Addendum Two .pdf

COMMONWEALTH OF KENTUCKY

DEPARTMENT FOR FACILITIES AND SUPPORT SERVICES

DIVISION OF ENGINEERING AND CONTRACT ADMINISTRATION

INVITATION TO BID NO: RFB-190-24

FOR: Re-Ad of RFB-98-24 Construct Parking Garage KCTCS- Jefferson Community & Technical College Louisville, Kentucky

DATE: March 3, 2024

RFB-785-2400000413

ADDENDUM NO. Two (2)

BIDDER SHALL CONFORM TO THE FOLLOWING CHANGES AS SAME SHALL BECOME BINDING

UPON THE CONTRACT TO BE ISSUED IN RESPONSE TO THIS INVITATION TO BID.

Item 1: Refer to addendum to be distributed by Lynn Imaging for all additions, deletions, and/or changes to specifications and/or drawings.

END OF ADDENDUM

Invitation to Bid No. RFB-190-24 For: Re-Ad of RFB-98-24 Construct Parking Garage KCTCS- Jefferson Community & Technical College Louisville, Kentucky

Susan Ward, Statewide Procurement Analyst II Division of Engineering and Contract Administration

ADDENDUM NO. 2

RE-AD OF RFB-98-24

JEFFERSON COMMUNITY & TECHNICAL COLLEGE

CONSTRUCT PARKING GARAGE

TO: ALL PLAN HOLDERS

FROM: Sherman-Carter-Barnhart Architects, PLLC 144 Turner Commons Way Suite 110 Lexington, KY 40508

DATE: March 1, 2024

The purpose of this Addendum is to clarify the requirements of the Plans and Specifications.

The bidders shall be governed by the information in this Addendum as if included in the Plans and Specifications.

This Addendum does hereby become a part of the Contract Documents.

Each bidder shall acknowledge receipt of this Addendum on the space provided in the Bid Form.

This addendum consists of 45 page(s).

A. PROJECT MANUAL

1. Unless noted otherwise, the following shall apply to all manufacturers listed throughout the construction documents: Subject to compliance with Contract Documents, manufacturers listed are approved as a manufacturer only. This does not imply that specific products supplied by such manufacturers have been reviewed and comply with requirements. It shall be the manufacturer's / contractor's responsibility to ensure that all requirements of the Contract Documents are met, including but not limited to the requirements for matching of specific finishes. “Standard” products that do not meet all requirements of the Contract Documents will not be accepted. As required to meet the requirements of the Contract Documents, custom products may be required from certain manufacturers. Unless noted otherwise by the Architect or Contractor for specific substitutions, the contractor supplying any substituted products shall be responsible for any additional costs associated with the use of such substitutions regardless of the trade or bid package affected.

111250 Parking Control Equipment - Harding

B. SITE / CIVIL

1. Replace Sheet DS1.0 with revised Sheet DS1.0.

2. Replace Sheet SD1.0 with revised Sheet SD1.0.

3. Refer to Sheet L-1.0. Gravel Strip shown at perimeter of building shall include landscape fabric for weed control beneath. Washed river gravel is an acceptable alternative.

4. Clarification: Asphalt Shavings can be Utilized for fill under building slab on Grade to balance the site material. Material has to be just asphalt shavings and can not be mixed with any other on-site materials.

C. STRUCTURAL

1. Replace sheet.S.01 with revised sheet S.01.

2. Replace sheet. S1.0 with revised sheet S1.0.

3. Replace sheet S1.5 with revised sheet S1.5.

4. Replace sheet S3.1 with revised sheet S3.1.

5. Replace sheet S3.2 with revised sheet S3.2.

6. Replace sheet S6.2 with revised sheet S6.2.

7. Replace sheet S6.3 with revised sheet S6.3.

8. Replace sheet S6.4 with revised sheet S6.4.

D. SPECIFICATIONS

1. Refer to Table of Contents.

a. Add 078446 – Fire Resistive Joint Systems.

b. Add 079500 – Expansion Joint Systems.

2. Refer to Specification Section 042000 – Unit Masonry. Refer to paragraph 2.6, item B. Add to No. 1, Equal by Beldon, Glen Gery, Mutual Material.

3. Refer to Specification Section 052130 – Pipe and Tube Railings. Add Sheet 1 to front of specification.

4. Refer to Specification Section 055000 – Metal Fabrications.

a. Refer to page 1.2 Summary, Item A. Add No. 8 as follows: All steel shown on architectural drawings regardless if shown on structural drawings are included in contract.

b. Refer to page 347, paragraph 3.5; Item 2. Add toB as follows: Basis-of-design for stair nosings: Amstep Products equal by Babcock-Davis, American Floor Matt.

5. Refer to attached Specification Section 072726 – Fluid Applied Membrane Air and Water Barrier. Add to Project Manual update.

6. Refer to Specification Section 074140 – Horizontal Formed Metal Wall Panel. Refer to paragraph 2.2 Metal Wall Panels.

A. Basis of Design Product:

1. Revise to Imetco “Latitude”; Equal : Centria, Firestone.

7. Refer to attached Specification Section 074141 – Perforated and Corrugated for Metal Wall Panel. Add to Project Manual. Update Table of Contents accordingly.

8. Refer to Specification Section 079020 – Garage Waterproofing System / Expansion Joints.

a. Refer to paragraph E; Structural Expansion and Joint Sealing Systems. No. 2 clarification: All items listed are shown on Sheet S.04 with a 2” Joint to find proper expansion joint model number.

b. Refer to paragraph 2F. Item a. Expansion Joint Sealing Systems shown 1-8 are listed on architectural drawing as Typical Keynote 2F.

9. Refer to Specification Section 079500 – Expansion Joints.

a. Refer to 1.02. Delete 3 in its entirety.

b. Refer to 2.03. Replace as follows:

1. Application: Interior Wall.

2. Installation: Recessed / Applied.

a.) Clear anodic Class 3.

3. Product: Inpro 114 Series; Equal by W.R. Meadows. CS

9. Refer to Specification Section 083000 – Coiling Grilles. Refer to paragraph 1.8 Warranty – Delete Item A.

10. Refer to Specification Section 111201 – Parking Control Equipment. Refer to paragraph 1, Item 1. Add: Amano McGann, Basis-of-Design; equal by Whitaker, Controlled Products Systems Group.

11. Refer to Specification Section 111250 – Parking Guidance System. Refer to paragraph 2.1; Item B; Add PMC, Dakronics.

D. ARCHITECTURAL DRAWINGS

1. Refer to Sheet A0.1.

a. Refer to Room Finish Groups General Notes. See RFG.7 – Add all exposed CMU exposed to parking deck areas is to be painted. No other room finish group information required for parking deck areas.

b. Refer to Wall / Partition Schedule. Refer to Wall Type 2 and 2A. Delete perlite insulation for both wall types in its entirety.

c. Refer to Wall / Partition Schedule. Refer to Wall Types B, B1, B2, C, G, H, H1, H2, K, and K2. Replace self-adhered ice and water shield with fluid applied air barrier.

Coordinate at all locations for wall types are shown in documents.

2. Replace Sheet PH.1 with revised Sheet PH.1.

3. Refer to Sheet A1.1. Refer to Tenant Spaces 106 – 110. Delete Keynote 7M at these spaces.

4. Replace Sheet A2.3 with revised Sheet A2.3.

5. Replace Sheet A3.1 with revised Sheet A3.1.

6. Replace Sheet A3.2 with revised Sheet A3.2.

7. Replace Sheet A3.3 with revised Sheet A3.3.

8. Replace Sheet A4.1 with revised Sheet A4.1.

9. Replace Sheet A5.1 with revised Sheet A5.1.

10. Replace Sheet A6.1 with revised Sheet A6.1.

11. Replace Sheet A6.2 with revised Sheet A6.2.

12. Replace Sheet A6.5 with revised Sheet A6.5.

13. Replace Sheet A7.1 with revised Sheet A7.1.

a. Delete reference to R11 batt insulation at Security Office 104 on 1/A7.1.

b. Refer to 1/A7.1. Add Keynote 7M above ceiling.

14. Refer to Sheet A8.1.

a. Door Schedule; Door 117. Delete Remark 1.

b. Refer to Detail 5/A8.1. Lintel shown is by Specification 042000 Masonry, Basis-of- Design 4x4x1/4” steel angle. Refer to 055000 for steel lintel requirements.

15. Refer to Sheet 8.2. Refer to Frame Elevation / Glazing Legend. Delete references to spandrel glazing and custom color spandrel glazing.

16. Refer to Sheet 8.3. Refer to Frame Elevation / Glazing Legend. Delete references to spandrel glazing and custom color spandrel glazing.

F. Mechanical / Electrical / Plumbing

1. Refer to attached items

End of Addendum

G A

S

X X X X X

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G A

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GASGASGASGASGASG

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S S

S S

S S

S S

S S

S S

S S

S S

S S

S S

S S

S S

SS

REMOVE WALL

REMOVE

C0NCRETE

CURB & GUTTER

REMOVE

C0NCRETE

CURB & GUTTER

REMOVE

TRAFFIC

ISLAND

REMOVE

C0NCRETE

CURB & GUTTER

REMOVE

C0NCRETE

CURB & GUTTER

REMOVE

C0NCRETE

CURB & GUTTER

REMOVE

TRAFFIC ARMS (2)

& SUPPORT

ELECTRONICS

REMOVE

TRAFFIC ARMS (2)

& SUPPORT

ELECTRONICS

REMOVE

TRAFFIC

BOLLARDS (4)

REMOVE

TRAFFIC

BOLLARDS (4)

SAWCUT AND REMOVE

ASPHALT AND STONE BASE

COMPLETELY

SAWCUT AND REMOVE

ASPHALT AND STONE BASE

COMPLETELY

REMOVE

TRAFFIC

ISLAND

REMOVE

TRAFFIC ARMS (2)

& SUPPORT

ELECTRONICS

REMOVE

TRAFFIC ARMS (2)

& SUPPORT

ELECTRONICS

REMOVE

TRAFFIC

BOLLARDS (8)

REMOVE

C0NCRETE

CURB & GUTTER

REMOVE

C0NCRETE

CURB & GUTTER

SAWCUT AND REMOVE

ASPHALT AND STONE BASE

COMPLETELY

REMOVE TREE

DISSASSEMBLE ENTIRE

MONUMENT, SIGNAGE AND

LIGHTING AS PRACTICAL

AND RETURN TO OWNER

FOR STORAGE FOR FUTURE

RELOCATION. (NIC)

DEMOLISH AND REMOVE

SIGN FOUNDATION.

