HomeMy WebLinkAbout02. Scott & White Development Permit 2BOLLARD PROFILE
FRONT VIEW
NOTE: REFER TO BONTEMPO STRUCTURAL ENGINEERING INC. DRAWINGS FOR FOUNDATION PLANS AND SPECIFICATIONS.
AUTOMATIC TRANSFER SWITCH PAD NOTES
1. No add mixtures shall be permitted without the approval from CSU.
2. The driver of each truck shall furnish a ticket showing the time the truck was
loaded at the hatch plant. Any truck which has not discharged its complete
load one hour and thirty minutes after loading shall be rejected unless a
retardanI, approved by CSU, has been added to the concrete at the time of
botching. Ready mixed concrete shall conform to ASTM C94.
3. The Contractor is to install two (2) 5/8" X 8' ground rods in each pad opening.
The top six Inches (6") of the rods are to be exposed above ground grade.
4. Refer to Sontempo Structural Engineering Inc. drawings for foundation plans
and specifications.
F, 266A
THE SEAL APPEARING ON THIS
DOCUMENT WAS AUTHORIZED BY
REX N. WOODS, P.E. 87089
SEPTEMBER 7, 2011
NOT VALID UNLESS SIGNED.
ALTERATION OF A SEALED DOCUMENT WITHOUT
PROPER NOTIFICATION TO THE RESPONSIBLE
ENGINEER IS AN OFFENSE UNDER THE
TEXAS ENGINEERING PRACTICE ACT.
APPROVED
FOR CONSTRUCTION
CITY OF COLLEGE STATION
SCOTT &WHITE HOSPITAL
(AUTOMATIC TRANSFER SWITCH PAD DETAIL)
WFOq 1263119
gcµE McCORDE NCINEER7NG, INC.
Texas Registered Engineering Firm F-2664
916 Southwest Parkway East
College Station, ]]640
(9]9)]fi4-63536fi
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06-24-11
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Can 6-8.35
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MEI-9573 MRc
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3-#4 CONT. PERIMETER GRADE BEAM PERIMETER GRADE BEAM
(NOTE: EARTH FORMING IS
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INTO PIER CONCRETE, CONCRETE SHALL
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INSTALLED.
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FOR ITEMS NOT NOTED. Al USE SPECIAL ARCVOID
2 3/4 =t -0 - BOXES AROUND PIERS 3 a a =t -oITIM DETAIL
(TYP,)
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1 APPLICABLE CODES AND STANDARDS - ALL CODES AND 3 THE GEOTECHNICAL REPORT FOR THIS PROJECT IS A LETTER 11_6" 9'-10"
STANDARDS REFERENCED SHALL BE THE LATEST EDITION. RESPONSE PREPARED BY CSC ENGINEERING & ENVIRONMENTAL
CONSULTANTS, INC.,3407 TABOR RD., BRYAN, TX 77808, CONIC, APRON (TYP,)
1'-0" 7'-10" 1'-0"
2 ANY REQUIRED CHANGES TO THE STRUCTURAL DRAWINGS DUE TO PHONE 979-778-2810, FAX 979-778-0620, PROJECT N0, 11050-
THE ACCEPTANCE OF ALTERNATES AND/OR SUBSTITUTES ARE THE 34 DATED MAY 27, 2011. THE CONTRACTOR SHALL OBTAIN A g» 6"
RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE SUBMITTED COPY OF THIS REPORT AND RENEW ITS CONTENTS TO BECOME
TO THE ENGINEER FOR REVIEW, FAMILIAR WITH THE GEOTECHNICAL CONDITIONS THAT EXIST AT
THIS SITE AND THE RECOMMENDATIONS PRESENTED IN THE
3 THE CONTRACTOR SHALL COMPARE STRUCTURAL DRAWINGS W9TH GEOTECHNICAL LETTER RESPOPNSE. o
THE DRAWINGS OF OTHER DISCIPLINES AND REPORT ANY
0
DISCREPANCIES TO THE ENGINEER PRIOR TO FABRICATION OR 4 THE FOUNDATION SYSTEM TO BE CONSTRUCTED FOR THIS
INSTALLATION OF STRUCTURAL MEMBERS. PROJECT CONSISTS OF A DRILLED PIER AND PERIMETER a z
CONCRETE BEAM OVER A 6-INCH MINIMUM VOID SPACE.
