER OF RECORD DO NOT INCLUDE INSPECTION OR OBSERVATION OF THE ABOVE.

DS

S

D1

FOUNDATION

1. REFER TO SITE DRAWINGS AND SPECIFICATIONS FOR GENERAL SITE PREPARATION. THESE FOUNDATION SOIL PREPARATION NOTES APPLY TO THE PREPARATION OF SOILS BENEATH BUILDING FOUNDATIONS AND

SLABS, AND GRADE BEAM BACKFILL.

2. FOUNDATION AND SOIL PREPARATION NOTES ARE BASED ON THE GEOTECHNICAL INVESTIGATION REPORT

PREPARED BY TERRACON CONSULTANTS, INC DATED JUNE 18, 2010.

FOUNDATIONS SHALL BE CONSTRUCTED PER THE RECOMMENDATIONS OUTLINED IN THE REPORT.

3. ALL PIERS HAVE BEEN DESIGNED AS CAST IN PLACE STRAIGHT SHAFT REINFORCED CONCRETE DRILLED PIERS

WITHIN THE STRATUM WITH ALLOWABLE CAPACITIES AS FOLLOWS:

NET ALLOWABLE END BEARING PRESSURE = 40,000 psf ALLOWABLE SKIN FRICTION = 8,000 psf

*SKIN FRICTION IS CONSIDERED TO ACT ONLY ON PORTION OF PIER EMBEDDED IN THE BEARING STRATA. COMPLETE

INSTALLATION OF INDIVIDUAL SHAFTS SHOULD BE ACCOMPLISHED WITHIN 8 HOURS OF

INITIATING PENETRATION. PIER HOLES LEFT OPEN LONGER SHALL BE REPENETRATED (WITH GEOTECH APPROVAL) PRIOR TO FILLING WITH CONCRETE. REFER TO 1/S-021 FOR TYPICAL PIER DETAIL. REFER TO THE

GEOTECHNICAL REPORT FOR ADDITIONAL INSTALLATION REQUIREMENTS.

4. DO NOT EXCAVATE A PIER OPENING WITHIN TWO AND A HALF PIER DIAMETERS OF AN ADJACENT PIER UNTIL 24 HOURS

AFTER CONCRETING.

5. GROUNDWATER SEEPAGE WILL LIKELY BE ENCOUNTERED DURING INSTALLATION OF THE PIER SHAFTS. TEMPORARY CASINGS MAY BE REQUIRED. THE CASING SHOULD BE SEATED IN THE BEARING STRATUM WITH ALL WATER AND MOST LOOSE MATERIAL REMOVED PRIOR TO BEGINNING DESIGN PENETRATION. SUFFICIENT HEAD OF PLASTIC CONCRETE SHALL BE MAINTAINED IN THE CASING DURING EXTRACTION. PENETRATION SHALL BE COUNTED ONLY BELOW THE BOTTOM OF THE CASING. THE INSIDE DIAMETER OF THE CASING SHALL BE THE DESIGN PIER DIMENSION.

6. CONCRETE MUST BE PLACED IN THE PIER HOLE WITH A TREMIE TO INSURE A VERTICAL DROP WITHOUT SEGREGATION.

7. THE CROSS SECTION OF THE PIER AT GROUND LEVEL SHOULD NOT BE ENLARGED TO FORM A MUSHROOM UNDER ANY

CIRCUMSTANCES.

8. PIER REINFORCING STEEL SHALL BE PROPERLY POSITIONED WITHIN THE DRILLED SHAFT BY A POSITIVE MEANS EQUAL TO CENTRALIGNER PIER SLEDS MANUFACTURED BY PIERESEARCH, ARLINGTON, TEXAS. SLEDS SHALL BE PLACED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS, BUT NOT FARTHER APART THAN 15 FEET. PROVIDE

MINIMUM 2 LEVELS OF SLEDS PER PIER.

9. PIER EXCAVATIONS SHALL BE INSPECTED BY THE OWNERS TESTING LAB TO CONFIRM THAT FOUNDATIONS ARE PROPERLY

CONSTRUCTED.

CONCRETE

1. BEFORE PLACING CONCRETE REFER TO ALL DRAWINGS APPLICABLE TO THE AREA CONCERNED FOR COORDINATION OF

DETAILS SHOWN, NOTED, OR REQUIRED FOR THE PROPER EXECUTION OF THE WORK.

2. VERIFY SIZE AND LOCATION OF ALL OPENINGS WITH APPLICABLE DRAWINGS AND SCHEDULES. NO STRUCTURAL MEMBER

SHALL BE INTERRUPTED UNLESS SO SHOWN ON THE DRAWINGS.

3. CONCRETE FOR THE VARIOUS PORTIONS OF THE WORK SHALL BE AS FOLLOWS:

PIERS 3000 PSI

BASIN WALLS, 4000 PSI

SLAB, BEAMS, JOIST, AND GIRDERS 4000 PSI

COLUMNS 4000 PSI

4. NO CALCIUM CHLORIDE SHALL BE PERMITTED IN CONCRETE MIXES.

5. ALL CONCRETE EXPOSED TO WEATHER SHALL BE AIR ENTRAINED, REFER TO SPECIFICATION.

6. CONSTRUCTION JOINTS MAY BE USED ONLY WHERE SHOWN ON THE CONTRACTOR'S REVIEWED PLACING DRAWINGS.

ALL CONSTRUCTION JOINTS NOT SHOWN ON THE CONSTRUCTION DOCUMENTS SHALL BE KEYED AND LOCATED AT

MIDSPAN. REINFORCING SHALL BE CONTINUOUS THROUGH THE JOINT.

7. ALL FORMWORK, CONCRETE REINFORCING PLACEMENT, AND CONCRETE PLACEMENT SHALL BE UNDER THE

OBSERVATION OF THE OWNER'S TESTING LABORATORY.

8. THE MAXIMUM SLUMP AND WATER/CEMENT RATIO SHALL NOT BE EXCEEDED.

9. ALL CONCRETE SHALL BE DESIGNED, MIXED, TRANSPORTED, AND PLACED IN ACCORDANCE WITH THE LATEST EDITION OF

THE AMERICAN CONCRETE INSTITUTE'S ACI 301.

