ESBD_511005_1779832805569_Bastrop County Development Service_IFP_STRUCTURAL_DRAWINGS_ADD#1.pdf

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CLIENT

ARCHITECT

REGISTRATION

DRAWING HISTORY

PROJECT NAME

PROJECT LOCATION

PROJECT NUMBER

www.pgal.com

Austin, TX 78704 D100 3601 S Congress Ave PGAL, Inc.

T 512 236 1005

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PROJECT #: 25-114-00

804 Pecan Street, Bastrop, TX 78602

T 512-581-7100

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3D VIEW AND SHEET

LIST

BASTROP

COUNTY

DEVELOPMENT

SERVICE OFFICE

200 JACKSON ST,

BASTROP, TX 78602

1008375

BASTROP COUNTY

3D - Presentation View

SHEET LIST (WITH REVISIONS)

SHEET

NUMBER SHEET NAME REVISION DATE

S0.01 3D VIEW AND SHEET LIST

S1.01 GENERAL STRUCTURAL CRITERIA

S2.01A FOUNDATION PLAN

S2.02A LOW ROOF FRAMING PLAN

S2.03A HIGH ROOF FRAMING PLAN

S3.01 FOOTING & PLINTH SCHEDULE & DETAILS

S3.02 GRADE BEAM SCHEDULE AND DETAILS

S4.01 TYPICAL FOUNDATION DETAILS (PEMB)

S4.02 FOUNDATION DETAILS (PEMB)

S8.01 BRACE ELEVATIONS & DETAILS

S9.01 FULL HEIGHT SECTIONS

S9.02 FULL HEIGHT SECTIONS

No. DATE DESCRIPTION

2025/09/12 ISSUE FOR PERMIT

1. INTERNATIONAL BUILDING CODE, 2018 EDITION.

2. AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE); MINIMUM DESIGN LOADS FOR

BUILDINGS AND OTHER STRUCTURES, ASCE 7-16, AS AMENDED.

3. AMERICAN CONCRETE INSTITUTE (ACI), BUILDING CODE REQUIREMENTS FOR

REINFORCED CONCRETE, ACI 318-14, AS AMENDED.

4. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), MANUAL OF STEEL

CONSTRUCTION, 15TH EDITION (ASD), 2017, AS AMENDED.

5. AMERICAN WELDING SOCIETY (AWS).

6. STEEL DECK INSTITUTE (SDI), DESIGN MANUAL FOR COMPOSITE DECKS, FORM

DECKS, ROOF DECKS, AND CELLULAR METAL FLOOR DECK WITH ELECTRICAL

DISTRIBUTION.

7. AMERICAN IRON AND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THE DESIGN OF

COLD FORMED STEEL STRUCTURAL MEMBERS", LATEST EDITION.

SUPERIMPOSED LOADS ARE GIVEN IN POUNDS PER SQUARE FOOT (PSF).

BUILDING AREA

C. GRAVITY LOADS:

LIVE LOAD

(PSF)

DEAD LOAD

(PSF)

B. BUILDING CODES AND DESIGN STANDARDS:

THE STRUCTURE AS SHOWN HAS BEEN DESIGNED IN ACCORDANCE WITH THE

BUILDING CODE REQUIREMENTS AND DESIGN STANDARDS TO SUPPORT THE FINAL

BUILDING SERVICE LOADS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR

PROVIDING ADDITIONAL SUPPORTS FOR THE STRUCTURE IF NECESSITATED BY THE

CONSTRUCTION SEQUENCE OR METHODS OF FABRICATION, HANDLING, ERECTION,

AND OTHER CONSTRUCTION OPERATIONS.

A. DESIGN CONCEPT:

1. STRUCTURAL CONCEPT, STANDARDS AND LOADS

D. LATERAL DESIGN LOADS:

1. SLAB ON GRADE

6. ROOF

7. MECHANICAL AREAS 10 150(**)

F. GROUND SNOW LOADS: 5 PSF

G: SPECIAL LOADS:

1. STAIR TREADS, RAILING AND GUARDRAILS:

ITEM REQUIRED CAPACITY

TREADS

TOP RAILS

OTHER RAILS, FILLERS &

CONNECTIONS

HAND RAILS

300 POUNDS AT CENTER

50 PLF HORIZONTALLY (DISTRIBUTED)

50 PSF HORIZONTALLY (DISTRIBUTED)

200 POUNDS ANY DIRECTION

E. SEISMIC CRITERIA:

1. IMPORTANCE FACTOR: .....................................................................................1.00

2. RISK CATEGORY: ................................................................................................II

3. MAPPED SPECTRAL RESPONSE ACCELERATIONS:

a. Ss: ............................................................................................................0.058

b. S1: ............................................................................................................0.034

4. SITE CLASS: .........................................................................................................D

5. SPECTRAL RESPONSE COEFFICIENTS:

a. SDS: ........................................................................................................ 0.061

b. SD1: ........................................................................................................ 0.054

6. SEISMIC DESIGN CATEGORY: ......................................................................... A

7. BASIC SEISMIC FORCE-RESISTING SYSTEM: STRUCTURAL STEEL SYSTEMS NOT

SPECIFICALLY DESIGNED FOR SEISMIC RESISTANCE

8. DESIGN BASE SHEAR: ...................................................................................... 0.02W

9. SEISMIC RESPONSE COEF. (Cs): .....................................................................0.02

10. RESPONSE MODIFICATION FACTOR (R): ..................................................... 3.00

11. ANALYSIS PROCEDURE USED: ....................................EQUIVALENT LATERAL

FORCE PROCEDURE

*INCLUDES AN ALLOWANCE OF 15 PSF FOR PARTITION WEIGHT

**EQUIPMENT WEIGHT IF LARGER

H: ROOF RAIN LOAD DATA:

15-MIN RAIN INTENSITY, i = 9.16 IN/HR 60-MIN RAIN INTENSITY, i = 4.29 IN/HR

1. WIND LOADS FOR AN BASIC DESIGN WIND SPEED OF 110 MPH (ASD WIND

SPEED OF 85.2 MPH), 3-SECOND GUST, WITH EXPOSURE C AND A RISK

CATEGORY II (ASCE 7-16 METHOD)

2. COMPONENTS AND CLADDING PRESSURES (PSF) FOR "ENCLOSED"

BUILDINGS:

a. RE: IBC 2018 FOR ADDITIONAL DESCRIPTION OF PRESSURE ZONES.

b. POSITIVE PRESSURES ARE PRESSURES ACTING TOWARD THE BUILDING.

c. NEGATIVE PRESSURES ARE PRESSURES ACTING AWAY FROM THE BUILDING.

d. VALUES ABOVE ARE FOR BASIC DESIGN WIND PRESSURES. THE ASD FACTOR 0.6.

e. ZONE WIDTH DIMENSIONS:

a = 5'-6" (WALLS & ROOF)

10 FT2 -34.5

ROOF

2e

2e

2e 2e

1 1

5 5 a a a a

WALL

ZONE 1

100 FT2

+20.5

-27.5 +16.0

-46.2

ZONE 2e

+20.5

-33.7 +16.0

-60.2

ZONE 2r

+20.5

-40.5 +16.0

-46.2

ZONE 3

+20.5

-33.7 +16.0

10 FT2 -29.9

WALLS

ZONE 4

100 FT2

+27.5

-25.8 +23.4

-36.9

ZONE 5

+27.5

-28.6 +23.4

ROOF

2r

2r2r a a a a

2r a a

A. CONSTRUCTION METHODS, PROCEDURES AND SEQUENCES ARE THE RESPONSIBILITY

OF THE CONTRACTOR AND THE CONTRACTOR SHALL TAKE ALL THE NECESSARY MEANS

TO MAINTAIN AND PROTECT THE STRUCTURAL INTEGRITY OF ALL CONSTRUCTION AT ALL

STAGES.

B. THESE NOTES APPLY TO STRUCTURAL DOCUMENTS SEALED BY THE STRUCTURAL

ENGINEER AND ARE INTENDED TO BE COMPLEMENTARY TO AND USED IN CONJUNCTION

WITH THE PLANS AND SPECIFICATIONS, INCLUDING THOSE PREPARED BY OTHER

DISCIPLINES. CONTRACTOR SHALL REPORT ANY DISCREPANCIES TO THE

ARCHITECT/STRUCTURAL ENGINEER IMMEDIATELY. ANY SUCH DISCREPANCIES SHALL BE

RESOLVED TO THE MORE STRINGENT REQUIREMENTS, UNLESS OTHERWISE AUTHORIZED

BY THE STRUCTURAL ENGINEER.

C. ANY DISCREPANCIES ON THE STRUCTURAL DOCUMENTS SHALL BE IMMEDIATELY

BROUGHT TO THE ATTENTION OF THE ARCHITECT/STRUCTURAL ENGINEER PRIOR TO

SUBMISSION OF BIDS OR PROPOSALS, OR IF NOT REASONABLE DISCERNABLE DURING

PREPARATION OF BIDS AND PROPOSALS, BEFORE COMMENCING THE WORK IN

QUESTIONS. NO FIELD CHANGES OR DIVIATIONS FROM THE DESIGN ARE TO BE MADE

WITHOUT PRIOR WRITTEN APPROVAL OF THE ARCHITECT AND/OR STRUCTURAL

ENGINEER. NO CHANGE ORDER CONSIDERATION WILL BE GIVEN TO CHANGES FOR WHICH

THE ARCHITECT AND/OR ENGINEER WERE NOT CONTACTED PRIOR TO CONSTRUCTION OF

THE AFFECTED ITEM.

D. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONSTRUCTION, INCLUDING

EXISTING WORK, PRIOR TO COMMENCING WORK. ANY DISCREPANCIES SHALL BE REPORT

IMMEDIATELY TO THE ARCHITECT/STRUCTURAL ENGINEER.

E. ALL PROPOSED SUBSTITUTIONS MUST BE EQUAL OR BETTER AND SHALL BE REVIEWED

BY THE ARCHITECT/ENGINEER PRIOR TO ANY PERTINENT WORK AND PRIOR TO THE

AWARD OF THE CONTRACT.

F. NOT ALL OPENINGS AND OTHER COMPONENTS THAT ARE REQUIRED HAVE BEEN

SHOWN IN THE STRUCTURAL DRAWINGS. COORDINATE WITH THE ARCHITECTURAL,

MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS AND VERIFY THE LOCATIONS AND

SIZES OF ALL CHASES, INSERTS, OPENINGS, SLEEVES, FINISHES, DEPRESSIONS, PADS

AND OTHER PROJECT REQUIREMENTS. FLOOR PLAN WILL BE FURNISHED FOR THAT

PURPOSE.

G. THE CONTRACTOR IS RESPONSIBLE FOR REVIEWING THE MECHANICAL, ELECTRICAL,

PLUMBING AND ARCHITECTURAL DRAWINGS TO DETERMINE WHERE OPENINGS ARE

REQUIRED IN REINFORCED CONCRETE BEAMS, SLABS AND WALLS.

H. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, DETAILING ALL THE OPENINGS,

INCLUDING ADDED REINFORCEMENT AS SHOWN ON THE TYPICAL WALL, SLAB AND BEAM

OPENING DETAILS FOR REVIEW.