4 JOB SITE SAFETY SHALL BE THE SOLE RESPONSIBILITY OF THE 2
1
CONTRACTOR, THE CONTRACTOR SHALL ADHERE TO OCCUPATIONAL 5 DRILLED PIER CONSTRUCTION SHALL CONFORM TO THE STANDARD n
SAFETY AND HEALTH (OSHA) REGULATIONS, AS A MINIMUM, TO S-2 TW'•
SPECIFICATIONS FOR CONSTRUCTION AND MAINTENANCE OF ; g
PROTECT PERSONNEL AT EXCAVATION SITES, HIGHWAYS, STREETS AND BRIDGES, ITEM 416. a & u z
DESIGN CRITERIA 6 EXCAVATIONS FOR DRILLED SHAFTS SHALL BE NEAT AND FREE
OF DEBRIS AND LOOSE MATERIALS, REINFORCING STEEL AND S-2 Tom' U o
1 UPLIFT FORCE ALONG SHAFT OF DRILLED CONCRETE SHALL BE PLACED AS SOON AS POSSIBLE AFTER o
PIERS IN UPPER 8-FT, OF CLAY SOILS 2,000 PSF EXCAVATION AND INSPECTION OF THE SHAFTS, UNDER NO ? N a
CIRCUMSTANCES SHALL A SHAFT BE EXCAVATED OR DRILLED - 1 1 z
5 DESIGN BEARING PRESSURES ARE AS FOLLOWS: WHICH CANNOT BE FILLED WITH CONCRETE PRIOR TO THE END W G
OF THE WORKDAY, WATER ACCUMULATIONS IN EXCESS OF 2 0 ° 3 3
ALLOWABLE BEARING PRESSURE FOR DRILLED PIERS INCHES SHALL BE PUMPED OUT PRIOR TO PLACEMENT OF c o
FOUNDED IN FAT CLAY AT 16-FT, DEPTH 5,000 PSF CONCRETE. BEFORE CONCRETE PLACEMENT, SHAFTS SHALL BE AUTOMATIC TRANSFER SWITCH PAD Qi
INSPECTED TO ENSURE BOTTOMS ARE FREE OF WATER AND ' ON P, LAN g c�
ALLOWABLE SKIN FRICTION TO RESIST UPLIFT DELETERIOUS MATERIAL, THE SIDES AND BOTTOMS OF SHAFTS ° �� ° V Z o
(NOT ADDED TO END BEARING CAPACITY) 21000 PSF MIN, SHOULD BE EXAMINED BY THE GEOTECHNICAL ENGINEER OR HIS NOTES: Lo
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REPRESENTATIVE TO ENSURE THAT CONDITIONS ENCOUNTERED 0 0
1 REFER TO DWG, NO, MEI-9573 PREPARED BY a W. "
FOUNDATION NOTES DURING CONSTRUCTION CONFORM TO THE CONDITIONS ASSUMED McCORD ENGINEERING, INC. FOR ADDITIONAL a a F
FOR THE BASIS OF THE FOUNDATION RECOMMENDATIONS AND INFORMATION ON AUTOMATIC TRANSFER o
i PRIOR TO COMMENCEMENT OF EXCAVATION OPERATIONS, FIELD THAT SHAFTS EXTEND THE REQUIRED DISTANCE BELOW EXISTING SWITCH, INCLUDING REQUIRED ANCHOR BOLTS,
LOCATE AND ADEQUATELY PROTECT ANY EXISTING STRUCTURES, GRADE AND TO DETERMINE IF CASING IS NEEDED TO PREVENT CONDUIT STUB DETAIL AND BOLLARD PLAN & o m N
TREES, UTILITIES AND/OR OTHER PERMANENT ELEMENTS TO GROUND WATER INFILTRATION, DETAILS,
REMAIN, THE CONTRACTOR SMALL BE SOLELY RESPONSIBLE FOR 2 PAD IS DESIGNED FOR AUTOMATIC TRANSFERSWITCH WEIGHING 2000 LBS, WITH OUTSIDE
THE REPAIR OR REPLACEMENT OF ANY DAMAGE RESULTING FROM 7 EXCAVATIONS FOR DRILLED SHAFTS SHALL COMPLY WITH THE CABINET DIMENSION OF 6'-11y" x 9'-O".
