ESBD_356328_1713201923416_381859-18-24-01-plans.pdf

04/09/2024

STRUCTURAL NOTES

GENERAL NOTES

1.0 GENERAL

1.1 THIS PROJECT DESIGN IS SITE SPECIFIC AND MAY NOT BE USED FOR

DIFFERENT SITE LOCATIONS.

1.2 THIS PROJECT HAS BEEN DESIGNED AS A PARTIALLY GROUND

SUPPORTED CONCRETE FOUNDATION, AND AS SUCH WILL MOVE WITH THE

SOILS UPON WHICH IT BEARS. THIS DESIGN IS INTENDED TO LIMIT SUCH

MOVEMENT TO WITHIN THE DEFLECTION TOLERANCES SET FORTH IN THE

INTERNATIONAL BUILDING CODE 2021, EDITION IN FORCE AT TIME OF

DESIGN.

1.3 DO NOT SCALE THIS DRAWING. THIS IS A SCHEMATIC PLAN TO BE USED

TO LOCATE AND IDENTIFY STRUCTURAL FOUNDATION ELEMENTS ONLY.

DIMENSIONAL CONTROL IS THE RESPONSIBILITY OF THE BUILDER AND

CONTRACTOR TO FOLLOW THE ARCHITECTURAL, DESIGNER PLANS, OR

EXISTING SITE CONDITIONS. USE THIS PLAN FOR PLACEMENT OF

STRUCTURAL FOUNDATION ELEMENTS ONLY.

1.4 THE BUILDER SHALL VERIFY ALL DIMENSIONS AND SHALL NOTIFY THE

ARCHITECT OR DESIGNER AND THE ENGINEER IN WRITING OF ANY

DISCREPANCY AND FOR DIRECTIONS TO RESOLVE THE DISCREPANCY.

THE ARCHITECTURAL OR DESIGNER PLANS TAKE PRECEDENCE OVER THIS

DRAWING IF ANY NON-STRUCTURAL DIMENSIONAL DISCREPANCY EXISTS.

1.5 THE BUILDER SHALL COORDINATE THIS DRAWING WITH ALL

STRUCTURAL, CIVIL, ELECTRICAL, AND MECHANICAL PLANS FOR ALL

OPENINGS, EMBEDDED ITEMS, DROPS, OFFSETS, SLOPES, ETC. AND SHALL

NOTIFY THE ARCHITECT OR DESIGNER AND THE ENGINEER IN WRITING OF

ANY DISCREPANCY AND FOR DIRECTIONS TO RESOLVE THE DISCREPANCY.

1.6 SEE SITE PLAN, ARCHITECTURAL PLAN, OR DESIGNER PLAN FOR

ACTUAL TOP-OF- FOUNDATION ELEVATION.

1.7 THIS CONSTRUCTION IS OF A MINOR NATURE AND WILL NOT REQUIRE

SPECIAL INSPECTIONS.

1.8 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

1.9 PERIODIC SITE OBSERVATION BY FIELD REPRESENTATIVES OF TXDOT IS

SOLELY FOR THE PURPOSE OF DETERMINING IF THE WORK IS

PROCEEDING IN ACCORDANCE WITH THE STRUCTURAL CONTRACT

DOCUMENTS. THIS LIMITED SITE OBSERVATION IS NOT INTENDED TO BE A

CHECK OF THE QUALITY OR QUANTITY OF THE WORK, BUT RATHER A

PERIODIC CHECK IN AN EFFORT TO INFORM THE OWNER AGAINST

DEFECTS AND DEFICIENCIES IN THE WORK OF THE CONTRACTOR.

2.0 DESIGN DATA AND CRITERIA

2.1 THE PROJECT DESIGN UTILIZED GUIDANCE PROVIDED IN THE 2021 IBC.

2.2 DESIGN PI=31, PROPERTY IN IRVING. APPROXIMATE COORDINATES

32.835062, -96.910810. PRESUMPTIVE BEARING CAPACITY 1500PSF

2.3 STRUCTURAL FOUNDATION DESIGN LOADS:

DEAD LOADS:

LIGHT POLES-1500LBS

SELF WEIGHT OF FOUNDATION

LIVE LOAD:N/A

WIND:

BASIC WIND SPEED:105

EXPOSURE CATEGORY:C

RISK CATEGORY:2

ENCLOSURE CLASSIFICATION: OPEN

INTERNAL PRESSURE COEFFICIENT:NA

SNOW=5PSF

RAIN= IRVING, TEXAS

15 MIN 8.06IN/HR

60 MIN 3.65IN/HR

SEISMIC DESIGN PARAMETERS

RISK CATEGORY 2

SEISMIC IMPORTANCE FACTOR 1

SITE CLASS D -ASSUMED

MAPPED SPECTRAL RESPONSE ACCELERATION SS= 0.098 S1=0.054

SEISMIC DESIGN CATEGORY B

3.0 SITE PREPARATION AND DRAINAGE

3.1 EXISTING ASPHALT, VEGETATION AND ANY EXISTING LOOSE MATERIALS

SHALL BE STRIPPED AND REMOVED FROM THE PROPOSED FOUNDATION

FOOTPRINT AREA.

