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P: (850) 475-1268 F: (850) 502.4210


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NAS PENSACOLA

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PENSACOLA, FL

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1375343

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ABBREVIATIONS, NOTES, AND LEGEND

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SUBGRADE PREPARATION NOTES: PER GEOTECHNICAL REPORT SITE WORK RECOMMENDATIONS SITE WORK SHOULD BEGIN INITIALLY WITH THE STRIPPING AND REMOVAL OF ALL VEGETATION, TOPSOIL, SURFACE PAVEMENTS, AND OTHER DELETERIOUS MATERIALS. THE STRIPPING, CLEARING, AND GRUBBING SHOULD EXTEND AT LEAST 10 HORIZONTAL FEET BEYOND THE CONSTRUCTION LIMITS, WHERE POSSIBLE. AFTER STRIPPING OF THE SITE AREAS WHICH ARE TO RECEIVE FILL, THE SOIL SUBGRADE SHOULD BE THOROUGHLY PROOF-ROLLED TO LOCATE ANY SOFT SOILS. PROOF-ROLLING CONSISTS OF REPEATED PASSES WITH A TANDEM-AXLE DUMP TRUCK HAVING A GROSS WEIGHT OF AT LEAST 20 TONS. AREAS THAT RUT OR PUMP EXCESSIVELY WILL INDICATE SOILS THAT WILL REQUIRE REMEDIATION. ATTEMPTS CAN FIRST BE MADE TO COMPACT THE PROBLEM SOILS IF THEY ARE LESS THAN ABOUT ONE FOOT THICK. IF DRY WEATHER CONDITIONS EXIST PRIOR TO AND AT THE TIME CONSTRUCTION, RE-COMPACTION AND DENSIFICATION MAY PROVE SUCCESSFUL. THE SOILS SHOULD BE SCARIFIED AND THE SOIL MOISTURE SHOULD BE ADJUSTED TO WITHIN 3 PERCENT OF OPTIMUM MOISTURE. ONCE THESE THINGS HAVE BEEN ACCOMPLISHED THEN RE-COMPACTION OF THE SOILS CAN BE TRIED. WE RECOMMEND A GMC GEOTECHNICAL ENGINEER OR QUALIFIED SOILS’ TECHNICIAN OBSERVE THE PROOF-ROLLING OPERATIONS. TECHNICIAN OBSERVE THE PROOF-ROLLING OPERATIONS. BASED ON THE OBSERVATIONS MADE DURING OUR EXPLORATION, WE ANTICIPATE THE ON-SITE CUT SOILS PRIMARILY CONSISTING OF SANDS (SP) WILL BE SUITABLE FOR REUSE AS NEW COMPACTED FILLS. WE ANTICIPATE THAT THE ON-SITE SOILS WILL REQUIRE MOISTURE CONDITIONING, DRYING AND/OR WETTING TO NEAR OPTIMUM MOISTURE CONTENT PRIOR TO PLACING AS COMPACTED FILL TO BE ABLE TO ACHIEVE PROPER COMPACTION. GEOTECHNICAL REQUIREMENTS FOR COMPACTED FILL SEE GEOTECHNICAL REPORT.

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SLAB ON GRADE NOTES: PER GEOTECHNICAL REPORT SITE WORK RECOMMENDATIONS WE RECOMMEND A MODULUS OF SUBGRADE REACTION, KS, OF 125 POUNDS PER CUBIC INCH (PCI) BE UTILIZED IN THE DESIGN. GROUND SUPPORTED SLABS SHOULD BE FOUNDED ON A MINIMUM OF 4 INCHES OF COMPACTED, GRANULAR MATERIAL SUCH AS A GRADED CRUSHED STONE WITH LESS THAN 10% PASSING THE #200 SIEVE. THE PURPOSE OF THIS LAYER IS TO PROVIDE UNIFORM AND IMMEDIATE SUPPORT FOR THE SLAB AND ACT AS A CAPILLARY BREAK; HOWEVER, IT SHOULD NOT BE CONSIDERED A PART OF THE SLAB DESIGN. A VAPOR BARRIER SHOULD BE USED BENEATH THE SLAB. CARE SHOULD BE TAKEN SO THAT FINES ARE NOT ALLOWED TO CONTAMINATE THE GRANULAR LAYER. IF FINES DO CONTAMINATE THIS LAYER, CAPILLARY RISE AND SUBSEQUENT DAMAGE TO MOISTURE SENSITIVE FLOOR COVERINGS COULD OCCUR. ON MOST PROJECTS, THERE IS SOME TIME LAG BETWEEN INITIAL GRADING AND THE TIME WHEN THE CONTRACTOR IS READY TO PLACE CONCRETE FOR THE SLAB-ON-GRADE. INCLEMENT WEATHER JUST PRIOR TO PLACEMENT OF CONCRETE FOR THE SLAB-ON-GRADE CAN RESULT IN TRAPPED WATER IN THE CRUSHED STONE. PRIOR TO THE CONSTRUCTION OF CONCRETE SLABS, A GEOTECHNICAL ENGINEER SHOULD EVALUATE THE SUBGRADE. THIS EVALUATION MAY INCLUDE PROOFROLLING WITH A PNEUMATIC TIRED VEHICLE, SUCH AS A FULLY LOADED DUMP TRUCK. WE SUGGEST THAT PROVISIONS BE INCLUDED IN THE PROJECT SPECIFICATIONS FOR THE CONTRACTOR TO RESTORE THE SUBGRADE SOILS TO AN ACCEPTABLE CONDITION (AS OUTLINED IN THIS REPORT) PRIOR TO THE CONSTRUCTION OF FLOOR SLAB. SUCH RESTORATION MAY INCLUDE MOISTURE CONDITIONING OF THE SURFICIAL SOILS AND RE-COMPACTION TO THE PROJECT REQUIREMENTS.

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CONTRACTOR SITE WORK NOTES: EXISTING ROADWAYS IN THE PROJECT VICINITY MUST REMAIN OPEN AND OPERATIONAL DURING AND AFTER CONSTRUCTION, WITH THE EXCEPTION OF ANY NECESSARY TEMPORARY CLOSURES. THE CONTRACTOR MUST SUBMIT A REQUEST FOR TEMPORARY CLOSURES MINIMUM 2 WEEKS AHEAD OF REQUIRED CLOSURE AND SUBJECT CLOSURE MUST BE APPROVED BY THE CONTRACTING OFFICER REPRESENTATIVE (COR). THE CONTRACTOR SHALL PROVIDE ADEQUATE SAFETY AT ALL INGRESS AND EGRESS POINTS TO THE PROJECT SITE. AN ADEQUATE TRAFFIC CONTROL PLAN SHALL BE PREPARED AND PRESENTED TO THE COR PRIOR TO CONSTRUCTION COMMENCEMENT. THE CONTRACTOR MUST PROVIDE PROPER SIGNAGE, TRAFFIC CONTROL (TO INCLUDE BUT NOT LIMITED TO FLAGGING PERSONNEL), VEHICLE AND PEDESTRIAN BARRICADES AS REQUIRED FOR A SAFE OPERATION. THE CONTRACTOR MUST NOTIFY THE COR OF ANY INTERRUPTION TO TRAFFIC PATTERNS MINIMUM 14 DAYS PRIOR TO PROPOSED ACTION UNLESS OTHERWISE SPECIFIED. INTERRUPTIONS ARE SUBJECT TO COR APPROVAL. IT IS ANTICIPATED THAT THE CONTRACTOR WILL HAVE TO TEMPORARY REMOVE APPROXIMATELY 50 LINEAR FEET OF SECURITY FENCE DURING CONSTRUCTION OPERATIONS. THE SITE PERIMETER MUST BE MAINTAINED SECURE PRIOR TO, AND DURING CONSTRUCTION OPERATIONS. THE CONTRACTOR MUST COORDINATE WITH THE LOCAL GOVERNMENT COR TO DETERMINE SECURITY MEASURES PRIOR TO AND DURING CONSTRUCTION. THE CONTRACTOR MUST REPLACE THE REMOVED SECURITY FENCE IN-KIND AFTER ALL CONSTRUCTIONS OPERATIONS ARE TERMINATED AND PRIOR TO PROJECT COMPLETION. THE END RESULT MUST BE A FULLY SECURE AREA EQUAL TO AND OR BETTER THAN PRIOR TO TEMPORARY FENCE REMOVAL FOR CONSTRUCTIONS OPERATIONS.

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P: (850) 475-1268 F: (850) 502.4210


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DEMO CONCRETE LAMP FOUNDATION

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CONCRETE PAD FOUNDATION TO REMAIN

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CONCRETE RAMP TO REMAIN

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CONCRETE SIDEWALK TO SAWCUT & DEMOLISHED

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8' HIGH CHAIN-LINK FENCE W/ BARBED WIRE TO REMAIN

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DIESEL TANK PAD TO REMAIN

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ELECTRIC TRANSFORMER PAD TO REMAIN

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EXISTING FOUNDATION TO REMAIN, DO NOT DAMAGE DO NOT DAMAGE DURING PILASTER DEMOLITION

