ESBD_File_356083_061859-24-02-plans.pdf

Support Services Division / Facilities Planning & Management

COPYRIGHT 2021 TEXAS DEPTARTMENT OF TRANSPORTATION

6230 E. Stassney Lane, Austin, Texas 78744 c

VICINITY MAP

INDEX OF DRAWINGS

PROJECT:

Project Manager:

STRUCTURE:

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PROJECT NUMBER: 06-1859-24-02

SITE # 069600

BUILDING # 068017

DAVID CHAPA

806 543 1561

DAVID.CHAPA1@TXDOT.GOV

CRANE MNT SHED FOUNDATION REPAIR

A.M. Stone

Phone: (512) 416-2549 E-mail: Benjamin.Ramirez1@TxDOT.gov

Facilitiies Planning & Management Support Services Division, TxDOT 6230 E. Stassney Lane, Austin, Texas 78744

996 US HWY 385 NORTH, CRANE, TX

ARCHITECTURAL

A1.1 SITE LOCATION PHOTO

_GENERAL

G0.0 COVER SHEET

STRUCTURAL

DS2.01 STRUCTURAL DEMOLITION PLAN

S0.01 STRUCTURAL NOTES

S1.01 SUGGESTED JOINT PLAN

S1.02 FOUNDATION PLAN

S1.03 FOUNDATION DETAILS

BUILDING CODES :

INTERNATIONAL BUILDING CODE IBC - 2021 EDITION

PROJECT

LOCATION

WICHITA

FALLS

BEAUMONT

PARIS

ATLANTA

BRYAN

BROWNWOOD

AMARILLO

ABILENE

CHILDRESS

FORT

WORTH

CORPUS

CHRISTI

DALLAS

EL PASO

HOUSTON

LAREDO

LUBBOCK

LUFKIN

ODESSA

SAN

ANGELO

SAN

ANTONIO

YOAKUM

WACO

TYLER

PHARR

CRANE COUNTY, TX

SCOPE OF WORK:

WORK OF THE PROJECT CONSISTS OF REPAIRING AN EXISTING CONCRETE SLAB ON GRADE. THE CONTRACTOR SHALL REMOVE THE DAMAGED CONCRETE, FULL DEPTH OF SLAB AND THICKENED SLAB.

CONTRACTOR SHALL REPLACE THE CONCRETE TO MATCH EXISTING SLAB AND THICKENED SLAB DEPTH.

BUILDING SUMMARY :

EQUIPMENT SHED 4,375 SQ. FT.

1. WORK SHALL CONFORM TO THE CONSTRUCTION DOCUMENTS &

APPLICABLE BUILDING CODES (INCLUDING FEDERAL & STATE CODES,

ORDINANCES, REGULATIONS, ETC.) CONSTRUCTION DOCUMENTS INCLUDE

DRAWINGS & SPECIFICATIONS PLUS ANY ADDENDA TO THE

AFOREMENTIONED.

2. CONSTRUCTION DOCUMENTS ARE INTENDED TO INCLUDE ITEMS

NECESSARY TO CONVEY DESIGN INTENT OF THE WORK.

MANUFACTURERS' INSTRUCTIONS SHALL BE CONSIDERED AS PART OF THE

SPECIFICATIONS WHETHER INCLUDED OR NOT IN THE SPECIFICATION

MANUAL.

3. PERIODIC SITE VISITS BY OWNER'S REPRESENTATIVE SHALL NOT BE

CONSTRUED AS SUPERVISION OF MEANS, METHODS, TECHNIQUES,

SEQUENCES OR PROCEDURES FOR CONSTRUCTION, NOR IMPLY

RESPONSIBILITY FOR PROVIDING A SAFE PLACE FOR PERFORMANCE OF

WORK BY CONTRACTOR OR CONTRACTOR'S EMPLOYEES, OR EMPLOYEES

OF SUPPLIERS, OR FOR ACCESS, VISITS, USE, WORK, TRAVEL, OR

OCCUPANCY BY ANY PERSON.