I. ADDITIONAL REINFORCEMENT ABOVE THAT SHOWN IN THE TYPICAL SLAB AND BEAM

OPENING DETAILS MAY BE REQUIRED AND WILL BE REVIEWED ON THE SHOP DRAWINGS.

J. USE THE MANUFACTURER'S CERTIFIED DRAWINGS AND SPECIFICATIONS FOR THE

EQUIPMENT ANCHORAGE AND DETAILS.

K. ALL CONSTRUCTION JOINTS SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE

INCORPORATED INTO THE STRUCTURE. ADDITIONAL CONSTRUCTION JOINTS TO

FACILITATE CONSTRUCTION SHALL BE LOCATED AND DETAILED ON THE SHOP DRAWINGS

FOR REVIEW.

L. HORIZONTAL CONSTRUCTION JOINTS SHALL NOT BE PERMITTED IN BEAMS UNLESS

SHOWN ON THE STRUCTURAL DRAWINGS.

M. ALL CONSTRUCTION AND CONTROL JOINTS FOR BEAMS WHICH ARE EXPOSED TO VIEW

ARE TO BE LOCATED TO COINCIDE WITH THE ARCHITECTURAL RUSTICATION JOINTS AS

SHOWN ON THE BUILDING ELEVATION SHEETS OR AS REVIEWED IN WRITING.

N. SHOP DRAWINGS

2. GENERAL NOTES FOR CONSTRUCTION

1. THE TERM "SHOP DRAWINGS" INCLUDES FABRICATION, MANUFACTURING,

ERECTION AND SETTING DRAWINGS, BROCHURES, CERTIFICATES, AND

PRODUCT DATA DESCRIBING MATERIALS AND EQUIPMENT. SHOP DRAWINGS

SHALL INCLUDE ALL PERTINENT INFORMATION REQUIRED FOR THE ENGINEER

TO FULLY EVALUATE THE MATERIALS BEING REPRESENTED BY THE SUBMITTAL

INCLUDING THE PHYSICAL PROPERTIES, DIMENSIONS, LOCATIONS AND

METHOD OF INSTALLATION.

2. SHOP DRAWINGS WILL BEAR THE REVIEW STAMP OF THE CONTRACTOR

INDICATING THAT HE HAS REVIEWED THE DRAWINGS FOR CONFORMANCE

WITH THE CONTRACT DOCUMENTS; COORDINATED ITEMS INCLUDED IN THE

SUBMITTAL WITH RELATED ITEMS; AND VERIFIED AND COORDINATED

DIMENSIONS.

3. REPRODUCTIONS OF THE ENGINEERING DRAWINGS WILL NOT BE

ACCEPTABLE AS SHOP DRAWINGS.

4. ANY SHOP DRAWING NOT CONFORMING TO THESE REQUIREMENTS WILL BE

CAUSE FOR REJECTION AND WILL BE RETURNED WITHOUT ANY FURTHER

ACTION.

5. STRUCTURAL SUBMITTALS REQUIRED FOR APPROVAL INCLUDE, BUT ARE

NOT LIMITED TO:

CONCRETE ACCESSORIES (MANUFACTURERS PRODUCT DATA)

STEEL REINFORCING

CONCRETE MIX DESIGN

CONTROL JOINT LAYOUT

CONCRETE MATERIAL CERTIFICATES

STRUCTURAL STEEL FRAMING

STRUCTURAL STEEL CONNECTION CALCULATIONS

STEEL ROOF DECK

COLD FORMED METAL FRAMING

COLD FORMED METAL FRAMING CALCULATIONS

MISC. STEEL FABRICATIONS

6. DELEGATED STRUCTURAL DESIGN OF COMPONENTS:

A. SEE APPLICABLE SECTIONS OF GENERAL NOTES FOR THE

APPROPRIATE DESIGN RESPONSIBILITIES OF THE SUPPLIER AND IT'S

LICENSED ENGINEER

7. DEFERRED SUBMITTALS INCLUDE, BUT NOT LIMITED TO:

• PRE-ENGINEERED METAL BUILDING

• STRUCTURAL STEEL CONNECTIONS

• COLD FORM METAL FRAMING

• CURTAIN WALL SYSTEMS AND STOREFRONT SYSTEMS

• PREFABRICATED STAIR UNITS

• GAURDRAILS AND HANDRAILS

O. GENERAL FRAMING NOTES:

1. FOR ALL MISCELLANEOUS STEEL SHOWN ON ARCHITECTURAL AND NOT SHOWN

ON STRUCTURAL DRAWINGS, ASSUME THE FOLLOWING AS A MINIMUM AND

CONFIRM FINAL ASSUMPTIONS WITH STRUCTURAL ENGINEER:

• EQUAL LEG ANGLES = L4X4X5/16

• LLV ANGLES = L6X4X5/16

• CHANNELS = C8X11.5

• HSS TUBES =HSS6X6X3/8

• LSV TUBE = HSS12X8X1/2

• ROUND TUBE = 6" STD PIPE

• WIDE FLANGE = W14X22

• STEEL PLATE = 3/8" THICK

2. FOR ALL FOLDING PARTITIONS WHERE HANGING STEEL TO SUPPORT HEADER

TRACK IS NOT SHOWN ON STRUCTURAL DRAWINGS PROVIDE C6x8.2 VERTICAL

HANGERS WITH L4x4x1/4 KICKERS AT 4’-0” AND CONTINUOUS WT6X20 ALONG THE

BOTTOM. HANGERS SHALL BE SPACED AT 2’-0” ON CENTER AT STACKED ENDS OF

PARTITION.

3. MECHANICAL EQUIPMENT AND LOCKERS SHALL RECEIVE A HOUSEKEEPING PAD

AS INDICATED IN MEP OR ARCHITECTURAL DRAWINGS AND PER MANUFACTURER'S

RECOMMENDATIONS.

4. FOR ALL DUMPSTER ENCLOSURES, SCREEN WALLS, AND OTHER MASONRY

FENCES NOT SHOWN ON STRUCTURAL DRAWINGS ASSUME 8’-0” TALL MASONRY

WALL WITH VENEER ON ONE SIDE SUPPORTED BY CONTINUOUS ‘TYPE GB1’ GRADE

BEAM ON 18" DIAMETER DRILLED PIERS SPACED AT 15’-0” MAXIMUM. STRUCTURAL

MASONRY WALL SHALL BE 8” CMU WITH #6 VERTICAL BARS SPACED AT 24” ON

CENTER IN FULLY GROUTED CELLS.

4. EXCAVATION, BACKFILLING & FOUNDATIONS

A. A GEOTECHNICAL EXPLORATION OF SUBSURFACE CONDITIONS, CONTAINING TEST

BORINGS, LABORATORY TEST, ENGINEERING ANALYSIS AND FOUNDATION

RECOMMENDATIONS, PERFORMED BY UES PROFESSIONAL SOLUTIONS 63. LLC.

DATED FEBRUARY 10TH, 2025 REPORT NO. 24-1433 IS AVAILABLE FOR REVIEW.

B. MAINTAIN PROPER SITE DRAINAGE DURING CONSTRUCTION SO

THAT PONDING OF WATER DOES NOT OCCUR IN THE BUILDING AREA.

C. SUB-GRADE PREPARATION .

1. PERFORM DEMOLITION OF EXISTING STRUCTURES AS REQUIRED BY THE GEOTECHNICAL

REPORT. THE ENTIRE VOLUME OF THE EXCAVATIONS CREATED BY DEMOLITION AND REMOVAL

OF EXISTING STRUCTURES SHOULD BE BACKFILLED WITH ENGINEERED (SELECT) FILL THAT IS

PROPERLY PLACED AND COMPACTED.

2. EXCAVATE EXISTING SOILS AS REQUIRED TO REMOVE ALL EXISTING VEGETATION, ROOTS

AND DELETERIOUS MATERIALS FROM THE PROPOSED BUILDING AREA, AND AS REQUIRED BY

GEOTECHNICAL REPORT. THE CLEARING SHOULD EXTEND BEYOND THE BUILDING EDGES.

ONCE ROUGH GRADE IS ESTABLISHED, THE EXPOSED SURFACE SHOULD BE PROOF-ROLLED.

ANY SOFT POCKETS OF SOFT OR WEAK SOILS ENCOUNTERED SHOULD BE REMOVED. BUILD

BUILDING PAD AS REQUIRED BY GEOTECHNICAL REPORT.

3. BUILDING PAD UNDER SLAB ON GRADE SHALL BE PREPARED TO PROVIDE AN OWNER

APPROVED PVR OF 1" OR LESS BASED ON RECOMMENDATIONS IN THE PROJECT

GEOTECHNICAL REPORT.

D. FOUNDATIONS HAVE BEEN DESIGNED FOR ALLOWABLE PRESSURE OF 5,000 PSF.

E. REFER TO THE GEOTECHNICAL EXPLORATION FOR ADDITIONAL INFORMATION.

BAR SIZE

GRADE 60

#8 #9

#10 #11

#7

#4 #5

#3

#6

3000/3500 50004000 40003000/3500 5000 6000

Ld FOR TOP BARS

28 DAY CYLINDER

CONCRETE STRENGTH (PSI)

Ld FOR BOTTOM BARS

NORMAL WEIGHT

2. SLAB-ON-GRADE

3. GRADE BEAMS AND PLINTHS

BUILDING COMPONENT

1. FOOTINGS/PIERS

3000 4000

28 DAY CYLINDER COMPRESSIVE STRENGTH

POUNDS PER SQUARE INCH(PSI)

A. CONCRETE SCHEDULE:

SLUMP

(IN)

MAX

AGGREGATE

SIZE (IN)

W/C RATIO

4. ALL OTHER CONCRETE

3. CONCRETE

28 DAY CYLINDER

CONCRETE STRENGTH (PSI)

B. PROVIDE DEFORMED NEW BILLET STEEL BARS CONFORMING TO ASTM A615, GRADE 60. ALL

REINFORCING STEEL SHALL BE SECURELY HELD IN PLACE; PROVIDE ADDITIONAL BARS OR STIRRUPS FOR

SUPPORT AS REQUIRED.

C. WELDED WIRE FABRIC SHALL CONSIST OF FLAT SHEETS AND SHALL CONFORM TO ASTM A185, WITH A

MINIMUM YIELD STRENGTH OF 65.0 KSI

D. PROVIDE FULL EMBEDMENT WITH STANDARD 90 DEGREE HOOKS FOR ALL DOWELS. IF NOT OTHERWISE

SPECIFIED, THE DOWEL SIZE AND SPACING SHALL BE THE SAME AS THE MAIN REINFORCING.

E. WHEN REINFORCING STEEL IN GRADE BEAMS, WALLS, SLABS AND BEAMS, IS NOTED AS CONTINUOUS, SPLICE REINFORCING STEEL ONLY WHEN UNAVOIDABLE DUE TO STOCK LENGTHS. STAGGER ALL SPLICES

A MINIMUM OF 4'-0". ADJACENT BAR SPLICES ARE NOT ACCEPTABLE.

LOCATE THE TOP BAR SPLICES WITHIN THE MIDDLE HALF OF THE SPAN AND LOCATE THE BOTTOM BAR SPLICES AT SUPPORTS OR BETWEEN SUPPORTS AND 1/3 SPAN POINT, UNLESS NOTED OTHERWISE ON

PLANS, DETAILS OR SCHEDULES.