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PLAN NOTES FINISH GRADE ELEVATION - SEE TOPO SURVEY 1. SEE SURVEY FOR ALL UNDERGROUND UTILITIES AND LOCATION SEE SURVEY FOR ALL UNDERGROUND UTILITIES AND LOCATION SURVEY FOR ALL UNDERGROUND UTILITIES AND LOCATION SURVEY FOR ALL UNDERGROUND UTILITIES AND LOCATION FOR ALL UNDERGROUND UTILITIES AND LOCATION FOR ALL UNDERGROUND UTILITIES AND LOCATION ALL UNDERGROUND UTILITIES AND LOCATION ALL UNDERGROUND UTILITIES AND LOCATION UNDERGROUND UTILITIES AND LOCATION UNDERGROUND UTILITIES AND LOCATION UTILITIES AND LOCATION UTILITIES AND LOCATION AND LOCATION AND LOCATION LOCATION LOCATION OF ALL SITE FEATURES. 2. THE CONTRACTOR SHALL SUBMIT A FENCING PLAN AS PART OF THE CONTRACTOR SHALL SUBMIT A FENCING PLAN AS PART OF CONTRACTOR SHALL SUBMIT A FENCING PLAN AS PART OF CONTRACTOR SHALL SUBMIT A FENCING PLAN AS PART OF SHALL SUBMIT A FENCING PLAN AS PART OF SHALL SUBMIT A FENCING PLAN AS PART OF SUBMIT A FENCING PLAN AS PART OF SUBMIT A FENCING PLAN AS PART OF A FENCING PLAN AS PART OF A FENCING PLAN AS PART OF FENCING PLAN AS PART OF FENCING PLAN AS PART OF PLAN AS PART OF PLAN AS PART OF AS PART OF AS PART OF PART OF PART OF OF OF THE SUBMITTAL PROCESS. THIS PLAN SHALL MEET THE SUBMITTAL PROCESS. THIS PLAN SHALL MEET THE SUBMITTAL PROCESS. THIS PLAN SHALL MEET THE PROCESS. THIS PLAN SHALL MEET THE PROCESS. THIS PLAN SHALL MEET THE THIS PLAN SHALL MEET THE THIS PLAN SHALL MEET THE PLAN SHALL MEET THE PLAN SHALL MEET THE SHALL MEET THE SHALL MEET THE MEET THE MEET THE THE THE REQUIREMENTS OF NAS PENSACOLA BASE STANDARDS. THE OF NAS PENSACOLA BASE STANDARDS. THE OF NAS PENSACOLA BASE STANDARDS. THE NAS PENSACOLA BASE STANDARDS. THE NAS PENSACOLA BASE STANDARDS. THE PENSACOLA BASE STANDARDS. THE PENSACOLA BASE STANDARDS. THE BASE STANDARDS. THE BASE STANDARDS. THE STANDARDS. THE STANDARDS. THE THE THE CONTRACTOR SHALL ENSURE THE SECURITY OF THE SITE SHALL ENSURE THE SECURITY OF THE SITE SHALL ENSURE THE SECURITY OF THE SITE ENSURE THE SECURITY OF THE SITE ENSURE THE SECURITY OF THE SITE THE SECURITY OF THE SITE THE SECURITY OF THE SITE SECURITY OF THE SITE SECURITY OF THE SITE OF THE SITE OF THE SITE THE SITE THE SITE SITE SITE DURING THE CONSTRUCTION OF THE NEW FACILITIES.

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SITE DEMO PLAN

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LEGEND DEMOLISH EXISTING UNDERGROUND POWER TO REMAIN, DO NOT DISTURB EXISTING CHAIN LINK FENCE

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1. SILT BARRIERS SHALL BE INSTALLED AS DETAILED PRIOR TO ANY CONSTRUCTION ACTIVITY. SILT BARRIERS SHALL BE INSTALLED AS DETAILED PRIOR TO ANY CONSTRUCTION ACTIVITY. 2. CONTRACTOR SHALL MAINTAIN AND CONTINUE TO INSTALL SILT BARRIERS AS REQUIRED TO PROVIDE CONTRACTOR SHALL MAINTAIN AND CONTINUE TO INSTALL SILT BARRIERS AS REQUIRED TO PROVIDE EROSION CONTROL FOR THE CURRENT CONSTRUCTION ACTIVITY. THIS INCLUDES PROVIDING AROUND THE AROUND THE PERIMETER OF THE SITE AS REQUIRED BY THE CONTRACT. . 3. ALL PRACTICAL AND NECESSARY EFFORT SHALL BE TAKEN, DURING CONSTRUCTION TO CONTROL ALL PRACTICAL AND NECESSARY EFFORT SHALL BE TAKEN, DURING CONSTRUCTION TO CONTROL AND PREVENT EROSION AND TRANSPORT OF SEDIMENT TO SURFACE DRAINS, SURFACE WATER OR OFFSITE. 4. STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS PRACTICABLE IN PORTIONS OF THE SITE STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS PRACTICABLE IN PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED, BUT IN NO CASE MORE THAN 14 DAYS AFTER THE CONSTRUCTION ACTIVITY IN THAT PORTION OF THE SITE HAS TEMPORARILY OR PERMANENTLY CEASED, UNLESS ACTIVITY IN THAT PORTION OF THE SIRE WILL RESUME WITHIN 21 DAYS. 5. ALL SEDIMENT CONTROL MEASURES SHALL BE INSPECTED AT LEAST ONCE EVERY SEVEN CALENDAR ALL SEDIMENT CONTROL MEASURES SHALL BE INSPECTED AT LEAST ONCE EVERY SEVEN CALENDAR DAYS AND AFTER ANY STORM EVENT GREATER THAN 0.5 INCHES OF PRECIPITATION DURING ANY 24 HOUR PERIOD. ALL SEDIMENT CONTROL FEATURES SHALL BE MAINTAINED UNTIL FINAL STABILIZATION HAS BEEN OBTAINED. 6. FILTER FABRIC SHALL BE FASTENED SECURELY TO POSTS. FILTER FABRIC SHALL BE FASTENED SECURELY TO POSTS. 7. WHEN TWO SECTIONS OF FILTER FABRIC ADJOIN EACH OTHER THEY SHALL BE OVERLAPPED BY 6 WHEN TWO SECTIONS OF FILTER FABRIC ADJOIN EACH OTHER THEY SHALL BE OVERLAPPED BY 6 INCHES AND FOLDED. 8. POSTS SHALL BE 2"X4' OR 2-1/2" MIN. DIA. MIN. WOOD OR STEEL 1.33#/FT. MIN.POSTS SHALL BE 2"X4' OR 2-1/2" MIN. DIA. MIN. WOOD OR STEEL 1.33#/FT. MIN.

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EROSION AND SEDIMENT CONTROL NOTES:

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18"

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PROVIDE BROOM FINISH ON SURFACE

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PROVIDE 1/4" WIDE X 1-1/4" DEEP CONTROL JOINTS @ 4'-0" O.C.

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4'-0"

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TOP OF SIDEWALK TO BE SET AT 2" ABOVE GRADE SURFACE

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3000 PSI CONCRETE

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COMPACT TOP 12" SUBGRADE TO AT LEAST 95% MAX. DRY DENSITY PER ASTM D 1557

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NOTE: 1. FOR ODD SHAPED FOR ODD SHAPED SLABS, i.e., LENGTH EXCEEDS WIDTH BY MORE THAN 25% PLACE 6X6-W2.9 X W2.9 W.W.F. AT MID DEPTH OF SIDEWALK. 2. EXPANSION JOINTS IN EXPANSION JOINTS IN SIDEWALKS SHALL BE 3/4" WIDE.

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CIVIL DETAILS

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1.THE CONTRACTOR SHALL SUBMIT A FENCING THE CONTRACTOR SHALL SUBMIT A FENCING PLAN AS PART OF THE SUBMITTAL PROCESS. THIS PLAN SHALL MEET THE REQUIREMENTS OF NAS PENSACOLA BASE STANDARDS. THE CONTRACTOR SHALL ENSURE THE SECURITY OF THE SITE DURING THE CONSTRUCTION OF THE NEW FACILITIES. THE FENCE SHALL BE INSTALLED UPON COMPLETION WITH LIKE FENCING.

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P: (850) 475-1268 F: (850) 502.4210


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FUEL TANK FOUNDATION (N) ELEV. +23.23' (V.I.F.)

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LOADBANK FOUNDATION (N) ELEV. +23.23'

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ENGINE GENERATOR (EG) SHELTER (N) ELEV. +23.50' (V.I.F.)

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NEW TOWER STEP TO BE SPECIALTY ENGINEERED, CONTRACTOR TO COORDINATE LOCATION & ELEVATION W/ TOWER STRUCTURE

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OF TOWER

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BULKHEAD

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EX. TOWER FOUNDATION (APPROXIMATELY 6" BELOW EXISTING GRADE) ELEV. +22.5' (V.I.F.)

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TRANSFORMER FOUNDATION (N) ELEV. +23.23' (V.I.F.)

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EDGE OF FOUNDATION

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NEW TOWER LEG PILASTER ELEV. +25.5' (V.I.F.)

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ELECTRONIC EQUIPMENT (EE) SHELTER (N) ELEV. +25.0' (V.I.F.)

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IPT GULF COAST

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NAS PENSACOLA

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1375343

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NEW SIDEWALK & FENCING PLAN

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PLAN NOTES FINISH GRADE ELEVATION - SEE TOPO SURVEY THE SPAWAR INSTALLATION CONTRACTOR WILL INSTALL THE PIPING SPAWAR INSTALLATION CONTRACTOR WILL INSTALL THE PIPING SPAWAR INSTALLATION CONTRACTOR WILL INSTALL THE PIPING INSTALLATION CONTRACTOR WILL INSTALL THE PIPING INSTALLATION CONTRACTOR WILL INSTALL THE PIPING CONTRACTOR WILL INSTALL THE PIPING CONTRACTOR WILL INSTALL THE PIPING WILL INSTALL THE PIPING WILL INSTALL THE PIPING INSTALL THE PIPING INSTALL THE PIPING THE PIPING THE PIPING PIPING PIPING FROM THE FUEL TANK TO THE SHELTER. HOWEVER, THE FUEL THE FUEL TANK TO THE SHELTER. HOWEVER, THE FUEL THE FUEL TANK TO THE SHELTER. HOWEVER, THE FUEL FUEL TANK TO THE SHELTER. HOWEVER, THE FUEL FUEL TANK TO THE SHELTER. HOWEVER, THE FUEL TANK TO THE SHELTER. HOWEVER, THE FUEL TANK TO THE SHELTER. HOWEVER, THE FUEL TO THE SHELTER. HOWEVER, THE FUEL TO THE SHELTER. HOWEVER, THE FUEL THE SHELTER. HOWEVER, THE FUEL THE SHELTER. HOWEVER, THE FUEL SHELTER. HOWEVER, THE FUEL SHELTER. HOWEVER, THE FUEL HOWEVER, THE FUEL HOWEVER, THE FUEL HOWEVER, THE FUEL THE FUEL THE FUEL FUEL FUEL TANK IS TO BE PROVIDED AND INSTALLED BY THE DESIGN BUILD IS TO BE PROVIDED AND INSTALLED BY THE DESIGN BUILD IS TO BE PROVIDED AND INSTALLED BY THE DESIGN BUILD TO BE PROVIDED AND INSTALLED BY THE DESIGN BUILD TO BE PROVIDED AND INSTALLED BY THE DESIGN BUILD BE PROVIDED AND INSTALLED BY THE DESIGN BUILD BE PROVIDED AND INSTALLED BY THE DESIGN BUILD PROVIDED AND INSTALLED BY THE DESIGN BUILD PROVIDED AND INSTALLED BY THE DESIGN BUILD AND INSTALLED BY THE DESIGN BUILD AND INSTALLED BY THE DESIGN BUILD INSTALLED BY THE DESIGN BUILD INSTALLED BY THE DESIGN BUILD BY THE DESIGN BUILD BY THE DESIGN BUILD THE DESIGN BUILD THE DESIGN BUILD DESIGN BUILD DESIGN BUILD BUILD BUILD CONTRACTOR. COORDINATE FENCING LOCATION WITH SITE UTILITIES AND AS FENCING LOCATION WITH SITE UTILITIES AND AS FENCING LOCATION WITH SITE UTILITIES AND AS LOCATION WITH SITE UTILITIES AND AS LOCATION WITH SITE UTILITIES AND AS WITH SITE UTILITIES AND AS WITH SITE UTILITIES AND AS SITE UTILITIES AND AS SITE UTILITIES AND AS UTILITIES AND AS UTILITIES AND AS AND AS AND AS AS AS REQUIRED TO SECURE THE SITE.