LIMITS OF CONSTRUCTION

LIMITS OF CONSTRUCTION

REMOVE

TRAFFIC

BOLLARDS (4)

REMOVE

TRAFFIC

BOLLARDS (4)

2'-

0"

7'-

0"

6'-0"

6'-0"

'-0

21'-2"

'- 0

REMOVE SIGN.

STORE FOR

FUTURE

RELOCATION

LIMITS OF CONSTRUCTION

X P ro je c ts

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DRAWING NO.

COMMONWEALTH OF KENTUCKY

FINANCE AND ADMINISTRATION CABINET

DEPARTMENT FOR FACILITIES AND SUPPORT SERVICES

DIVISION OF ENGINEERING AND CONTRACT ADMINISTRATION

FRANKFORT, KENTUCKY

RTA DATE

DRAWING INFORMATION

DRAWING DATE 08/07/2023

DRAWN BY

CHECKED BY

A&E FILE NO.

01/26/2024

PHASE RTA

470-CAJL-JF45 00

ACCOUNT NO.

DATEDESCRIPTION OF REVISIONS

REVISION HISTORY OF THIS DRAWING

DATEDESCRIPTION OF REVISIONS

SHERMAN CARTER BARNHART, PLLC

144 TURNER COMMONS WAY, SUITE 110

LEXINGTON, KY 40508

PHONE: 859.224.1351

FAX: 859.224.8446

DECA LOG #

AS BUILT DATE

MM/DD/YR

BKL

CONSTRUCT PARKING GARAGE /

JEFFERSON COMMUNITY AND TECHNICAL COLLEGE

WM # 10995

ADDENDUM #1 11/08/23

ADDENDUM #2 02/29/24

DS-1.0

CONTRACTOR SHALL REMOVE EXISTING ASPHALT AND STONE BASE

COMPLETELY. UNDERCUT SUBGRADE MATERIAL AS REQUIRED TO

CONSTRUCT NEW ASPHALT SECTION. TOP ON NEW ASPHALT SHALL BE

FLUSH WITH TOP OF ADJACENT EXISTING ASPHALT.

JOB SITE SAFETY

THE CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SITE SAFETY DURING

CONSTRUCTION. JOB SITE SAFETY IS OUTSIDE THE SCOPE OF WORK OF

SHERMAN CARTER BARNHART (SCB). NEITHER THE PROFESSIONAL ACTIVITIES

OR THE PRESENCE OF SCB EMPLOYEES OR SUBCONSULTANTS AT THE

CONSTRUCTION SITE SHALL RELIEVE THE CONTRACTOR OR ANY OTHER ENTITY

OF THEIR OBLIGATION, DUTIES, AND RESPONSIBILITIES INCLUDED, BUT NOT

LIMITED TO, CONSTRUCTION MEANS, METHODS, SEQUENCES, TECHNIQUES, TO

PROCEDURES NECESSARY FOR PERFORMING SUPERINTENDING OR

COORDINATING ALL PORTIONS OF THE WORK OF CONSTRUCTION IN

ACCORDANCE WITH THE CONTRACT DOCUMENTS AND ANY HEALTH AND SAFETY

PRECAUTIONS REQUIRED BY GOOD CONSTRUCTION PRACTICES OR ANY

REGULATORY AGENCIES. ANYONE USING INFORMATION FROM THESE PLANS

ACKNOWLEDGES AND WARRANTS THAT SHERMAN CARTER BARNHART IS NOT

RESPONSIBLE FOR SITE SAFETY IN ANY WAY.

1. SITE DEMOLITION DRAWINGS ARE INTENDED TO GENERALLY SHOW THE

DEMOLITION NECESSARY TO COMPLETE THE NEW WORK. THE CONTRACTOR

SHALL REVIEW ALL DOCUMENTS AND VISIT AND OBSERVE THE SITE PRIOR TO

SUBMITTING HIS BID AND SHALL INCLUDE IN HIS BID ALL WORK NECESSARY TO

ACCOMPLISH THE NEW WORK, WHETHER OR NOT SHOWN ON THESE

DEMOLITION DRAWINGS.

2. ALL TREES ARE TO REMAIN UNLESS SPECIFICALLY NOTED OTHERWISE.

3. REFER TO SITE UTILITY PLANS FOR DEMOLITION AND/OR RELOCATION OF

UTILITIES.

4. FOR CONCRETE REMOVAL, REMOVE TO THE NEAREST CONSTRUCTION

JOINT. PROVIDE A CLEAN SAW CUT JOINT TO ALL EXISTING EDGES OF

CONCRETE TO REMAIN.

5. ALL DEMOLISHED MATERIALS NOT SPECIFICALLY NOTED TO BE

RETURNED TO OWNER, ARE TO BE PROPERLY DISPOSED OF OFFSITE.

6. ALL FOUND MEMORIAL MONUMENTS SHALL BE SALVAGED AND

RETURNED TO OWNER.

7. ALL EXISTING SITE FURNISHINGS AND TRASH RECEPTACLES, WITHIN

DEMOLITION AREAS, SHALL BE SALVAGED AND RETURNED TO OWNER.

8. WHERE STORM DEMOLITION OCCURS WITHIN FOOTPRINT OF NEW

BUILDING ADDITIONS AND NEW PAVEMENT AREAS, CONTRACTOR SHALL

BACKFILL TRENCHES WITH COMPACTED DGA.

GENERAL DEMOLITION NOTES: UTILITIES

THE UTILITIES ARE SHOWN ON THE DRAWINGS AS ACCURATELY AS THEY HAVE BEEN

PROVIDED TO THE ARCHITECT. THEIR LOCATIONS ARE NOT GUARANTEED. IT IS THE

CONTRACTORS RESPONSIBILITY TO CONTACT ALL UTILITY COMPANIES AND TO HAVE ALL

UTILITIES FIELD LOCATED, PRIOR TO STARTING CONSTRUCTION. THE UTILITIES SHOWN

REPRESENT OBSERVABLE FEATURES ALONG WITH INFORMATION PROVIDED BY THE

RESPECTIVE UTILITY COMPANIES, AND IS THEREFORE NOT WARRANTED. PRIOR TO

CONSTRUCTION THE CONTRACTOR IS TO FIELD VERIFY ALL UTILITY LOCATIONS, SIZES, TYPE

ETC. NEEDED TO COMPLETE THE WORK OF THE CONTRACT.

THE CONTRACTOR SHALL NOTIFY THE ARCHITECT IF A CONFLICT IS ANTICIPATED. IF THE

CONTRACTOR PROCEEDS WITHOUT CONTACTING THE UTILITY COMPANIES AND DOES NOT

NOTIFY THE ARCHITECT OF POTENTIAL CONFLICTS HE DOES SO AT HIS OWN RISK.

ANY EXISTING SANITARY SEWER PROPERTY SERVICE CONNECTIONS SHALL BE CAPPED PER

MSD SPECIFICATIONS.

AN MSD INSPECTOR MUST BE PRESENT FOR SEWER CAPS. THE CONTRACTOR MUST MAKE

SURE ALL LINES TO BE CAPPED ARE NOT LIVE LINES.

1. ANY TREE DAMAGED BY CONTRACTOR OR HIS SUBCONTRACTORS WILL BE CHARGED AT A

VALUE OF $48 PER SQUARE INCH OF TRUNK MEASURED FOUR FEET ABOVE GROUND.

2. TREE PROTECTION FENCES SHALL BE CONSTRUCTED PRIOR TO ANY EARTHWORK ON

SITE SEE DETAIL THIS SHEET. ALL EXISTING TOPSOIL / GRASS / GROUNDCOVER SHALL BE

LEFT INTACT WITHIN THE BOUNDARY OF THE TREE PROTECTION FENCE.

3. TREE PROTECTION FENCES SHALL BE MAINTAINED AND THE AREA WITHIN THE BOUNDARY

SHALL BE MOWED THROUGHOUT THE CONSTRUCTION PERIOD.

4. NO HEAVY EQUIPMENT OR TRAFFIC SHALL BE ALLOWED WITHIN THE TREE PROTECTION

FENCES AT ANY TIME.

5. IF DEMOLITION OR CONSTRUCTION IS REQUIRED WITHIN THE TREE PROTECTION FENCE

BOUNDARY, THE FENCE SHALL BE RE-INSTALLED TO MAINTAIN PROTECTION THROUGH

THE ENTIRE CONSTRUCTION PERIOD.

6. TREE PROTECTION FENCES SHALL BE REMOVED UPON COMPLETION OF THE ENTIRE

PROJECT.

7. TREE PROTECTION FENCE SHALL BE PLACED 2' OUTSIDE OF THE DRIPLINE OF THE TREE

UNLESS IMPOSSIBLE DUE TO PERMANENT OBSTRUCTION.

TREE PROTECTION NOTES LEGEND

LIMITS OF CONSTRUCTION

TREE PROTECTION FENCE

REFER TO DETAIL A / DS-100

N.T.S. A

2'- 6"

3'- 6"

8'-0" TYP. (MAX.)

CONSTRUCTION SAFETY FENCE (ORANGE IN

COLOR) ATTACH TO EA. POST W / WIRE TIES)

SITE DEMOLITION KEY

1 EXISTING PAVING AND GRAVEL SUB-BASE TO BE REMOVED COMPLETELY.

COORDINATE LIMITS WITH SITE DEVELOPMENT AND SITE UTILITY DRAWINGS.

SAW CUT TO PROVIDE CLEAN EDGE. COORDINATE EXACT LOCATIONS3

WITH SITE DEVELOPMENT AND SITE UTILITY DWGS.

EXISTING TREE OR SHRUB AND ROOT SYSTEM TO BE REMOVED COMPLETELY.

4 EXISTING CONCRETE SIDEWALK TO BE REMOVED COMPLETELY.

SCALE IN FEET

SCALE: 1" = 20'-0"

6010 20

SITE DEMOLITION PLAN

2 2 2 2 2 2

5 EXISTING UTILITY TO BE REMOVED COMPLETELY.

6 EXISTING CURB AND GUTTER TO BE REMOVED COMPLETELY.

REMOVE WALL

2 2 2 2 2 2 2 2

7 EXISTING STORM DRAINAGE SYSTEM TO BE REMOVED COMPLETELY INCLUDING BUT

NOT LIMITED TO STRUCTURES, PIPES, ETC. REFER TO GRADING AND DRAINAGE PLANS

FOR ADDITIONAL INFORMATION. STORM TO BE CAPPED AND SAFE LOADED PER MSD SPECS.