4. CONTRACTOR IS RESPONSIBLE FOR CONTINUOUS SECURITY AT AFFECTED

OPENINGS FOR THE DURATION OF THE CONSTRUCTION CONTRACT.

COORDINATE SECURITY STATUS CHANGES W/ DISTRICT REPRESENTATIVE

PRIOR TO IMPLEMENTING CHANGES.

1. CONTRACTOR SHALL:

• VERIFY DIMENSIONS & FIELD CONDITIONS BEFORE PROCEEDING.

• NOTIFY TxDOT (OR OWNER) OF FIELD CONDITIONS REQUIRING

DEVIATIONS FROM CONSTRUCTION DOCUMENTS BEFORE THE

CONSTRUCTION OF ANY MODIFICATION.

• PROVIDE ADEQUATE BRACING & SHORING AS NECESSARY UNTIL

PERMANENT SUPPORTS & STIFFENERS ARE INSTALLED.

• IMMEDIATELY REPAIR OR REPLACE DAMAGED OR DEFECTIVE WORK

TO THE APPROVAL OF (AND AT NO ADDITIONAL COST TO) THE

OWNER

• NOTIFY OWNER AND/ OR TESTING AGENCY APPROPRIATE

INSPECTORS AT CRITICAL CONSTRUCTION MILESTONES IN ORDER

TO OBTAIN NECESSARY APPROVALS & INSPECTIONS PRIOR TO

COMMENCEMENT OF SUBSEQUENT WORK.

• TAKE REASONABLE PRECAUTIONS FOR THE SAFETY OF, AND

PROVIDE REASONABLE PROTECTION TO PREVENT DAMAGE,

INJURY OR LOSS TO:

a) EMPLOYEES & ALL OTHER AFFECTED PERSONS

b) ALL WORK, MATERIALS & EQUIPMENT

c) OTHER PROPERTY AT SITE OR ADJACENT THERETO.

• UPON COMPLETION OF THE WORK, REMOVE MATERIALS, TOOLS &

EQUIPMENT AND LEAVE SITE IN A CONDITION ACCEPTABLE TO

OWNER.

GENERAL NOTE

1. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO OBTAIN ALL

CONTRACT DOCUMENTS AND ADDENDA AND TO SUBMIT SUCH

DOCUMENTS TO ALL SUBCONTRACTORS AND MATERIAL SUPPLIERS PRIOR

TO THE SUBMITTAL OF SHOP DRAWINGS, FABRICATION OF ANY

STRUCTURAL MEMBERS, AND CONSTRUCTION.

2. THE GENERAL CONTRACTOR SHALL COMPARE THE ARCHITECTURAL,

STRUCTURAL AND OTHER SERIES DRAWINGS AND REPORT ANY

DISCREPANCIES BETWEEN EACH SET OF DRAWINGS AND WITHIN EACH SET

OF DRAWINGS PRIOR TO FABRICATION AND INSTALLATION.

3. THE DETAILS DESIGNATED AS "TYPICAL DETAILS" APPLY GENERALLY TO

THE DRAWINGS IN ALL AREAS WHERE CONDITIONS ARE SIMILAR TO THOSE

DESCRIBED IN THE DETAILS.

X-EXISTING

X 1.01 EXISTING FOUNDATION PLAN

X 1.02 EXISTING EMBED LAYOUT

X 1.03 EXISTING PEMB FRAME

X 1.05 EXISTING PEMB END WALLS

03/22/2024

THIS DRAWING CREATED FOR PRODUCTION ON 22"x34" SHEET SIZE. DO NOT SCALE PRINTS.

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SITE LOCATION PHOTO

CHECKED BY: BR / SM

SITE PLAN

PROJECT

LOCATION

NOTES:

1. CONTRACTOR SHALL LOCATE UNDERGROUND UTILITIES BEFORE FINALIZING LOCATON OF EQUIPMENT SHED.

A B C D E G

TYP

3' - 0" 22' - 1 1/2" 25' - 0" 25' - 0" 25' - 0" 4" 24' - 4"

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F

EDGE OF EXISTING

FOUNDATION

FOOTING REPAIR, OUTSIDE

CORNER

EXISTING PEMB ANCHOR

BOLTS, TYP

CONTRACTOR SHALL SAWCUT 1" DEEP

AROUND EDGES OF REPAIR TO REDUCE

CHIPPING.