10. SLEEVES OR OTHER PENETRATIONS SHALL BE ALLOWED THROUGH STRUCTURAL MEMBERS ONLY WITH PRIOR WRITTEN APPROVAL OF THE STRUCTURAL RESIDENT ENGINEER REGARDLESS OF NOTATION ON OTHER DISCIPLINE'S DOCUMENTS.

THE CONTRACTOR IS TO SUBMIT THROUGH THE RESIDENT ENGINEER TO BEGIN APPROVAL PROCESS.

11. REFER TO THE SPECIFICATIONS FOR SLAB SEALERS AND JOINT FILLERS AND SEALANTS. ALL JOINTS ARE TO BE FILLED.

12. ALL FACES OF ALL GRADE BEAMS AND PLINTHS ARE TO BE FORMED IF THEY ARE TO RECEIVE WATERPROOFING OR

ARCHITECTURAL FINISH.

13. STRUCTURAL RESIDENT ENGINEER APPROVAL IS REQUIRED IN ADVANCE WHEN ADDING WATER TO BATCH WITHHELD AT PLANT. IN SUCH CASE THE MIX DESIGN AND TRUCK TICKET MUST CLEARLY STATE THE AMOUNT OF WATER WITHHELD AND THE MAXIMUM AMOUNT OF WATER PERMISSIBLE TO BE ADDED NOT TO EXCEED THE DESIGN MIX RATIO OF WATER

TO CEMENT CONTENT. REFER TO ACI 304R SECTION 4.5.3.1 AND 4.5.3.2.

14. ANY ITEM TO BE CAST INTO THE CONCRETE SHALL BE REVIEWED AND APPROVED BY THE STRUCTURAL RESIDENT ENGINEER PRIOR TO PLACEMENT IN THE FORMS. THIS REQUIREMENT APPLIES TO ITEMS INDICATED ON PAGE DRAWINGS AS WELL AS ITEMS REQUIRED BY THE CONTRACTOR AND THEIR SUBCONTRACTORS. THIS REQUIREMENT IS INCLUSIVE OF BUT NOT LIMITED TO THE FOLLOWING; BLOCKOUTS OR INSERTS FOR THE CONTRACTOR DESIGNED CONSTRUCTION PHASE FALL PROTECTION SYSTEM, ELECTRICAL CONDUITS, FLOOR DRAINS, JUNCTION BOXES, ETC.. THE CONTRACTOR

IS TO SUBMIT THROUGH THE RESIDENT ENGINEER TO BEGIN APPROVAL PROCESS.

FORMWORK

1. FORMWORK AND THEIR SUBMITTALS SHALL COMPLY WITH ACI 347R, RECOMMENDED PRACTICE FOR

CONCRETE FORMWORK.

2. ANCHOR BOLTS AND EMBEDDED PLATES SHALL BE SET WITH SECURELY FASTENED TEMPLATES.

3. PROVIDE CHAMFER STRIPS IN FORMS AT ALL CORNERS, EXPANSION JOINTS, AND END OF WALLS AND BEAMS.

REF. ARCH.

REINFORCING STEEL

1. ALL DOWEL BARS TO BE BENT IN THE FIELD SHALL CONFORM TO ASTM A615, GRADE 40. ALL OTHER REINFORCING STEEL FOR STRUCTURES SHALL CONFORM TO ASTM A615, GRADE 60. WELDED WIRE FABRIC

SHALL CONFORM TO ASTM SPECIFICATION A185 AND BE PROVIDED IN FLAT SHEETS.

2. ALL REINFORCEMENT SHALL BE DESIGNED AND DETAILED IN ACCORDANCE WITH THE LATEST EDITION OF THE ACI "MANUAL OF STANDARD PRACTICE FOR DETAILING CONCRETE STRUCTURES" (ACI 315)

3. NO MEMBER IS UNREINFORCED. WHERE REINFORCING IS NOT SHOWN, IT SHALL BE DETAILED THE SAME AS A

SIMILAR MEMBER AND FLAGGED ON THE SHOP DRAWINGS FOR VERIFICATION.

4. ALL REINFORCING SHALL BE SECURELY AND ACCURATELY HELD PRIOR TO PLACEMENT OF THE CONCRETE.

5. ALL REINFORCING BAR BENDS SHALL BE MADE COLD. GRADE 60 BARS MAY NOT BE RE-BENT IN THE FIELD.

6. REINFORCEMENT SHALL BE SUPPORTED ON CHAIRS PROVIDING THE MINIMUM CONCRETE COVER SHOWN IN

TABLE 1 SHOWN ON THIS SHEET.

7. SLAB REINFORCING STEEL SHALL BE SUPPORTED BY CHAIRS ONLY. BRICK OR BLOCK SUPPORTS ARE NOT ALLOWED. PROPER ACCESSORIES/SUPPORTS ARE TO BE USED AS NOTED AND APPROVED ON THE SHOP DRAWINGS. PROVIDE GALVANIZED OR PLASTIC COATED CHAIRS AND BAR SUPPORTS AT THE SOFFITS OF ALL

EXPOSED MEMBERS.

8. ALL BAR LENGTHS DETAILED OR SCHEDULED ARE OUT-TO-OUT AND DO NOT INCLUDE HOOKS AND/OR BENDS.

9. WHERE SPLICES ARE NECESSARY, THEY MUST BE MADE AT LOCATIONS SHOWN IN DETAILS OR SCHEDULES.

10. STIRRUPS AND TIES OF THE SIZE AND SPACING DETAILED OR SCHEDULED SHALL BE SET WITH THE

REQUIRED CONCRETE COVER LISTED IN TABLE 1 SHOWN ON THIS SHEET.