DMD

4 4

NOTE: PAVED SURFACE TO BE MAINTAINED

FOR CONSTRUCTION ENTRANCE TRAFFIC

7/2023 - 11/2023. CONTRACTOR SHALL STAGE

DEMOLITION ACCORDINGLY.

W E

S T

B R

O A

D W

A Y

SOUTH 2ND STREET

9'- 0"

TY

P.

18'-0"

TYP. 10

'-0

5'- 0"

7'- 0"

'-0

'-0

'-0

R30'-0"

24'-0"

TYP.

12'-0" 12'-0" 12'-0"

9'- 0"

TY

P.

18'-0"

TYP.

18'-0"

TYP.

9'- 0"

18'-0"

TYP.

9'- 0"

TY

P.

'-0

'-0

'-0

8'-0" 8'-0"

'-0

'-0

8'-0"

5'- 0" 5'-

0"

R3'-0"

R1 0'-

0"

R10'-0"

R3'-0"

R3'- 0"

R20'-0"

8'-0"

R10'-0"

R3'-0"

R3'-0"

R10 '-0"

R3'-0"

R10'-0"

50'-2"

R5'- 0"

'-0

6'-

1"

393'-11"

7'- 2"

R5'-0"R5'-0"

7'- 5"

MAINTAIN SMOOTH TRANSITION

BETWEEN FUTURE ASPHALT PARKING

LOT AND NEW SIDEWALK/ FIRE LANE

R3 0'-

0"

'-0

EXISTING

SIGN TO

REMAIN

EXISTING

SIGN TO

REMAIN

R20'-0"

R20'-0"

R20'-0"

R5'-0"

R15'-0"R15'-0"

6'-0" 6'-0 "

FUTURE STEEL FENCING AND GATE

BY OTHERS (N.I.C.)

RELOCATED

TRAFFIC ARMS (2)

& SUPPORT

ELECTRONICS

(SEE SHEET DS-1.0)

'-0

7'- 0"

N:275597.94 E:1208336.59

N:275205.92 E:1208276.68

70'-0"

15 '-0"

43'-0"

22'-0"

12 '-0"

'-3

36'-7" 28'-8"

43'-9"

12'-0"

24'-0"

TYP.

'-3

66'-0"

MAINTAIN SMOOTH TRANSITION

BETWEEN DRIVEWAY AND SOUTH

2ND STREET SURFACE

5'-0 " EXISTING WALK TO REMAIN

EXISTING ART INSTALLATION TO REMAIN (TYP.)

'-9

9'-

3"

5'-0"

MAINTAIN SMOOTH TRANSITION

BETWEEN FUTURE ASPHALT PARKING

LOT AND NEW SIDEWALK

10'-3"

250'-5"

33'-3"

5'- 0"

9'-0"

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DRAWING NO.

COMMONWEALTH OF KENTUCKY

FINANCE AND ADMINISTRATION CABINET

DEPARTMENT FOR FACILITIES AND SUPPORT SERVICES

DIVISION OF ENGINEERING AND CONTRACT ADMINISTRATION

FRANKFORT, KENTUCKY

RTA DATE

DRAWING INFORMATION

DRAWING DATE 08/07/2023

DRAWN BY

CHECKED BY

A&E FILE NO.

01/26/2024

PHASE RTA

470-CAJL-JF45 00

ACCOUNT NO.

DATEDESCRIPTION OF REVISIONS

REVISION HISTORY OF THIS DRAWING

DATEDESCRIPTION OF REVISIONS

SHERMAN CARTER BARNHART, PLLC

144 TURNER COMMONS WAY, SUITE 110

LEXINGTON, KY 40508

PHONE: 859.224.1351

FAX: 859.224.8446

DECA LOG #

AS BUILT DATE

MM/DD/YR

BKL

CONSTRUCT PARKING GARAGE /

JEFFERSON COMMUNITY AND TECHNICAL COLLEGE

WM # 10995

ADDENDUM #1 11/08/23

ADDENDUM #2 02/29/24

DMD

SCALE IN FEET

SCALE: 1" = 20'-0"

6010 20

CONCRETE WALK

F

1/4" TOOLED CONTROL JOINT (TYP.)

D

1/2" EXPANSION JOINT MATERIAL W / SEALANT (TYP.)

C

B

DETAILDESCRIPTIONKEY

A

SITE DETAILS KEY

CW / SD-3.0

CURB RAMP CR / SD-3.0

L

H CONCRETE PAVING

G

CP / SD-3.0

M

P

Q

T

S

PIPE BOLLARD BD / SD-3.0

SITE UTILITY SEE MECH/ELEC

CONCRETE WALK WITH TURNED DOWN EDGE TW / SD-3.0

DO NOT ENTER SIGN

1/4" SAWED CONTROL JOINT (TYP.)

STOP SIGN

A.D.A. TACTILE DETECTABLE WARNING SURFACE TS / SD-3.0

1. PROVIDE 1/2" EXP. JT. MATERIAL W / SEALANT WHERE NEW CONC. CURBS, WALKS, OR PAVING ABUT STORM

SEWER STRUCTURES, BUILDINGS, ETC.

2. AT END OF PROJECT, CONTRACTOR SHALL REMOVE ALL TEMPORARY FENCING, TEMPORARY EROSION

CONTROL STRUCTURES, AND OTHER TEMPORARY SERVICES ON SITE.

3. ALL RADII ARE TO BE 5' UNLESS SHOWN OTHERWISE.

4. CONSTRUCTION SHALL BE IN ACCORDANCE WITH ALL LOCAL, STATE, FEDERAL GOVERNING AGENCIES.

5. ALL PERMITS AND BONDS ARE THE RESPONSIBILITY OF THE CONTRACTOR.

6. ANY AREAS DAMAGED SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE TO THE SATISFACTION OF THE

OWNER.

7. UTILITIES ON THIS SHEET ARE FOR REFERENCE ONLY, REFER TO UTILITY DRAWINGS FOR LOCATIONS. UNLESS

OTHERWISE SHOWN ON THIS SHEET.

8. ALL DIMENSIONS ARE TO THE FACE OF CURB UNLESS SHOWN OTHERWISE.

9. ALL TREES ARE TO REMAIN UNLESS SPECIFICALLY NOTED OTHERWISE.

10. CONTRACTOR TO COORDINATE STAGING, CONSTRUCTION ENTRANCE, AND NEW WORK WITH OWNER.

11. REFER TO MECH/ELEC/PLUM SITE UTILITY SHEETS FOR ADDITIONAL CUT AND PATCHING OF PAVEMENTS.

12. REFER TO STRUCTURAL AND ARCHITECTURAL DRAWINGS FOR CONCRETE WALK CONNECTION TO BUILDING

SLAB AT DOORWAYS.

GENERAL SITE NOTES:

1. ANY TREE DAMAGED BY CONTRACTOR OR HIS SUBCONTRACTORS WILL BE CHARGED AT A

VALUE OF $48 PER SQUARE INCH OF TRUNK MEASURED FOUR FEET ABOVE GROUND.

2. TREE PROTECTION FENCES SHALL BE CONSTRUCTED PRIOR TO ANY EARTHWORK ON

SITE SEE DETAIL A\DS1.1. ALL EXISTING TOPSOIL / GRASS / GROUNDCOVER SHALL BE

LEFT INTACT WITHIN THE BOUNDARY OF THE TREE PROTECTION FENCE.

3. TREE PROTECTION FENCES SHALL BE MAINTAINED AND THE AREA WITHIN THE BOUNDARY

SHALL BE MOWED THROUGHOUT THE CONSTRUCTION PERIOD.

4. NO HEAVY EQUIPMENT OR TRAFFIC SHALL BE ALLOWED WITHIN THE TREE PROTECTION

FENCES AT ANY TIME.

5. IF DEMOLITION OR CONSTRUCTION IS REQUIRED WITHIN THE TREE PROTECTION FENCE

BOUNDARY, THE FENCE SHALL BE RE-INSTALLED TO MAINTAIN PROTECTION THROUGH

THE ENTIRE CONSTRUCTION PERIOD.

6. TREE PROTECTION FENCES SHALL BE REMOVED UPON COMPLETION OF THE ENTIRE

PROJECT.

7. TREE PROTECTION FENCE SHALL BE PLACED 2' OUTSIDE OF THE DRIPLINE OF THE TREE

UNLESS IMPOSSIBLE DUE TO PERMANENT OBSTRUCTION.

TREE PROTECTION NOTES

HEADER CURB

LEGEND

PROPERTY LINE (LIMITS OFCONSTRUCTION)

TREE PROTECTION FENCE

REFER TO DETAIL A / DS-1.0

KEY TO SHADING

LIGHT DUTY ASPHALT PAVEMENTX

W

HEAVY DUTY ASPHALT PAVEMENT

G F

CONCRETE WALK - CW / AS-2.0C

E CONCRETE CURB AND GUTTER

GENERAL PHASING NOTES:

1. IN ALL PHASES OF THIS JOB, THE CONTRACTOR MUST FULLY COOPERATE WITH THE

OWNER CLOSELY TO COORDINATE ACCESS TO THE SITE, MATERIAL STORAGE AND

STAGING AREAS, INTERRUPTIONS OF UTILITIES, MAINTENANCE OF MEANS OF

EGRESS AND SIMILAR ITEMS NECESSARY FOR THE OWNER'S SAFE OPERATION AND

USE OF PREMISES DURING CONSTRUCTION.

2. THE CONTRACTOR SHALL PROVIDE TEMPORARY UTILITIES AS REQUIRED DURING

CONSTRUCTION. SHOULD ABUSE OF TEMPORARY UTILITIES BE NOTED BY THE

OWNER AND ARCHITECT, THE GENERAL CONTRACTOR SHALL BE CHARGED

ACCORDINGLY. ADDITIONAL OFF SITE UTILITIES THAT MAY BE REQUIRED SUCH AS

PROPANE GAS OR ADDITIONAL ELECTRIC METER SERVICE SHALL BE PROVIDED BY

THE CONTRACTOR. SHOULD CONTRACTOR DISCONNECT ANY EXISTING UTILITIES

FROM A PORTION OR PORTIONS OF THE BUILDING DURING CONSTRUCTION AND

REQUIRE ADDITIONAL UTILITIES TO BE PROVIDED FOR TEMPORARY HEAT, LIGHTING,

ETC., THIS COST SHALL BE BORNE BY THE CONTRACTOR.