SALVAGE REBAR TO SPLICE WITH NEW.

THIS DRAWING CREATED FOR PRODUCTION ON 22"x34" SHEET SIZE. DO NOT SCALE PRINTS.

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STRUCTURAL DEMOLITION PLAN

CHECKED BY: BR

PLAN NOTES

1. THE CONTRACTOR MAY DEMOLISH THE ENTIRE AREA SHOWN OR USED

PHASED CONSTRUCTION METHODS.

2. THE PLAN ROUGHLY SHOWS THE EXTENTS OF THE EXISTING

FOUNDATION TO BE REPLACED.

SCALE: 3/16" = 1'-0"

DEMO FOUNDATION PLAN

STRUCTURAL NOTES

COORDINATION

1. The design and provision of all temporary supports such as guys, braces, falsework, supports and anchors for safety lines, cribbing, or any other temporary elements required for the execution of the contract are not included in these drawings and shall be the responsibility of the Contractor. Temporary supports shall not result in the overstress or damage of the elements to be braced nor any elements used as brace supports.

2. The Contract Structural Drawings and Specifications represent the finished structure, and except where specifically shown, do not indicate the means or methods of construction. The Contractor shall supervise and direct the Work and shall be solely responsible for all construction means, methods, procedures, techniques and sequences.

3. The Engineer 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, Subcontractors, or any other person performing any of the Work, or for the failure of any of these persons to carry out the Work in accordance with the Contract Documents.

CODES

1. Building Code: International Building Code, 2021 Edition.

2. Structural Concrete: Building Code Requirements for Reinforced Concrete, American Concrete Institute, ACI 318-19 Edition.

3. Structural Steel: AISC 360-16

4. Light Gauge Steel: Specification for the Design of Cold Formed Steel Structural Members, American Iron and Steel Institute, S100-16 Edition.

DESIGN LOADS

DESIGN SHALL BE BASED ON RISK CATEGORY II

1. Live Loads

Roof 20 psf

2. Wind Lateral Load on Structural Frame:

a. Base Wind Speed 110 mph ASCE 7-16

b. Exposure C

c. Importance Factor 1.0

d. Internal Pressure Coefficient 0.55 (Partially enclosed), WITH SIDES

3. Dead Loads include the self weight of the structural elements.

MECHANICAL ALLOWANCE 8PSF

4. Seismic Design

Site Class D, default Ss 0.093 S1 0.039 Seismic Design Category A

5. Ice 1.5in

6. Snow 10psf, ground snow load

7. Rain

15 Min interval 7.81 in/hr 60 Min interval 3.4 in./hr

8. Geotechnical data based on publicly available information.Design PI=54

DRILLED PIERS

1. Pier design is based on an allowable loading of 2,000 psf in end bearing.

2. Piers not specifically located on the plan shall be located on centerline of column row.

3. Reinforcing cage shall be held securely away from earth at sides and bottom by sets of 3 spacers at a maximum spacing of 8_ft. along the length of the cage and 1'-0" from the bottom.

4. Pier reinforcing and concrete shall be placed immediately after drilling operations are complete; in no case shall a pier be drilled that cannot be poured by the end of the workday.

5. See plans for pier sizes, reinforcing and depth.

6. The contractor shall verify depths of piers before pier steel is cut. Pier steel may be delivered to the jobsite in standard lengths and cut as required. Provide 64 bar diameter laps in all vertical pier reinforcing.

7. Reinforcing steel shop drawings shall include placing drawings for templates to set dowels in piers.

8. Top of pier shall be of the specified diameter. Form top of pier if required to maintain the specified diameter. Any concrete extending beyond the specified diameter shall be removed.