CONSTRUCTION OPERATIONS. SEE SPECIFICATIONS FOR FOLLOWING TOLERANCES:
ADDITIONAL INFORMATION REGARDING TREE PROTECTION,
A DIAMETER OF DRILLED PIER: +1 INCH, -1/2 INCH p
2 THE CONTRACTOR SHALL PROVIDE AND ENSURE PROPER DRAINAGE B MAXIMUM DEVIATION FROM INDICATED PLAN LOCATION: OF�py o,......,.F19p0
OF THE SITE PRIOR TO BEGINNING CONSTRUCTION OF THE 5% OF SHAFT DIAMETER OR 1 INCH, WHICHEVER IS LESS
FOUNDATION SYSTEM, DRAINAGE SHALL BE SUCH THAT SURFACE C TOP OF CONCRETE SHAFT ELEVATION: +0 INCHES, -3
RUNOFF IS ROUTED AROUND OR AWAY FROM THE PAD SITE, INCHES STEPHEN M• BONTEM D Z b
MEASURES SHALL BE TAKEN TO PREVENT THE PONDING OF WATER D MAXIMUM DEVIATION FROM TRUE VERTICAL ALIGNMENT: fi7218:�� �o j
WITHIN AND AROUND THE PAD SITE, 1 8 INCH PER FOOT OF DEPTH o m 6 94
STRUCTURAL GENERAL NOTES - CONT.
8 USE TEMPORARY STEEL CASINGS WHEREVER NEEDED TO PREVENT
SLOUGHING OR CAVING OF THE EXCAVATION OR TO PREVENT THE
INFLOW OF GROUNDWATER,
CONCRETE SHALL BE DIRECTED AT THE CENTER OF THE DRILLED
SHAFT EXCAVATION WITHOUT HITTING THE REINFORCEMENT OR
THE SIDES OF THE EXCAVATION. A TREMIE SHALL BE USED IF
NECESSARY TO PREVENT CONCRETE FROM HITTING
REINFORCEMENT DURING PLACEMENT.
2 CONCRETE SHALL BE PROPORTIONED TO PROVIDE THE SPECIFIED
COMPRESSIVE STRENGTHS, THE USE OF MID —RANGE WATER
REDUCERS, SUCH AS MASTER BUILDERS POLYHEED, IS
ENCOURAGED TO IMPROVE WORKABILITY AND PLACEABIUTY OF
THE CONCRETE.
4 DETAILING, FABRICATION AND ERECTION OF REINFORCED BARS
SHALL COMPLY WITH ACI "MANUAL OF STANDARD PRACTICE FOR
DETAILING REINFORCED CONCRETE STRUCTURES," ACI 315,
B A SLUMP TEST AND TEMPERATURE MEASUREMENT SHALL BE
PERFORMED FOR EACH SAMPLE,
C COMPUTATION OF WATER/CEMENT RAT10, AS REQUIRED OR
DIRECTED BY THE ENGINEER,
2 REINFORCED CONCRETE CONSTRUCTION —INSPECT REINFORCING
STEEL PLACEMENT PRIOR TO CONCRETE POURS.