F. PROVIDE INTERIOR AND EXTERIOR HORIZONTAL LAPPED CORNER BARS AT ALL CORNERS TO MATCH

THE SIZE, TYPE AND SPACING OF THE WALL AND GRADE BEAM HORIZONTAL REINFORCING.

G. UNLESS SPECIFICALLY NOTED, SCHEDULED OR DETAILED OTHERWISE, PROVIDE DEVELOPMENT LENGTH FOR REINFORCING IN CONCRETE COMPONENTS IN ACCORDANCE WITH THE SCHEDULE IN NOTE H. BELOW. THIS SCHEDULE SHALL APPLY TO ALL DEVELOPMENT LENGTHS NOT OTHERWISE NOTED, DETAILED OR SCHEDULED IN THE DRAWINGS OR SPECIFICATIONS.

H. REINFORCING BAR DEVELOPMENT LENGTHS (Ld) IN INCHES FOR VARIOUS CONCRETE STRENGTHS IN POUNDS PER SQUARE INCH (PSI). TOP BARS ARE DEFINED AS HORIZONTAL REINFORCING SO PLACED IN A MEMBER THAT MORE THAN 12 INCHES OF CONCRETE IS CAST BELOW THE BAR. ALL OTHER CONDITIONS

ARE CONSIDERED BOTTOM BARS FOR DEVELOPMENT AND SPLICE LENGTH PURPOSES.

1. WHEN TWO BARS OF DIFFERENT SIZES ARE LAPPED, THE SMALLER SIZE SHALL

GOVERN THE LAP LENGTH UNLESS SPECIFICALLY NOTED.

2. WELDED OR MECHANICAL SPLICES CAPABLE OF DEVELOPING 125% OF THE

BAR YIELD STRENGTH MAY BE USED IN LIEU OF THE LAPS. SUCH SPLICES MAY BE

EITHER FULL BUTT WELDS OR SERIES "C CADWELDS OR EQUAL."

J. AT LAP SPLICES, PROVIDE LAP SPLICE LENGTHS FOR REINFORCING BARS 1.3 TIMES

THE Ld SHOWN IN TABLE IN NOTE H ABOVE.

K. THE GENERAL NOTES, LAP LENGTHS OR DETAILS PERTAINING TO REINFORCING STEEL

AS SHOWN ON THE DETAIL SHEETS OR OTHER SCHEDULES SHALL SUPERSEDE THE

NOTES SHOWN ON THIS SHEET.

L. PROVIDE THE FOLLOWING COVER FOR CAST-IN-PLACE CONCRETE REINFORCING.

1. UNFORMED SURFACES IN CONTACT WITH EARTH: 3 INCHES

2. UNFORMED SURFACES OVER MOISTURE BARRIER: 2 INCHES

3. FORMED SURFACES EXPOSED TO EARTH OR WEATHER

a. #6 AND LARGER: 2 INCHES

b. #5 AND SMALLER: 1 1/2" INCHES

4. FORMED SURFACES NOT EXPOSED TO EARTH OR

WEATHER

a. SLABS AND WALLS: 3/4 INCHES

b. BEAMS AND COLUMNS 1 1/2 INCHES

5-71 1/2" 0.55

4-61" 0.50

4-61" 0.50

4-61" 0.52

** 20% MAX FLY ASH BY WEIGHT **

5. METAL BUILDING SYSTEM LOADS

A. PROVIDE METAL BUILDING SYSTEM CAPABLE OF WITHSTANDING THE EFFECTS OF

GRAVITY LOADS AND THE FOLLOWING LOADS AND CONDITIONS INDICATED.

B. ENGINEER METAL BUILDING SYSTEMS ACCORDING TO PROCEDURES IN THE METAL BUILDING

MANUFACTURER'S ASSOCIATION (MBMA), METAL BUILDING SYSTEMS MANUAL.

1. DESIGN LOADS AS NOTED IN "STRUCTURAL CONCEPT, STANDARDS AND LOADS

2. ROOF LIVE LOAD: 20 PSF (REDUCIBLE)

3. WIND LOADS AS SPECIFIED IN "STRUCTURAL CONCEPT, STANDARDS AND LOADS".

4. COLLATERAL LOADS: INCLUDE ADDITIONAL DEAD LOAD FOR SUSPENDED

BUILDING SYSTEMS: 3 PSF MINIMUM WHEN NOT SUPPORTING CEILING. USE 6 PSF WHEN

SUPPORTING CEILING BUT NO FIRE SPRINKLER SYSTEM. USE 10 PSF WHEN SUPPORTING

CEILING AND FIRE SPRINKLER SYSTEM.

5. DEFLECTION CRITERIA:

MAIN FRAMES LATERAL (DRIFT):

- METAL PANEL FINISH .........................................H/100

- PLASTER/STUCCO FINISH..................................H/360

- BRICK FINISH........................................................H/400

MAIN FRAMES VERTICAL:

- NOT SUPPORTING CEILING............................... L/180

- SUPPORTING NON PLASTER CEILING............. L/240

- SUPPORTING PLASTER/STUCCO FINISH.........L/360

BEARING FRAME RAFTER:

- NOT SUPPORTING CEILING.............................. L/180

- SUPPORTING NON PLASTER CEILING............. L/240

- SUPPORTING PLASTER/STUCCO FINISH.........L/360

ENDWALL COLUMNS:

- METAL PANEL FINISH..........................................L/120

- PLASTER/STUCCO FINISH .................................L/360

- BRICK FINISH ...................................................... L/600

ROOF PANELS:.................................................................... L/120 WALL PANELS: .................................................................... L/60

PURLINS:

- NOT SUPPORTING CEILING .............................. L/180

- SUPPORTING NON PLASTER CEILING ............ L/240

- SUPPORTING PLASTER/STUCCO FINISH ........L/360

GIRTS: LATERAL

- METAL PANEL FINISH ........................................ L/120

- PLASTER/STUCCO FINISH/THIN SET BRICK ... L/360

- BRICK FINISH .......................................................L/600

CRANE SUPPORTING COLUMNS(DRIFT) : ...................... H/100*

RAIL BEAMS VERTICAL:

- CLASS A,B,C CRANES ....................................... L/600*

- CLASS D CRANES ...............................................L/800*

- CLASS E AND F CRANES ................................... L/1000*

RAIL BEAM LATERAL: ........................................................ L/400*

* MINIMUM OR HIGHER IF REQUIRED BY CRANE MANUFACTURER, G.C./PEMB

MANUFACTURER TO COORDINATE WITH OWNER AND CRANE MANUFACTURER.

BRICK LINTEL VERTICAL AND LATERAL ..........................L/600

A. ROLLED SHAPES:

B. CONNECTIONS

6. STRUCTURAL STEEL

1. ALL STRUCTURAL STEEL FOR ALL THE HORIZONTAL FRAMING MEMBER SHALL CONFORM

TO ASTM A992, GRADE 50, UNLESS OTHERWISE NOTED

2. ALL STRUCTURAL STEEL FOR HOLLOW STRUCTURAL SECTIONS SHALL CONFORM TO ASTM

A500, GRADE C WITH A MINIMUM YIELD OF 50 KSI, UNLESS OTHERWISE NOTED.

3. ALL STRUCTURAL STEEL FOR PIPE SHALL CONFORM TO ASTM A53, TYPE E OR S, GRADE B, UNLESS OTHERWISE NOTED.

4. ALL STRUCTURAL STEEL FOR ANGLES, PLATES AND MISCELLANEOUS STEEL SHALL

CONFORM TO ASTM A36, UNLESS OTHERWISE NOTED.

5. ALL EXPOSED STEEL TO BE GALVANIZED.

1. THE DESIGN OF STRUCTURAL STEEL CONNECTIONS IS THE RESPONSIBILITY OF THE

CONTRACTOR AND THE STEEL FABRICATOR. THE DESIGN OF THE CONNECTION SHALL BE

PERFORMED BY A REGISTERED PROFESSIONAL ENGINEER EMPLOYED BY THE STEEL FABRICATOR.

THE DETAILS AND CALCULATIONS SHALL INCLUDE, BUT NOT LIMITED TO, THE FOLLOWING:

A. ALL WELD SIZES AND LENGTHS

B. ALL BOLT SIZES, LOCATIONS, QUANTITIES AND GRADES

C. ALL PLATE AND ANGLE SIZES, THICKNESS AND DIMENSIONS

D. ALL WORK POINT LOCATIONS AND RELATED INFORMATION

2. PROVIDE STANDARD BOLTED CONNECTIONS CONFORMING TO AISC BOLTED CONNECTIONS,

USING ASTM A325 OR A490 BOLTS, FOR THE BEAM END SHEARS INDICATED IN THE DOCUMENTS.

PROVIDE MINIMUM OF TWO BOLTS FOR ALL CONNECTIONS.

3. ALL WELDED CONNECTIONS SHALL CONFORM TO AWS UNLESS OTHERWISE NOTED.

4. SURVEY ALL PLANS, DETAILS, SECTIONS, SCHEDULES AND SPECIFICATIONS FOR SPECIAL

CONNECTIONS.

5. UNLESS OTHERWISE NOTED AND/OR SPECIFIED, ALL BEAM CONNECTIONS SHALL BE DESIGNED

TO SUPPORT 1/2 THE TOTAL UNIFORM LOAD FOR THE APPLICABLE MEMBER SIZE AND SPAN AS

DETERMINED BY THE TABLES FOR ALLOWABLE UNIFORM LOADS ON BEAM IN THE 15TH EDITION OF

THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION MANUAL OF STEEL CONSTRUCTION (ASD)

6. MOMENT CONNECTIONS SHOWN SHALL BE DESIGNED TO FULLY DEVELOP THE SECTION IN

FLEXURE AND TO SUPPORT 1/2 THE TOTAL UNIFORM LOAD FOR SHEAR AS DESCRIBED IN NOTE 5

ABOVE.

7. WHERE FILLET WELD IS NOT SHOWN ON DETAIL, ITS SIZE SHALL BE ASSUMED TO BE THE PLATE

THICKNESS OF THE THINNEST PIECE MINUS 1/16"

TYPE 2:

1. PROVIDE STEEL ROOF DECK 1 1/2" DEEP TYPE B 20 GAUGE STEEL SHEETS AND

CONFORMING TO ASTM A653, STRUCTURAL STEEL (SS), GRADE 33, GALVANIZED COATING

DESIGNATION G60.

2. PROVIDE STEEL ROOF DECK WITH THE FOLLOWING MINIMUM SECTION PROPERTIES:\

A. MOMENT OF INERTIA: I =0.201 INCHES4 / FOOT WIDTH

B. SECTION MODULUS: Sp =0.234 INCHES3 / FOOT WIDTH C. SECTION MODULUS: Sn =0.247 INCHES3 / FOOT WIDTH

3. ATTACH STEEL ROOF DECK TO STEEL SUPPORTS AND AT SIDE LAPS AS FOLLOWS:

A. POWDER-ACTUATED FASTENERS:

• SUPPORTS: "HILTI" X-HSN24 AND "HILTI" X-ENP-19L15, 36/7 PATTERN

• SIDELAP: #10 "TEK" @ 16" O.C. MAXIMUM

B. SCREWS:

• SUPPORTS: #12 "TEK" SCREWS, 36/7 PATTERN

• SIDELAP: #10 "TEK" @ 16" O.C. MAXIMUM

C. STEEL DECK

B. EMPLOYMENT OF A TESTING LABORATORY IN NO WAY RELIEVES THE CONTRACTOR OF ANY

OBLIGATION TO PERFORM WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

C. CONTRACTOR RESPONSIBILITIES:

1. DELIVER TO LABORATORY AT DESIGNATED LOCATION ADEQUATE SAMPLES OF

MATERIALS PROPOSED TO BE USED WHICH REQUIRE TESTING, TOGETHER WITH

PROPOSED MIX DESIGNS.