3. THE CONTRACTOR SHALL INSTALL TEMPORARY ENCLOSURES, DUST BARRIERS, AND

EGRESS DOORS AS REQUIRED FOR CONTROL OF SOUND, DUST AND SEPARATION

OF STUDENT POPULATION FROM CONSTRUCTION AREAS. THE CONTRACTOR SHALL

REFER TO SPECIFICATIONS FOR ADDITIONAL SAFETY MEASURES AND TEMPORARY

ENCLOSURES.

4. THE CONTRACTOR SHALL NOTIFY THE OWNER TWO (2) WEEKS PRIOR TO ANY

ANTICIPATED UTILITY OUTAGES.

5. ALL WORK TO BE COMPLETED WITHIN AREAS OF THE BUILDING THAT ARE TO

REMAIN OPEN SHALL BE COORDINATED WITH THE OWNER AND BUILDING

OCCUPANTS.

6. THE MEANS OF EGRESS MUST BE MAINTAINED FROM ALL OCCUPIED PORTIONS OF

THE FACILITY AT ALL TIMES TO THE SATISFACTION OF THE LOCAL BUILDING CODE

ENFORCEMENT OFFICIALS AND THE OWNER.

7. MINOR DEMOLITION AND RENOVATION MAY NOT OCCUR IN AN OCCUPIED AREA

DURING OPERATING HOURS, BUT MAY OCCUR AFTER HOURS AND DURING

UNOCCUPIED HOURS. SUCH WORK MUST BE SCHEDULED WITH THE OWNER A MIN.

OF (2) WEEKS IN ADVANCE .

8. INTERRUPTION OF ANY OF THE BUILDING UTILITIES MAY ONLY OCCUR AFTER

HOURS, DURING UNOCCUPIED PERIODS OR DURING HOLIDAYS OR SCHEDULED

VACATIONS. FULL SERVICE MUST BE RESTORED TO OCCUPIED AREAS OF THE

FACILITY PRIOR TO RE-OCCUPANCY.

9. NO CONDITIONS WILL BE PERMITTED WHICH, IN THE OPINION, OF THE OWNER,

CODE OFFICIAL, OR THE ARCHITECT CONSTITUTES AN UNSAFE CONDITION OR

HAZARD TO THE OCCUPANTS OR CONTINUE USE OF THE FACILITY.

10. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN ALL SIGNAGE AND TRAFFIC

CONTROL DEVICES REQUIRED THROUGH AND AROUND THE SITE. COORDINATE

WITH THE OWNER.

11. CONTRACTOR IS RESPONSIBLE FOR KEEPING THE SITE SECURE AND SAFE AT ALL

TIMES.

12. TEMPORARY PEDESTRIAN ROUTES SHALL BE ADA ACCESSIBLE.

13. ALL EXISTING DRIVES SHALL REMAIN OPEN WHILE SCHOOL IS IN SESSION.

THE CONTRACTOR SHALL PREPARE A DETAILED SITE LOGISTICS AND PHASING PLAN

FOR OWNER APPROVAL SHOWING SCHEDULED CONSTRUCTION ACTIVITIES AND

FENCING OF AREAS TO ACHIEVE GOALS OF THIS OUTLINE LOGISTICS PLAN.

FOR ALL PEDESTRIAN ROUTES, KEEP 6' WIDE MIN. CLEAR AND OPEN PATH UNTIL SUCH TIME

THAT NEW WALKS WILL BE CONSTRUCTED. COORDINATE SCHEDULE WITH OWNER.

ROUTES SHALL INCLUDE TEMPORARY COVERS TO PROTECT FROM OVERHEAD

CONSTRUCTION, TEMPORARY WOOD DECKS, AND ADA COMPLIANT ACCESSIBLE RAMPS

(WITH LANDINGS, GUARDRAILS, AND HANDRAILS) AS NEEDED.

PEDESTRIAN ROUTE NOTES:

13. CAD FILES WILL BE AVAILABLE TO SUCCESSFUL CONTRACTOR FOR LAYOUT PURPOSES UPON CONTRACTOR SIGNING OF RELEASE FORM. ANY ADDITIONAL DIMENSIONS REQUIRED FOR LAYOUT SHALL BE REQUESTED

BY THE CONTRACTOR.

14. WHERE NEW WORK OCCURS IN EXISTING PAVEMENT, CONTRACTOR SHALL CUT AND PATCH PAVEMENT AS REQUIRED TO COMPLETE NEW WORK AND RESTORE PAVEMENT. MATCH PAVEMENT TYPE. SEE SPECIFIC DETAILS FOR NEW PAVEMENT SECTIONS. IF SPECIFIC DETAIL IS NOT INCLUDED CONTRACTOR SHALL MATCH EXISTING PAVEMENT SECTION. FOR ASPHALT PATCHING SEE DETAIL EK/AS2.0 FOR EDGE KEY. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING WITH ALL DRAWINGS INCLUDING ALL SITE UTILITY DRAWINGS

AND ASSOCIATED UTILITY TRENCHING

15. COORDINATES SHOWN ON THIS DRAWING ARE PROVIDED TO LOCATE NEW BUILDING ON SITE. CONTRACTOR

SHALL REFER TO ARCHITECTURAL DRAWINGS FOR ACTUAL BUILDING DIMENSIONS.

SITE DEVELOPMENT PLAN

SD-1.0

U LOADING / UNLOADING SIGN LS / SD-3.0

C

G

F

F

R

C

G

F

FG

FG

C

F F

H

F

C H

U

V ACCESSIBLE PARKING SIGN AS / SD-3.0

V

V

R

F

G

C

W HEAVY DUTY ASPHALT PAVEMENT LS / SD-3.0

X LIGHT DUTY ASPHALT PAVEMENT AP / SD-3.0

W

W

W

X

XX

X

Y SPEED TABLE / RAISED CROSSWALK ST / SD-3.1

B

A

B A

P

Y R

R Y

E

E

E

E

E

E

E

C

G F

F

G

C

R PG / SD-3.0PAVEMENT APPLIED GRAPHICS

RR 4" WIDE WHITE PAINT STRIPE (TYP.) SEE SPECS.

R

R

R

R

RR

RR

TYP.

RR

NEW PARKING

STRUCTURE

C

F

G

FF

C

R

TYP.

R

TYP.

RR

TYP. RR

TYP.

RR

TYP.

D

L x 12

E

E

Z LANDSCAPE PLANTING BED / LAWN L-1.0

ZZ

Z

Z

Z

Z

Z

Z

Z

Z

Z

F

NOTE: CONCRETE FIRE LANE

SURFACE TO MATCH EXISTING

SURFACE ELEVATION OF EXISTING

ASPHALT WITH SMOOTH TRANSITION.

WHEN FUTURE GREENSPACE

PROJECT IS BUILT (NIC), FIRE LANE

WILL BE EXTENDED THROUGH THE

FUTURE PROPOSED CONCRETE

PLAZA (NIC).

Z

B B

P

SS / SD-3.0

T

HC / SD-3.0

CG / SD-3.0

D

SS / SD-3.0

Q

Q

P

C

C

AA CONCRETE WHEEL STOP WS / SD-3.0

AA

x 6

TYP.

AA

x 5

TYP.

C

C

G

D. CONCRETE PROTECTION FOR REINFORCEMENT:

1. THE MINIMUM CONCRETE COVER PROVIDED FOR REINFORCEMENT SHALL BE PROVIDED PER ACI 318, SECTION 20.6.1, U.N.O.

2. FOR CAST-IN-PLACE, POST-TENSIONED CONSTRUCTION, THE MINIMUM CONCRETE COVER FOR REINFORCEMENT

SHALL BE AS FOLLOWS:

SLAB TOP REINFORCEMENT 1 1/2"

SLAB BOTTOM REINFORCEMENT 1 1/2"

BEAM TOP REINFORCEMENT 3" OR 3X BAR DIAMETER, WHICHEVER IS GREATER

BEAM STIRRUPS AT BOTTOM AND SIDES OF BEAMS 1 1/2"

BEAM STIRRUPS AT TOP OF BEAM 2 1/2"

COLUMN TIES 1 1/2"

3. EPOXY COAT ALL REINFORCING WITHIN 2" FROM THE TOP OF P/T SLABS AND BEAMS

GENERAL NOTES

I. CODES AND STANDARDS VI. CONCRETE MASONRY

VII. STRUCTURAL STEEL

IX. GENERAL ITEMS

A. THE FOLLOWING CODES AND STANDARDS SHALL APPLY TO THE DESIGN AND CONSTRUCTION OF THIS STRUCTURE. USE THE

LATEST EDITION UNLESS NOTED OTHERWISE.

1. "INTERNATIONAL BUILDING CODE" (IBC 2015) - INTERNATIONAL CODE COUNCIL

2. "KENTUCKY BUILDING CODE" (2018) - LOCAL BUILDING CODE, AS APPLICABLE

3. "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES" (ASCE 7-10) - AMERICAN SOCIETY OF CIVIL ENGINEERS

4. "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" (ACI-318-14) - AMERICAN CONCRETE INSTITUTE

5. "MANUAL OF STEEL CONSTRUCTION" (14TH EDITION) - AMERICAN INSTITUTE OF STEEL CONSTRUCTION

6. "ACI MANUAL OF CONCRETE PRACTICE" (2015, PART 1 THROUGH PART 5) - AMERICAN CONCRETE INSTITUTE

7. "CRSI DESIGN HANDBOOK" (2008) - CONCRETE REINFORCING STEEL INSTITUTE

8. "POST-TENSIONING MANUAL" (6TH EDITION) - POST-TENSIONING INSTITUTE

9. "STRUCTURAL WELDING CODE" (LASTEST EDITION) - AMERICAN WELDING SOCIETY

B. THE CONSTRUCTION OF THIS STRUCTURE INCLUDING THE QUALITY CONTROL AND SAFETY OF ALL WORK SHALL BE GOVERNED BY ALL APPLICABLE FEDERAL, COMMONWEALTH OF KENTUCKY, AND CITY OF LOUISVILLE CODES AND ORDINANCES INCLUDING FIRE

CODES. THIS STRUCTURE SHALL BE CLASSIFIED AS TYPE IB.

C. THE STRUCTURE IS DESIGNED FOR FUTURE VERTICAL EXPANSION.

D. THE STRUCTURE IS DESIGNED FOR ITS FINAL SERVICE CONDITION. G.C. & RESPECTIVE CONTRACTORS SHALL BE RESPONSIBLE FOR THE CONSTRUCTION SEQUENCE & FIELD SPLICES / CONSTRUCTION JOINTS, U.N.O. TO WITHSTAND HANDLING AND ERECTION FORCES/CONSTRUCTION LOADING, GUYING & STAYING & SHORING AS REQUIRED TO ASSURE STRUCTURAL

STABILITY DURING CONSTRUCTION STAGE.