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SIDEWALK (N)

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NEW TEMPORARY PERIMETER FENCE, CONTRACTOR TO SUBMIT SHOP DRAWINGS

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NEW TEMPORARY PERIMETER FENCE

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TRANSFORMER FOUNDATION (EX) ELEV. +24.88' (V.I.F.)

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TRANSFORMER FOUNDATION (EX) ELEV. +24.24' (V.I.F.)

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P: (850) 475-1268 F: (850) 502.4210


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OF TOWER

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NAS PENSACOLA

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PLAN NOTES FINISH GRADE ELEVATION - SEE TOPO SURVEY 1. SEE CIVIL DRAWINGS FOR SIDEWALK DETAILS. SEE CIVIL DRAWINGS FOR SIDEWALK DETAILS. 2. SLOPE SIDEWALKS AS REQUIRED FOR DOOR OPENINGS.SLOPE SIDEWALKS AS REQUIRED FOR DOOR OPENINGS.

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1. GEOTECHNICAL REPORT - FOUNDATION DESIGN IS BASED ON AN ALLOWABLE SOIL BEARING GEOTECHNICAL REPORT - FOUNDATION DESIGN IS BASED ON AN ALLOWABLE SOIL BEARING REPORT - FOUNDATION DESIGN IS BASED ON AN ALLOWABLE SOIL BEARING REPORT - FOUNDATION DESIGN IS BASED ON AN ALLOWABLE SOIL BEARING - FOUNDATION DESIGN IS BASED ON AN ALLOWABLE SOIL BEARING - FOUNDATION DESIGN IS BASED ON AN ALLOWABLE SOIL BEARING FOUNDATION DESIGN IS BASED ON AN ALLOWABLE SOIL BEARING FOUNDATION DESIGN IS BASED ON AN ALLOWABLE SOIL BEARING DESIGN IS BASED ON AN ALLOWABLE SOIL BEARING DESIGN IS BASED ON AN ALLOWABLE SOIL BEARING IS BASED ON AN ALLOWABLE SOIL BEARING IS BASED ON AN ALLOWABLE SOIL BEARING BASED ON AN ALLOWABLE SOIL BEARING BASED ON AN ALLOWABLE SOIL BEARING ON AN ALLOWABLE SOIL BEARING ON AN ALLOWABLE SOIL BEARING AN ALLOWABLE SOIL BEARING AN ALLOWABLE SOIL BEARING ALLOWABLE SOIL BEARING ALLOWABLE SOIL BEARING SOIL BEARING SOIL BEARING BEARING BEARING CAPACITY OF 2000 PSF. THIS INFORMATION HAS BEEN PROVIDED BY THE GEOTECHNICAL OF 2000 PSF. THIS INFORMATION HAS BEEN PROVIDED BY THE GEOTECHNICAL OF 2000 PSF. THIS INFORMATION HAS BEEN PROVIDED BY THE GEOTECHNICAL 2000 PSF. THIS INFORMATION HAS BEEN PROVIDED BY THE GEOTECHNICAL 2000 PSF. THIS INFORMATION HAS BEEN PROVIDED BY THE GEOTECHNICAL PSF. THIS INFORMATION HAS BEEN PROVIDED BY THE GEOTECHNICAL PSF. THIS INFORMATION HAS BEEN PROVIDED BY THE GEOTECHNICAL THIS INFORMATION HAS BEEN PROVIDED BY THE GEOTECHNICAL THIS INFORMATION HAS BEEN PROVIDED BY THE GEOTECHNICAL INFORMATION HAS BEEN PROVIDED BY THE GEOTECHNICAL INFORMATION HAS BEEN PROVIDED BY THE GEOTECHNICAL HAS BEEN PROVIDED BY THE GEOTECHNICAL HAS BEEN PROVIDED BY THE GEOTECHNICAL BEEN PROVIDED BY THE GEOTECHNICAL BEEN PROVIDED BY THE GEOTECHNICAL PROVIDED BY THE GEOTECHNICAL PROVIDED BY THE GEOTECHNICAL BY THE GEOTECHNICAL BY THE GEOTECHNICAL THE GEOTECHNICAL THE GEOTECHNICAL GEOTECHNICAL GEOTECHNICAL REPORT BY GMC, DATED JUNE 16, 2017 GMC PROJECT NO. GMOB170005. CONSULT THIS BY GMC, DATED JUNE 16, 2017 GMC PROJECT NO. GMOB170005. CONSULT THIS BY GMC, DATED JUNE 16, 2017 GMC PROJECT NO. GMOB170005. CONSULT THIS GMC, DATED JUNE 16, 2017 GMC PROJECT NO. GMOB170005. CONSULT THIS GMC, DATED JUNE 16, 2017 GMC PROJECT NO. GMOB170005. CONSULT THIS DATED JUNE 16, 2017 GMC PROJECT NO. GMOB170005. CONSULT THIS DATED JUNE 16, 2017 GMC PROJECT NO. GMOB170005. CONSULT THIS JUNE 16, 2017 GMC PROJECT NO. GMOB170005. CONSULT THIS JUNE 16, 2017 GMC PROJECT NO. GMOB170005. CONSULT THIS 16, 2017 GMC PROJECT NO. GMOB170005. CONSULT THIS 16, 2017 GMC PROJECT NO. GMOB170005. CONSULT THIS 2017 GMC PROJECT NO. GMOB170005. CONSULT THIS 2017 GMC PROJECT NO. GMOB170005. CONSULT THIS GMC PROJECT NO. GMOB170005. CONSULT THIS GMC PROJECT NO. GMOB170005. CONSULT THIS PROJECT NO. GMOB170005. CONSULT THIS PROJECT NO. GMOB170005. CONSULT THIS NO. GMOB170005. CONSULT THIS NO. GMOB170005. CONSULT THIS GMOB170005. CONSULT THIS GMOB170005. CONSULT THIS CONSULT THIS CONSULT THIS THIS THIS REPORT FOR ALL FOUNDATION PREPARATION REQUIREMENTS 2. IF BEARING SOIL IS DISTURBED DURING FOUNDATION PREPARATION, THE CONTRACTOR IF BEARING SOIL IS DISTURBED DURING FOUNDATION PREPARATION, THE CONTRACTOR BEARING SOIL IS DISTURBED DURING FOUNDATION PREPARATION, THE CONTRACTOR BEARING SOIL IS DISTURBED DURING FOUNDATION PREPARATION, THE CONTRACTOR SOIL IS DISTURBED DURING FOUNDATION PREPARATION, THE CONTRACTOR SOIL IS DISTURBED DURING FOUNDATION PREPARATION, THE CONTRACTOR IS DISTURBED DURING FOUNDATION PREPARATION, THE CONTRACTOR IS DISTURBED DURING FOUNDATION PREPARATION, THE CONTRACTOR DISTURBED DURING FOUNDATION PREPARATION, THE CONTRACTOR DISTURBED DURING FOUNDATION PREPARATION, THE CONTRACTOR DURING FOUNDATION PREPARATION, THE CONTRACTOR DURING FOUNDATION PREPARATION, THE CONTRACTOR FOUNDATION PREPARATION, THE CONTRACTOR FOUNDATION PREPARATION, THE CONTRACTOR PREPARATION, THE CONTRACTOR PREPARATION, THE CONTRACTOR THE CONTRACTOR THE CONTRACTOR CONTRACTOR CONTRACTOR SHALL RECOMPACT TO REQUIRED DENSITY, AS DEFINED BY THE GEOTECHNICAL ENGINEER. 3. ALL WALLS AND COLUMNS SHALL BE CENTERED ON THE FOUNDATION SYSTEM U.N.O. ALL WALLS AND COLUMNS SHALL BE CENTERED ON THE FOUNDATION SYSTEM U.N.O. 4. DO NOT EXCAVATE FOR ANY PURPOSE WITHIN ONE FOOT OF THE ANGLE OF REPOSE OF DO NOT EXCAVATE FOR ANY PURPOSE WITHIN ONE FOOT OF THE ANGLE OF REPOSE OF NOT EXCAVATE FOR ANY PURPOSE WITHIN ONE FOOT OF THE ANGLE OF REPOSE OF NOT EXCAVATE FOR ANY PURPOSE WITHIN ONE FOOT OF THE ANGLE OF REPOSE OF EXCAVATE FOR ANY PURPOSE WITHIN ONE FOOT OF THE ANGLE OF REPOSE OF EXCAVATE FOR ANY PURPOSE WITHIN ONE FOOT OF THE ANGLE OF REPOSE OF FOR ANY PURPOSE WITHIN ONE FOOT OF THE ANGLE OF REPOSE OF FOR ANY PURPOSE WITHIN ONE FOOT OF THE ANGLE OF REPOSE OF ANY PURPOSE WITHIN ONE FOOT OF THE ANGLE OF REPOSE OF ANY PURPOSE WITHIN ONE FOOT OF THE ANGLE OF REPOSE OF PURPOSE WITHIN ONE FOOT OF THE ANGLE OF REPOSE OF PURPOSE WITHIN ONE FOOT OF THE ANGLE OF REPOSE OF WITHIN ONE FOOT OF THE ANGLE OF REPOSE OF WITHIN ONE FOOT OF THE ANGLE OF REPOSE OF ONE FOOT OF THE ANGLE OF REPOSE OF ONE FOOT OF THE ANGLE OF REPOSE OF FOOT OF THE ANGLE OF REPOSE OF FOOT OF THE ANGLE OF REPOSE OF OF THE ANGLE OF REPOSE OF OF THE ANGLE OF REPOSE OF THE ANGLE OF REPOSE OF THE ANGLE OF REPOSE OF ANGLE OF REPOSE OF ANGLE OF REPOSE OF OF REPOSE OF OF REPOSE OF REPOSE OF REPOSE OF OF OF ANY SOIL BEARING FOOTING OR FOUNDATION UNLESS FOOTING OR FOUNDATION IS FIRST SOIL BEARING FOOTING OR FOUNDATION UNLESS FOOTING OR FOUNDATION IS FIRST SOIL BEARING FOOTING OR FOUNDATION UNLESS FOOTING OR FOUNDATION IS FIRST BEARING FOOTING OR FOUNDATION UNLESS FOOTING OR FOUNDATION IS FIRST BEARING FOOTING OR FOUNDATION UNLESS FOOTING OR FOUNDATION IS FIRST FOOTING OR FOUNDATION UNLESS FOOTING OR FOUNDATION IS FIRST FOOTING OR FOUNDATION UNLESS FOOTING OR FOUNDATION IS FIRST OR FOUNDATION UNLESS FOOTING OR FOUNDATION IS FIRST OR FOUNDATION UNLESS FOOTING OR FOUNDATION IS FIRST FOUNDATION UNLESS FOOTING OR FOUNDATION IS FIRST FOUNDATION UNLESS FOOTING OR FOUNDATION IS FIRST UNLESS FOOTING OR FOUNDATION IS FIRST UNLESS FOOTING OR FOUNDATION IS FIRST FOOTING OR FOUNDATION IS FIRST FOOTING OR FOUNDATION IS FIRST OR FOUNDATION IS FIRST OR FOUNDATION IS FIRST FOUNDATION IS FIRST FOUNDATION IS FIRST IS FIRST IS FIRST FIRST FIRST PROPERLY PROTECTED AGAINST SETTLEMENT. 