2. COOPERATE WITH LABORATORY PERSONNEL AND PROVIDE ACCESS TO WORK

AND TO MANUFACTURER'S FACILITIES.

3. PROVIDE INCIDENTAL LABOR AND FACILITIES TO PROVIDE ACCESS TO WORK TO

BE TESTED, TO OBTAIN AND HANDLE SAMPLES AT THE SITE OR AT SOURCE OF

PRODUCTS TO BE TESTED, TO FACILITATE TEST AND INSPECTIONS AND FOR

STORAGE AND CURING OF TEST SAMPLES.

4. NOTIFY LABORATORY OF MATERIAL SOURCES AND FURNISH NECESSARY

QUANTITIES OF REPRESENTATIVE SAMPLES OF MATERIALS PROPOSED FOR USE

WHICH ARE REQUIRED TO BE TESTED.

5. NOTIFY ARCHITECT AND LABORATORY 24 HOURS PRIOR TO EXPECTED TIME FOR

OPERATIONS REQUIRING INSPECTION AND TESTING SERVICES.

6. ADVISE LABORATORY IN A TIMELY FASHION TO COMPLETE REQUIRED INSPECTION

AND TESTING PRIOR TO SUBSEQUENT WORK BEING PERFORMED.

7. PAY FOR ALL SUBSEQUENT RE-TESTING OF PRODUCTS OR SYSTEMS FOUND TO

BE DEFECTIVE OR OTHERWISE NOT IN ACCORDANCE WITH SPECIFICATION

REQUIREMENTS. REMOVE REJECTED PRODUCTS AND REPLACE WITH PRODUCTS OF

SPECIFIED QUALITY.

D. SPECIAL INSTRUCTIONS:

1. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTOR(S) TO PROVIDE

INSPECTIONS DURING CONSTRUCTION ON THE TYPES OF CONSTRUCTION

LISTED IN THIS SECTIONS. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON

WHO SHALL DEMONSTRATE COMPETENCE TO THE INSPECTIONS BEING PERFORMED

TO THE SATISFACTION OF THE ENGINEER OF RECORD AND THE BUILDING OFFICIAL.

THE SPECIAL INSPECTOR SHALL HAVE EXPERIENCE WITH AT LEAST FIVE OTHER

PROJECTS SIMILAR IN NATURE.

2. THE PURPOSE OF THE INSPECTIONS SHALL BE TO ENFORCE COMPLIANCE WITH THE

CONSTRUCTION DRAWINGS, SPECIFICATIONS, GEOTECHNICAL REPORT AND THE 2018

INTERNATIONAL BUILDING CODE, SECTION 1704.

3. THE FOLLOWING ITEMS REQUIRE INSPECTION BY THE SPECIAL INSPECTOR:

REFERENCED STANDARD FREQUENCY

STRUCTURAL / REINFORCING STEEL:

HIGH STRENGTH BOLTING

BEARING TYPE CONNECTIONS PERIODIC

SLIP CRITICAL CONNECTIONS CONTINUOUS

WELDING OF STRUCTURAL STEEL

FULL PENETRATION GROOVE WELDS CONTINUOUS

MULTI-PASS FILLET WELDS CONTINUOUS

SINGLE-PASS FILLET WELDS > 5/16" CONTINUOUS

SINGLE-PASS FILLET WELDS <=5/16" PERIODIC

FLOOR AND DECK WELDS PERIODIC

WELDING OF REINFORCING STEEL

WELDABILITY OF STEEL, OTHER THE ASTM A706 PERIODIC

SHEAR REINFORCEMENT CONTINUOUS

OTHER REINFORCEMENT PERIODIC

INSPECTION OF STEEL FRAME AND JOISTS

DETAILS SUCH AS BRACING AND STIFFENING PERIODIC

MEMBERS SIZES AND LOCATION PERIODIC

APPLICATION OF CONNECTION DETAIL PERIODIC

CONCRETE CONSTRUCTION

REINFORCING STEEL PERIODIC

RANDOMLY @ 20%

CONCRETE MIX DESIGN PERIODIC EACH

CONCRETE POUR

SAMPLING OF FRESH CONCRETE CONTINUOUS (SEE NOTE 1)

MAINTENANCE OF SPECIFIED CURING TEMPS PERIODIC

AND TECHNIQUES EACH POUR

INSPECTION OF CONCRETE PLACEMENT FOR CONTINUOUS

PROPER APPLICATION TECHNIQUES

INSPECTION OF MAINTENANCE OF SPECIFIED PERIODIC

CURING TEMPERATURE AND TECHNIQUES

DRILLED & EPOXIED ANCHORS EACH APPLICATION (SEE NOTE 2)

INSPECT FORMWORK FOR SHAPE, LOCATION PERIODIC

AND DIMENSIONS

SOILS (SLAB-ON-GRADE):

VISUAL OBSERVATIONS PERIODIC

PROOF ROLLING OBSERVATION CONTINUOUS

MOISTURE CONDITIONING & RECOMPACTION CONTINUOUS OR

PERIODIC, 1

DENSITY TEST FOR

EACH 2,000 SF

DURING FILL PLACEMENT CONTINUOUS OR PERIODIC

EVALUATION OF IN PLACE DENSITY FILL CONTINUOUS OR PERIODIC

PIERS:

OBSERVE DRILLING OPERATIONS AND CONTINUOUS

COMPLETE RECORD OF DRILLING

VERIFY PLACEMENTS LOCATIONS AND CONTINUOUS

PLUMBNESS, LENGTH, EMBEDMENT AND

ADEQUATE BEARING STRENGTH CAPACITY

CONFIRM PIER DIAMETER,

REINFORCING STEEL - RE CONCRETE ABOVE

NOTES:

1. PROVIDE A SET OF 4 FOR EVERY 75 CY OF BUT NOT LESS THAN 1 / 5,000 SF OF SLAB OR

WALL SURFACE AREA. MONITOR SLUMP AND AIR CONTENT OF CONC. AND NOTIFY

DELIVERY DRIVER IF SLUMP DEVIATES MORE THAN 1" FROM SPEC'D VALUE.

2. ALL DRILLED AND EPOXIED ANCHORS (REBAR, BOLTS, THREADED RODS ETC.) SHALL BE

PULL TESTED TO 110% FOR NO LESS THAN 3 MIN.

3. ADDITIONAL TESTS AT THE CONTRACTOR'S EXPENSE WILL BE PERFORMED TO

DETERMINE COMPLIANCE OF REPLACED OR ADDITIONAL WORK WITH SPECIFIED

REQUIREMENTS.

4. CORRECT DEFICIENCIES IN WORK THAT TEST REPORTS AND INSPECTIONS INDICATE DO

NOT COMPLY WITH THE CONTRACT DOCUMENTS.

5. PROVIDE THE ENGINEER OF RECORD (EOR) COPIES OF ALL SPECIAL INSPECTIONS SO A

SPECIAL INSPECTIONS REPORT CAN BE PREPARED FOR OBTAINING A CERTIFICATE OF

OCCUPANCY.

7. INDEPENDENT TESTING LABORATORY

& SPECIAL INSPECTIONS

A. A GEOTECHNICAL EXPLORATION OF SUBSURFACE CONDITIONS, CONTAINING TEST

BORINGS, LABORATORY TEST, ENGINEERING ANALYSIS AND FOUNDATION

RECOMMENDATIONS, PERFORMED BY UES PROFESSIONAL SOLUTIONS 63. LLC.

DATED FEBRUARY 10TH, 2025 REPORT NO. 24-1433 IS AVAILABLE FOR REVIEW.

1. RAFTERS AND HEADERS: VERTICAL DEFLECTION IS LIMITED TO 1/240 OF THE

SPAN.

2. STUDS: HORIZONTAL DEFLECTION IS LIMITED TO 1/240 OF THE SPAN (TYPICAL);

FOR BRICK VENEER 1/600 OF THE SPAN.

0.95 INCHES

0.95 INCHES

SECTION MINIMUM

THICKNESS

lx

(MOMENT OF INERTIA

Sx

(SECTION MODULUS)

6" TYPICAL

JOISTS, RAFTERS

6" EXTERIOR

STUDS

3 5/8" INTERIOR

STUDS

0.056 INCHES

0.056 INCHES

2.83 INCHES

2.31 INCHES

M. MEMBER PERFORMANCE:

8. COLD-FORMED METAL FRAMING:

A. PROVIDE COLD-FORMED METAL FRAMING, INCLUDING TRUSSES, STUDS, JOIST, TRACK,

RUNNERS, LINTELS, CLIP ANGLES, REINFORCEMENTS, SHOES, BLOCKING, AND BRIDGING,

COMPLETE WITH ALL FASTENERS, AND ACCESSORIES NEEDED FOR A COMPLETE AND

FINISHED INSTALLATION.

B. THE STRUCTURAL DRAWINGS INDICATE THE GENERAL CONFIGURATION OF FRAMING FOR

TYPICAL CONDITIONS ONLY. FINAL CONFIGURATION OF DETAILS AS WELL AS ALL

SUPPLEMENTARY FRAMING TO OBTAIN THE ROOF PROFILES SHOWN ON THE PLANS SHALL BE

AS DETERMINED BY DESIGN.

C. COLD-FORMED METAL FRAMING SHALL BE DESIGNED IN ACCORDANCE WITH AMERICAN

IRON AND STEEL INSTITUTE (AISI) PUBLICATION: "SPECIFICATION FOR DESIGN OF COLD-

FORMED STEEL STRUCTURAL MEMBERS", LATEST EDITION. PROVIDE STEEL FOR RAFTERS.

JOISTS, STUDS AND ACCESSORIES CONFORMING TO ASTM A1003, GRADE 50, STRUCTURAL

QUALITY STEEL SHEET FORMED TO 'C' SHAPES, UNPUNCHED WITH STIFFENED FLANGES.

D. ALL STRUCTURAL MEMBERS SHALL BE FORMED FROM CORROSION-RESISTANT STEEL,

CORRESPONDING TO THE REQUIREMENTS OF ASTM A446, GRADE C, WITH A MINIMUM YIELD

STRENGTH OF 50 KSI FOR STUDS AND JOISTS AND GRADE A, 33KSI, FOR RUNNERS. ALL

STRUCTURAL MEMBERS SHALL BE ZINC COATED MEETING ASTM A525, G-60, OR EQUIVALENT.

TYPICAL.

E. FASTENING OF COMPONENTS SHALL BE WITH SELF-DRILLING SCREWS OR BY WELDING.

SCREWS AND WELDS SHALL BE OF SUFFICIENT SIZE TO ENSURE THE STRENGTH OF THE

CONNECTION. ALL WELDS SHALL BE TOUCHED-UP WITH A ZINC-RICH PAINT.