NOTES:

1. REFER TO ASCE 7-10, FIGURE 30.6-1 FOR ADDITIONAL INFORMATION.

2. POSITIVE AND NEGATIVE PRESSURES REPRESENT PRESSURES ACTING TOWARD AND AWAY FROM THE

APPLICABLE SURFACE, RESPECTIVELY.

3. FOR ZONES INDICATED IN THE TABLE ABOVE, REFER TO THE GENERIC WALL AND ROOF SURFACE DIAGRAMS

BELOW. NOTE THAT IF A PARAPET EQUAL TO OR HIGHER THAN 3 FT IS PROVIDED AROUND THE PERIMETER OF A

ROOF SURFACE, ZONE 3 SHOULD BE TREATED AS ZONE 2.

4. MODIFY VALUES SHOWN FOR PARAPET CONDITIONS USING INTERNAL PRESSURE COEFFICIENT SHOWN ABOVE.

2 1 2

WALL SURFACE ROOF SURFACE

a a a a a = 12.5 FT a: 10% OF LEAST HORIZONTAL DIMENSION OR 0.4h, WHICHEVER IS

SMALLER, BUT NOT LESS THAN

EITHER 4% OF LEAST HORIZONTAL

DIMENSION OR 3FT.

VIII. EXAMINATION PRIOR TO CUTTING, DRILLING, AND CORING THROUGH STRUCTURE

II. EXISTING CONDITION AND CONSTRUCTION

PRIOR TO FABRICATION AND ERECTION OR INSTALLATION OF ANY MATERIAL OR PLACEMENT OF CONCRETE FOR NEW CONSTRUCTION, FIELD VERIFY ALL EXISTING ELEVATIONS, DIMENSIONS, AND CONDITIONS OF ADJACENT EXISTING CONSTRUCTION, INCLUDING FOUNDATION, AND COMPARE THEM WITH THE CONTRACT DOCUMENTS. REPORT ANY CONTRADICTION OR DISCREPANCY TO THE ARCHITECT/ENGINEER IMMEDIATELY FOR INTERPRETATIONS AND/OR ADJUSTMENTS PRIOR TO COMMENCING WORK. COST OF CORRECTION DISCREPANCIES AFTER WORK HAS BEEN STARTED SHALL BE BORNE BY THE CONTRACTOR.

III. DESIGN LOADS

A. LIVE LOADS:

1. PARKING LEVELS

A. UNIFORM LOAD 40 PSF

B. CONCENTRATED LOAD (ON 4.5" x 4.5" AREA) 3000 LBS

C. LIVE LOAD REDUCTIONS PERMITTED PER IBC SECTION 1607.11

2. STAIRS, LANDING, LOBBIES

A. UNIFORM LOAD 100 PSF

B. CONCENTRATED LOAD AT STAIR TREADS (ON 4 IN^2 AREA) 300 LBS.

3. STAIR / ELEVATOR TOWER ROOF 20 PSF

4. BUMPER IMPACT LOAD ON 18" & 27" A.F.F. (ON 1 SQ. FT. SURFACE) 6000 LBS.

5. ELEVATOR MACHINE ROOM PER MANUFACTURER'S PRODUCT INFO.

NOTE: CONCENTRATED LOADS APPLIED TO PRODUCE MAXIMUM STRESS ON ALL SUSCEPTIBLE MEMBERS.

B. SUPERIMPOSED DEAD LOADS:

1. MECHANICAL AND ELECTRICAL COMPONENTS 5 PSF

2. BUILDING FACADE COMPONENTS PER ARCHITECTURAL PLANS

C. WIND LOADS:

1. BASIC DESIGN WIND SPEED 115 MPH

2. RISK CATEGORY II

3. WIND EXPOSURE B

4. INTERNAL PRESSURE COEFFIECIENT, GCpi +/- 0.18

5. COMPONENTS & CLADDING WIND DESIGN PRESSURE, Ps SEE TABLE BELOW

D. SEISMIC LOADS:

1. SEISMIC IMPORTANCE FACTOR, Ie 1.00

2. OCCUPANCY RISK CATEGORY II

3. Ss: 0.2 SECOND SPECTRAL RESPONSE ACCELERATION 0.198% g S1: 1.0 SECOND SPECTRAL RESPONSE ACCELERATION 0.099% g

4. SITE CLASS D

5. SDS: 0.2 SECOND SPECTRAL RESPONSE COEFFICIENT 0.211% g SD1: 1.0 SECOND SPECTRAL RESPONSE COEFFICIENT 0.159% g

6. SEISMIC DESIGN CATEGORY C

7. (BASIC) SEISMIC FORCE RESISTING SYSTEM

A. THE SEISMIC FORCE RESISTING SYSTEM SHALL BE CLASSIFIED AS ORDINARY REINFORCED CONCRETE MOMENT FRAMES

AND SHALL COMPLY WITH THE REQUIREMENTS OF ASCE 7-10 SECTION 14.2.

B. MOMENT-RESISTING FRAME SYSTEM WITH ORDINARY REINFORCED CONCRETE MOMENT FRAMES.

i. RESPONSE MODIFICATION FACTOR, R 3

ii. DEFLECTIONS MODIFICATION FACTOR, CD 2.5

8. Cs: SEISMIC RESPONSE COEFFICIENT

A. N-S DIRECTION Cs = 0.071 B. E-W DIRECTION Cs = 0.071

9. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE PROCEDURE

10. DESIGN BASE SHEAR

A. N-S DIRECTION SEISMIC LOADS Vs = 1160 KIPS B. E-W DIRECTION SEISMIC LOADS Vs = 1160 KIPS

E. SNOW LOADS:

1. GROUND SNOW LOAD, pg 15 PSF

2. SNOW EXPOSURE FACTOR, Ce 1.0

3. THERMAL FACTOR, Ct 1.2

4. SNOW IMPORTANCE FACTOR, Is 1.0

5. FLAT ROOF SNOW LOAD, pf 11.8 PSF

F. RAIN LOADS:

1. DEPTH OF WATER UP TO SECONDARY DRAINAGE SYSTEM, ds 3"

2. ADD'L DEPTH OF WATER ABOVE SECONDARY DRAINAGE SYSTEM, dH 0"

3. RAIN LOAD, R 15 PSF

G. VOLUME CHANGE PARAMETERS:

1. DESIGN TEMPERATURE DIFFERENTIAL 58 °F

2. ANNUAL AVERAGE AMBIENT RELATIVE HUMIDITY 71 %

3. CONSIDER MINIMUM 50% ADDITIONAL VOLUME CHANGE EFFECTS DUE TO P/T STRESSING ON UPPER LEVELS FOR FINAL

EXPANSION JOINT SIZES. PRIOR TO SUBMITTAL OF EXPANSION JOINT SHOP DRAWING, CONTRACTOR SHALL FIELD VERIFY THE

AS-BUILT GAPS BETWEEN STAIR TOWER & PARKING STRUCTURES & TEMPERATURES AT SITE.

A. THE FOUNDATION (INCLUDING AUGER CAST PILES, PILE CAPS, GRADE BEAMS, AND SLAB-ON-GRADE) HAS BEEN DESIGNED IN ACCORDANCE WITH THE GEOTECHNICAL REPORT PREPARED BY CONSULTING SERVICES INCORPORATED DATED FEBRUARY 13, 2023.

SEE DIVISION 31 OF THE SPECIFICATIONS FOR ADDITIONAL INFORMATION.

B. FOUNDATION DESIGN PARAMETERS

1. AUGER CAST PILE (18" PILE DIAMETER) @ 75FT PILE LENGTH

A. ALLOWABLE AXIAL CAPACITY 302 KIPS (151 TONS)

B. ALLOWABLE UPLIFT CAPACITY 252 KIPS (126 TONS)

C. ALLOWABLE LATERAL CAPACITY TO BE DETERMINED BY GEOTECHNICAL ENGINEER

3. FROST DEPTH 2 FT

C. GENERAL CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND CONSTRUCTION OF ALL TEMPORARY EXCAVATIONS, BRACING, SHEETING, AND SHORING.

IV. FOUNDATION WORK

A. MATERIAL PROPERTIES - CONCRETE

MIN. f'c AT MAX. W/C MAX TOTAL AIR

28 DAYS RATIO SLUMP CONTENT

(PSI) (INCHES)

1. CAST-IN-PLACE CONCRETE:

PILES 5000 N/A N/A NOT REQ'D

FOUNDATION (PILE CAPS, G.B.) 5000 0.45 4 NOT REQ'D

WALLS, PIERS 5000 0.40 4 5 1/2±1 1/2%

COLUMNS 6000 0.40 3 6 1/2±1 1/2%

SLAB-ON-GRADE 5000 0.40 3 6 1/2±1 1/2%

P/T BEAMS, GIRDERS, SLAB, 5000 0.40 3 6 1/2±1 1/2%

STAIR/ELEVATOR TOWER

WALLS, BUMPER WALLS, &

STAIRS

2. OTHER CONCRETE:

DRY PACK / GROUT 3000 N/A 8-10 NOT REQ'D

MASONRY GROUT FILL

N.S.N.S GROUT 6000 N/A 0 NOT REQ'D

3. THE ALLOWABLE MAXIMUM SLUMP SHOWN ABOVE SHALL BE PRIOR TO ADDING SUPER-PLASTICIZER AS APPLICABLE. THE ALLOWABLE MAXIMUM SLUMP OF CONCRETE MIXES AFTER SUPER-PLASTICIZER ADMIXTURE IS ADDED SHALL BE 8" ± 1 1/2".

4. ALL CONCRETE AGGREGATES SHALL BE NORMAL -WEIGHT, U.N.O.

B. MATERIAL PROPERTIES - REINFORCING & CONNECTION STEEL:

TYPE GRADE, KSI ASTM REF.

DEFORMED REBARS, U.N.O. 60, 80 A615 (A706)

WELDABLE DEFORMED REBARS 60, 80 A706

WELDED WIRE REINFORCEMENT (W.W.R.) 65 A185

POST-TENSION STRANDS 270 A416

DEFORMED BAR ANCHORS (D.B.A.) 79 A469

HEADED ANCHOR STUDS (H.A.S.) 60 A108

C. CAST-IN-PLACE CONCRETE NOTES:

1. THE MINIMUM CONCRETE COVER PROVIDED FOR REINFORCEMENT SHALL BE PROVIDED PER ACI 318-14, SECTION 20.6, U.N.O. REFER TO THE TABLE BELOW FOR THE REQUIRED CONCRETE COVERS FOR NON-PRESTRESSED, C.I.P. CONCRETE, TYP.