5. THE CONTRACTOR IS RESPONSIBLE FOR THE DISPOSAL OF ALL ACCUMULATED WATER FROM THE CONTRACTOR IS RESPONSIBLE FOR THE DISPOSAL OF ALL ACCUMULATED WATER FROM CONTRACTOR IS RESPONSIBLE FOR THE DISPOSAL OF ALL ACCUMULATED WATER FROM CONTRACTOR IS RESPONSIBLE FOR THE DISPOSAL OF ALL ACCUMULATED WATER FROM IS RESPONSIBLE FOR THE DISPOSAL OF ALL ACCUMULATED WATER FROM IS RESPONSIBLE FOR THE DISPOSAL OF ALL ACCUMULATED WATER FROM RESPONSIBLE FOR THE DISPOSAL OF ALL ACCUMULATED WATER FROM RESPONSIBLE FOR THE DISPOSAL OF ALL ACCUMULATED WATER FROM FOR THE DISPOSAL OF ALL ACCUMULATED WATER FROM FOR THE DISPOSAL OF ALL ACCUMULATED WATER FROM THE DISPOSAL OF ALL ACCUMULATED WATER FROM THE DISPOSAL OF ALL ACCUMULATED WATER FROM DISPOSAL OF ALL ACCUMULATED WATER FROM DISPOSAL OF ALL ACCUMULATED WATER FROM OF ALL ACCUMULATED WATER FROM OF ALL ACCUMULATED WATER FROM ALL ACCUMULATED WATER FROM ALL ACCUMULATED WATER FROM ACCUMULATED WATER FROM ACCUMULATED WATER FROM WATER FROM WATER FROM FROM FROM EXCAVATIONS AND DEWATERING OPERATIONS IN SUCH A WAY AS NOT TO CAUSE AND DEWATERING OPERATIONS IN SUCH A WAY AS NOT TO CAUSE AND DEWATERING OPERATIONS IN SUCH A WAY AS NOT TO CAUSE DEWATERING OPERATIONS IN SUCH A WAY AS NOT TO CAUSE DEWATERING OPERATIONS IN SUCH A WAY AS NOT TO CAUSE OPERATIONS IN SUCH A WAY AS NOT TO CAUSE OPERATIONS IN SUCH A WAY AS NOT TO CAUSE IN SUCH A WAY AS NOT TO CAUSE IN SUCH A WAY AS NOT TO CAUSE SUCH A WAY AS NOT TO CAUSE SUCH A WAY AS NOT TO CAUSE A WAY AS NOT TO CAUSE A WAY AS NOT TO CAUSE WAY AS NOT TO CAUSE WAY AS NOT TO CAUSE AS NOT TO CAUSE AS NOT TO CAUSE NOT TO CAUSE NOT TO CAUSE TO CAUSE TO CAUSE CAUSE CAUSE INCONVENIENCE TO THE WORK AND DAMAGE TO THE STRUCTURAL ELEMENTS. 6. ENSURE THAT REINFORCEMENT IS LOCATED IN SLAB CORRECTLY BY CHAIRING REINFORCING ENSURE THAT REINFORCEMENT IS LOCATED IN SLAB CORRECTLY BY CHAIRING REINFORCING THAT REINFORCEMENT IS LOCATED IN SLAB CORRECTLY BY CHAIRING REINFORCING THAT REINFORCEMENT IS LOCATED IN SLAB CORRECTLY BY CHAIRING REINFORCING REINFORCEMENT IS LOCATED IN SLAB CORRECTLY BY CHAIRING REINFORCING REINFORCEMENT IS LOCATED IN SLAB CORRECTLY BY CHAIRING REINFORCING IS LOCATED IN SLAB CORRECTLY BY CHAIRING REINFORCING IS LOCATED IN SLAB CORRECTLY BY CHAIRING REINFORCING LOCATED IN SLAB CORRECTLY BY CHAIRING REINFORCING LOCATED IN SLAB CORRECTLY BY CHAIRING REINFORCING IN SLAB CORRECTLY BY CHAIRING REINFORCING IN SLAB CORRECTLY BY CHAIRING REINFORCING SLAB CORRECTLY BY CHAIRING REINFORCING SLAB CORRECTLY BY CHAIRING REINFORCING CORRECTLY BY CHAIRING REINFORCING CORRECTLY BY CHAIRING REINFORCING BY CHAIRING REINFORCING BY CHAIRING REINFORCING CHAIRING REINFORCING CHAIRING REINFORCING REINFORCING REINFORCING ADEQUATELY DURING CONCRETE PLACEMENT AND USE 15 MIL. POLYETHYLENE (VAPOR DURING CONCRETE PLACEMENT AND USE 15 MIL. POLYETHYLENE (VAPOR DURING CONCRETE PLACEMENT AND USE 15 MIL. POLYETHYLENE (VAPOR CONCRETE PLACEMENT AND USE 15 MIL. POLYETHYLENE (VAPOR CONCRETE PLACEMENT AND USE 15 MIL. POLYETHYLENE (VAPOR PLACEMENT AND USE 15 MIL. POLYETHYLENE (VAPOR PLACEMENT AND USE 15 MIL. POLYETHYLENE (VAPOR AND USE 15 MIL. POLYETHYLENE (VAPOR AND USE 15 MIL. POLYETHYLENE (VAPOR USE 15 MIL. POLYETHYLENE (VAPOR USE 15 MIL. POLYETHYLENE (VAPOR 15 MIL. POLYETHYLENE (VAPOR 15 MIL. POLYETHYLENE (VAPOR MIL. POLYETHYLENE (VAPOR MIL. POLYETHYLENE (VAPOR POLYETHYLENE (VAPOR POLYETHYLENE (VAPOR (VAPOR (VAPOR BARRIER) WHERE REQUIRED BY NAS PENSACOLA REQUIREMENTS AND AS SHOWN ON THE WHERE REQUIRED BY NAS PENSACOLA REQUIREMENTS AND AS SHOWN ON THE WHERE REQUIRED BY NAS PENSACOLA REQUIREMENTS AND AS SHOWN ON THE REQUIRED BY NAS PENSACOLA REQUIREMENTS AND AS SHOWN ON THE REQUIRED BY NAS PENSACOLA REQUIREMENTS AND AS SHOWN ON THE BY NAS PENSACOLA REQUIREMENTS AND AS SHOWN ON THE BY NAS PENSACOLA REQUIREMENTS AND AS SHOWN ON THE NAS PENSACOLA REQUIREMENTS AND AS SHOWN ON THE NAS PENSACOLA REQUIREMENTS AND AS SHOWN ON THE PENSACOLA REQUIREMENTS AND AS SHOWN ON THE PENSACOLA REQUIREMENTS AND AS SHOWN ON THE REQUIREMENTS AND AS SHOWN ON THE REQUIREMENTS AND AS SHOWN ON THE AND AS SHOWN ON THE AND AS SHOWN ON THE AS SHOWN ON THE AS SHOWN ON THE SHOWN ON THE SHOWN ON THE ON THE ON THE THE THE DRAWINGS. 7. PLACE CRACK CONTROL JOINTS USING A MAXIMUM 2:1 LENGTH TO WIDTH RATIO WITH PLACE CRACK CONTROL JOINTS USING A MAXIMUM 2:1 LENGTH TO WIDTH RATIO WITH CRACK CONTROL JOINTS USING A MAXIMUM 2:1 LENGTH TO WIDTH RATIO WITH CRACK CONTROL JOINTS USING A MAXIMUM 2:1 LENGTH TO WIDTH RATIO WITH CONTROL JOINTS USING A MAXIMUM 2:1 LENGTH TO WIDTH RATIO WITH CONTROL JOINTS USING A MAXIMUM 2:1 LENGTH TO WIDTH RATIO WITH JOINTS USING A MAXIMUM 2:1 LENGTH TO WIDTH RATIO WITH JOINTS USING A MAXIMUM 2:1 LENGTH TO WIDTH RATIO WITH USING A MAXIMUM 2:1 LENGTH TO WIDTH RATIO WITH USING A MAXIMUM 2:1 LENGTH TO WIDTH RATIO WITH A MAXIMUM 2:1 LENGTH TO WIDTH RATIO WITH A MAXIMUM 2:1 LENGTH TO WIDTH RATIO WITH MAXIMUM 2:1 LENGTH TO WIDTH RATIO WITH MAXIMUM 2:1 LENGTH TO WIDTH RATIO WITH 2:1 LENGTH TO WIDTH RATIO WITH 2:1 LENGTH TO WIDTH RATIO WITH LENGTH TO WIDTH RATIO WITH LENGTH TO WIDTH RATIO WITH TO WIDTH RATIO WITH TO WIDTH RATIO WITH WIDTH RATIO WITH WIDTH RATIO WITH RATIO WITH RATIO WITH WITH WITH 15'-0" MAXIMUM SPACING, UNLESS LOCATED ON PLANS. PLACE MANDATORY CONSTRUCTION MAXIMUM SPACING, UNLESS LOCATED ON PLANS. PLACE MANDATORY CONSTRUCTION MAXIMUM SPACING, UNLESS LOCATED ON PLANS. PLACE MANDATORY CONSTRUCTION SPACING, UNLESS LOCATED ON PLANS. PLACE MANDATORY CONSTRUCTION SPACING, UNLESS LOCATED ON PLANS. PLACE MANDATORY CONSTRUCTION UNLESS LOCATED ON PLANS. PLACE MANDATORY CONSTRUCTION UNLESS LOCATED ON PLANS. PLACE MANDATORY CONSTRUCTION LOCATED ON PLANS. PLACE MANDATORY CONSTRUCTION LOCATED ON PLANS. PLACE MANDATORY CONSTRUCTION ON PLANS. PLACE MANDATORY CONSTRUCTION ON PLANS. PLACE MANDATORY CONSTRUCTION PLANS. PLACE MANDATORY CONSTRUCTION PLANS. PLACE MANDATORY CONSTRUCTION PLACE MANDATORY CONSTRUCTION PLACE MANDATORY CONSTRUCTION MANDATORY CONSTRUCTION MANDATORY CONSTRUCTION CONSTRUCTION CONSTRUCTION JOINTS AS SHOWN. ALL JOINTS SHALL BE CUT WITHIN 8 HOURS OF CONCRETE PLACEMENT. 8. REFER TO SPECIFICATIONS FOR CONCRETE FINISHES. SIDEWALKS SHALL RECEIVE BROOM REFER TO SPECIFICATIONS FOR CONCRETE FINISHES. SIDEWALKS SHALL RECEIVE BROOM TO SPECIFICATIONS FOR CONCRETE FINISHES. SIDEWALKS SHALL RECEIVE BROOM TO SPECIFICATIONS FOR CONCRETE FINISHES. SIDEWALKS SHALL RECEIVE BROOM SPECIFICATIONS FOR CONCRETE FINISHES. SIDEWALKS SHALL RECEIVE BROOM SPECIFICATIONS FOR CONCRETE FINISHES. SIDEWALKS SHALL RECEIVE BROOM FOR CONCRETE FINISHES. SIDEWALKS SHALL RECEIVE BROOM FOR CONCRETE FINISHES. SIDEWALKS SHALL RECEIVE BROOM CONCRETE FINISHES. SIDEWALKS SHALL RECEIVE BROOM CONCRETE FINISHES. SIDEWALKS SHALL RECEIVE BROOM FINISHES. SIDEWALKS SHALL RECEIVE BROOM FINISHES. SIDEWALKS SHALL RECEIVE BROOM SIDEWALKS SHALL RECEIVE BROOM SIDEWALKS SHALL RECEIVE BROOM SHALL RECEIVE BROOM SHALL RECEIVE BROOM RECEIVE BROOM RECEIVE BROOM BROOM BROOM FINISH.