11. WHERE SPLICES ARE REQUIRED IN REINFORCING, BARS SHALL BE LAPPED. LAP W.W.F. AT LEAST NINE (9) INCHES.

12. BEAM SPLICES MAY BE MADE WITH MECHANICAL SPLICING COUPLERS IN LIEU OF LAPPING. MECHANICAL COUPLERS SHALL BE "BAR LOCK MBT" OR AN APPROVED EQUAL. LOCATIONS OF COUPLERS MUST BE SUBMITTED TO THE PROJECT STRUCTURAL ENGINEER FOR REVIEW. THE CONTRACTOR IS TO SUBMIT THROUGH THE

RESIDENT ENGINEER TO BEGIN APPROVAL PROCESS

13. ONE HALF OF THE EQUIVALENT OF THE REINFORCEMENT CUT AT SLAB OPENINGS SHALL BE ADDED ON EACH SIDE OF THE OPENINGS SHOWN ON THE PLAN. ANY ADDITIONAL OPENINGS SHALL BE APPROVED BY THE PROJECT STRUCTURAL ENGINEER. PROVIDE 2-#4x4'-0" PLACED DIAGONALLY AT EACH CORNER OF ANY OPENINGS IN THE SLAB, WITH TWO (2) INCHES TO THE FIRST BAR FROM THE CORNER AND AN ADDITIONAL SIX

(6) INCHES TO THE SECOND BAR.

14. DO NOT FIELD BEND ANY REINFORCEMENT FOR ANY REASON EXCEPT AS SPECIFICALLY NOTED ON THE STRUCTURAL

DRAWINGS. TORCH CUTTING AND HEATING OF BARS IS PROHIBITED.

15. PLACE DOWELS MAXIMUM 2" FROM OUTSIDE OF FACE OF SLAB/WALL/BEAM ELEMENT. DOWEL LENGTHS SHALL BE

SUFFICIENT TO DEVELOP BAR CAPACITY WITHIN EACH CONNECTED ELEMENT.

STRUCTURAL STEEL

1. STRUCTURAL STEEL FOR COLUMNS AND BEAMS SHALL BE NEW DOMESTIC STEEL CONFORMING TO ASTM A992 FOR WIDE FLANGE SHAPES, A572 FOR PLATES AND BARS, A500 GR. B FOR HSS, AND A36 FOR CHANNELS, ANGLES, AND ANY OTHER MISCELLANEOUS SECTIONS. MEMBERS AND CONNECTIONS SHALL BE DESIGNED, FABRICATED, AND ERECTED IN ACCORDANCE WITH THE LATEST EDITION OF THE

AISC SPECIFICATIONS.

2. UNLESS OTHERWISE NOTED, ALL BOLTS SHALL BE 3/4" DIAMETER A325-N BOLTS. ALL CONNECTIONS NOT DETAILED SHALL BE "FRAMED BEAM CONNECTIONS" USING 3/4" DIA. A325-N BOLTS AS SHOWN IN THE AISC MANUAL, THIRTEENTH EDITION. BOLTS AT MOMENT CONNECTIONS SHALL BE 3/4" DIAMETER

A325-SC. BOLTS SHALL BE PROOF LOADED IN ACCORDANCE WITH ONE OF THE APPROPRIATE

METHODS APPROVED BY AISC. REFER TO THE SPECIFICATIONS.

3. ALL SHOP CONNECTIONS SHALL BE WELDED, UNLESS NOTED OTHERWISE.

4. ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE AMERICAN WELDING SOCIETY AND THE AISC, AND SHALL BE DONE ONLY BY CERTIFIED WELDERS. WELDER CERTIFICATIONS SHALL BE

AVAILABLE AT THE PROJECT SITE AT ALL TIMES DURING FIELD WELDING WORK.

5. ALL WELDS EXPOSED TO WEATHERING AFTER FINAL CONSTRUCTION SHALL BE GROUND SMOOTH

AFTER WELDING. REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR PAINTING.

6. ANCHOR BOLTS SHALL BE SET WITH A TEMPLATE AND DOUBLE NUTS TO ENSURE PROPER LOCATION

AND ALIGNMENT. CONTRACTOR SHALL VERIFY ANCHOR BOLT PLACEMENT WITH FINAL ERECTION

DRAWINGS PRIOR TO STEEL FABRICATION.

7. TOLERANCES: ANCHOR BOLTS SHALL BE SET WITHIN 1/8"OF THAT SHOWN ON THE DRAWINGS.

8. FIELD BEAM TO COLUMN CONNECTIONS SHALL BE WELDED AS DETAILED TO DEVELOP THE FULL

MOMENT CAPACITY OF THE BEAM THROUGH THE COLUMN AT CONNECTIONS SO NOTED ON THE

DRAWINGS.

9. PROVIDE BOLTS AND PUNCH HOLES IN STRUCTURAL AND MISCELLANEOUS METAL FOR

ATTACHMENTS/WOOD NAILERS AS REQUIRED ON THE ARCHITECTURAL, MECHANICAL OR STRUCTURAL

DRAWINGS.

10. HOT DIP GALVANIZE ALL STRUCTURAL STEEL EXPOSED TO THE WEATHER.

11. ALL FULL PENETRATION WELDS SHALL BE TESTED.

1. ANY SHOP DRAWING NOT CHECKED AND INITIALED BY THE SUPPLIER/DETAILER PRIOR TO

SUBMITTING FOR ARCHITECTURAL AND ENGINEERING REVIEW, WILL BE RETURNED

WITHOUT REVIEW.

2. THE CONSTRUCTION DOCUMENTS MAY NOT BE REPRODUCED FOR USE AS SHOP DRAWINGS.

SHOP DRAWINGS

3. ELECTRONIC FILES OF CONSTRUCTION DOCUMENTS WILL NOT BE MADE AVAILABLE FOR

USE AS SHOP DRAWINGS.

SPECIAL INSPECTION

1. CONTRACTOR SHALL ENGAGE AN INDEPENDENT QUALIFIED TESTING LAB TO PROVIDE THE CODE REQUIRED

SPECIAL INSPECTIONS.

2. REFER TO THE IBC CHAPTER 17 SECTION 1704 FOR THE SPECIAL INSPECTION REQUIREMENTS FOR

THE TABLES/SECTIONS LISTED BELOW:

SECTION 1704.2: "INSPECTION OF FABRICATORS"

TABLE 1704.3: "REQUIRED VERIFICATION AND INSPECTIONS OF STEEL CONSTRUCTION"

TABLE 1704.4: "REQUIRED VERIFICATION AND INSPECTIONS OF CONCRETE CONSTRUCTION"

TABLE 1704.5.1: "LEVEL 1 SPECIAL INSPECTION"

TABLE 1704.5.2: "LEVEL 2 SPECIAL INSPECTION"

TABLE 1704.7: "REQUIRED VERIFICATION AND INSPECTION OF SOILS"

TABLE 1704.9: "REQUIRED VERIFICATION AND INSPECTION OF PIER FOUNDATIONS"

SECTION 1704.10: "SPRAYED FIRE-RESISTANT MATERIALS"

SECTION 1704.11: "MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS"

A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH................................3 in.