2. ALL REINFORCEMENT SHALL BE CONTINUOUS AND NO SPLICES SHALL BE PERMITTED EXCEPT AS DETAILED OR AUTHORIZED BY THE ENGINEER. WHEN PERMITTED, COLUMN REINFORCEMENT TO BE SPLICED ACCORDING TO ACI 318, SECTION 25.5, U.N.O.

3. TENSION SPLICES SHALL BE MADE BY CLASS B LAP SPLICES, TYPICAL, U.N.O.

4. PROVIDE ADDITIONAL REINFORCEMENT AROUND ALL OPENINGS, I.E., DOORS, WINDOWS, BLOCKOUTS, ETC., AS FOLLOWS:

(2) #5 BARS ON ALL SIDES OF EACH OPENING EXTENDED 2'-0" BEYOND THE CORNERS OF EACH OPENING PLUS (2) #5 BY

4'-0" LONG DIAGONALS AT EACH CORNER EXCEPT AS NOTED HEREIN.

5. PROVIDE 3/4" CHAMFERS ON EXPOSED CORNERS OF CONCRETE, U.N.O.

6. PROVIDED CONSTRUCTION AND CONTROL JOINTS IN SLABS AND WALLS AS SHOWN ON THE DRAWINGS. FOR FURTHER

INFOMRATION, REFER TO SECTION 033000 OF THE SPECIFICATIONS.

7. ALL INSERTS, COIL RODS, AND PLATE CONNECTIONS SHALL BE GALVANIZED UNLESS OTHERWISE NOTED. WHENEVER FEASIBLE, ALL INSERTS AND SLEEVES SHALL BE CAST IN THE CONCRETE. USE OF POWER-PROPELLED FASTENERS OR DRILLED-IN ANCHORS SHALL NOT BE ALLOWED IN PRESTRESSED CONCRETE UNLESS AUTHORIZED IN WRITING BY THE

ENGINEER.

8. PROVIDE A MINIMUM OF ONE INCH CLEARANCE GAP BETWEEN BACKUP BARS FOR P/T ANCHORS AND ANCHOR PLATE.

9. STRESSING SEQUENCE FOR POST-TENSIONING SHALL BE AS FOLLOWS:

• SLAB TENDONS PARALLEL TO BEAMS

• SLAB TENDONS PERPENDICULAR TO BEAMS

• BEAM TENDONS

• GIRDER TENDONS

DO NOT CHANGE THE ORDER OF SEQUENCING, STRESS P/T MEMBERS WITHIN 96 HOURS AFTER CONCRETE POUR. THE MINIMUM COMPRESSIVE CONCRETE STRENGTH FOR THE STRESSING IS 3000 PSI. SEE SECTION 033650 OF THE

SPECIFICATIONS FOR ADDITIONAL INFORMATION ON STRESSING.

9. DO NOT BUNDLE MORE THAN THREE SLAB TENDONS IN A SINGLE BUNDLE WITHOUT PRIOR WRITTEN PERMISSION FROM

THE ENGINEER.

10. ALL C.I.P. SLABS, BEAMS, GIRDERS, AND STAIRS TO CONTAIN CALCIUM NITRITE CORROSION INHIBITOR (3 GAL. PER CU.

YD. OR CONCRETE) AND 1 1/2 LB. FIBROUS REINFORCEMENT PER CUBIC YARD OF CONCRETE IN ACCORDANCE WITH SPEC.

SECTION 033000. MAXIMUM SIZE OF COARSE AGGREGATE SHALL BE 3/4" TYP., U.N.O.

11. MAXIMUM SIZE OF COARSE AGGREGATE IN CONJESTED REINFORCING AREAS AND AT BEAM/COLUMN INTERFACES SHALL

BE 3/8" TYP.

12. SLAB-ON-GRADE TO CONTAIN 1 1/2 LB. FIBROUS REINFORCEMENT PER CU. YD. OF CONCRETE IN ACCORDANCE WITH

SPECIFICATION SECTION 033000. MAXIMUM SIZE OF COARSE AGGREGATE SHALL BE 3/4".

V. CONCRETE

A. MATERIAL PROPERTIES - MASONRY

1. NET AREA COMPRESSIVE STRENGTH OF MASONRY SYSTEM, f'M=1900 PSI

2. MORTAR TYPE "M" (BELOW GRADE) OR "S" (ABOVE GRADE)

B. GENERAL NOTES FOR MASONRY

1. MINIMUM VERTICAL REINFORCEMENT FOR MASONRY WALLS SHALL BE #4 @ 48" O.C., TYPICAL, U.N.O. PROVIDE ONE #5 VERTICAL AT ALL CORNERS, AT EACH SIDE OF OPENINGS AND AT ENDS OF WALLS. MASONRY WALLS SUBJECT TO BUMPER LOADS SHALL BE REINFORCED WITH #4 @ 16" O.C. EXTENEDED TO AT LEAST 2'-8" ABOVE

FLOOR, AND ALL CORES SHALL BE GROUTED SOLID UP TO 2'-8" ABOVE FLOOR.

2. PROVIDE DOWELS BETWEEN FOUNDATION AND MASONRY WALLS TO MATCH VERTICAL WALL REINFORCEMENT IN

SIZE AND SPACING, U.N.O.

3. HORIZONTAL JOINT REINFORCEMENT FOR MASONRY WALLS SHALL BE STANDARD WEIGHT, GALVANIZED, AND SPACED @ 16" O.C., TYPICAL, U.N.O. PROVIDE ONE-PIECE PREFABRICATED UNITS SPACED @ 8" O.C. AT WALL

CORNERS AND INTERSECTIONS.

4. MINIMUM BOND BEAM REQUIREMENTS, U.N.O. - PROVIDE CONTINUOUS HORIZONTAL BOND BEAM WITH (2) #5

CONTINUOUS BARS AT THE FOLLOWING LOCATIONS:

A. ABOVE DOOR OPENINGS

B. AT TOP OF WALL PER "TYPICAL TOP OF C.M.U. WALL DETAIL"

C. A MAXIMUM OF 8'-0" ABOVE THE FLOOR AND SPACED VERTICALLY AT 8'-0" O.C. (MAX) THEREAFTER

D. PER APPLICABLE BUILDING CODE REQUIREMENTS

5. PROVIDE BOND BEAM LINTELS WITH TWO #5 CONTINUOUS BARS ABOVE OPENINGS, U.N.O. LENGTH OF BEARING SUPPORT FOR BOND BEAMS SHALL BE 1" PER FOOT OF OPENING BUT NOT LESS THAN 8" AND BEARING SUPPORT SHALL BE SOLID BLOCKS OR HOLLOW BLOCKS GROUTED SOLID, OVER THREE COURSES BELOW AND EXTENDING

OUT AT THE ANGLE OF 45 DEGREES, U.N.O.

6. THE CONTRACTOR SHALL VERIFY THAT ALL OPENINGS BELOW LINTELS ARE ADEQUATE TO ACCEPT DOOR OR WINDOW FRAMES, LOUVERS, ETC., AS SHOWN ON THE DRAWINGS. NOTIFY ARCHITECT AND/OR ENGINEER OF

ANY CONFLICT PRIOR TO LINTEL INSTALLATION

7. PROVIDE CONTROL JOINTS IN MASONRY OR BRICK WALLS AT 20'-0" O.C. MAXIMUM, U.N.O.

8. FOR CONTINUOUS BOND BEAMS, PROVIDE HORIZONTAL REINFORCING AT WALL CORNERS AND INTERSECTIONS

PER C.I.P. WALL "CORNER REINFORCING DETAIL", SIM.

A. MATERIAL PROPERTIES - STRUCTURAL STEEL

Fy, PSI ASTM REF. (U.N.O.)

W-SHAPES 50,000 A992

ANCHOR BOLTS 36,000 F1554, GRADE 36

CONNECTION STEEL 36,000 A36

STEEL PIPES 35,000 A53, GRADE B

STRUCTURAL TUBES 46,000 A500, GRADE B

COLD FORMED STEEL 33,000 A924

WELDING ELECTRODES E70XX AWS D1.1, D1.6 OR D19.0

TYPE Fu, PSI ASTM REF.

HIGH STRENGTH BOLTS 120,000 A325

B. STRUCTURAL STEEL FABRICATION, ERECTION AND CONNECTION DESIGN SHALL CONFORM TO AISC "MANUAL OF

STEEL CONSTRUCTION".

C. ALL STRUCTURAL STEEL CONNECTIONS SHALL BE PERFORMANCE DESIGNED (INCLUDING FIELD SPLICE CONNECTIONS) TO RESIST THE DESIGN LOADS. SUBMIT CALCULATIONS SEALED BY A PROFESSIONAL ENGINEER, REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED, FOR APPROVAL PRIOR TO ANY FABRICATION.

D. SUBMIT SHOP DRAWINGS FOR APPROVAL PRIOR TO ANY FABRICATION.

E. MEMBER CONNECTIONS SHALL BE DETAILED FOR A MINIMUM FACTORED FORCE OF NO LESS THAN 10 KIPS AS PER

AISC "MANUAL OF STEEL CONSTRUCTION".

F. ALL CONNECTIONS SHALL BE STANDARD AISC FRAMED OR SEATED BEAM CONNECTIONS, U.N.O.

G. ALL EXTERIOR STEEL MEMBERS AND CONNECTIONS SHALL BE PAINTED WITH RUST-INHIBITING PRIMER OR HOT-DIP GALVANIZED AND PAINTED PER SPECIFICATIONS. DO NOT GALVANIZE OR PAINT SURFACES TO BE FIELD WELDED.

TOUCH UP ALL FIELD WELDS WITH RUST-INHIBITING PRIMER OR GALVANIZING REPAIR PAINT AND PAINT PER

SPECIFICATIONS. REFER TO AWS D19.0 FOR ADDITIONAL INFO.

H. BOLTED CONNECTIONS:

1. ALL BOLTED CONNECTIONS SHALL BE MADE WITH 3/4" ⌀ ASTM A325 BOLTS WITH ASTM F436 WASHERS AND ASTM

A563 NUTS, U.N.O.