3 OBSERVE DRILLED PIER CONSTRUC710N. VISUAL INSPECTION OF
EXCAVATIONS SHALL NOT BE MADE DURING INCLEMENT WEATHER. 5 DEFORMED STEEL REINFORCING BARS SHALL CONFORM TO ALL EXCAVATIONS UPON COMPLETION OF EXCAVATION AND
ANSI/ASTM A 615 NTH SUPPLEMENTARY REQUIREMENTS Si, IMMEDIATELY PRIOR TO PLACEMENT OF REINFORCEMENT AND z
9 ALL CARTON FORMS SHALL BE SPECIALTY PORODUCTS GRADE 60, CONCRETE. z N w M
MANUFACTURED BY SURE VOID PRODUCTS, INC. TO PROVIDE o
TEMPORARY SUPPORT PLATFORM FOR CONCRETE PLACEMENT TO 6 PROVIDE ONE NO. 5 BENT CORNER BAR WITH 2'4" LEGS TOP 4 THE CONTRACTOR SHALL COOPERATE AND COORDINATE FULLY H Y a rn
CREATE A VOID SPACE BETWEEN THE CONCRETE STRUCTURE AND AND BOTTOM IN BOTH FACES OF GRADE BEAMS AT CORNERS, WITH THE TESTING LABORATORY, w o
EXPANSIVE CLAY SOILS, ANTICIPATED PRODUCTS ARE SURE w
COVER BOARD, ARC VOID, WALL VOID WITH SEAM PADS, END 7 PROVIDE SUPPORTS OR CHAIRS TO SUPPORT REBAR AT THE o
CAPS, AND SURE RETAINER BY MOTZBLOCK, THE FOLLOWING POSITIONS REQUIRED BY THE DRAWINGS,
MANUFACTURER RECOMMENDED PROCEDURES SHALL BE USED FOR
THE INSTALLATION OF THE VOID BOXES: 8 THE CONTRACTOR SHALL USE CARE TO PROPERLY VIBRATE o
CONCRETE DURING PLACING OPERATIONS TO ENSURE GOOD R a
1 KEEP VOID BOXES DRY AT ALL TIMES PRIOR TO CONCRETE DENSITY OF CONCRETE AND TO MINIMIZE SURFACE DEFECTS, z u
PLACEMENT. w
2 PREPARE GRADE TO A LEVEL, EVEN, SMOOTH SURFACE. 9 A 3/4 INCH CHAMFER SHALL BE PROVIDED AT ALL EXPOSED 2�
W w
3 INSTALL ARC VOID AT PIERS WHERE REQUIRED, CONCRETE EDGES, UNLESS OTHERWISE NOTED. N �S o q �
4 COVER REMAINING AREA BY PLACING PIECES END TO END. g
5 CUT ACROSS PIECES WITH HANDSAW TO FIT INTO NON- 10 THE CONTRACTOR SHALL ENSURE THAT ALL EMBEDDED ITEMS ARE
MODULAR AREAS, DELIVERED TO THE SITE IN A TIMELY FASHION AND INSTALLED L) z o
6 INSERT END CAPS ON OPEN PIECES THAT WILL BE IN THE FORMWORK PRIOR TO PLACEMENT OF THE CONCRETE, o o J Ro
EXPOSED TO CONCRETE.
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7 PLACE SURECOVERT BOARD OVER ENTIRE SURFACE TO SPAN TESTING LABORATORY REQUIREMENTS a a p
SMALL GAPS (2" OR LESS) AND TO PROTECT AGAINST
PUNCTURE FROM REBAR CHARS, WORK BOOTS, ETC. THE CONTRACTOR SHALL SECURE THE SERVICES OF A COMMERCIAL w
8 TAPE AND EXPOSED SEAMS IN VOID SYSTEM TO PREVENT TESTING LABORATORY TO PERFORM ALL REQUIRED MATERIALS TESTS o m n
IMMEDIATE WATER OR CONCRETE SILT PENETRATION, AND INSPECTIONS.
9 INSTALL REINFORCING STEEL,
10 PLACE CONCRETE 1 ONE SET OF CONCRETE TEST CYLINDERS SHALL BE OBTAINED
FOR EVERY 50 CUBIC YARDS OF CONCRETE PLACED, OR ANY
10 PERIMETER GRADE BEAMS MAY NOT BE EARTH FORMED, PORTION THEREOF PLACED IN A SINGLE DAY, AS FOLLOWS:
CONCRETE NOTES A FOUR (4) CONCRETE TEST CYLINDERS SHALL BE MOLDED` E of TFk0��D aA@
FROM EACH SAMPLE AND CURED ACCORDING TO ASTM C 31,
1 CONCRETE CONSTRUCTION SHAH CONFORM TO THE STANDARD COMPRESSIVE TESTS SHALL BE PERFORMED ON ONE { j� .'} * F w �A
SPECIFICATIONS FOR CONSTRUCTION AND MAINTENANCE OF CYLINDER AT 7 DAYS AND TWO CYLINDERS AT 28 DAYS, 4N: BONTEM HIGHWAYS, STREETS AND BRIDGES, ITEM 421, CLASS C (3,600THE FOURTH CYLINDER SHALL BE RETAINED FOR 56 DAYS vt "78 t7PSI) VnTi1 COARSE AGGREGATE GRADE 5 OR 6. AND TESTED ONLY IF THE AVERAGE STRENGTH OF THE 28 GJ�0F lot
p ; r`° ` @:
DAYS TESTS DO NOT MEET THE MINIMUM REQUIRED apSloog,so 0�we
COMPRESSIVE STRENGTH, /