B. FORMED (OR CAST AGAINST VAPOR BARRIER), EXPOSED TO EARTH OR

WEATHER.......................................................................................................................2 in.

C. FORMED, NOT EXPOSED TO WEATHER OR IN CONTACT WITH

GROUND...................................................................................................................1 1/2 in.

D. BEAMS, GIRDERS, COLUMNS...........................................................................1 1/2 in.

E. TOP REINFORCEMENT IN SLABS...........................................................................1 in.

REFER TO DETAILS FOR SPECIAL COVER CONDITIONS.

TABLE 1 - CONCRETE CLEAR COVERS

PLAN LEGEND AND ABBREVIATIONS

SYMBOL DESCRIPTION REMARKS

OPENING IN FLOOR OR ROOF SEE PLANS

MOMENT CONNECTION

AMERICAN SOCIETY FOR TESTING MATERIALS

AMERICAN WELDING SOCIETY

BOTTOM OF DECK

BOTTOM OF FOOTING

BOTTOM OF STEEL

CLEAR

DEGREES

EXPANSION JOINT

FINISHED FLOOR ELEVATION

MASONRY CONTROL JOINT

MAXIMUM

MINIMUM

ON CENTER

SIMILAR

TRENCH INVERT

TOP OF BEAM

TOP OF CONCRETE

TOP OF DRILLED PIER

TOP OF FOOTING

TOP OF JOIST

TOP OF PARAPET

TOP OF STEEL

TOP OF WALL

TYPICAL

UNLESS NOTED OTHERWISE

NOT IN CONTRACT

ON CENTER, EACH WAY

CENTER LINE

NIC

UNO

TYP

TOW

TOS

TOP

TOJ

TOF

TODP

TOC

TOB

TI

SIM

OPPOSITE HANDOH

OCEW

OC

MIN

MAX

EXISTING CONSTRUCTION

MCJ

FFE

EJ

(E)

DEG

DIAMETERDIA/Ø

CLR

BOS

BOF

BOD

AWS

ASTM

SEE FRAMING DETAILS

HEADED STUD ANCHORHSA

AFF ABOVE FINISHED FIRST FLOOR ELEVATION

SPACESPA

EQUALEQ

ELEVATIONEL/ELEV

REINFORCINGREINF

REFERREF

EACHEA

CL/

BOTT BOTTOM

EDGE OF SLABEOS

EDGE OF DECKEOD

SOFT METRIC BAR SIZE

#9

#18

#11

#10

#14

#5

#7

#6

#8

#3

#4

#29

#57

#36

#43

#32

#22

#25

#16

#19

#10

#13

REINFORCING BAR SIZE CONVERSION CHART

INCH-POUND BAR SIZE

NOTE: INCH-POUND BAR SIZE DESIGNATIONS USED THROUGHOUT THE DOCUMENTS.

#8

#9

#5

#7

#6

#4

#3

5'-10" 7'-10"

1'-5"

4'-7"

3'-6"

2'-1"

1'-1"

1'-0"

1'-11"

6'-0"

4'-7"

2'-8"

1'-5"

1'-1"

TABLE 2 - BAR LAP LENGTHS FOR SPLICES

BAR SIZE

SLAB BARS, CORNER BARS

VERTICAL WALL BARS BEAM

BOTTOM BARS

HORIZONTAL BARS WITH

MORE THAN 12" CAST BELOW

(TOP BARS)

NOTE:

1. TABLE IS BASED ON 3" BARS SPACING WITH MINIMUM 1 1/2" COVER AND MINIMUM CONCRETE COMPRESSIVE STRENGTH f'c=5000PSI. FOR f'c=4000PSI, MULTIPLY VALUES BY FACTOR OF 1.12.

FOR f'c=3000PSI, MULTIPLY VALUES BY FACTOR OF 1.3.

2. INCREASE BAR LENGTHS BY 30% FOR LIGHTWEIGHT CONCRETE APPLICATION.

3. FOR VALUES GREATER THAN THOSE INDICATED IN NOTE 1 THE CONTRACTOR CAN USE THE

TABULATED LENGTHS OR OPTIONALLY CAN USE LENGTHS CALCULATED BASED ON ACI318

D A

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Drawing Title

Approved Project Director:

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

PSP 309070 Revisions Date

ARCHITECT/ENGINEERS: Office of

Construction and

Facilities

Management o n e e ig h th in c h o n e fo o t 1 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

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B

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97 8654321

FILE NAME

Project Abbreviation

F

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B

A

F

IL

E N

A M

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Page Southerland Page, LLP.

1800 Main Street Suite 123

Dallas, TX 75201 pagethink.com

TEL

FAX

ARCHITECTURE / ENGINEERING / INTERIORS / CONSULTING

Austin / Dallas / Denver / Houston / Washington DC /

International Affiliate Offices

214 522 3900

214 522 4380

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C:\Users\rwells\Documents\309070b2S-Cooling_Tower-central 2018_rwells@pagethink.com.rvt

70-S-010

CONSTRUCTION

STRUCTURAL - TYPICAL ABBREVIATIONS, SYMBOLS, PLAN

NOTES AND GENERAL NOTES

ENERGY CENTER COOLING TOWERS VA

NORTH TEXAS HEALTH CARE SYSTEM

4500 LANCASTER RD. DALLAS, TX 75216OFFICE OF CONSTRUCTION AND FACILITIES

MANAGEMENT DIRECTOR, CENTRAL REGION

02 JUNE 2020

70VA-LTSCIF-D

549-820E

BID PACKAGE E

CL PIER IS CL BEAM OR

WALL UNLESS NOTED

OTHERWISE ON PLAN

TRIPLE AT TOP OF

PIER 2" OC

PIER REINFORCEMENT:

24"Ø: (6)-#7

SHAFT DIAMETER PER

PLAN

BEARING STRATA: GREY,

MODERATELY HARD

SHALE

TOP OF PIER ELEV = BOTT

OF FOUNDATION FRAMING

#3 ROUND TIES AT

12" O.C. W/ 3"

CLEAR COVER

TEMPORARY CASING MAY BE

REQUIRED TO PRECLUDE

GROUNDWATER SEEPAGE.