2. ALL HIGH-STRENGTH BOLT CONNECTIONS SHALL CONFORM TO "SPECIFICATIONS FOR STRUCTURAL JOINTS

USING ASTM A325 BOLTS" AS ENDORSED BY AISC.

3. HIGH-STRENGTH BOLTED CONNECTION SHALL BE BEARING TYPE WITH THREADS ALLOWED IN THE SHEAR PLANE, U.N.O.

4. HIGH-STRENGTH BOLTS SHALL BE SNUG-TIGHTENED, UNLESS REQUIRED BY AISC "MANUAL OF STEEL CONSTRUCTION" TO BE FULLY PRETENSIONED OR NOTED AS PRETENSIONED ON THE DRAWINGS. PRETENSION

BOLTS WITH A CALIBRATED TORGUE WRENCH OR BY THE "TURN OF THE NUT" METHOD.

I. ALL WELDING SHALL CONFORM TO THE LATEST EDITION OF AWS D1.1, AWS D1.6 (STAINLESS STEEL), OR AWS D19.0

(GALVANIZED STEEL), AS APPLICABLE.

J. WELDED CONNECTIONS:

1. MINIMUM SIZE OF WELD SHALL BE 3/16", U.N.O.

2. SURFACE TO BE FIELD WELDED SHALL BE CLEAN AND FREE OF PAINT, DIRT, GREASE OR OTHER FOREIGN

MATERIALS.

A. DO NOT CUT, DRILL, OR CORE THROUGH ANY STRUCTURAL ELEMENT WITHOUT PRIOR WRITTEN APPROVAL FROM

THE ENGINEER, U.N.O.

B. THE CONTRACTOR SHALL SCAN THE CONCRETE AT ALL LOCATIONS OF PROPOSED CUTS AND PENETRATIONS TO LOCATE AND MARK ALL EMBEDDED OBJECTS INCLUDING BUT NOT LIMITED TO EMMEDDED REINFORCING, POST- TENSION STRANDS, EMBEDDED CONNECTOINS, ELECTRICAL CONDUIT, AND ANY OTHER EMBEDDED HARDWARE/EQUIPMENT. SCANNING SHALL BE PERFORMED BY A CERTIFIED TECHNICIAN USING A PACHOMETER OR GROUND PENETRATING RADAR (GPR) TYPE SCANNER. CALIBRATE THE SCANNER AT THE BEGINNING OF EACH SHIFT AND WHEN CONDITIONS CHANGE. LOCATED AT LEAST THREE REINFORCING BARS USING THE SCANNER, AND HAMMER DRILL TEST HOLES TO DETERMINE DEPTH OF COVER. CALIBRATE SCANNER USING THE DEPTH OF COVER

MEASUREMENTS.

C. ADJUST LOCATIONS OF CUTS AND PENETRATIONS AS REQUIRED TO AVOID EMBEDDED OBJECTS.

D. SUBMIT SCANNING REPORTS(S), INCLUDING PHOTOGRAPHS AND SCALED DRAWINGS AND/OR SKETCHES, TO ARCHITECT/ENGINEER FOR APPROVAL. ALLOW SEVEN DAYS FOR ARCHITECT/ENGINEER TO REVIEW AND APPROVE OR COMMENTS ON THE PROPOSED CUTS AND PENETRATIONS. ADJUST THE LOCATIONS AS DIRECTED BY THE

ARCHITECT/ENGINEER.

E. USE HAMMER DRILLS WHEN POSSIBLE; DO NOT CORE DRILL UNLESS THE SCANNING OPERATION HAS CLEARLY

SHOWN THAT THE ARE IS FREE OF EMBEDDED OBJECTS.

F. DO NOT CUT THROUGH OR DAMAGE THE EMBEDDED REINFORCING, POST-TENSION STRANDS, EMBEDDED

CONNECTIONS, ELECTRICAL CONDUIT, AND ANY OTHER EMBEDDED HARDWARE/EQUIPMENT.

A. THE NOTES ON THIS SHEET SUPPLEMENT THE SPECIFICATIONS, WHICH SHALL BE REFERRED TO FOR FURTHER

INFORMATION.

B. IN CASE OF CONFLICT BETWEEN NOTES, DETAILS AND SPECIFICATIONS, THE MOST STRINGENT REQUIREMENTS

SHALL GOVERN.

C. FOR EXACT SIZES AND LOCATIONS OF ALL MECHANICAL, PLUMBING AND ELECTRICAL ITEMS AND PENETRATIONS, CONSULT RESPECTIVE TRADES FOR COORDINATION.

D. DO NOT SCALE THE DRAWINGS.

COMPONENTS & CLADDING WIND PRESSURES BASED ON LOCATION AND

COMPONENT EFFECTIVE WIND AREA, A (PSF)

LOCATION

A ≤ 50 FT2 50 FT2< A < 500 FT2 500 FT2≤ A

POSITIVE

ZONE 1

ZONE 2

ZONE 3

ZONE 4

< TIER 3

TIER 4

ZONE 5

< TIER 3

TIER 4

16.00

23.77

25.71

23.77

25.71

POSITIVE POSITIVE NEGATIVENEGATIVENEGATIVE

-25.71

-43.13

-64.92

-25.78

-27.88

-31.83

-34.42

16.00

21.76

23.53

21.76

23.53

-24.83

-29.81

-38.78

-42.29

-45.59

-46.38

-50.00

16.00

17.73

19.17

-23.53

-27.88

-27.88

-19.74

-21.35

16.00

16.00

16.00 16.00

16.00 16.00

17.73

19.17

-19.74

-21.35

X. ABBREVIATIONS

A.B. ANCHOR BOLT

A.F.F. ABOVE FINISHED FLOOR

ALT. ALTERNATE

ARCH. ARCHITECT

BET. BETWEEN

BIT. BITUMINOUS

BOT. BOTTOM

BRG. BEARING

C.I.P. CAST-IN-PLACE

C.J. CONTROL JOINT/ CONSTRUCTION JOINT

CL./CLR. CLEAR

C.M. CONSTRUCTION MANAGER

C.M.U. CONCRETE MASONRY UNIT

COL. COLUMN

CONC. CONCRETE

CONN. CONNECTION

CONT. CONTINUOUS

CONTR. CONTRACTOR

D.B.A. DEFORMED BAR ANCHOR

DET. DETAIL

DIA./ DIAMETER

DIM. DIMENSION

DN. DOWN

DWG(S). DRAWING(S)

EA. EACH

E.B.F. ELEVATION BOTTOM OF FOOTING

E.B.P. ELEVATION BOTTOM OF PIER

E.F. EACH FACE

E.F.G. ELEVATION FINISHED GRADE

E.J. EXPANSION JOINT

EL./ELEV. ELEVATION

ELEC. ELECTRICAL

EQ. EQUAL

E.T.B. ELEVATION TOP OF BEAM

E.T.P. ELEVATION TOP OF PILE OR DRILLED PIER CAP

E.T.F. ELEVATION TOP OF FOOTING

E.T.L. ELEVATION TOP OF LEDGE

E.T.P. ELEVATION TOP OF PIER

E.T.P/C. ELEVATION TOP OF PRECAST

E.T.S. ELEVATION TOP OF STEEL

E.T.W. ELEVATION TOP OF WALL

E.W. EACH WAY

E.W.E.F. EACH WAY, EACH FACE

E.W.P. ELEVATION WORKING POINT

EXT. EXTERIOR

F.D. FLOOR DRAIN

F.E. FIRE EXTINGUISHER

F.F. FAR FACE / FINISH FLOOR

FDN. FOUNDATION

FIN. FINISH

FL./FLR. FLOOR

FTG. FOOTING

GA. GAUGE

GALV. GALVANIZED

G.B. GRADE BEAM

G.C. GENERAL CONTRACTOR

GR. GRADE

G.W.B. GYPSUM WALL BOARD

H.A.S. HEADED ANCHOR STUDS

H.D.G. HOT-DIP GALVANIZED

H.M. HOLLOW METAL

HOR. HORIZONTAL

HT. HEIGHT

H.V.A.C. HEATING, VENTILATION & AIR CONDITIONING

I.D. INSIDE DIAMETER

INFO. INFORMATION

INSUL. INSULATION

INT. INTERIOR

INV. INVERT

IT INVERTED TEE

JT. JOINT

LBS. POUNDS

LIN. LINEAL

L.L.V. LONG LEG VERTICAL

MAX. MAXIMUM

MECH. MECHANICAL

MANUF. MANUFACTURER

MIN. MINIMUM

MISC. MISCELLANEOUS

MTL. METAL

N.F. NEAR FACE

N.I.C. NOT IN CONTRACT

N.S.N.S. NON-SHRINK, NON-STAIN

N.T.S. NOT TO SCALE

O.C., O/C ON CENTER

O.D. OUTSIDE DIAMETER

O.H. OPPOSITE HAND

P/C PRECAST CONCRETE

PSI POUNDS PER SQUARE INCH

PSF POUNDS PER SQUARE FOOT

P/T POST-TENSIONED

R.D. ROOF DRAIN

RM. ROOM

R.O. ROUGH OPENING

R.O.F. RANDOM ORIENTED FIBER

SCHED. SCHEDULE

SECT. SECTION

SHT. SHEET

SIM. SIMILAR

S.L.V. SHORT LEG VERTICAL

S.0.G. SLAB-ON-GRADE

SPEC(S). SPECIFICATION(S)

SQ. SQUARE

STD. STANDARD

STL. STEEL

T.&.B. TOP AND BOTTOM

T.B.D. TO BE DETERMINED

TYP. TYPICAL

U.N.O. UNLESS NOTED OTHERWISE

VERT. VERTICAL

V.I.F. VERIFY IN FIELD

W/ WITH

W/O WITHOUT

W.P. WORKING POINT

WT. WEIGHT

W.W.R. WELDED WIRE REINFORCEMENT

Concrete Exposure Member Reinforcement Specified cover, in.

Cast against and permanently in contact with ground

Exposed to weather or in contact with ground

Not exposed to weather or in contact with ground

All

All

Slabs, joists, and walls

Beams, columns, pedestals, and tension ties

All

No. 6 through No.

18 bars

No. 5 bar, W31 or D31 wire, and smaller

No. 14 and No. 18 bars

No. 11 bars and smaller

Primary reinforcement, stirrups, ties, spirals, and hoops

1-1/2

1-1/2

3/4

1-1/2

TABLE 20.6.1.3.1 - SPECIFIED CONCRETE COVER FOR

CAST-IN-PLACE NON-PRESTRESSED CONCRETE MEMBERS

a a a a θ h

5 5

08/28/2023RTA DATE

DECA LOG #

A&E FILE NO.