F. SUBMIT SHOP DRAWINGS FOR ALL FRAMING PREPARED UNDER THE SUPERVISION OF A

REGISTERED PROFESSIONAL ENGINEER, AND CALCULATIONS, SIGNED AND SEALED BY SAID

ENGINEER, FOR REVIEW PRIOR TO ERECTION OF ANY COLD-FORMED METAL FRAMING.

SHOP DRAWINGS SUBMITTED FOR REVIEW SHALL CONTAIN THE FOLLOWING FOR EACH:

A. COMPLETE ERECTION DRAWINGS SHOWING LOCATION AND SPACING OF ALL

FRAMING MEMBERS.

B. SIZE AND GAGE OF ALL FRAMING MEMBERS.

C. DETAIL DRAWINGS OF ALL PREFABRICATED ASSEMBLIES.

D. LOADING CONDITIONS USED IN DESIGN.

E. CALCULATED FORCES FOR ALL MEMBERS.

F. ANCHORAGE DETAILS, CONNECTION DETAILS, SLICE DETAILS, TEMPORARY AND

PERMANENT BRACING.

G. TEMPORARY BRACING, WHERE REQUIRED, SHALL BE PROVIDED UNTIL ERECTION IS

COMPLETE.

H. THE INFORMATION PROVIDED SHALL TAKE INTO ACCOUNT AND SHOW ALL SPECIAL DESIGN,

FRAMING AND CONNECTION REQUIREMENTS SUCH AS AT CONCENTRATED LOADS,

UNBALANCED OR UNSYMMETRICAL LOAD CONDITIONS, AND OTHER NON-TYPICAL FRAMING

DETAILS.

I. SPLICES IN FRAMING COMPONENTS, OTHER THAN RUNNER TRACK, SHALL NOT BE

PERMITTED.

J. BLOCKING SHALL BE PROVIDED AT SUPPORTS WHERE JOISTS ARE NOT OTHERWISE

RESTRAINED FROM ROTATION.

K. ABUTTING LENGTHS OF RUNNER TRACK SHALL BE BUTT-WELDED, SPLICED OR EACH

LENGTH SECURELY ANCHORED TO A COMMON STRUCTURAL ELEMENT. RUNNER TRACK

SHALL BE SECURELY ANCHORED TO THE SUPPORTING STRUCTURE.

L. PROVIDE MEMBERS WITH THE FOLLOWING MINIMUM SECTION PROPERTIES:

0.81 INCHES3RUNNER

TRACK

0.045 INCHES 2.49 INCHES 4

50 KSI

50 KSI

33 KSI

FY

(YIELD STRENGTH)

33 KSI

RE: ARCH

SCHEDULE

N

E

O

A L

I G

EN

S

O S I N

E

F

R E

A

S

X F T E

P R

T

S

A T E

O

NSE

D

EC

I

L

FRED DALLY

90904

09/12/25

SHEET NUMBER

SHEET TITLE

CLIENT

ARCHITECT

REGISTRATION

DRAWING HISTORY

PROJECT NAME

PROJECT LOCATION

PROJECT NUMBER

www.pgal.com

Austin, TX 78704 D100 3601 S Congress Ave PGAL, Inc.

T 512 236 1005

F

IL

E N

A M

E

D A

T E

S T

A M

P

PROJECT #: 25-114-00

804 Pecan Street, Bastrop, TX 78602

T 512-581-7100

A u to d e s k D o c s /1

.0

B a s tr o p

C o u n ty D e v S e rv ic e s O ff ic e B ld g

-1

-0 B a s tr o p C o u n ty

O ff ic e R

.r v t

/1

/2

:4 :0

P

M

S1.01

GENERAL

STRUCTURAL

CRITERIA

BASTROP

COUNTY

DEVELOPMENT

SERVICE OFFICE

200 JACKSON ST,

BASTROP, TX 78602

1008375

BASTROP COUNTY

5" THICK SLAB ON GRADE

REINF. W/ #4 @ 14" OC, EW

RE:1/S401

AA AA

AD AD

B2

B4B4

B5B5

B6B6

TATA

TBTB

TC

T1

T1

T2

T2T3A2

A4

A4

A5

A5

A6

A6

A7

A7 BA

BA

BD

BD

G B

GB1

G B

G B

G B

GB1

G B

GB1

HSS6X6X1/2

BP1

HSS6X

6X

1/2

BP1

HSS6X

6X

1/2

BP1

HSS6X6X1/2BP1

HSS COL

BY PEMB

HSS C

OL

BY P

EMB

HSS C

OL

BY P

EMB

HSS C

OL

BY P

EMB

10" 23'-5 3/8" 23'-5 3/8" 23'-5 3/8" 10"

HSS C

OL

BY P

EMB

HSS C

OL

BY P

EMB

HSS C

OL

BY P

EMB

HSS C

OL

BY P

EMB10"

10"

'-1

/8

'-1

/8

'-1

/8

24 ⌀

24 ⌀

24 ⌀

24 ⌀

30 ⌀

30 ⌀

30 ⌀

30 ⌀

30 ⌀

30 ⌀

42 ⌀

30 ⌀

30 ⌀ 24 ⌀ 24 ⌀ 30 ⌀

30 ⌀

30 ⌀

30 ⌀ 30 ⌀

155'-4"

130'-0" 12'-2" 13'-2"

4'

-8

'-4

9' -4

79'-7 3/8" 72'-0" 3'-8 5/8"

4'

-8

8' -8

'-0

'-0

P3 P2 P2 P2

P2

P2

P3 P2 P2 P2 P2

30 ⌀

P2

P3

24 ⌀ P3

24 ⌀

HSS6X

6X

1/2

BP1

24 ⌀

P1

P3 24 ⌀

P3

HSS6X

6X

1/2

BP2

42 ⌀ P5

30 ⌀ P2

30 ⌀ P2

P2

P2

P3P2P2

P2

P2

10"

1'-3 1/4"

10"

7"

'-3

'-6

'-3

1' -0

'-6

'-4

/8

1'

-8

/2

'-6

4'

-9

8' -5

7" 22'-3" 21'-6" 21'-6" 14'-4 3/8" 23'-8 3/8" 23'-5 3/8" 14'-0" 9'-8 3/8" 3'-5 5/8"

155'-4"

7"

'-3

'-6

'-3

'-4

/8

'-1

/8

'-7

/8

4'

-9

8' -5

7" 22'-3" 21'-6" 21'-6" 14'-4 3/8" 7'-1 5/8" 21'-6" 20'-6" 1'-6" 10'-6" 9'-8 3/8" 3'-5 5/8"

B1

A1

PEMB C

OL PEMB COL

PEMB COL

PEMB C

OL

PEMB C

OL

PEMB C

OL

18 ⌀

GB1 GB1 GB1 GB1 GB1 GB1

G B

G

B

G B

GB1 GB1 GB1

G B

G

B

GB1 GB1

G B

G

B

G B

G

B

PEMB COL

PEMB COL

PEMB COL

PEMB C

OL

AC

AB

7" 7"

DATUM = 0'-0"

A3

PORTAL FRAME

B3

BC BB

PEMB COL

PEMB COL

PEMB COL

PORTAL FRAME

PORTAL FRAME

PEMB COL

PEMB COL

PEMB C

OL

PEMB C

OL PEMB COL

30 ⌀

P4

PORTAL FRAME S

LO

P E

SLOPE

F.D.

F.D.

F.D.

F.D.

F.D.F.D.

F.D.F.D.

F.D.

F.D.

7"

G B

GB1

HAIRPIN (TYP)

HAIRPIN (TYP)

1' -5

3'

-1

1'-5" 3'-1"

NOTE TO GENERAL CONTRACTOR:

FOUNDATION SUBJECT TO CHANGE PENDING

REVIEW OF FINAL PRE-ENGINEERED

METAL BUILDING SUBMITTAL.

FOUNDATION CONSTRUCTION CANNOT BEGIN UNTIL

FINAL PEMB DRAWINGS HAVE BEEN REVIEWED BY EOR.

24 ⌀

30 ⌀ P2

P3

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

10"

S4.02

SIM

S4.02

GB1

S4.02

SIM4

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

7"

7"7" 2

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

S4.02

RE: NOTE 5

RE: NOTE 6

S4.02

S4.02

S4.02

S4.02

10"

1' -3

/4

18 ⌀

8"

18 ⌀

'-9

'-9 " 5

S4.02

S4.02

1'-3"

PIER CENTER LINE

'-2

'-2

P4 (SIM)

1' -3

PIER CENTER LINE

S3.02

'-7

/2

'-7

/2

FOUNDATION NOTES:

1. DATUM ELEVATION <0'-0"> CORRESPONDS TO TRUE ELEVATION = RE: CIVIL.

ALL ELEVATIONS ARE RELATIVE TO DATUM ELEVATION <0' - 0">.

2. "18 ⌀" (EXAMPLE) INDICATES DRILLED PIER SHAFT

ALL INTERIOR DRILLED PIERS ARE AT ELEVATION <-2'-9"> TYP, UON.

ALL EXTERIOR DRILLED PIERS ARE AT ELEVATION <-2'-9"> TYP, UON.

ALL INTERMEDIATE PIERS ARE CENTERED BETWEEN GRIDS ON THE GRADE BEAM, TYP UON.

FOR DRILLED PIER SCHEDULE & DETAILS RE: S30.1

3. "P1" (EXAMPLE) INDICATES PLINTH TYPE

ALL INTERIOR PLINTHS ARE TYPE "P1" UON

ALL PERIMETER PLINTHS ARE TYPE "P2" UON

ALL CORNER PLINTHS ARE TYPE "P3" UON

T.O. PLINTHS ARE AT <- 0'-9"> TYP, UON.

FOR PLINTH SCHEDULE & DETAILS RE: S3.01.

4. "GB1" (EXAMPLE) INDICATES GRADE BEAM TYPE

ALL GRADE BEAMS ARE AT ELEVATION <-0'-9"> TYP, UON.

PROVIDE TYPICAL CORNER BARS AT ALL GRADE BEAM INTERSECTIONS PER 4/S3.02.

FOR GRADE BEAM SCHEDULE & DETAILS RE: S3.02.

5. " " (EXAMPLE) INDICATES COLUMN SIZE

"[BP1]" (EXAMPLE) INDICATES BASE PLATE TYPE

FOR COLUMN, BASE PLATE & ANCHOR BOLT SCHEDULE RE: S3.01

PROVIDE TYPICAL BLOCKOUTS AT EACH COLUMN PER DETAILS 6, 7, & 8/S4.01, TYP UON.

6. PROVIDE CONTROL JOINTS AT EVERY COLUMN LINE AND AT A MAXIMUM SPACING

OF 36 TIMES THE SLAB THICKNESS (NOT TO EXCEED 15'-0"), TYPICAL UON.

FOR ADDITIONAL INFORMATION RE: 3/S4.01.

7. PROVIDE ADDITIONAL REINFORCING AT ALL RE-ENTRANT CORNERS PER 5/S4.01.

8. "F.D." INDICATES FLOOR DRAIN. COORDINATE LOCATION

AND REQUIRED SLOPES WITH ARCH/MEP.