REFER TO THE GEOTECH

REPORT

P E

N E

T R

A T

IO

N

S

IN

D

IC

A T

E D

BOTTOM OF PIER

T O

B E

D E

T E

R M

IN

E

D B

Y G

E O

T E

C H

N

IC

A L E

N G

IN

E

E

R CLEAN ALL LOOSE

SOILS AT BOTOM OF

DRILLED SHAFT

BEFORE PLACEMENT

OF CONCRETE

CL BEAM

STL BM REF PLAN

STD A.I.S.C. DBL ANGLE CONNX,

TYP UNO (MIN 2 FOR ERECTION)

3/16

3 SIDES

NOTES: ALL FILLET WELDS

SHALL BE 1/8" LESS THAN

THINNEST BASE MATERIAL.

U.N.O

FIELD BOLTS (TYPICAL)

STD. A.I.S.C. DOUBLE ANGLE

CONNX. (TYP. U.N.O)

SHOP BOLTS. (TYPICAL)

ALTERNATE

TO

SHOP

BOLTING

3/4" Ø BOLTS

NOMINAL BEAM

DEPTH "D" IN

INCHES

NUMBER OF ROWS

OF BOLTS

UP TO 7

8-11

12-14

15-17

18-20

21-26

27-29

30-32

33-35

FABRICATOR SHALL TAKE

NECESSARY PRECAUTIONS AGAINST

BOLT SHANK OUT.

FABRICATOR OPTION:

1. PROVIDE THICKER SHEAR PLATE.

2. PROVIDE MULTIPLE WASHERS AT

EITHER END (2MAX PER END)

1' - 6 3/4"

1' - 0 3/8"GRIP LENGTH 1" MIN

SLOPE 1:3

TOOLED EDGE FOR

EXPOSED SLAB

"T

NOTE: PREFORMED 24 GA MIN

COLD KEY MAY BE USED

NOTE: CONSTRUCTION JOINT SHALL BE LOCATED IN THE

MIDDLE THIRD OF THE SPAN BETWEEN SUPPORTS

DOWELS: #4 x 2'-0" @ 18"

OC IN ADDITION TO TYP

SLAB REINF

0.375 "T"

0' - 10 1/4" 0' - 9 1/8"EQUAL EQUAL

1 1/2" SHEAR KEY &

WATER STOP

PROVIDE 48 BAR DIA LAP

*IN LIEU OF LAP SPLICE, LENTON

FORMSAVERS MAY BE USED.

CONTINUOUS

REINFORCING

REF SECTION FOR

CLEAR COVER

3' - 4 1/2"

PREVIOUS POUR NEW POUR

6"

R E

F M

E C

H

NOTE: COORDINATE WITH ARCHITECTURAL AND

MECHANICAL FOR PAD SIZE AND LOCATION.

NOTE: ALL HOUSEKEEPING PADS ON ELEVATED

STRUCTURAL FLOORS SHALL BE LIMITED TO 4" MAX

THICK AND SHALL BE LIGHTWEIGHT CONCRETE.

FACE OF EQUIPMENT

#3 @ 12" OC HOUSEKEEPING

PAD. THICKNESS <=4"

#3 @ 18" OC EW DRILL 4" INTO

SLAB ON GRADE AND PLACE

WITH HIGH STRENGTH, NON-

SHRINK GROUT. OMIT @

ELEVATED SLABS AND PADS

<3" THICK.

#4 @ 12" OC HOUSEKEEPING

PAD. THICKNESS >4"

ROUGHEN SURFACE AND

APPLY BONDING AGENT

1' - 3 1/2" 1' - 3 1/2" 1' - 3 1/2"

D

IA

30 DIA 30 DIA 30 DIA

D

IA

NOTE: FURNISH CORNER BARS AT ALL

BEAMS TO MATCH OUTSIDE FACE

HORIZONTAL REINFORCEMENT

HORIZ REINF

IN BEAMS

0' - 1 7/8"2" 0" 0' - 1 5/8"2" 0"

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Drawing Title

Approved Project Director:

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

PSP 309070 Revisions Date

ARCHITECT/ENGINEERS: Office of

Construction and

Facilities

Management o n e e ig h th in c h o n e fo o t 1 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

FILE NAME

Project Abbreviation

F

E

D

C

B

A

F

IL

E N

A M

E

Page Southerland Page, LLP.

1800 Main Street Suite 123

Dallas, TX 75201 pagethink.com

TEL

FAX

ARCHITECTURE / ENGINEERING / INTERIORS / CONSULTING

Austin / Dallas / Denver / Houston / Washington DC /

International Affiliate Offices

214 522 3900

214 522 4380

DWG

C

U se rs \r w e ll s\

D o cu m e n ts

\3 b S-

C o o li n g_

T o w e r-c e n tr a l rw e ll s@ p a ge th in k .c o m

.r v t

/2

/2

:3 :5

P

M

C:\Users\rwells\Documents\309070b2S-Cooling_Tower-central 2018_rwells@pagethink.com.rvt

70-S-021

CONSTRUCTION

549-820ETYPICAL DETAILS

ENERGY CENTER COOLING TOWERS VA

NORTH TEXAS HEALTH CARE SYSTEM

4500 LANCASTER RD. DALLAS, TX 75216OFFICE OF CONSTRUCTION AND FACILITIES

MANAGEMENT DIRECTOR, CENTRAL REGION

02 JUNE 2020

3/4" = 1'-0" C1

STRAIGHT SHAFT PIER

1" = 1'-0" B3

BEAM CONNX DETAIL (BM ONE SIDE)

3/4" = 1'-0"

B5

BEAM TO BEAM SHEAR CONNECTION

3/4" = 1'-0" B7

BOLT SCHEDULE FOR TYPICAL STEEL CONNECTIONS

3/4" = 1'-0" F1

TYP SLAB CONST AND CONTROL JOINT

3/4" = 1'-0"

F2

WALL CONSTRUCTION JOINT DETAIL

3/4" = 1'-0" F5

HOUSE KEEPING SLAB

3/4" = 1'-0"

F7

TYPICAL CORNER BAR DETAIL

VA-LTSCIF-D

BID PACKAGE E

LOCATOR MAP

D

GE

OF

O

VER

HA

NG

NOT TO SCALE

E. A

NN

ARB

OR

AVE

S L A N C A S T E R

R D

V E T E R A N S

D R

WORK AREA

EXISTING SLAB &

WALL TO REMAIN

F9

70-S-201

TYP

F6

70-S-201

TYP

F3

70-S-201

TYP

F1

70-S-201

TYP

8" THICK SLAB ON GRADE

W/ #4 @ 12" O.C. EA. WAY 2"

FROM TOP OF SLAB

OVER 2'-4" SELECT FILL

OVER SUBGRADE AS PREPARED

FOR PAVING (SEE CIVIL)

PROVIDE 1/2"

COMPR. FILLER

BETWEEN NEW & EXIST.