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STRUCTURAL - GENERAL NOTES

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1. TO THE BEST OF OUR KNOWLEDGE, THE STRUCTURAL PLANS AND SPECIFICATIONS COMPLY TO THE BEST OF OUR KNOWLEDGE, THE STRUCTURAL PLANS AND SPECIFICATIONS COMPLY WITH THE APPLICABLE REQUIREMENTS OF THE FOLLOWING GOVERNING DESIGN CODES: A. AMERICAN CONCRETE INSTITUTE, MANUAL OF STANDARD PRACTICE FOR DETAILING AMERICAN CONCRETE INSTITUTE, MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES (ACI 315) B. INTERNATIONAL BUILDING CODE, 2015 (IBC-15) INTERNATIONAL BUILDING CODE, 2015 (IBC-15) C. UFC 1-200-01 GENERAL BUILDING REQUIREMENTS UFC 1-200-01 GENERAL BUILDING REQUIREMENTS D. UFC 3-301-01 STRUCTURAL ENGINEERING UFC 3-301-01 STRUCTURAL ENGINEERING E. AISC STEEL CONSTRUCTION MANUAL (14TH EDITION) AISC STEEL CONSTRUCTION MANUAL (14TH EDITION) F. ANSI / TIA 222 INCLUDING ADDENDUMS ANSI / TIA 222 INCLUDING ADDENDUMS G. BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, (ACI 318-14) BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, (ACI 318-14) H. MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 7-10) MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 7-10) I. STRUCTURAL WELDING CODE AWS D1.1, 2008 STRUCTURAL WELDING CODE AWS D1.1, 2008 2. THE CONTRACTOR SHALL REVIEW ALL CONTRACT DOCUMENTS; INCLUDING DIMENSIONS, AND THE CONTRACTOR SHALL REVIEW ALL CONTRACT DOCUMENTS; INCLUDING DIMENSIONS, AND SITE CONDITIONS AND COORDINATE WITH FIELD DIMENSIONS AND PROJECT SHOP DRAWINGS PRIOR TO CONSTRUCTION. ANY AND ALL DISCREPANCIES SHALL BE SUBMITTED IN WRITING TO ARCHITECT / ENGINEER. DO NOT MODIFY OR CHANGE THE SIZE OR DIMENSIONS OF STRUCTURAL MEMBERS WITHOUT WRITTEN INSTRUCTIONS FROM THE STRUCTURAL ENGINEER OF RECORD. 3. RESOLVE ANY CONFLICTS ON THE DRAWINGS OR SPECIFICATIONS DISCOVERED DURING THE RESOLVE ANY CONFLICTS ON THE DRAWINGS OR SPECIFICATIONS DISCOVERED DURING THE BIDDING PERIOD WITH THE ARCHITECT / ENGINEER. THESE SHALL BE IMMEDIATELY COMMUNICATED IN WRITING TO THE ARCHITECT / ENGINEER. 4. IT SHALL BE THE RESPONSIBILITY OF THE SUBCONTRACTOR TO LOCATE ANY AND ALL IT SHALL BE THE RESPONSIBILITY OF THE SUBCONTRACTOR TO LOCATE ANY AND ALL EXISTING UTILITIES WHETHER SHOWN HEREON OR NOT, AND TO PROTECT EXISTING FACILITIES, STRUCTURES AND UTILITY LINES FROM ALL DAMAGE. EACH CONTRACTOR SHALL PROTECT HIS WORK, ADJACENT PROPERTY AND THE PUBLIC. EACH CONTRACTOR IS SOLELY RESPONSIBLE FOR DAMAGE OR INJURY DUE TO HIS ACT OR NEGLECT. 5. WHERE A CONSTRUCTION DETAIL IS NOT SHOWN OR NOTED, THE DETAIL SHALL BE THE WHERE A CONSTRUCTION DETAIL IS NOT SHOWN OR NOTED, THE DETAIL SHALL BE THE SAME AS FOR OTHER SIMILAR WORK. DETAILS LABELED "TYPICAL DETAILS" ON THE DRAWINGS APPLY TO ALL SITUATIONS THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY DETAILED. ANY QUESTIONS REGARDING APPLICABILITY OF TYPICAL DETAILS APPLICABILITY OF TYPICAL DETAILS SHALL BE RESOLVED BY THE ARCHITECT / ENGINEER. 6. DESIGN LOAD CRITERIA: DESIGN LOAD CRITERIA: A. BUILDING RISK CATEGORY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II BUILDING RISK CATEGORY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II B. WIND LOADS (TOWER): WIND LOADS (TOWER): Vult WIND SPEED . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 153 MPH WIND EXPOSURE CATEGORY. . . . . . . . . . . . . . . . . . . . . . . . . . . . . C INTERNAL PRESSURE COEFFICIENT. . . . . . . . . . . . . . . . . +/- 0.00 (OPEN) C. WIND LOADS (BUILDING STRUCTURES): WIND LOADS (BUILDING STRUCTURES): Vult WIND SPEED . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 153 MPH WIND EXPOSURE CATEGORY. . . . . . . . . . . . . . . . . . . . . . . . . . . . . C INTERNAL PRESSURE COEFFICIENT. . . . . . . . . . . . . . +/- 0.18 (ENCLOSED) D. TOWER REACTION LOADS (EA. PEDESTAL) TOWER REACTION LOADS (EA. PEDESTAL) TOTAL UNFACTORED VERTICAL LOAD . . . . . . . . . . . . . . . . . . . .SEE S200 E. SEISMIC DESIGN CRITERIA: SEISMIC DESIGN CRITERIA: S1, SPECTRAL RESPONSE COEFFICIENT ACCELERATION, CLASS B . . . . 5% = .05G Ss, SPECTRAL RESPONSE ACCELERATION COEF. SITE CLASS B. . . . . 9% = 0.09G SITE SOIL CLASSIFICATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D 7. THE SPECIALTY ENGINEER, DEFINED AS - A PROFESSIONAL ENGINEER, LICENSED IN THE THE SPECIALTY ENGINEER, DEFINED AS - A PROFESSIONAL ENGINEER, LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED, WHO PERFORMS SPECIALTY STRUCTURAL ENGINEERING SERVICES FOR SELECTED SPECIALTY-ENGINEERED ELEMENTS IDENTIFIED IN THE CONTRACT DOCUMENTS, AND WHO HAS EXPERIENCE AND TRAINING IN THE SPECIALTY. DOCUMENTS SIGNED AND SEALED BY THE SPECIALTY ENGINEER SHALL BE COMPLETED BY OR UNDER THE DIRECT SUPERVISION OF THE SPECIALTY ENGINEER. AT MINIMUM, NEW TOWER WITH ANCHOR BOLTS AND THEIR ATTACHMENTS TO THE FOUNDATION SHALL BE PROVIDED AS PART OF THIS CONTRACT. SEE STRUCTURAL DOCUMENTS. 8. DO NOT SCALE THE DRAWINGS, USE DIMENSIONS SHOWN ON PLAN IN CONJUNCTION WITH DO NOT SCALE THE DRAWINGS, USE DIMENSIONS SHOWN ON PLAN IN CONJUNCTION WITH THE ARCHITECTURAL DOCUMENTS. IF A CONFLICT EXISTS, NOTIFY THE ARCHITECT/ ENGINEER IN WRITING FOR RESOLUTION OF ANY AND ALL CONFLICTS.