9. The contractor shall make and maintain accurate records of the drilled pier depths, bearing stratum, depth of penetration into bearing stratum, diameter and location (including off center eccentricities), and shall submit this information to the Engineer.

10. Temporary steel casing may be required during pier drilling operations. Prior to the placement of concrete, any seepage water shall be removed from the pier holes.

Special construction procedures in accordance with ACI 336.1-89 and ACI 336.3R-89 and specifications shall be followed during extraction of the casing and during concrete placement.

CAST IN PLACE CONCRETE

1. Cast in place concrete shall meet the following requirements:

28 Day Aggregate Class Strength Type Size Slump Use

A 3000 psi C 1MAX” 3”-5” Drilled Piers

2. Fly ash shall not be used in architecturally exposed concrete.

3. Provide 5 percent plus or minus 1 1/2 percent of entrained air in concrete permanently exposed to the weather and elsewhere at the contractor's option.

4. Concrete pours in excess of 5000 square feet or 100 linear feet shall be approved by the TxDOT representative prior to each pour.

5. Submittal: Submit proposed mix designs in accordance with ACI 301, chapter 3.9.

Each proposed mix design shall be accompanied by a record of past performance based on at least 30 consecutive strength tests, or by three laboratory trial mixtures with confirmation tests.

6. Testing and Laboratory Services: Two cylinder compression test sets for each 20 cubic yards of concrete at seven (7) days and twenty-eight (28) days. Contractor to provide cylinders, and tests shall be performed by third party independent testing and inspection company. Contractor shall perform a slump cone test for each 20 cubic yards of concrete in the presence of TxDOT personnel.

CONCRETE REINFORCING

1. Reinforcing steel shall be deformed new billet steel bars in accordance with ASTM A615 Grade 60.

2. Detailing of reinforcing steel shall conform to the American Concrete Institute Detailing Manual.

3. All hooks and bends in reinforcing bars shall conform to ACI detailing standards unless shown otherwise.

4. Welding of reinforcing steel will not be permitted.

5. Heat shall not be used in the fabrication or installation of reinforcement.

6. Reinforcing steel clear cover shall be as follows (unless noted otherwise):

Drilled Piers 2" top, 3" bottom, 3" side (placed against earth)

7. Submittal: Submit shop drawings for fabrication, bending, and placement of concrete reinforcement. Comply with ACI 315 "Details and Detailing of Concrete Reinforcement". Do not reproduce the Contract Drawings for use as shop drawings.

PRE-ENGINEERED METAL BUILDINGS

1. Required material finishes:

a. Frame (colunms, girts, purlind, baseplates) Galvanized

b. Siding Galvalume

c. Roof Galvalume

d. Trim Galvalume

e. Gutters & Downspouts Galvalume

2. All Structural Steel used for Pre-Engineered Building Components shall be designed, fabricated, and erected in conformance with the latest standards of the AISC. The design and fabrication of Light Gage Steel members shall comply with the AISI, latest edition.

3. The design for all Pre-Engineered Building members and components (including anchor bolt sizes, locations and projection lengths) shall be the responsibility of the Pre-Engineered Building manufacturer. The design shall be carried out under the direction of a Professional Engineer registered in the state of Texas.

4. The design of all Pre-Engineered Building Components shall be based on the loads indicated in the "Design Loads" section of the Structural Notes. Deflections of the Pre-Engineered Building Structure under loading shall not exceed the following:

a. Rigid Frames and Columns - Drift L/180 Lateral

b. Wall Girts and Eave Struts L/180 Lateral

c. Rigid Frames and Roof Purlins L/180 Vertical

5. Bases of columns shall be designed as pinned supports.

6. All building components shall be compatible with the contract documents. Any requests for modifications shall be submitted to the Architect during the bidding process.

7. Field welded connections for light gauge members shall not be permitted without specific written approval of the Architect.

8. Lateral stability of the building frame shall be provided in the structural framing.

Walls and other building components shall not be used to resist lateral loads unless noted otherwise.