APPROX. LOCATION

OF EXIST. STORAGE TANK

NEW

BASINS

EXISTING

BASINS

TB

TB

TC

TC

TD

TD

TE

TE

TF

TF

TG

TG

TH

TH

TI

TI

TJ

TJ

TK

TK

T1 T1

T4 T4

T5 T5

T6 T6

TI.9

TI.9

TH.9

TH.9

TL

TL

TG.9

TG.9

TF.9

TF.9

TE.9

TE.9

TD.9

TD.9

TA

TA

T3 T3

T2 T2

14X20 CONCRETE

PLINTHS. PLACE

ON BOTH NEW AND

EXISTING SLABS.

REF DET D5/70-S-201

16' - 0" 16' - 0" 16' - 0" 16' - 0" 16' - 0" 17' - 9" 16' - 5" 16' - 0" 16' - 1"

D8

70-S-201

TYP

6' - 0" 4' - 10" 5' - 7" 5' - 7" 4' - 10" 5' - 7" 5' - 7" 4' - 10" 5' - 8"

DIMENSIONS ARE

TYPICAL FOR ALL NEW

SUMPS.

24"Ø - 4'

24"Ø - 4' 24"Ø - 4'

24"Ø - 4'24"Ø - 4'

24"Ø - 4'

24"Ø - 4'

24"Ø - 4'

24"Ø - 4'

24"Ø - 4'

24"Ø - 4'

24"Ø - 4'

24"Ø - 4'

24"Ø - 4'

24"Ø - 4'

24"Ø - 4'

24"Ø - 4'

24"Ø - 4'

D1

70-S-201

TYP

FIELD VERIFY WALL

LOCATION. MODIFY PLINTH

WIDTHS IF REQUIRED TO

COORDINATE W/ COOLING

TOWER ANCHOR LOCATIONS.

C8

70-S-201

TYP

DEMO EXISTING

WALLS (HATCHED

PER LEGEND)

BETWEEN NEW

COOLING TOWERS

15' - 6"

COOLING TOWER FOOTPRINT

LEGEND

SAFEDECK SLIP-RESISTANT

FIBERGLASS PANELS OR EQ

C

X

.5

C6X10.5

C

X

.5

C

X

.5

C6X10.5

C

X

.5

C

X

.5

C6X10.5

C

X

.5

C6X10.5

C6X10.5

C6X10.5C6X10.5

C6X10.5C6X10.5

C

X

.5

C6X10.5C6X10.5C6X10.5

C6X10.5

C

X

.5

C

X

.5

C6X10.5

C

X

.5

C

X

.5

C6X10.5

C

X

.5

C

X

.5

C6X10.5

C

X

.5

C6X10.5C6X10.5C6X10.5

C

X

.5

D8

70-S-201

TYP

C6X10.5

C6X10.5

C6X10.5

C6X10.5

C6X10.5

C6X10.5

C6X10.5

C6X10.5 C

X

.5

C6X10.5

C6X10.5

TYP

DEMO EXISTING WALLS

D A

M P

Drawing Title

Approved Project Director:

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

PSP 309070 Revisions Date

ARCHITECT/ENGINEERS: Office of

Construction and

Facilities

Management o n e e ig h th in c h o n e fo o t 1 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

FILE NAME

Project Abbreviation

F

E

D

C

B

A

F

IL

E N

A M

E

FULLY SPRINKLERED

Page Southerland Page, LLP.

1800 Main Street Suite 123

Dallas, TX 75201 pagethink.com

TEL

FAX

ARCHITECTURE / ENGINEERING / INTERIORS / CONSULTING

Austin / Dallas / Denver / Houston / Washington DC /

International Affiliate Offices

214 522 3900

214 522 4380

DWG

C

U se rs \r w e ll s\

D o cu m e n ts

\3 b S-

C o o li n g_

T o w e r-c e n tr a l rw e ll s@ p a ge th in k .c o m

.r v t

/2

/2

:3 :5

P

M

C:\Users\rwells\Documents\309070b2S-Cooling_Tower-central 2018_rwells@pagethink.com.rvt

70-S-101

CONSTRUCTION

549-820ECOOLING TOWER SCREEN & BASIN FRAMING PLAN

ENERGY CENTER COOLING TOWERS VA

NORTH TEXAS HEALTH CARE SYSTEM

4500 LANCASTER RD. DALLAS, TX 75216OFFICE OF CONSTRUCTION AND FACILITIES

MANAGEMENT DIRECTOR, CENTRAL REGION

02 JUNE 2020

BID PACKAGE EBID PACKAGE E BID PACKAGE EBID PACKAGE E

1/8" = 1'-0" E1

COOLING TOWER SCREEN & BASIN FRAMING PLAN

PLAN NOTES:

1. THE LOCATION OF ALL FLOOR PENETRATIONS, DRAINS, SUMPS, ETC. SHALL

BE VERIFIED AND COORDINATED WITH OTHER TRADES. NO OPENING

SHALL INTERFERE WITH STRUCTURAL ELEMENTS UNLESS COORDINATED

WITH RESIDENT ENGINEER IN WRITING.

2. VERIFY OPENING DIMENSIONS PRIOR TO CONSTRUCTION.

3. GENERAL CONTRACTOR TO VERIFY EXISTING CONDITIONS PRIOR TO

CONSTRUCTION. NOTIFY RESIDENT ENGINEER IF FIELD CONDITIONS VARY.