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1. THE FOLLOWING SYSTEMS AND COMPONENTS AS A MINIMUM REQUIRE SPECIALTY THE FOLLOWING SYSTEMS AND COMPONENTS AS A MINIMUM REQUIRE SPECIALTY FOLLOWING SYSTEMS AND COMPONENTS AS A MINIMUM REQUIRE SPECIALTY FOLLOWING SYSTEMS AND COMPONENTS AS A MINIMUM REQUIRE SPECIALTY SYSTEMS AND COMPONENTS AS A MINIMUM REQUIRE SPECIALTY SYSTEMS AND COMPONENTS AS A MINIMUM REQUIRE SPECIALTY AND COMPONENTS AS A MINIMUM REQUIRE SPECIALTY AND COMPONENTS AS A MINIMUM REQUIRE SPECIALTY COMPONENTS AS A MINIMUM REQUIRE SPECIALTY COMPONENTS AS A MINIMUM REQUIRE SPECIALTY AS A MINIMUM REQUIRE SPECIALTY AS A MINIMUM REQUIRE SPECIALTY A MINIMUM REQUIRE SPECIALTY A MINIMUM REQUIRE SPECIALTY MINIMUM REQUIRE SPECIALTY MINIMUM REQUIRE SPECIALTY REQUIRE SPECIALTY REQUIRE SPECIALTY SPECIALTY SPECIALTY ENGINEERED ERECTION AND FABRICATION DRAWINGS WITH INPUT BY A SPECIALTY ENGINEER, ERECTION AND FABRICATION DRAWINGS WITH INPUT BY A SPECIALTY ENGINEER, ERECTION AND FABRICATION DRAWINGS WITH INPUT BY A SPECIALTY ENGINEER, AND FABRICATION DRAWINGS WITH INPUT BY A SPECIALTY ENGINEER, AND FABRICATION DRAWINGS WITH INPUT BY A SPECIALTY ENGINEER, FABRICATION DRAWINGS WITH INPUT BY A SPECIALTY ENGINEER, FABRICATION DRAWINGS WITH INPUT BY A SPECIALTY ENGINEER, DRAWINGS WITH INPUT BY A SPECIALTY ENGINEER, DRAWINGS WITH INPUT BY A SPECIALTY ENGINEER, WITH INPUT BY A SPECIALTY ENGINEER, WITH INPUT BY A SPECIALTY ENGINEER, INPUT BY A SPECIALTY ENGINEER, INPUT BY A SPECIALTY ENGINEER, BY A SPECIALTY ENGINEER, BY A SPECIALTY ENGINEER, A SPECIALTY ENGINEER, A SPECIALTY ENGINEER, SPECIALTY ENGINEER, SPECIALTY ENGINEER, ENGINEER, ENGINEER, BUT ARE NOT LIMITED TO: TOWER STRUCTURE AND ASSOCIATED GENERATOR AND BUILDING ARE NOT LIMITED TO: TOWER STRUCTURE AND ASSOCIATED GENERATOR AND BUILDING ARE NOT LIMITED TO: TOWER STRUCTURE AND ASSOCIATED GENERATOR AND BUILDING NOT LIMITED TO: TOWER STRUCTURE AND ASSOCIATED GENERATOR AND BUILDING NOT LIMITED TO: TOWER STRUCTURE AND ASSOCIATED GENERATOR AND BUILDING LIMITED TO: TOWER STRUCTURE AND ASSOCIATED GENERATOR AND BUILDING LIMITED TO: TOWER STRUCTURE AND ASSOCIATED GENERATOR AND BUILDING TO: TOWER STRUCTURE AND ASSOCIATED GENERATOR AND BUILDING TO: TOWER STRUCTURE AND ASSOCIATED GENERATOR AND BUILDING TOWER STRUCTURE AND ASSOCIATED GENERATOR AND BUILDING TOWER STRUCTURE AND ASSOCIATED GENERATOR AND BUILDING STRUCTURE AND ASSOCIATED GENERATOR AND BUILDING STRUCTURE AND ASSOCIATED GENERATOR AND BUILDING AND ASSOCIATED GENERATOR AND BUILDING AND ASSOCIATED GENERATOR AND BUILDING ASSOCIATED GENERATOR AND BUILDING ASSOCIATED GENERATOR AND BUILDING GENERATOR AND BUILDING GENERATOR AND BUILDING AND BUILDING AND BUILDING BUILDING BUILDING STRUCTURES, ROOF SYSTEMS, FRAMING, ETC. 2. THE SPECIALTY ENGINEER OR SUPPLIER SHALL DESIGN AND INSTALL THEIR COMPLETED THE SPECIALTY ENGINEER OR SUPPLIER SHALL DESIGN AND INSTALL THEIR COMPLETED SPECIALTY ENGINEER OR SUPPLIER SHALL DESIGN AND INSTALL THEIR COMPLETED SPECIALTY ENGINEER OR SUPPLIER SHALL DESIGN AND INSTALL THEIR COMPLETED ENGINEER OR SUPPLIER SHALL DESIGN AND INSTALL THEIR COMPLETED ENGINEER OR SUPPLIER SHALL DESIGN AND INSTALL THEIR COMPLETED OR SUPPLIER SHALL DESIGN AND INSTALL THEIR COMPLETED OR SUPPLIER SHALL DESIGN AND INSTALL THEIR COMPLETED SUPPLIER SHALL DESIGN AND INSTALL THEIR COMPLETED SUPPLIER SHALL DESIGN AND INSTALL THEIR COMPLETED SHALL DESIGN AND INSTALL THEIR COMPLETED SHALL DESIGN AND INSTALL THEIR COMPLETED DESIGN AND INSTALL THEIR COMPLETED DESIGN AND INSTALL THEIR COMPLETED AND INSTALL THEIR COMPLETED AND INSTALL THEIR COMPLETED INSTALL THEIR COMPLETED INSTALL THEIR COMPLETED THEIR COMPLETED THEIR COMPLETED COMPLETED COMPLETED SYSTEM IN ITS ENTIRETY TO THE PRIMARY STRUCTURE PER THE CRITERIA NOTED ON THESE IN ITS ENTIRETY TO THE PRIMARY STRUCTURE PER THE CRITERIA NOTED ON THESE IN ITS ENTIRETY TO THE PRIMARY STRUCTURE PER THE CRITERIA NOTED ON THESE ITS ENTIRETY TO THE PRIMARY STRUCTURE PER THE CRITERIA NOTED ON THESE ITS ENTIRETY TO THE PRIMARY STRUCTURE PER THE CRITERIA NOTED ON THESE ENTIRETY TO THE PRIMARY STRUCTURE PER THE CRITERIA NOTED ON THESE ENTIRETY TO THE PRIMARY STRUCTURE PER THE CRITERIA NOTED ON THESE TO THE PRIMARY STRUCTURE PER THE CRITERIA NOTED ON THESE TO THE PRIMARY STRUCTURE PER THE CRITERIA NOTED ON THESE THE PRIMARY STRUCTURE PER THE CRITERIA NOTED ON THESE THE PRIMARY STRUCTURE PER THE CRITERIA NOTED ON THESE PRIMARY STRUCTURE PER THE CRITERIA NOTED ON THESE PRIMARY STRUCTURE PER THE CRITERIA NOTED ON THESE STRUCTURE PER THE CRITERIA NOTED ON THESE STRUCTURE PER THE CRITERIA NOTED ON THESE PER THE CRITERIA NOTED ON THESE PER THE CRITERIA NOTED ON THESE THE CRITERIA NOTED ON THESE THE CRITERIA NOTED ON THESE CRITERIA NOTED ON THESE CRITERIA NOTED ON THESE NOTED ON THESE NOTED ON THESE ON THESE ON THESE THESE THESE CONSTRUCTION DOCUMENTS. THE SPECIALTY ENGINEER SHALL ADHERE TO ALL DOCUMENTS. THE SPECIALTY ENGINEER SHALL ADHERE TO ALL DOCUMENTS. THE SPECIALTY ENGINEER SHALL ADHERE TO ALL THE SPECIALTY ENGINEER SHALL ADHERE TO ALL THE SPECIALTY ENGINEER SHALL ADHERE TO ALL SPECIALTY ENGINEER SHALL ADHERE TO ALL SPECIALTY ENGINEER SHALL ADHERE TO ALL ENGINEER SHALL ADHERE TO ALL ENGINEER SHALL ADHERE TO ALL SHALL ADHERE TO ALL SHALL ADHERE TO ALL ADHERE TO ALL ADHERE TO ALL TO ALL TO ALL ALL ALL REQUIREMENTS OF THE APPLICABLE BUILDING CODE OR THESE NOTES, WHICHEVER IS MORE OF THE APPLICABLE BUILDING CODE OR THESE NOTES, WHICHEVER IS MORE OF THE APPLICABLE BUILDING CODE OR THESE NOTES, WHICHEVER IS MORE THE APPLICABLE BUILDING CODE OR THESE NOTES, WHICHEVER IS MORE THE APPLICABLE BUILDING CODE OR THESE NOTES, WHICHEVER IS MORE APPLICABLE BUILDING CODE OR THESE NOTES, WHICHEVER IS MORE APPLICABLE BUILDING CODE OR THESE NOTES, WHICHEVER IS MORE BUILDING CODE OR THESE NOTES, WHICHEVER IS MORE BUILDING CODE OR THESE NOTES, WHICHEVER IS MORE CODE OR THESE NOTES, WHICHEVER IS MORE CODE OR THESE NOTES, WHICHEVER IS MORE OR THESE NOTES, WHICHEVER IS MORE OR THESE NOTES, WHICHEVER IS MORE THESE NOTES, WHICHEVER IS MORE THESE NOTES, WHICHEVER IS MORE NOTES, WHICHEVER IS MORE NOTES, WHICHEVER IS MORE WHICHEVER IS MORE WHICHEVER IS MORE IS MORE IS MORE MORE MORE STRINGENT.