9. VERIFY ALL SLOPES, DEPRESSIONS, ELEVATIONS WITH ARCH. PRIOR TO CONSTRUCTION

10. TYPICAL LIGHT POLE FOUNDATION DETAIL RE: 13/S4.01

HSS6X

6X

3/

8' -0

° 70°

1'-0"

TYPICAL #5 HAIRPIN

N

E

O

A L

I G

EN

S

O S I N

E

F

R E

A

S

X F T E

P R

T

S

A T E

O

NSE

D

EC

I

L

FRED DALLY

90904

09/12/25

SHEET NUMBER

SHEET TITLE

CLIENT

ARCHITECT

REGISTRATION

DRAWING HISTORY

PROJECT NAME

PROJECT LOCATION

PROJECT NUMBER

www.pgal.com

Austin, TX 78704 D100 3601 S Congress Ave PGAL, Inc.

T 512 236 1005

F

IL

E N

A M

E

D A

T E

S T

A M

P

PROJECT #: 25-114-00

804 Pecan Street, Bastrop, TX 78602

T 512-581-7100

A u to d e s k D o c s /1

.0

B a s tr o p

C o u n ty D e v S e rv ic e s O ff ic e B ld g

-1

-0 B a s tr o p C o u n ty

O ff ic e R

.r v t

/1

/2

:4 :0

P

M

S2.01A

FOUNDATION PLAN

BASTROP

COUNTY

DEVELOPMENT

SERVICE OFFICE

200 JACKSON ST,

BASTROP, TX 78602

1008375

BASTROP COUNTY

1/8" = 1'-0"1

FOUNDATION PLAN

AA AA

AD AD

B2B2

B4B4

B5B5

B6B6

TA

TB

TC

T1

T1T2T3A2

A4

A4

A5

A5

A6

A6

A7

A7 BA

BA

BD

BD

PEMB FRAME

PEMB FRAME

P E

M B

F R

A M

E

P E

M B

F R

A M

E

P E

M B

F R

A M

E

P E

M B

F R

A M

E

P E

M B

F R

A M

E

PEMB FRAME

PEMB FRAME

PEMB FRAME

PEMB FRAME

PEMB FRAME

P E

M B

F R

A M

E

P E

M B

F R

A M

E

22'-3" 21'-6" 21'-6" 14'-4 3/8" 28'-7 5/8" 20'-6" 1'-6" 10'-6" 9'-8 3/8" 3'-5 5/8"

'-3

'-6

'-3

1'

-0

'-6

'-4

/8

1' -8

/2

'-6

4' -9

8'

-5

22'-3" 21'-6" 21'-6" 14'-4 3/8" 23'-8 3/8" 23'-5 3/8" 23'-8 3/8" 3'-5 5/8"

'-3

'-6

'-3

'-4

/8

2' -1

/8

'-1

5/

8"

'-4

/8

B1

A1

RIDGE

RIDGE

P E

M B

F R

A M

E

PEMB FRAME

OPEN

AC

AB

A3

B3

BC BB

3" 3"

PORTAL FRAME

PORTAL FRAME

PORTAL FRAME

PORTAL FRAME

S2.03A

1 HIGH

ROOF

3" 3"

PEMB FRAME PEMB FRAME

STL BEAM BY PEMBSTL BEAM BY PEMB STL BEAM BY PEMB

S T

L B

E A

M B

Y P

E M

B S

T L

B E

A M

B Y

P E

M B

S T

L B

E A

M B

Y P

E M

B

PEM

B FRAM

E

PE

M

B F

RAM

E

H S

S

X 6X

3/

(L S

V

<1 4'

-0

HSS12X6X3/8 (LSV) <14'-0">

H S

S

X 6X

3/

(L S

V

<1 8'

-0

HSS10X6X5/16 <17'-11">

HSS12X6X3/8 (LSV)

<18'-0">

S7.01

S7.01

HSS10X6X5/16 <17'-11">

HSS10X6X5/16 <17'-11">

H S

S

X 6X

5/

'-1 1"

S7.01

S7.01

ROLLED

ROLLED

R O

LL

E

D

ROLLED

INDICATES MOMENT CONNECTION

N

E

O

A L

I G

EN

S

O S I N

E

F

R E

A

S

X F T E

P R

T

S

A T E

O

NSE

D

EC

I

L

FRED DALLY

90904

09/12/25

SHEET NUMBER

SHEET TITLE

CLIENT

ARCHITECT

REGISTRATION

DRAWING HISTORY

PROJECT NAME

PROJECT LOCATION

PROJECT NUMBER

www.pgal.com

Austin, TX 78704 D100 3601 S Congress Ave PGAL, Inc.

T 512 236 1005

F

IL

E N

A M

E

D A

T E

S T

A M

P

PROJECT #: 25-114-00

804 Pecan Street, Bastrop, TX 78602

T 512-581-7100

A u to d e s k D o c s /1

.0

B a s tr o p

C o u n ty D e v S e rv ic e s O ff ic e B ld g

-1

-0 B a s tr o p C o u n ty

O ff ic e R

.r v t

/1

/2

:4 :0

P

M

S2.02A

LOW ROOF FRAMING

PLAN

BASTROP

COUNTY

DEVELOPMENT

SERVICE OFFICE

200 JACKSON ST,

BASTROP, TX 78602

1008375

BASTROP COUNTY

1/8" = 1'-0"1

LOW ROOF FRAMING PLAN

STEEL ROOF FRAMING NOTES:

1. G.C. TO COORDINATE FINAL LAYOUT WITH PEMB SUPPLIER.

TATA

TB

TCTC

T1

T1

T2

T2

T3

T3

H S

S

X 6X

3/

(L S

V

<2 5'

-6

H S

S

X 6X

3/

(L S

V

<2 5'

-6

HSS12X6X3/8 (LSV) <25'-6">

W8X10

W 8X

W8X10

W 8X

W 8X

W8X10

W 8X

W8X10

W8X10

W8X10

W 8X

W 8X

W8X10

W8X10

W 8X

W 8X

10'-6" 13'-2"

'-6

'-2

10'-6" 13'-2"

'-8

BOD = 24'-7"

BOD = 24'-7"BOD = 24'-7"

BOD = 24'-7"

BOD = 31'-3 1/2"

LOW ROOF

S9.02

S9.02

S9.01

S9.01

DECK

TYPE 2

W

X12

W 10X12 W

X12

W 10X12 W8X10

W8X10

W8X10

W8X10

W8X10

W8X10

W 8X

W 8X

W 8X

W 8X

W 8X

W 8X

6' -0

5'

-2

5' -2

5'

-2

5' -2

6'

-0

6'-0" 5'-2" 5'-2" 5'-2" 5'-2" 6'-0"

HSS12X6X3/8 (LSV)

<25'-6">

H S

S 5X

5X 3/

P

O S

T U

P

BRACE 1

B R

A C

E

S7.01

S7.01

S7.01

S7.01

HSS12X6X3/8 (LSV) <25'-6">

0"

S7.01

S7.01

INDICATES MOMENT CONNECTION

STEEL ROOF FRAMING NOTES:

1. ALL ELEVATIONS ARE RELATIVE TO DATUM ELEVATION.

2. " " (EXAMPLE) INDICATES ROOF DECK SPAN

DIRECTION AND DECK TYPE 2.

TOS ELEVATION AT ROOF DECKS ARE AT BOD, TYP, UON.

FOR DECK TYPE INFORMATION

DECK

TYPE 2

/RE: 6 S1.01

N

E

O

A L

I G

EN

S

O S I N

E

F

R E

A

S

X F T E

P R

T

S

A T E

O

NSE

D

EC

I

L

FRED DALLY

90904

09/12/25

SHEET NUMBER

SHEET TITLE

CLIENT

ARCHITECT

REGISTRATION

DRAWING HISTORY

PROJECT NAME

PROJECT LOCATION

PROJECT NUMBER

www.pgal.com

Austin, TX 78704 D100 3601 S Congress Ave PGAL, Inc.

T 512 236 1005

F

IL

E N

A M

E

D A

T E

S T

A M

P

PROJECT #: 25-114-00

804 Pecan Street, Bastrop, TX 78602

T 512-581-7100

A u to d e s k D o c s /1

.0

B a s tr o p

C o u n ty D e v S e rv ic e s O ff ic e B ld g

-1

-0 B a s tr o p C o u n ty

O ff ic e R

.r v t

/1

/2

:4 :0

P

M

S2.03A

HIGH ROOF FRAMING

PLAN

BASTROP

COUNTY

DEVELOPMENT

SERVICE OFFICE

200 JACKSON ST,

BASTROP, TX 78602

1008375

BASTROP COUNTY

3/16" = 1'-0"1

TOWER ROOF FRAMING PLAN

2B. PLINTH DETAILS

ALL DETAILS ARE PLAN VIEW UON

TYPE P1

GRID

G R

ID

TIES, TYP

VERT REINF, TYP

2" C

LR

, T

Y P

2'-6"

GRID

EQ EQ

TIES, TYP

VERT REINF, TYP

1' -3

M

IN

R E

: P

LA

N

EDGE OF SLAB

RE: PLAN

GRADE BEAM

(REINF CONT THRU

PLINTH)

2" C

LR

, T

Y P

GRID

RE: PLAN 1'-3" MIN.

TIES, TYP

VERT REINF, TYP

EDGE OF SLAB

RE: PLAN

GRADE BEAM

(REINF CONT THRU

PLINTH)

TYPE P2 TYPE P3

2' -0

E Q

E Q

2'-0"

EQ EQ

2" CLR, TYP

R E

: P

LA

N 1'

-3

M

IN

MARK

VERTICAL

REINFORCING

TIES

REMARKS

(8) #5P1

1. RE: PLAN FOR TYPE AND ORIENTATION OF PLINTHS.

2. WHERE A PLINTH IS INTEGRAL WITH A BEAM, EXTEND THE HORIZONTAL REINFORCING THROUGH THE PLINTH.

3. THE DIMENSIONS SHOWN ARE MINIMUM, GC TO COORDINATE W/ METAL BUILDING MANUFACTURER AND INCREASE

PLINTH DIMENSIONS AS NECESSARY TO SATISFY BASE PLATE & ANCHOR BOLT REQUIREMENTS.

P2

P3

PLINTH

TYPE

TYPE 1

TYPE 2

TYPE 3

2. PLINTH SCHEDULE

2A. PLINTH GENERAL NOTES

#4 @ 10" OC

(12) #5

(12) #5

#4 @ 10" OC

#4 @ 10" OC

GB WIDTH

G B

W

ID

T H

2" 2"

2"

2' -6

M

IN

2'-6" MIN.