9. Shop drawings shall be prepared for all structural items and submitted for review.

Contract Drawings shall not be reproduced and used as shop drawings. Any items deviating from the Contract Drawings or from previously submitted shop drawings shall be so noted. Shop drawings shall be sealed and signed by a Professional Engineer registered in the State of Texas.

10. Anchorage shall be tightened to a snug tight condition, per AISC specification for structural joints unless noted otherwise.

11. Total anchorage length shall include an additional 1/2" of projection to allow for grout pad.

THIS DRAWING CREATED FOR PRODUCTION ON 22"x34" SHEET SIZE. DO NOT SCALE PRINTS.

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STRUCTURAL NOTES

CHECKED BY: BR

Density Control. Compact to at least 95% of the maximum dry density determined by Tex-113-E, unless otherwise shown on the plans. Maintain moisture during compaction within ±2 percentage points of the optimum moisture content as determined by Tex-113-E. Measure the moisture content of the material in accordance with Tex-115-E or Tex-103-E during compaction daily and report the results the same day to the Engineer, unless otherwise shown on the plans or directed. Do not achieve density by drying the material after compaction. Remove small areas of the layer to allow for density tests as required. Replace the removed material and recompact at no additional expense to the Department.

A B C D E G

F

TYP

3' - 0" 22' - 1 1/2" 25' - 0" 25' - 0" 25' - 0" 4" 24' - 4"

/2

EDGE OF EXISTING

FOUNDATION

FOOTING REPAIR, OUTSIDE

CORNER

EXISTING PEMB ANCHOR

BOLTS, TYP

KEYED CONSTRUCTION

JOINT TYPICAL BETWEEN

NEW CONCRETE

CONTROL JOINT WITH SEALANT AROUND EDGES

CAREFULLY SALVAGE

REINFORCEMENT AT THIS

CORNER TO REDUCE FUTURE

CRACKING.

THIS DRAWING CREATED FOR PRODUCTION ON 22"x34" SHEET SIZE. DO NOT SCALE PRINTS.

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SUGGESTED JOINT PLAN

CHECKED BY: BR

SCALE: 3/16" = 1'-0"

SUGGESTED CONST JOINT PLAN

A B C D E G

F

TYP

3' - 0" 22' - 1 1/2" 25' - 0" 25' - 0" 25' - 0" 4" 24' - 4"

/2

EDGE OF EXISTING

FOUNDATION

FOOTING REPAIR, OUTSIDE

CORNER

EXISTING PEMB ANCHOR

BOLTS, TYP

CAREFULLY SALVAGE

REINFORCEMENT AT THIS

CORNER TO REDUCE FUTURE

CRACKING.

S1.03

S1.03

S1.03

S1.03

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TYP, JOINTS BETWEEN NEW CONCRETE

TYP, JOINTS AT

EXISTING CONCRETE

THIS DRAWING CREATED FOR PRODUCTION ON 22"x34" SHEET SIZE. DO NOT SCALE PRINTS.

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FOUNDATION PLAN

CHECKED BY: BH

SCALE: 3/16" = 1'-0"

FINAL FOUNDATION PLAN

EXISTING BACKFILL.

VAPOR RETARDER

TO MATCH EXISTING

WHERE PRESENT

(10MIL MIN.) LAP 6"

WITH EXISTING ALL

SIDES.

EXISTING SLAB

TO REMAIN.

NEW SLAB

6" 2" RE: PLAN 2" 6"

WHEN DEMOLISHING EXISTING

SLAB, LEAVE 18" OF EXISTING

REINFORCEMENT TO LAP WITH

NEW REINFORCEMENT.

ALTERNATELY USE DOWELS.

#4 AT 12" OC EPOXIED INTO

EXISTING SLAB WITH HILTI

HY-200 OR APPROVED EQUAL

#4 @ 16INCHES

EA WAY

RECOMPACT

EXISTING BACKFILL.

CONTROL JT

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#3 VERTICAL

CLOSED

STIRRUPS AT

12" O.C.