3.2 TREES WITHIN A DISTANCE TO THE FOUNDATION OF ONE TIMES THE

MATURE TREE HEIGHT MAY DAMAGE THE FOUNDATION. EXISTING AND

NEWLY PLANTED TREES WITHIN ONE TIMES THE MATURE TREE HEIGHT TO

THE FOUNDATION PERIMETER ARE AT THE RISK OF BUILDER AND/OR

OWNER AND MUST HAVE A PROPERLY DESIGNED AND PLACED ROOT

SHIELD (ROOT BARRIER), DESIGNED BY AN ARBORIST OR TREE EXPERT, TO

INHIBIT TREE ROOT GROWTH TOWARD AND UNDER THE FOUNDATION.

3.3 VOIDS (HOLES) CREATED AS A RESULT OF DEMOLITION AND REMOVAL

OF EXISTING STRUCTURES, TREES, AND OTHER EXISTING OBJECTS SHALL

BE FILLED WITH WELL COMPACTED SELECT FILL MATERIAL. THIS IS

USUALLY DONE BY LAYERING THE HOLE WITH SELECT FILL MATERIAL

APPLYING WATER AND COMPACTING EACH LAYER, COMPACTING WITH

HEAVY EARTH MOVING EQUIPMENT OR A HEAVY TRUCK. CONTINUE THIS

PROCESS UNTIL THE HOLE IS FILLED.

3.6 THE BUILDER IS RESPONSIBLE FOR CONSTRUCTION OF FINAL SURFACE

DRAINAGE PATTERN TO PREVENT PONDING AND LIMIT SURFACE WATER

INFILTRATION AT THE FOUNDATION PERIMETER. THE ENGINEER IS NOT

RESPONSIBLE FOR FOUNDATION WITH INADEQUATE DRAINAGE AND/OR

GROUND WATER COLLECTION PROXIMATE TO THE FOUNDATION

PERIMETER OR BENEATH THE FOUNDATION.

6.0 FOUNDATION CONSTRUCTION DRILLED SHAFTS

6.1 SHAFT DIAMETERS AND DEPTHS AS INDICATED ARE MINIMUM

ACCEPTABLE SIZES. LARGER SIZES FORMED BY LESS ACCURATE

INSTALLATION MAY REQUIRE ADDITIONAL REINFORCING NOT SHOWN

WHICH SHALL BE DETERMINED BY THE ENGINEER DURING CONSTRUCTION

REVIEW.

6.2 REMOVE FREE WATER FROM HOLES AND ALL OTHER EXCAVATIONS

BEFORE PLACING CONCRETE. CLEAN BOTTOM OF DRILLED HOLE OF

LOOSE SOIL, ROOTS, GRAVEL, AND ALL DEBRIS PRIOR TO PLACING

CONCRETE.

6.3 FORMWORK SHORING SHALL BE DESIGNED IN ACCORDANCE WITH THE

LATEST EDITION OF THE AMERICAN CONCRETE INSTITUTE (ACI) ACI 347,

"STANDARD FOR DESIGN AND PLACEMENT OF CONCRETE FORMWORK",

6.4 ALL CONCRETE SHALL BE PLACED IN ACCORDANCE WITH ACI 302.1R.

6.5 PROPER CURING OF ALL CONCRETE SURFACES SHALL BE PROVIDED BY

THE BUILDER AND IN ACCORDANCE WITH THE LATEST EDITION OF ACI 308,

"STANDARD PRACTICE FOR CURING CONCRETE."

6.6 DO NOT PLACE CONCRETE WHEN TEMPERATURE IS BELOW 40

DEGREES FAHRENHEIT UNLESS COLD WEATHER CONCRETE PROCEDURES

ARE FOLLOWED. CALCIUM CHLORIDE SHALL NOT BE USED. PROVIDE

SPECIAL CARE TO PREVENT HIGH TEMPERATURES DURING HOT WEATHER

CONDITIONS IN FRESH CONCRETE. USE WATER REDUCING SET

RETARDING ADMIXTURES IN SUCH QUANTITIES AS SPECIFICALLY

RECOMMENDED BY THE MANUFACTURER TO ASSURE THE CONCRETE

REMAINS WORKABLE.