4. NO MODIFICATIONS TO THE EXISTING STRUCTURE SHALL BE MADE

WITHOUT WRITTEN APPROVAL FROM THE RESIDENT ENGINEER UNLESS

INDICATED ON THE CONSTRUCTION DOCUMENTS.

5. COORDINATE DIMENSIONS WITH COOLING TOWER MANUFACTURER.

6. VERIFY PLINTH LOCATIONS WITH EXISTING CONDITIONS & MANUFACTURER.

7. REF SPECIFICATIONS FOR BASING COATING REQUIREMENTS.

8. NEW WALLS CENTERED ON GRIDS U.N.O.

9. HOT DIP GALVANIZE ALL EXPOSED STEEL.

10. PROVIDE STAINLESS STEEL FASTENERS/ANCHORS TYP.

NORTH

PLAN

LOCATOR MAP

D

GE

OF

O

VER

HA

NG

NOT TO SCALE

E. A

NN

ARB

OR

AVE

S L A N C A S T E R

R D

V E T E R A N S

D R

WORK AREA

TB

TB

TC

TC

TD

TD

TE

TE

TF

TF

TG

TG

TH

TH

TI

TI

TJ

TJ

TK

TK

T1 T1

T4 T4

T5 T5

T6 T6

TI.9

TI.9

TH.9

TH.9

TL

TL

TG.9

TG.9

TF.9

TF.9

TE.9

TE.9

TD.9

TD.9

TA

TA

W

X

W

X

W12X22

W12X22

W12X22

W12X22

W

X

W12X22

W12X22

W12X22

W12X22

W

X

W12X22

W12X22

W12X22

W12X22

W

X

W12X22

W12X22

W12X22

W12X22

W

X

W12X22

W12X22

W12X22

W12X22

W

X

W12X22

W12X22

W12X22

W12X22

W

X

W12X22

W12X22

W12X22

W12X22

W

X

W16X40

W16X40

W16X40

W16X40

T3 T3

T2 T2

2' - 0" 16' - 0" 16' - 0" 16' - 0" 16' - 0" 16' - 0" 17' - 9" 16' - 5" 16' - 0" 16' - 1" 2' - 0"

1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0" 1' - 0"

19' - 1"34' - 0" 15' - 0" 16' - 0" 16' - 0" 17' - 9" 16' - 5" 16' - 0"

W12X22W12X22W12X22W12X22W12X22W12X22W12X22W16X40

D1

70-S-201

TYP

DECK

SPAN

HATCH INDICATES

APPROXIMATE LOCATIONS OF

PUMPS BELOW. FOR FUTURE

EQ REPLACEMENT REMOVE

ROOF PANELS AS REQUIRED

AND RE-INSTALL AFTER EQ

INSTALLATION.

FUTURE PANEL REMOVAL

FOR EQ REPLACEMENT

LEGEND

D A

M P

Drawing Title

Approved Project Director:

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

PSP 309070 Revisions Date

ARCHITECT/ENGINEERS: Office of

Construction and

Facilities

Management o n e e ig h th in c h o n e fo o t 1 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

FILE NAME

Project Abbreviation

F

E

D

C

B

A

F

IL

E N

A M

E

FULLY SPRINKLERED

Page Southerland Page, LLP.

1800 Main Street Suite 123

Dallas, TX 75201 pagethink.com

TEL

FAX

ARCHITECTURE / ENGINEERING / INTERIORS / CONSULTING

Austin / Dallas / Denver / Houston / Washington DC /

International Affiliate Offices

214 522 3900

214 522 4380

DWG

C

U se rs \r w e ll s\

D o cu m e n ts

\3 b S-

C o o li n g_

T o w e r-c e n tr a l rw e ll s@ p a ge th in k .c o m

.r v t

/2

/2

:3 :5

P

M

C:\Users\rwells\Documents\309070b2S-Cooling_Tower-central 2018_rwells@pagethink.com.rvt

70-S-102

CONSTRUCTION

549-820ECANOPY FRAMING PLAN

ENERGY CENTER COOLING TOWERS VA

NORTH TEXAS HEALTH CARE SYSTEM

4500 LANCASTER RD. DALLAS, TX 75216OFFICE OF CONSTRUCTION AND FACILITIES

MANAGEMENT DIRECTOR, CENTRAL REGION

02 JUNE 2020

BID PACKAGE EBID PACKAGE E BID PACKAGE EBID PACKAGE E

PLAN NOTES:

1. CANOPY DECK IS 24GA 18" TEE-LOCK PANEL OR EQUAL. 2 TEE-LOCK

CONTINUOUS RIB CLIPS ARE PLACED BACK TO BACK ALONG EACH PANEL SEAM

AND SECURED WITH 2 FASTENERS PER RIB FOR A TOTAL OF 4 FASTENERS PER

ATTACHMENT POINT. FASTEN W/ 1/4"-20 5 POINT SELF DRILLING SCREWS.

PROVIDE TEE-LOCK SEAM CAPS W/ VINYL WEATHER SEAL.

2. HATCHED REGION INDICATES ROOF PANELS WHICH CAN BE REMOVED FOR

MAINTENANCE.

3. THE LOCATION OF ALL FLOOR PENETRATIONS, DRAINS, SUMPS, ETC. SHALL BE

VERIFIED AND COORDINATED WITH OTHER TRADES. NO OPENING SHALL

INTERFERE WITH STRUCTURAL ELEMENTS UNLESS COORDINATED WITH

RESIDENT ENGINEER IN WRITING.

4. VERIFY OPENING DIMENSIONS PRIOR TO CONSTRUCTION.

5. GENERAL CONTRACTOR TO VERIFY EXISTING CONDITIONS PRIOR TO

CONSTRUCTION. NOTIFY RESIDENT ENGINEER IF FIELD CONDITIONS VARY.

6. NO MODIFICATIONS TO THE EXISTING STRUCTURE SHALL BE MADE WITHOUT

WRITTEN APPROVAL FROM THE RESIDENT ENGINEER UNLESS INDICATED ON THE

CONSTRUCTION DOCUMENTS.

1/8" = 1'-0" E1

PIPE SUPPORT ROOF

NORTH

PLAN

0' - 8" 0' - 10"

T.O.S.G. EL.