CHECKED BY

DRAWN BY

DRAWING DATE

DRAWING NO.

AS BUILT DATE

MM/DD/YR

PHASE RTA FRANKFORT, KENTUCKY

DIVISION OF ENGINEERING AND CONTRACT ADMINISTRATION

DEPARTMENT FOR FACILITIES AND SUPPORT SERVICES

FINANCE AND ADMINISTRATION CABINET

COMMONWEALTH OF KENTUCKY

ACCOUNT NO.

470 CAJLJF45 00

CONSTRUCT PARKING GARAGE

JEFFERSON COMMUNITY AND TECHNICAL COLLEGE

SHERMAN CARTER BARNHART, PLLC

144 TURNER COMMONS WAY, SUITE 110

LEXINGTON, KY 40508

PHONE: 859.224.1351

FAX: 859.224.8446

DATEDESCRIPTION OF REVISIONS

REVISION HISTORY OF THIS DRAWING

DATEDESCRIPTION OF REVISIONS

DRAWING INFORMATION

/1

/2

:5

:5

P M

S0.1

GENERAL NOTES01/26/2024

A T

L .0

J C

T C

P A

R K

IN

G

D E

C K

ATL22127.00

DC

KWC

THA Consulting, Inc.

410 Peachtree Parkway Cumming, GA 30041 T. 770.850.3065 www.tha-consulting.com

ADDENDA #2 03/01/24

1 3 5 6 7

B

A

C

8 9 10 11 12 14 15 17162 4 13

1'-0" 27'-4" 21'-2" 27'-0" 27'-0" 27'-0" 27'-0" 27'-0" 27'-0" 27'-0" 27'-0" 25'-11" 2'-2" 25'-11" 27'-0" 21'-2" 27'-4" 1'-0"

1' -0

'-6

'-6

1'

-0

395'-0"

5'

-0

PC-5

-(3 '-2

PC-4

PC-5 -(3'-2")

PC-5 -(3'-2")

PC-5 -(3'-2")

'-6

PC-3

-(2 '-0

PC-6

PC-5 -(2'-6")

PC-3 -(7'-0")

PC-3 -(7'-0")

PC-3 -(7'-0")

PC-3 -(7'-0")

PC-3 -(7'-0")

PC-3 -(7'-0")

PC-6 -(4'-0")

PC-3 -(4'-0")

PC-3 -(4'-0")

PC-3 -(7'-0")

PC-3 -(7'-0")

PC-3 -(7'-0")

PC-3 -(4'-0")

PC-3 -(4'-0")

PC-1

(4

'-0

PC-1

(2

'-6

A.2

B.8

GB1

(2 '-6

GB1

(2 '-0

GB1

(2 '-0

GB1

(2 '-0

GB1

(5 '-0

PC-1

-(5 '-0

GB1

(5 '-0

GB1

(2 '-0

GB1

(3 '-6

GB1

(4 '-0

T Y

P

3'

0"

T Y

P

6'

" 3'

- 8

TYP.

5' - 2"

2'

2'

2' - 3"

2' - 3"

5' - 2"

S2.2

TYP.

GB2

(7 '-0

GB1 -(7'-0")

GB1 -(7'-0")

GB2 -(7'-0")

GB1 -(4'-0")

GB1 -(4'-0")

GB1 -(4'-0")

GB1 -(4'-0")

GB1 -(4'-0")

GB2 -(7'-0")

GB2 -(7'-0")

GB2 -(7'-0")

GB2

(3 '-2

GB2

(3 '-2

GB2

(3 '-2

GB2

(3 '-2

GB2

(3 '-2

GB2

(3 '-2

GB2

(3 '-2

W F1

-(4 '-0

W

F1 -(3

'-2

PC-6 -(3'-2")

S2.1

GB1

(2 '-6

GB2 -(2'-6")

PC-3 -(3'-0")

T Y

P

3'

0"

T Y

P

3'

0"

6'

GB1

(2 '-6

GB1

(2 '-0

GB1

(2 '-0

GB1

(2 '-0

GB1

(2 '-0

GB1

(3 '-0

5"

GB1

(2 '-6

")3"

GB2 -(7'-0")

GB2 -(7'-0")

GB2 -(7'-0")

GB2 -(4'-0")

STEP

GB1

(2 '-0

STEP

STEP

STEP

GB1

(4 '-9

GB1

(7 '-0

8'

13' - 4"

STEP

13' - 6"

GB1

(2 '-0

13' - 6"

GB2

(3 '-2

STEP

W F1

(3

'-2

W F1

(7

'-0

STEP

GB2

(3 '-2

STEP

E.T.W. = +(6'-9")

E.T.W. = +(7'-11")

Fx = 6 kips Fy = 4 kips Fz = 124 kips

Fx = 6 kips Fy = 4 kips Fz = 124 kips

Fx = 6 kips Fy = 4 kips Fz = 124 kips

Fx = 6 kips Fy = 4 kips Fz = 124 kips

Fx = 6 kips Fy = 4 kips Fz = 124 kips

Fx = 6 kips Fy = 4 kips Fz = 124 kips

Fx = 6 kips Fy = 4 kips Fz = 124 kips

Fx = 6 kips Fy = 4 kips Fz = 124 kips

Fx = 28 kips Fy = 18 kips Fz = 196 kips

Fx = 6 kips Fy = 4 kips Fz = 160 kips

Fx = 2 kips Fy = 2 kips Fz = 128 kips

Fx = 6 kips Fy = 4 kips Fz = 280 kips

ELEVATOR SHAFT WALLS:

Fx = 180 kips Fy = 110 kips Fz = 1160 kips

SHEET NOTES:

1. REFER TO SHEET S0.1 FOR GENERAL NOTES.

2. REFER TO SHEET S0.3 FOR GENERAL DETAILS.

3. REFER TO SHEET S1.1 FOR GROUND TIER PLAN, WITH FOUNDATION DETAIL

REFERENCES.

4. REFER TO SHEETS S1.0 & S2.1 THROUGH S2.2 FOR FOUNDATION DETAILS.

5. REFER TO SHEET S2.1 FOR E.T.W. (C.I.P. WALLS) NOT SHOWN ON PLAN.

6. REFER TO THIS SHEET FOR PILE CAP SCHEDULE.

7. ALL PILE CAPS AND COLUMNS ARE CENTERED ON GRID LINES U.N.O.

8. USE 75'-0" PILE LENGTH FOR ESTIMATING AND BIDDING PURPOSES ONLY. FRICTION

PILES TO BE PROVIDED AND REVIEWED IN THE FIELD BY GEOTECHNICAL ENGINEER

BASED ON ACTUAL CONDITIONS ENCOUNTERED.

9. TOP OF CONTINUOUS GRADE BEAMS TO MATCH E.T.C. OF ADJACENT PILE CAPS, U.N.O.

10. STEP WALL FOOTINGS AT LOCATIONS SHOWN ON PLAN PER DETAIL 5/S2.1.

11. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND CONSTRUCTION

OF ALL TEMPORARY EXCAVATIONS, BRACING, SHEETING, AND SHORING.

12. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR DEWATERING ANY

GROUNDWATER ENCOUNTERED DURING EXCAVATION.

13. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR RELOCATING EXISTING

UTILITIES WITHIN THE NEW FOUNDATION LOCATIONS.

14. BASE EL. REPRESENTS THE BENCH MARK BY WHICH ACTUAL ELEVATIONS ARE

CALCULATED BY ADDING OR SUBTRACTING ELEVATIONS SHOWN ON THE SPECIFIC

LOCATION OF FOUNDATIONS.

C.I.P. FOUNDATION/WALL CONSTRUCTION TOLERANCE NOTE:

1. ALL C.I.P. CONSTRUCTION SHALL MEET REQUIRED TOLERANCES PER ACI 117, U.N.

2. ALL C.I.P. WALLS/FOUNDATIONS, WHICH WILL SUPPORT PRECAST MEMBERS ABOVE,

SHALL BE CONSTRUCTED TO MEET PRECAST CONCRETE TOLERANCE REQUIREMENTS

PER ACI 117 & PCI MANUAL 116, 120, 127.

X

X

PILE CAP MARK,

SEE SCHEDULE

PCx (E

.T .C

GBx (E

.T .B

ELEVATION TOP OF

GRADE BEAM (E.T.B.)

GRADE BEAM MARK PILE CAP

C.I.P. COLUMN ABOVE

ELEVATION TOP

OF PILE CAP

PILE, TYP.

PILE LEGEND

COMPRESSION/LATERAL PILE

TENSION PILE

SECTION B-B

18" DIA. AUGER-PLACED

GROUTED PILES

B

PILE CAP REINF.

(SEE PILE CAP SCHED.)

COL. DOWEL BAR TO

MATCH VERT. IN SIZE

& QUANTITY, TYP.

C.I.P. COLUMN, SEE SCHEDULE

ON S3.1 FOR ADD'L INFO.

18" DIA. A.C.I.P. PILE

X

COMPRESSION PILE

SECTION A-A

18" DIA. A.C.I.P. PILE

TENSION/LATERAL PILE

A A

CONTRACTOR TO FULLY

PERFORMANCE DESIGN.

EXTEND VERT. REINF. TO

PROJECT INTO PILE CAP

AS SHOWN, TYP.

#14 FULL LENGTH

CENTER BAR; Fy= 75 KSI

S E

E S

C H

E D

U

LE

T E

N S

IO

N

S P

LI

C

E

C

LA

S S

'B

4" 3"

NOTES:

1. REQUIRED GROUT STRENGTH OF 5000 PSI IS FOR A 28-DAY TEST.

COVER, TYP.

3" (MIN.) CLR

3" C

LR

FULL LENGTH #14 DYWIDAG THREADED

BAR W/ DOUBLE HEX NUT & WASHER

PLATE ANCHORAGE; GRADE 75 STEEL.

CONTRACTOR TO PROVIDE & LOCATE

PLATE ASSEMBLY AS REQUIRED TO

DEVELOP TENSILE STRENGTH OF BAR

SPLICE, TYP.

CLASS 'B'

FULL-LENGTH VERT. BAR

CAGE (SEE SECTION A-A)

EL. -75'-0"±

FROM EXISTING GRADE

E.T.C.

SEE PLAN

2' - 3" (MIN.)

(4) #4 TIES AT 4" O.C.,

TYP.

PILE CAP SCHEDULE (18" DIA. / 75FT LENGTH)

SIZE OF PILE CAP

(L x W x D)

PILE CAP

MARK

REMA…