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SHOP DRAWINGS REQUIRING ENGINEERING INPUT BY SPECIALTY ENGINEER

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REINFORCED CONCRETE

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1. ALL CAST-IN-PLACE CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI 318-14 AND ALL CAST-IN-PLACE CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI 318-14 AND ACI 301, EXCEPT AS MODIFIED BY THE PROJECT CONSTRUCTION DOCUMENTS. 2. ALL CONCRETE SHALL MEET THE PROJECT SPECIFICATIONS AND SHALL DEVELOP ALL CONCRETE SHALL MEET THE PROJECT SPECIFICATIONS AND SHALL DEVELOP COMPRESSIVE STRENGTHS AS FOLLOWS (28 DAY STRENGTH): A. NORMAL WEIGHT CONCRETE (145 PCF) NORMAL WEIGHT CONCRETE (145 PCF) B. FOUNDATIONS (FOOTINGS, PILASTERS). . . . . . . . . . . . . . . . . . . . . 4000 PSI FOUNDATIONS (FOOTINGS, PILASTERS). . . . . . . . . . . . . . . . . . . . . 4000 PSI C. EXTERIOR SLABS-ON-GRADE . . . . . . . . . . . . . . . . 3000 PSI / 600 PSI FLEX EXTERIOR SLABS-ON-GRADE . . . . . . . . . . . . . . . . 3000 PSI / 600 PSI FLEX PROVIDE CURRENT (MAX. 1 YEAR OLD) STATISTICAL DATA FOR EACH CONCRETE MIX SUBMITTED IN ACCORDANCE WITH ACI 318-14. 3. ALL REINFORCING BARS FOR CONCRETE SHALL HAVE A MINIMUM YIELD STRENGTH OF ALL REINFORCING BARS FOR CONCRETE SHALL HAVE A MINIMUM YIELD STRENGTH OF 60,000 PSI AND MEET THE REQUIREMENTS OF ASTM A-615. FOR PLACEMENT OF REINFORCING CONFORM TO ACI-301, ACI-315, ACI-318, AND CRSI "MANUAL OF STANDARD PRACTICE". ALL REINFORCING SHALL BE ACCURATELY PLACED, RIGIDLY SUPPORTED, AND FIRMLY TIED IN PLACE WITH BAR SUPPORTS AND SPACERS IN ACCORDANCE WITH THE ABOVE REQUIREMENTS. PROVIDE CLASS "B" LAP SPLICE FOR CONTINUOUS BARS. USE THE FOLLOWING COVER: A. CONCRETE COVER REQUIREMENTS FOR REINFORCEMENT, U.N.O. CONCRETE COVER REQUIREMENTS FOR REINFORCEMENT, U.N.O. CONCRETE CAST AGAINST EARTH. . . . . . . . . . . . . . . . . . . . . . . . . . 3" CONCRETE POURED IN FORMS BUT EXPOSED TO WEATHER OR EARTH: - #5 REINFORCEMENT AND SMALLER. . . . . . . . . . . . . . . . . . . 1 1/2" #5 REINFORCEMENT AND SMALLER. . . . . . . . . . . . . . . . . . . 1 1/2" - REINFORCEMENT LARGER THAN #5 . . . . . . . . . . . . . . . . . . . . . 2" REINFORCEMENT LARGER THAN #5 . . . . . . . . . . . . . . . . . . . . . 2" - WELDED WIRE FABRIC. . . . . . . . . . . . . . . . . . AS SHOWN ON PLANS WELDED WIRE FABRIC. . . . . . . . . . . . . . . . . . AS SHOWN ON PLANS 4. NO CONDUIT PLACED IN CONCRETE SLAB SHALL HAVE AN OUTSIDE DIAMETER GREATER NO CONDUIT PLACED IN CONCRETE SLAB SHALL HAVE AN OUTSIDE DIAMETER GREATER THAN 1/3 THE THICKNESS OF THE SLAB. NO CONDUIT SHALL BE EMBED IN A SLAB THAT IS LESS THAN 4" THICK. MINIMUM CLEAR DISTANCE SHALL BE IN ACCORDANCE WITH ACI 318. 5. ALL REINFORCING BARS, ANCHOR BOLTS, DOWELS AND OTHER CONCRETE INSERTS SHALL ALL REINFORCING BARS, ANCHOR BOLTS, DOWELS AND OTHER CONCRETE INSERTS SHALL BE SECURED ADEQUATELY IN POSITION PRIOR TO PLACEMENT OF CONCRETE. CONTRACTOR SHALL USE TEMPLATES TO INSURE ACCURATE PLACEMENT OF ANCHOR BOLTS, DOWELS, ETC. 6. PROVIDE CONT. REINFORCEMENT WHEN APPLICABLE. CONTRACTOR SHALL PROVIDE FULL PROVIDE CONT. REINFORCEMENT WHEN APPLICABLE. CONTRACTOR SHALL PROVIDE FULL TENSION SPLICE OF ALL REINFORCING (CLASS B). STAGGER SPLICES WHEN APPLICABLE AND TERMINATE ALL BARS WITH STANDARD 90° HOOKS. 7. CHAMFER OR ROUND ALL EXPOSED CORNERS A MINIMUM OF 3/4".CHAMFER OR ROUND ALL EXPOSED CORNERS A MINIMUM OF 3/4".

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SHALLOW FOUNDATIONS

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NOTE: a=3'-0"

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ROOF 50 SF

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ROOF 10 SF

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LOCATION

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ZONE

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-128.7

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-85.5

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-51.0

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PRESSURES (PSF)

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153

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(MPH)

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2

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ROOF WIND PRESSURE DIAGRAM

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20.7

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-64.4

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-77.3

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-48.0

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17.7

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WALL 10 SF

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-50.5

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-62.2

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46.7

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WALL 50 SF

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-45.8

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-52.7

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41.9

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CLADDING WIND PRESSURES

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WIND VELOCITY

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-55.3

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-55.3

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-46.7

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16.4

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WALL 100 SF

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5

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-43.6

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-48.4

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39.7

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NOTES: 1. POSITIVE SIGN INDICATES THAT THE PRESSURE IS ACTING TOWARDS THE SURFACE. POSITIVE SIGN INDICATES THAT THE PRESSURE IS ACTING TOWARDS THE SURFACE. SIGN INDICATES THAT THE PRESSURE IS ACTING TOWARDS THE SURFACE. SIGN INDICATES THAT THE PRESSURE IS ACTING TOWARDS THE SURFACE. INDICATES THAT THE PRESSURE IS ACTING TOWARDS THE SURFACE. INDICATES THAT THE PRESSURE IS ACTING TOWARDS THE SURFACE. THAT THE PRESSURE IS ACTING TOWARDS THE SURFACE. THAT THE PRESSURE IS ACTING TOWARDS THE SURFACE. THE PRESSURE IS ACTING TOWARDS THE SURFACE. THE PRESSURE IS ACTING TOWARDS THE SURFACE. PRESSURE IS ACTING TOWARDS THE SURFACE. PRESSURE IS ACTING TOWARDS THE SURFACE. IS ACTING TOWARDS THE SURFACE. IS ACTING TOWARDS THE SURFACE. ACTING TOWARDS THE SURFACE. ACTING TOWARDS THE SURFACE. TOWARDS THE SURFACE. TOWARDS THE SURFACE. THE SURFACE. THE SURFACE. SURFACE. SURFACE. NEGATIVE SIGN INDICATES THAT THE PRESSURE IS ACTING AWAY FROM THE STRUCTURE. 2. THE WIND LOADS SHOWN HAVE BEEN CALCULATED INTERNATIONAL BUILDING CODE 2015 THE WIND LOADS SHOWN HAVE BEEN CALCULATED INTERNATIONAL BUILDING CODE 2015 EDITION AND ASCE 7-10. LINEAR INTERPRETATION MAY BE APPLIED FOR LOADING AND ASCE 7-10. LINEAR INTERPRETATION MAY BE APPLIED FOR LOADING AND ASCE 7-10. LINEAR INTERPRETATION MAY BE APPLIED FOR LOADING ASCE 7-10. LINEAR INTERPRETATION MAY BE APPLIED FOR LOADING ASCE 7-10. LINEAR INTERPRETATION MAY BE APPLIED FOR LOADING 7-10. LINEAR INTERPRETATION MAY BE APPLIED FOR LOADING 7-10. LINEAR INTERPRETATION MAY BE APPLIED FOR LOADING LINEAR INTERPRETATION MAY BE APPLIED FOR LOADING LINEAR INTERPRETATION MAY BE APPLIED FOR LOADING INTERPRETATION MAY BE APPLIED FOR LOADING INTERPRETATION MAY BE APPLIED FOR LOADING MAY BE APPLIED FOR LOADING MAY BE APPLIED FOR LOADING BE APPLIED FOR LOADING BE APPLIED FOR LOADING APPLIED FOR LOADING APPLIED FOR LOADING FOR LOADING FOR LOADING LOADING LOADING AREAS BETWEEN THE PROVIDED. ALL WIND LOADS SHOWN ARE Vult AND MAY BE BETWEEN THE PROVIDED. ALL WIND LOADS SHOWN ARE Vult AND MAY BE BETWEEN THE PROVIDED. ALL WIND LOADS SHOWN ARE Vult AND MAY BE THE PROVIDED. ALL WIND LOADS SHOWN ARE Vult AND MAY BE THE PROVIDED. ALL WIND LOADS SHOWN ARE Vult AND MAY BE PROVIDED. ALL WIND LOADS SHOWN ARE Vult AND MAY BE PROVIDED. ALL WIND LOADS SHOWN ARE Vult AND MAY BE ALL WIND LOADS SHOWN ARE Vult AND MAY BE ALL WIND LOADS SHOWN ARE Vult AND MAY BE WIND LOADS SHOWN ARE Vult AND MAY BE WIND LOADS SHOWN ARE Vult AND MAY BE LOADS SHOWN ARE Vult AND MAY BE LOADS SHOWN ARE Vult AND MAY BE SHOWN ARE Vult AND MAY BE SHOWN ARE Vult AND MAY BE ARE Vult AND MAY BE ARE Vult AND MAY BE Vult AND MAY BE Vult AND MAY BE AND MAY BE AND MAY BE MAY BE MAY BE BE BE REDUCED AS REQUIRED FOR ALLOWABLE STRESS DESIGN.

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ROOF 5' TO 13'

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WINDWARD WALL

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SURFACE

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-49.0 PSF

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-27.2 PSF

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23.3 PSF

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NET PRESSURE W/ +/- GCpi

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-14.8 PSF

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MAIN WIND FORCE PRESSURES

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LEEWARD WALL

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ROOF 0' TO 5'

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TENSION DEVELOPMENT AND LAP SPLICE LENGTHS FOR BARS IN WALLS, SLABS AND FOOTINGS (ACI 25.4.2.3)

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CONCRETE COVER = 0.75 IN.