6.7 SCHEDULING OF CONCRETE DELIVERY SHALL BE SUCH TO PREVENT

PLACED CONCRETE FROM HARDENING PRIOR TO PLACEMENT OF

ADDITIONAL FRESH CONCRETE. NO HORIZONTAL JOINTS WILL BE

PERMITTED IN THE CONCRETE EXCEPT AS NOTED. THE BUILDER SHALL

CONTACT THE ENGINEER PRIOR TO PLACING ANY CONCRETE IF

CONSTRUCTION JOINTS ARE REQUIRED.

7.0 CONCRETE AND REINFORCING STEEL-DRILLED SHAFTS

7.1 ALL CONCRETE AND REINFORCING STEEL SHALL MEET LATEST EDITION

OF ASTM A615 AND ACI 117 "STANDARD TOLERANCES FOR CONCRETE

CONSTRUCTION AND MATERIALS".

7.2 WHILE SOME SHRINKAGE CRACKING IS TO BE EXPECTED IN THE

CONCRETE, IT HAS BEEN SHOWN TO BE SIGNIFICANTLY REDUCED

THROUGH PROPER CURING PROCEDURES AND PROPER CONTROL OF

ADMIXTURES. ONLY THOSE ADMIXTURES HAVING SPECIFIC WRITTEN

AUTHORIZATION OF THE DESIGN ENGINEER SHALL BE INTRODUCED WITH

THE CONCRETE MIX.

7.3 TESTING SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDER, AND

ANY SUBSTANDARD STRENGTHS SHALL BE REPORTED TO ENGINEER.

7.4 CONCRETE SHALL BE PLACED IN ACCORDANCE WITH LATEST EDITION

OF ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR

BUILDINGS".

7.5 CONCRETE COMPRESSIBLE STRENGTH SHALL BE 3000 PSI MINIMUM

STRENGTH AT 28 DAYS.

7.6 CEMENT SHALL BE TYPE 1 (GRAY) PORTLAND. MAXIMUM WATER

CEMENT RATIO SHALL BE 0.5 AND A SLUMP RANGE OF 4 1/2 TO 6 1/2 INCHES

(DRILLED SHAFT). MAX AGGREGATE SIZE SHALL BE 1 1/2INCHES.

CONTRACTOR SHALL SATISFY HIMSELF THAT THE MIX DESIGN IS

ACCEPTABLE FOR ITS INTENDED PURPOSE.

7.7 REINFORCING STEEL SHALL MEET LATEST EDITION OF ASTM A-615,

GRADE 60 DEFORMED BARS. #3 BARS MAY BE GRADE 40.

7.8 WELDED WIRE MESH (WWM) SHALL MEET LATEST EDITION OF ASTM

A-185 OR ASTM A-497. USE FLAT SHEETS ONLY. ALL LAPS TO BE 2 FULL

SQUARES.

7.9 ALL REINFORCEMENT SHALL BE SECURELY SUPPORTED AT 48" O.C. TO

PREVENT VERTICAL AND HORIZONTAL MOVEMENT DURING THE

PLACEMENT OF CONCRETE.

SHAFT DIA.

3" CLR.

3" CLR. CVR.(MIN)

#3 @ 12" O.C.8-#724"

PIER REINFORCING

DIAMETER

SHAFT VERTICAL

BARS

TIES

PIER

DESIGNATION

P1

2-#3 TIES @

3" O.C. BOTTOM

2 - #3 TIES @ 3" O.C. TOP

SEE SCHED.

FOR REINF.

SEE SCHED.

FOR TIE SIZE

T.O. PIER

=2'-6"

B.O. PIER

EL.=10'-0" BELOW FINISHED GRADE

FINISHED SURFACE SEE

SITE LAYOUT (TYP.)

ANCHOR BOLTS TYPES AND GROUT

THICKNESS BY LIGHT POLE PROVIDER.

ANCHOR BOLTS SHALL HAVE MIN. 1'-6"

EMBEDMENT INTO PIER.

NOTE: IF BEDROCK IS ENCOUNTERED

PRIOR TO ACHIEVING THE 10'-0"

DEPTH, CONTRACTOR SHALL

CONTACT ENGINEER FOR DIRECTION

PRIOR TO PROCEEDING

FINISHED GRADE

=0'-0"

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

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REVISIONS:

COPYRIGHT 2024c

Texas of Transportation Department

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NOT FOR REGULATORY

APPROVAL, PERMITTING,

OR CONSTRUCTION

SUBMITTAL

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ISSUED: FEB 2023

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STRUCTURAL LIGHT POLE BASE

04/03/2024