2' -6

M

IN

GRID

1'-3" RE: PLAN

TIES, TYP

VERT REINF, TYP

EDGE OF SLAB

RE: PLAN

GRADE BEAM OR STEM WALL

(REINF CONT THRU PLINTH)

TYPE P4

(RE-ENTRANT CORNER)

GB WIDTH

R E

: P

LA

N 1'

-3

G B

W

ID

T H

2" CLR

TYPE P5

GRID

TIES, TYP

VERT REINF, TYP

4' -6

E Q

E Q

4'-6"

EQ EQ

2" CLR, TYP

P4 TYPE 4 #4 @ 10" OC TYPICAL AT RE-ENTRANT CORNERS

P5 TYPE 5 (12) #5 #4 @ 10" OC

(12) #5

DRILLED SHAFT PIER SCHEDULE DRILLED SHAFT PIER DETAILS

REMARKS

NUMBER SIZE

VERTICAL REINFORCING

SPACING (IN)SIZE

TIES

618 #5 12

SHAFT

DIAMETER

624 #6 12

630 #8 12

836 #8 12

1042 #8 12

#4

#4

#4

#4

DRILLED SHAFT PIER GENERAL NOTES

1. A GEOTECHNICAL REPORT IS AVAILABLE FOR REVIEW, RE: 4/S1.01

2. THE INDEPENDENT TESTING LABORATORY SHALL CONFIRM THE ALLOWABLE SOIL BEARING CAPACITY IN THE FIELD AT

THE ELEVATION DESIGNATED AS THE PLANE OF BEARING FOR THE DRILLED PIER.

a. ALLOWABLE BEARING PRESSURE OF 5,000 PSF

b. ALLOWABLE SKIN FRICTION 600 PSF

3. THE INDEPENDENT TESTING LABORATORY SHALL INSPECT THE BOTTOM AND SIDES OF THE DRILLED PIER PRIOR TO

PLACING REINFORCING AND CONCRETE.

4. CENTER ALL DRILLED PIERS UNDER THEIR COLUMNS, UON.

5. MAINTAIN CLOSE AND ACCURATE DRILLING PRACTICES TO ACHIEVE CLOSE TOLERANCES WITH THE REINFORCING

STEEL AND THE ANCHOR ROD TEMPLATE.

6. ALL REINFORCING STEEL FOR DRILLED PIERS SHALL BE DEFORMED NEW BILLET STEEL CONFORMING TO ASTM A615, GRADE 60.

7. ALL SCHEDULED REINFORCEMENT SHALL BE UNIFORMLY DISTRIBUTED.

8. DEPOSIT CONCRETE TO ITS FINAL POSITION BY THE USE OF A TREMIE.

9. CONSOLIDATE CONCRETE IN ITS FINAL POSITION BY VIBRATING.

SLURRY NOTE:

THE PRESENCE OF WATER OR SLOUGHING DUE TO SAND HAS BEEN

MENTIONED IN GEOTECHNICAL REPORT. CONTRACTOR TO PROVIDE

AN ALTERNATE ITEMIZED, LUMP-SUM PRICE FOR ALL PIERS, PER

SIZE, SHOWN ON PLAN USING SLURRY METHOD OR ANY EQUIVALENT

CASING METHOD. LUMP-SUM PRICE MUST INCLUDE, BUT NOT

LIMITED TO, MATERIAL, LABOR MOBILIZATION AND ANY IMPACT TO

THE PROJECT SCHEDULE. CONTRACTOR TO COORDINATE WITH

ACI-336.1 AND ACI 336 3R SPECIFICATIONS FOR DRILLING AND

PROCEDURE REQUIREMENTS FOR SLURRY DISPALCEMENT METHOD

GRID

PLANE OF

BEARING

SCHEDULE VERTICAL

REINFORCING & TIES

SECTION

(3) #3 TIES @ 4" OC

BALANCE AS

SCHEDULED

EXTEND PIER VERTICAL REINFORCING 18" INTO PLINTH

& PROVIDE STD HOOK. ALTERNATIVELY, PROVIDE

(6) - #6 DOWELS x 8'-0" LONG WITH STD HOOK AT PLINTH

SCHEDULE PLINTH

RE: SCHEDULE

EXISTING GRADE

CONSTRUCTION

JOINT

SLAB

RE: PLAN

BASE PLATE CONNECTION

RE: 4/S3.01

STEEL COLUMN

RE: PLAN

B E

LO

W

E X

IS

TI

N G

G R

A D

E

'-0

(3) #4 TIES @ 4" OC TOP,

BALANCE REST AS

SCHEDULED

RE: PLAN

SHAFT DIAMETER

LA

P

L d

DATUM

RE: PLAN

T.O. PLINTH

RE: PLAN

T.O. PIER

RE: PLAN

B.O. PIER

BELOW EXISTING GRADE

LIMESTONE/SHALE

3' -0

M

IN

#4

BASEPLATE SCHEDULE

MARK

DIMENSIONS

BP1 1 1/2"

BASE PLATE GENERAL NOTES:

1. PROVIDE STEEL FOR BASE PLATES CONFORMING TO ASTM A572 GRADE 50.

2. PROVIDE HOLES IN BASE PLATES IN ACCORDANCE WITH AISC 14TH EDITION.

3. PROVIDE ANCHOR RODS CONFORMING TO ASTM F1554, GRADE 55 WELDABLE.

4. PROVIDE ANCHOR RODS WITH PLATE WASHERS AND HEAVY HEX NUTS.

5. USE E70XX WELDING ELECTRODES FOR ALL WELDS, UNLESS OTHERWISE NOTED.

6. MILL SURFACES NOTED FIN. (FINISHED) FOR TRUE AND FULL CONTACT.

7. SET ANCHOR RODS WITH TEMPLATE.

8. PROVIDE NON-METALLIC SHRINK-RESISTANT GROUT WITH 8000 PSI MINIMUM

COMPRESIVE STRENGTH AT 28-DAYS.

TYPE

B (IN) N (IN) tp (IN) X (IN) Z (IN)

B 16

# Ø (IN) P (IN) L (IN) W (IN)

WELDANCHOR RODS

5 1 6 24 1/2

BASE PL STEEL

ASTM KSI

A572 50

BP2 C 4 1 6 245014 14 1 1/2"

3 1/2

4 1/2

5 1/2

A572

1/2

GRID

G R

ID

N

B

1/ 2"

T Y

P

Z X

C

LR

GRID

G R

ID

N

X

B

B/2 B/2

CLR

1"

X CLR

TYPE C

ANCHOR RODS

BOLT HEAD OR

NUT TACK WELD

PLATE PER A.I.S.C

TYPICAL SECTION

DATUM

RE: PLAN

tp

HSS OR WIDE FLANGE

COLUMN

RE: PLAN

1 1/2" GROUT

RE: SCHEDULE

L

P

BASE PLATE

RE: SCHEDULE

TYPICAL ANCHOR ROD

CLEARANCE SCHEDULE

ROD Ø CLEAR DIM

3/4" 1-1/2"

1" 2"

1 1/2" 2-1/2"

2" 2-1/2"

2 1/2" 3"

NOTED AS "CLR"

ON BASEPLATE DETAILS

TYPICAL PLAN

B

B/2 B/2

GRID

CLR

N

N /2

N /2

G R

ID

TYPE B

PLATE WASHER

N

E

O

A L

I G

EN

S

O S I N

E

F

R E

A

S

X F T E

P R

T

S

A T E

O

NSE

D

EC

I

L

FRED DALLY

90904

09/12/25

SHEET NUMBER

SHEET TITLE

CLIENT

ARCHITECT

REGISTRATION

DRAWING HISTORY

PROJECT NAME

PROJECT LOCATION

PROJECT NUMBER

www.pgal.com

Austin, TX 78704 D100 3601 S Congress Ave PGAL, Inc.

T 512 236 1005

F

IL

E N

A M

E

D A

T E

S T

A M

P

PROJECT #: 25-114-00

804 Pecan Street, Bastrop, TX 78602

T 512-581-7100

A u to d e s k D o c s /1

.0

B a s tr o p

C o u n ty D e v S e rv ic e s O ff ic e B ld g

-1

-0 B a s tr o p C o u n ty

O ff ic e R

.r v t

/1

/2

:4 :0

P

M

S3.01

FOOTING & PLINTH

SCHEDULE &

DETAILS

BASTROP

COUNTY

DEVELOPMENT

SERVICE OFFICE

200 JACKSON ST,

BASTROP, TX 78602

1008375

BASTROP COUNTY

3/4" = 1'-0"4

BASEPLATE SCHEDULE

3/4" = 1'-0"3

BASEPLATE DETAILS

THRU-BEAM CONDUIT

BY OTHERS

RE: MEP

ADDITIONAL

(3) SET STIRRUPS

EACH SIDE

FINISH FLOOR

1.5D D 1.5D

2'-6" (NTS) 2'-6" (NTS)

3" 3" 2"

SIZE & NUMBER OF BARS SHALL

MATCH BEAM BOTTOM BARS

S C

H E

D U

LE

D

B M

D E

P T

H D

3" 3"

EQ EQ

B E

A M

D E

P T

H

D " D

/3 D

/3 D

/3

1" 1"

2" 3" 2"

CONSTRUCTION JOINT

LOCATION

FORMED SHEAR KEY

(HORIZONTAL)

SCHEDULED BEAM TOP AND

BOTTOM REINFORCEMENT. DO

NOT DISCONTINUE AT

CONSTRUCTION JOINT.

PROVIDE (1) ADDITIONAL BEAM STIRRUP

EACH SIDE OF CONSTRUCTION JOINT

AND EACH END OF ADDITIONAL DOWELS

(NOT SCHEDULED).

ADDITIONAL DOWELS. USE (2) #5 X 4'-0"

TOP AND BOTTOM UNLESS REQUIRED

OTHERWISE BY NOTE 3 OR 4.

SCHEDULED BEAM TOP

AND BOTTOM

REINFORCEMENT. DO NOT

DISCONTINUE AT

CONSTRUCTION JOINT.

NOTES:

1. GENERAL CONTRACTOR SHALL SUBMIT DESIRED CONSTRUCTION JOINT LAYOUT AS A SHOP DRAWING FOR

APPROVAL A MINIMUM OF TWO WEEK PRIOR TO POUR.

2. CONSTRUCTION JOINT LOCATIONS SHALL BE COORDINATED WITH REINFORCING STEEL SUPPLIER AND

ERECTOR.

3. ACCEPTABLE JOINT LOCATIONS ARE AS FOLLOWS:

a. FOR BEAMS NOT SUPPORTING INTERSECTING BEAMS: PLACE JOINT MIDDLE THIRD OF SPAN.

b. FOR BEAMS SUPPORTING INTERSECTING BEAMS, CHECK WITH STRUCTURAL ENGINEER.

4. FOR JOINT LOCATIONS OTHER THAN WITHIN MIDDLE THIRD OF SPAN, CONTRACTOR SHALL COORDINATE

REQUIRED ADDITIONAL REINFORCEMENT WITH THE ENGINEER ON THE SHOP DRAWINGS.

CORNER BARS TO MATCH

LONGITUDINAL REINFORCING

PROVIDE STANDARD

HOOKS AT EXTERIOR

ENDS

HORIZONTAL

REINFORCING

STIRRUPS

RE: SECTIONS

2"

ADDITIONAL REINF.

1- #4 4'-0" @ TOP & BOTT.

(1) #4 TIE @ EACH SIDE OF CONDUIT

6" MIN. CONC.

6" MIN. CONC.

12" Ø MAX SLEEVE

CONDUIT THRU GRADE BEAM

DATUM

RE: PLAN

BACKFILL COMPACTION

IN ACCORDANCE

W/ GEOTECHNICAL

REPORT

PIPING BELOW

GRADE BEAM

CONDUIT BELOW GRADE BEAM

DATUM

RE: PLAN

TYPICAL

GRADE BEAM AND STRAP BEAM

SECTION

SCHEDULED

BOTTOM REINF.