SEE PLAN

3-#6 CONT.

TOP & BOT.

2-#6 CONT.

TOP

1-#4 CONT.

OUTSIDE FACE

#4 @ 12" OC

#4 DOWELS

2'-0"X2'-0"

@ 12" OC

CONT CHANNEL W/

1/2"Ø SS @ 2'-0" OC

(EMBED 3 1/4) (KWIK

BOLT TZ OR EQ)

0' - 8" 1' - 0" SEE PLAN 0' - 8" 2' - 0"

/2

/2

0' - 2"0' - 2"

2-#6 CONT.

TOP & BOT;

#3 TIES @ 8" O.C.

SEE PLAN

STEEL GRATING

0' - 1 1/2"

REF SPECIFICATIONS FOR COATING

#4 @ 12" OC EW EF

#4 @ 12" OC EW

#4 @ 12" OC EW

#4 2'-0" X 2'-0" DOWELS @ 12" OC

#4 2'-0" X 2'-0" DOWELS @ 12" OC

CONT SHEAR KEY W/ WATERSTOP, TYP

CONT L1 1/2X1 1/2X 1/4

W/ 1/2"Ø X 6" HEADED

ANCHORS @ 2'-0" OC

#4 @ 12" OC EW

0' - 8" 0' - 8"

SEE PLAN

0' - 2" 0' - 2"

#6 @ 12" O.C.

#4 @ 12" O.C.

#4 @ 12" O.C. EW

#6 2'-6" X 2'-6" DOWELS @ 12" OC

CONT L2 1/2X2 1/2X 1/4

W/ 1/2"Ø X 6" HEADED

ANCHORS @ 2'-0" OC

CONT SHEAR KEY W/ WATERSTOP, TYP

6"

2' - 0"

T.O.S.G. EL.

TO MATCH EXISITING

#5 CONT TOP

#4 CONT HORIZ

(3)- #6 CONT BOTT

#4 2'-3" X 1'-0"

@ 12" OC

CONT SHEAR KEY

W/ WATERSTOP

#4 3'-0" DOWELS

@ 12" OC

T5 T6

1 1/2" NON-SHRINK

GROUT

FINISHED GRADE

12X12X1" BP W/

(4)- 3/4"Ø ANCHORS

1 1/2" 1 1/2"

12X7 1/2X1"

CAP PL W/

(4)- 3/4"Ø

ANCHORS

M

IN

24"Ø PIPE TO BE

SUPPORTED BY

GIRDERS @

EVERY COLUMN

LINE.

REF MECH FOR

PIPE LOCATIONS

1/4

1/4

10' - 0"

H S

S X

X

/4

T Y

P

H S

S X

X

/4

T Y

P

1/4" PL ALONG

SOUTHERN PERIMETER

BEAMS TYP

3/16 3-12

3/16 3-12

3/16

NS&FS TYP

6" PROJ0'

/8

T.O.S.G. EL.

SEE PLAN

3-#6 CONT.

THICKENED SLAB

DRILL & EPOXY #4

DOWELS X 2'-0" @ 12" OC.

EMBED 6"

1' - 6"

EXISTING

CUT CONT SHEAR KEY W/

WATERSTOP INTO EXISTING

CONT CHANNEL W/ 1/2"Ø SS

@ 2'-0" OC (EMBED 3 1/4)

(KWIK BOLT TZ OR EQ)

T.O.C. TO MATCH EXISTING

WALLS TYP

(6)- #5 VERT IN EACH 14"X20"

PLINTH. DRILL & EPOXY IN HILTI

HY-150 (EMBED 6"). #3 STIRRUPS

@ 8" OC TYP

REPAIR/PATCH ANY EXISTING

COATING TO ENSURE BASIN REMAINS

WATER TIGHT.

ANCHOR BOLT AS

REQUIRED BY TOWER

MANUFACTURER

CONT C6X10.5 W/ (3)- 1/2"Ø SS EA PLINTH

(EMBED 3 1/4) (KWIK BOLT TZ OR EQ)

8"

2' - 0"

3-#6 CONT.

T.O.S.G. EL.

TO MATCH EXISTING

1'-6" 1'-6"

#4 @ 12" O.C.

D A

M P

Drawing Title

Approved Project Director:

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

PSP 309070 Revisions Date

ARCHITECT/ENGINEERS: Office of

Construction and

Facilities

Management o n e e ig h th in c h o n e fo o t 1 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

FILE NAME

Project Abbreviation

F

E

D

C

B

A

F

IL

E N

A M

E

Page Southerland Page, LLP.

1800 Main Street Suite 123

Dallas, TX 75201 pagethink.com

TEL

FAX

ARCHITECTURE / ENGINEERING / INTERIORS / CONSULTING

Austin / Dallas / Denver / Houston / Washington DC /

International Affiliate Offices

214 522 3900

214 522 4380

DWG

C

U se rs \r w e ll s\

D o cu m e n ts

\3 b S-

C o o li n g_

T o w e r-c e n tr a l rw e ll s@ p a ge th in k .c o m

.r v t

/2

/2

:3 :5

P

M

C:\Users\rwells\Documents\309070b2S-Cooling_Tower-central 2018_rwells@pagethink.com.rvt

70-S-201

CONSTRUCTION

549-820ESECTIONS AND DETAILS

ENERGY CENTER COOLING TOWERS VA

NORTH TEXAS HEALTH CARE SYSTEM

4500 LANCASTER RD. DALLAS, TX 75216OFFICE OF CONSTRUCTION AND FACILITIES

MANAGEMENT DIRECTOR, CENTRAL REGION

02 JUNE 2020

BID PACKAGE EBID PACKAGE E BID PACKAGE EBID PACKAGE E

3/4" = 1'-0" F9

SECTION

3/4" = 1'-0"

F6

SECTION

3/4" = 1'-0" F3

SECTION

3/4" = 1'-0"

F1

SECTION

3/4" = 1'-0" D1

CANOPY SECTION

3/4" = 1'-0" C8

SECTION @ EXISTING

VA-LTSCIF-D

3/4" = 1'-0" D5

TYP BASIN PLINTH

3/4" = 1'-0"

D8

THICKENED BASIN SLAB DETAIL