VAPOR

BARRIER

GRID

1" NON SHRINKING

GROUT

F. F.

ELEV.

0'-0"

TIN LIP

ANCHOR BOLTS TYPES AND GROUT

THICKNESS BY BUILDING FABRICATOR.

ANCHOR BOLTS SHALL HAVE MIN. 1'-6"

EMBEDMENT.

#5 @12IN ON CENTER EACH WAY,

BOTTOM

HAIRPIN AT ANCHOR BOLTS

#5 @ 12 IN SKIN REINF.

PLACE ON VERTICAL

FACES WITHOUT GRADE

BEAMS

TYPICAL SLAB STEEL

#5 LBARS W/ 2'0" LEGS AT ALL

HORIZONTAL CORNERS

VARIES

(SEE PLAN SHEET

1/A2.1)

F.F. ELEV =

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T

IN

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SLAB REINFORCEMENT

SEE PLAN

SEE CHART

THICKENED BM. REINF. LAP WITH

EXISTING. CONTINUOUS #4

EXISTING FILL

MOISTURE BARRIER.

MATCH EXISTING IF

PRESENT

1.5" DEEP SAW CUT

OR PREFORMED

PLASTIC STRIP. FILL

WITH SEALANT.

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GRID

F. F.

ELEV.

0'-0"

RE-FORM TIN LIP

EXISTING PEMB COMPONENTS

EXISTING STEEL

EXISTING STEEL. LEAVE

12INCHES DURING DEMO TO

LAP WITH NEW

REINFORCEMENT (TYP)

NEW #5 L BARS AT 8" OC. LAP WITH

EXISTING STEEL. IF EXISTING STEEL

CANNOT BE LAPPED 6INCHES

MINIMUM, EXPOXY IN #5 AT 8" ON

CENTER ALONG BOTH FACES AND

INSTALL L BARS

REMOVE LOOSE CONCRETE

EXISTING EMBEDDED REINFORCEMENT

TO REMAIN

WIRE BRUSH BY HAND ALL EXPOSED

STEEL.

BUSH HAMMER CONCRETE SURFACE

TO 1/4" AMPLITUDE

COAT EXPOSED STEEL WITH RUST

INHIBITING PRIMER

COAT CONCRETE SURFACE WITH

BONDING AGENT

LAP NEW REINFORCEMENT WITH

EXISTING REINFORCEMENT

2- NEW #5 L BARS AT 3INCH

SPACING AT TOP. LAP WITH

EXISTING STEEL.

NOTE: CONTRACTOR TO SAW-CUT A CONTROL

JOINT ON THE CONCRETE SLAB BEFORE INITIAL

CONCRETE SET-UP IS COMPLETED AND NO

LATER THAN SIX HOURS AFTER INITIAL SET-UP

HAS BEGUN. JOINTS AT 15FT MAX SPACING ON

CENTER EACH WAY.

1.5" SAW CUT OR

PREFORMED PLASTIC

STRIP. FILL WITH

SEALANT.

3-#3X6'0" LONG AT EACH RE-ENTRANT

CORNER. 2" OF COVER FROM EDGE AND

2" SPACING. MAY BE PLACED ABOVE OR

BELOW TOP MAT

RE-ENTRANT CORNER

DETAIL

THIS DRAWING CREATED FOR PRODUCTION ON 22"x34" SHEET SIZE. DO NOT SCALE PRINTS.

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N E

T

X

P R

O J E

C T

N O

-1

-2

-0

DRAWN BY: JR

ISSUED: 1/13/2021

O D

E S

S A

C R

A N

E C

O U

N T

Y

FOUNDATION DETAILS

CHECKED BY: BR

SCALE: 1" = 1'-0"

SLAB REPAIR DETAIL

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

FOOTING SECTION

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

INTERIOR THICKENED BEAM

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

FOOTING REPAIR SECTION

SCALE: NTS

CONTROL JOINT

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

RE-ENTRANT CORNER DETAIL