SCHEDULED

TOP REINF

SCHEDULED TIES

2" CLR, TYP

3" C

LR

STANDARD 90° HOOK

CL OF SUPPORT

FOR STIRRUP

SIZE & SPACING

RE: SCHEDULE

1" CLEAR BETWEEN LAYERS

(IF REQ'D)

BOTTOM BARS

TOP BARS

(PROVIDE GREATER

OF L1 OR L2 BARS)

RE: SCHEDULE

CLASS 'A' SPLICE, TYP

R E

: S C

H E

D U

LE

D E

P T

H

CL OF SPLICE CL OF SUPPORT CL OF SPLICE CL OF SUPPORT

0.50L1 0.50L1 0.50L2 0.50L2 CANTILEVER

CENTER TO CENTER SPAN L1

CLASS 'A' SPLICE, TYP

CENTER TO CENTER SPAN L2

TYPICAL

GRADE BEAM AND STRAP BEAM

ELEVATION

R E

: S C

H E

D U

LE

D E

P T

H

RE: SCHEDULE

WIDTH

RE: PLAN

ADD'L STIRRUP

@ END, TYP

GRADE BEAM SCHEDULE

MARK WIDTH DEPTH

TOP

REINF.

MIDDLE

REINF.

BOTTOM

REINF.

TIES

(OC, TYP)

GB1 1'-4" 2'-0" (3) #6 - (3) #6 #4 @ 10"

REMARKS

AD

BD

B3

3'-2"

7"

3' -1

0"

1' -2

1'

-0

N

E

O

A L

I G

EN

S

O S I N

E

F

R E

A

S

X F T E

P R

T

S

A T E

O

NSE

D

EC

I

L

FRED DALLY

90904

09/12/25

SHEET NUMBER

SHEET TITLE

CLIENT

ARCHITECT

REGISTRATION

DRAWING HISTORY

PROJECT NAME

PROJECT LOCATION

PROJECT NUMBER

www.pgal.com

Austin, TX 78704 D100 3601 S Congress Ave PGAL, Inc.

T 512 236 1005

F

IL

E N

A M

E

D A

T E

S T

A M

P

PROJECT #: 25-114-00

804 Pecan Street, Bastrop, TX 78602

T 512-581-7100

A u to d e s k D o c s /1

.0

B a s tr o p

C o u n ty D e v S e rv ic e s O ff ic e B ld g

-1

-0 B a s tr o p C o u n ty

O ff ic e R

.r v t

/1

/2

:4 :0

P

M

S3.02

GRADE BEAM

SCHEDULE AND

DETAILS

BASTROP

COUNTY

DEVELOPMENT

SERVICE OFFICE

200 JACKSON ST,

BASTROP, TX 78602

1008375

BASTROP COUNTY

3/4" = 1'-0"6

TYPICAL THRU. BEAM CONDUIT

3/4" = 1'-0"3

TYPICAL GRADE BEAM CONSTRUCTION JOINT

3/4" = 1'-0"4

TYP GRADE BEAM REINF. AT INTERSECTIONS

3/4" = 1'-0"5

TYPICAL CONDITION OF CONDUIT

3/4" = 1'-0"2

TYPICAL GRADE BEAM AND STRAP BEAM DETAILS1

3/4" = 1'-0"7

GRADE BEAM SCHEDULE

3/4" = 1'-0"1

FOUNDATION DETAIL

15 MIL THICK

VAPOR BARRIER

COMPACTED SUB-GRADE

RE: GEOTECHNICAL

REPORT FOR REQUIREMENTS

REINFORCING STEEL SUPPORT

W/ BEARING PLATES @ 3'-0" OC

SLAB REINFORCING

RE: PLAN

R E

: P

LA

N

1/

2"

DATUM

RE: PLAN

NEW

PLACEMENT

1/2" Ø X 2'-0" LONG

SMOOTH BARS @

1'-6" OC ,TYP

GREASE & WRAP

THIS END

PREVIOUS

PLACEMENT

2'-0"

DATUM

RE: PLAN

APPLY CURING COMPOUND TO

SLAB EDGE IMMEDIATELY AFTER

FORM IS REMOVED

1" SAW CUT FOR

JOINT FILLER

SAW CUT JOINT

CUT ALTERNATE BARS

DATUM

RE: PLAN

1/4" MAX

S

LA

B T

H

IC

K N

E S

S

OPEN

NOTE:

RE: ARCHITECTURAL, PLUMBING AND ELECTRICAL DRAWINGS FOR SIZES AND

LOCATIONS OF THE FLOOR PENETRATIONS.

SLAB-ON-GRADE

RE: DETAIL 1 ON

THIS SHEET

(2) #4, TYP

#4 TYP

TYP

45°

3"

TYP

2"

C

LE

AR

3" TYP

1 1/2" TYP

PLAN VIEW

1'-0" MIN, TYP

1'- 0"

T

YP

(2) CONT #4

BENT BARS

TO MATCH

SLAB REINF.

DEPRESSION

GREATER THAN 6"

BUT LESS THAN 12"

LENGTH

DEVELOPMENT

MIN.

6"

BEND CONT.

BARS AS REQ'D

DEPRESSION

LESS THAN 6"

MIN.

6"

(1) CONT #4 MIDDLE

CONT #4 NOSING BAR

TOP REINFORCEMENT

RE: SCHEDULE

BOTTOM REINFORCEMENT

RE: SCHEDULE

3/4" CHAMFER, TYP

2'-0"

2'-0"

NOTE:

GENERAL CONTRACTOR TO COORDINATE WITH MECHANICAL

DRAWINGS AND SPECIFICATIONS TO DETERMINE

REQUIREMENTS FOR HOUSEKEEPING PADS OVER SLAB ON

GRADE AND PROVIDE WHERE REQUIRED WHETHER SHOWN ON

STRUCTURAL DRAWINGS OR NOT. COORDINATE DIMENSIONS

AND OTHER SPECIAL REQUIREMENTS WITH EQUIPMENT

MANUFACTURERS AS REQUIRED.CONT #4 @ PERIMETER

W/ #4 X 4'-0" LONG @

EXTERIOR CORNERS

AND #4 X 4'-0" LONG

DIAGONAL @

INTERIOR CORNERS.

SLAB ON GRADE

3/4" CLEAR

COVER

PAD THICKNESS TOP REINFORCEMENT BOTTOM

REINFORCEMENT

4" < t <= 6" 4"x 4",W4.0 x W4.0 NONE

6" < t <= 8" 4"x 4",W5.5 x W5.5 NONE

8" < t <= 12" #3@12"EW #4@18"EW

12" < t <= 16" #3@12"EW #4@18"EW t <= 4" 6"x 6",W2.9 x W2.9 NONE

HOUSEKEEPING PAD REINFORCING SCHEDULE

DATUM

RE: PLAN

(4" MINIMUM THICKNESS)

SEE ARCHITECTURAL OR MEP

t

ROUGHEN SURFACE AND ADD BONDING AGENT

TO EXIST. SURFACE PRIOR TO HOUSEKEEPING

PAD POUR

#3 DOWELS # 18 O.C AT

PAD THICKNESS LARGER

THAN 6". DRILL & EPOXY

w/ 3" EMBED

SLAB-ON-GRADE

RE: DETAIL 1 THIS SHEET

GRADE BEAM, STEM WALL

OR SLAB THICKENING BELOW

RE: PLAN

GRADE BEAM

& SLAB EDGE

PLAN VIEW

2"

2"

(2) #5 BARS X 6'-0" LONG

TYPICAL @ EA.

RE-ENTRANT CORNER

PAVING

RE: CIVIL

NEW SLAB ON GRADE

REINFORCE W/ #4 BARS

@ 12" OC, EW.

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

DRILLED & EPOXIED W/ 6" EMBED

1' -6

1'-6"

8"

MEP UNIT

RE: MEP

PAVING

RE: CIVIL

1'-6"

VERIFY W/ MANUFACTURER

SELECT FILL

#4 BENT BARS @ 12" OC

(1'-6" LAP)

(2) - CONTINUOUS #5 BARS (TYP)

3" C

LR

NOTE: SEE ARCHITECTURAL SITE PLAN FOR

PAD LOCATION AND OVERALL DIMENSIONS.

STD HOOK

MIN.

6"

MIN.

6"

CONCRETE PAD

1/2"Φ HILTI KWIK BOLT TZ2

EXPANSION ANCHORS @ 24" O.C. (2

MIN PER SIDE) W/ 2 1/2" MIN EMBED

LOCATE PER VENDOR DRAWINGS

GENERATOR ON FRAME

PER MANUFACTURER

/RE: 11 S4.01

CSJ OR CTJ

RE: PLAN

CSJ OR CTJ

RE: PLAN STEEL COLUMN

AND BASE PLATE

#4 TOP AND BOT

CONSTRUCTION JOINT

PLAN VIEW

1 1 /2"

T

YP

(T

YP.)3"

GRID

G R

ID

#4 BENT

BARS, TYP

1'-0" TYP

PREFORMED

JOINT FILLER

AND SEALER

CSJ OR CTJ

RE: PLAN

WF & HSS COLUMN

& BASE PLATE

RE: SCHEDULE

PREFORMED

JOINT FILLER

AND SEALER

SCHEDULE PLINTH AND

GRADE BEAM BELOW

GRADE BEAM

& SLAB EDGE

NOTE:

RE: PLAN FOR ORIENTATION

OF COLUMNS.

PLAN VIEW

1 1 /2"

T

YP

GRID

G R

ID

#4 TOP & BOTT

#4 TOP & BOTT

WF & HSS COLUMN

& BASE PLATE

RE: SCHEDULE

PREFORMED

JOINT FILLER

AND SEALER

SCHEDULE PLINTH AND

GRADE BEAM BELOW

GRADE BEAM

& SLAB EDGE

PLAN VIEW

1 1 /2"

T

YP

G R

ID

#4 TOP & BOTT

GRID

#4 BENT BAR

1'-0" TYP

3" C

LE

AR

PROVIDE 2 ADDITIONAL

TIES AT TOP OF BASE

GROUND

SEE MEP FOR

GROUND

3000 PSI

CONCRETE PIER

SEE MEP DRAWINGS

FOR CONDUIT

PAVING RE. CIVIL

SEE POLE MANUFACTURER

FOR ANCHOR SIZE AND

LOCATION.

(5) #5 VERTICAL W/

#3 @ 10" OC

CIRCULAR TIES

(5) #5 VERTICAL W/

#3 @ 10" OC

CIRCULAR TIES

'-0

(N

.T .S

3'

-0

(1 2"

IF

M

O R

E T

H A

N

'-0

A W

A Y

F R

O M

C U

R B

/P A

V

IN

G

2'-0"

3/4" = 1'-0"1

TYPICAL SLAB SECTION

3/4" = 1'-0"2

TYPICAL SECTION - CONSTRUCTION JOINT

3/4" = 1'-0"3

TYPICAL SECTION - CONTROL JOINT

3/4" = 1'-0"9

SLAB REINF. AT OPENING 2'-0" OR LESS

3/4" = 1'-0"4

TYPICAL SLAB DEPRESSION DETAILS

3/4" = 1'-0"10

HOUSEKEEPING PAD

N

E

O

A L

I G

EN

S

O S I N

E

F

R E

A

S

X F T E

P R

T

S

A T E

O

NSE

D

EC

I

L

FRE…