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BAR

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SIZE

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#4

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WALL WIND PRESSURE DIAGRAM, ENCLOSED STRUCTURE

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WIND PRESSURE LOADING TABLE, ENCLOSED STRUCTURE

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MWFRS LOADS, ENCLOSED STRUCTURE

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IPT GULF COAST

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PM/DM

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BRANCH MANAGER

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CHIEF ENG/ARCH

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A/E INFO

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OF

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EPROJECT NO.:

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NAS PENSACOLA

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PENSACOLA, FL

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1375343

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N69450-16-D-7126

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33

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03/20/2018

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No. 71644

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GENERAL NOTES

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15114879

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P: (850) 475-1268 F: (850) 502.4210


S-100

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OF TOWER

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OF TOWER

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EXISTING CURB

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BULKHEAD

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EDGE OF FOUNDATION

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IPT GULF COAST

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CHIEF ENG/ARCH

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A/E INFO

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OF

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EPROJECT NO.:

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NAS PENSACOLA

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PENSACOLA, FL

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1375343

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N69450-16-D-7126

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NEW WORK PLAN

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PLAN NOTES FINISH GRADE ELEVATION - SEE TOPO SURVEY MATCH EXISTING GRADE ELEVATION - SEE TOPO SURVEY MATCH EXISTING GRADE ELEVATION - SEE TOPO SURVEY MATCH EXISTING ELEVATION - SEE TOPO SURVEY MATCH EXISTING ELEVATION - SEE TOPO SURVEY MATCH EXISTING - SEE TOPO SURVEY MATCH EXISTING - SEE TOPO SURVEY MATCH EXISTING SEE TOPO SURVEY MATCH EXISTING SEE TOPO SURVEY MATCH EXISTING TOPO SURVEY MATCH EXISTING TOPO SURVEY MATCH EXISTING SURVEY MATCH EXISTING SURVEY MATCH EXISTING MATCH EXISTING MATCH EXISTING EXISTING EXISTING APPROXIMATE FINISH GRADE SHALL BE +23.0' 1. TOP OF FOOTINGS (T.O.F.) ELEVATION VARIES, COORDINATE TOP OF FOOTINGS (T.O.F.) ELEVATION VARIES, COORDINATE OF FOOTINGS (T.O.F.) ELEVATION VARIES, COORDINATE OF FOOTINGS (T.O.F.) ELEVATION VARIES, COORDINATE FOOTINGS (T.O.F.) ELEVATION VARIES, COORDINATE FOOTINGS (T.O.F.) ELEVATION VARIES, COORDINATE (T.O.F.) ELEVATION VARIES, COORDINATE (T.O.F.) ELEVATION VARIES, COORDINATE ELEVATION VARIES, COORDINATE ELEVATION VARIES, COORDINATE VARIES, COORDINATE VARIES, COORDINATE COORDINATE COORDINATE WITH GENERIC DASR SITE PREP DRAWINGS, SHELTER DRAWINGS GENERIC DASR SITE PREP DRAWINGS, SHELTER DRAWINGS GENERIC DASR SITE PREP DRAWINGS, SHELTER DRAWINGS DASR SITE PREP DRAWINGS, SHELTER DRAWINGS DASR SITE PREP DRAWINGS, SHELTER DRAWINGS SITE PREP DRAWINGS, SHELTER DRAWINGS SITE PREP DRAWINGS, SHELTER DRAWINGS PREP DRAWINGS, SHELTER DRAWINGS PREP DRAWINGS, SHELTER DRAWINGS DRAWINGS, SHELTER DRAWINGS DRAWINGS, SHELTER DRAWINGS SHELTER DRAWINGS SHELTER DRAWINGS DRAWINGS DRAWINGS AND TOWER MANUFACTURER DRAWINGS. 2. EXTEND ALL CONTINUOUS REINFORCING AND LAP AS REQUIRED. EXTEND ALL CONTINUOUS REINFORCING AND LAP AS REQUIRED. 3. CONCRETE SHELTER MANUFACTURER TO PROVIDE ALL CONCRETE SHELTER MANUFACTURER TO PROVIDE ALL SHELTER MANUFACTURER TO PROVIDE ALL SHELTER MANUFACTURER TO PROVIDE ALL MANUFACTURER TO PROVIDE ALL MANUFACTURER TO PROVIDE ALL TO PROVIDE ALL TO PROVIDE ALL PROVIDE ALL PROVIDE ALL ALL ALL NECESSARY ANCHORAGE FOR ATTACHMENT TO PROVIDED ANCHORAGE FOR ATTACHMENT TO PROVIDED ANCHORAGE FOR ATTACHMENT TO PROVIDED FOR ATTACHMENT TO PROVIDED FOR ATTACHMENT TO PROVIDED ATTACHMENT TO PROVIDED ATTACHMENT TO PROVIDED TO PROVIDED TO PROVIDED PROVIDED PROVIDED FOUNDATIONS, COORDINATE EMBEDMENT LENGTH WITH COORDINATE EMBEDMENT LENGTH WITH COORDINATE EMBEDMENT LENGTH WITH EMBEDMENT LENGTH WITH EMBEDMENT LENGTH WITH LENGTH WITH LENGTH WITH WITH WITH FOUNDATION SECTIONS AND ENSURE THAT ADEQUATE SECTIONS AND ENSURE THAT ADEQUATE SECTIONS AND ENSURE THAT ADEQUATE AND ENSURE THAT ADEQUATE AND ENSURE THAT ADEQUATE ENSURE THAT ADEQUATE ENSURE THAT ADEQUATE THAT ADEQUATE THAT ADEQUATE ADEQUATE ADEQUATE CONCRETE COVERAGE IS PROVIDED BASED ON FINAL ANCHOR COVERAGE IS PROVIDED BASED ON FINAL ANCHOR COVERAGE IS PROVIDED BASED ON FINAL ANCHOR IS PROVIDED BASED ON FINAL ANCHOR IS PROVIDED BASED ON FINAL ANCHOR PROVIDED BASED ON FINAL ANCHOR PROVIDED BASED ON FINAL ANCHOR BASED ON FINAL ANCHOR BASED ON FINAL ANCHOR ON FINAL ANCHOR ON FINAL ANCHOR FINAL ANCHOR FINAL ANCHOR ANCHOR ANCHOR BOLT SELECTION. 4. CONTRACTOR TO VERIFY THE LOCATION OF ALL ANCHOR BOLTS CONTRACTOR TO VERIFY THE LOCATION OF ALL ANCHOR BOLTS TO VERIFY THE LOCATION OF ALL ANCHOR BOLTS TO VERIFY THE LOCATION OF ALL ANCHOR BOLTS VERIFY THE LOCATION OF ALL ANCHOR BOLTS VERIFY THE LOCATION OF ALL ANCHOR BOLTS THE LOCATION OF ALL ANCHOR BOLTS THE LOCATION OF ALL ANCHOR BOLTS LOCATION OF ALL ANCHOR BOLTS LOCATION OF ALL ANCHOR BOLTS OF ALL ANCHOR BOLTS OF ALL ANCHOR BOLTS ALL ANCHOR BOLTS ALL ANCHOR BOLTS ANCHOR BOLTS ANCHOR BOLTS BOLTS BOLTS PRIOR TO CASTING FOUNDATIONS 5. RADAR TOWER STRUCTURE, RADAR TOWER EQUIPMENT, RADAR TOWER STRUCTURE, RADAR TOWER EQUIPMENT, TOWER STRUCTURE, RADAR TOWER EQUIPMENT, TOWER STRUCTURE, RADAR TOWER EQUIPMENT, STRUCTURE, RADAR TOWER EQUIPMENT, STRUCTURE, RADAR TOWER EQUIPMENT, RADAR TOWER EQUIPMENT, RADAR TOWER EQUIPMENT, TOWER EQUIPMENT, TOWER EQUIPMENT, EQUIPMENT, EQUIPMENT, ELECTRONIC EQUIPMENT (EE) SHELTER, ENGINE GENERATOR EQUIPMENT (EE) SHELTER, ENGINE GENERATOR EQUIPMENT (EE) SHELTER, ENGINE GENERATOR (EE) SHELTER, ENGINE GENERATOR (EE) SHELTER, ENGINE GENERATOR SHELTER, ENGINE GENERATOR SHELTER, ENGINE GENERATOR ENGINE GENERATOR ENGINE GENERATOR GENERATOR GENERATOR (EG) SHELTER, TO BE FURNISHED AND INSTALLED BY OTHERS. SHELTER, TO BE FURNISHED AND INSTALLED BY OTHERS. SHELTER, TO BE FURNISHED AND INSTALLED BY OTHERS. TO BE FURNISHED AND INSTALLED BY OTHERS. TO BE FURNISHED AND INSTALLED BY OTHERS. BE FURNISHED AND INSTALLED BY OTHERS. BE FURNISHED AND INSTALLED BY OTHERS. FURNISHED AND INSTALLED BY OTHERS. FURNISHED AND INSTALLED BY OTHERS. AND INSTALLED BY OTHERS. AND INSTALLED BY OTHERS. INSTALLED BY OTHERS. INSTALLED BY OTHERS. BY OTHERS. BY OTHERS. OTHERS. OTHERS. COORDINATE FOUNDATION SIZE AND ANCHOR BOLT LOCATIONS FOUNDATION SIZE AND ANCHOR BOLT LOCATIONS FOUNDATION SIZE AND ANCHOR BOLT LOCATIONS SIZE AND ANCHOR BOLT LOCATIONS SIZE AND ANCHOR BOLT LOCATIONS AND ANCHOR BOLT LOCATIONS AND ANCHOR BOLT LOCATIONS ANCHOR BOLT LOCATIONS ANCHOR BOLT LOCATIONS BOLT LOCATIONS BOLT LOCATIONS LOCATIONS LOCATIONS WITH TOWER MANUFACTURERS REQUIREMENTS. 6. SEE S-302 & S-303 FOR ELECTRONIC EQUIPMENT SHELTER, SEE S-302 & S-303 FOR ELECTRONIC EQUIPMENT SHELTER, S-302 & S-303 FOR ELECTRONIC EQUIPMENT SHELTER, S-302 & S-303 FOR ELECTRONIC EQUIPMENT SHELTER, & S-303 FOR ELECTRONIC EQUIPMENT SHELTER, & S-303 FOR ELECTRONIC EQUIPMENT SHELTER, S-303 FOR ELECTRONIC EQUIPMENT SHELTER, S-303 FOR ELECTRONIC EQUIPMENT SHELTER, FOR ELECTRONIC EQUIPMENT SHELTER, FOR ELECTRONIC EQUIPMENT SHELTER, ELECTRONIC EQUIPMENT SHELTER, ELECTRONIC EQUIPMENT SHELTER, EQUIPMENT SHELTER, EQUIPMENT SHELTER, SHELTER, SHELTER, ENGINE GENERATOR SHELTER AND FUEL TANK FOUNDATION GENERATOR SHELTER AND FUEL TANK FOUNDATION GENERATOR SHELTER AND FUEL TANK FOUNDATION SHELTER AND FUEL TANK FOUNDATION SHELTER AND FUEL TANK FOUNDATION AND FUEL TANK FOUNDATION AND FUEL TANK FOUNDATION FUEL TANK FOUNDATION FUEL TANK FOUNDATION TANK FOUNDATION TANK FOUNDATION FOUNDATION FOUNDATION DIMENSIONS. 7. SEE CIVIL SHEETS FOR SIDEWALK LOCATIONS, DIMENSIONS, AND SEE CIVIL SHEETS FOR SIDEWALK LOCATIONS, DIMENSIONS, AND CIVIL SHEETS FOR SIDEWALK LOCATIONS, DIMENSIONS, AND CIVIL SHEETS FOR SIDEWALK LOCATIONS, DIMENSIONS, AND SHEETS FOR SIDEWALK LOCATIONS, DIMENSIONS, AND SHEETS FOR SIDEWALK LOCATIONS, DIMENSIONS, AND FOR SIDEWALK LOCATIONS, DIMENSIONS, AND FOR SIDEWALK LOCATIONS, DIMENSIONS, AND SIDEWALK LOCATIONS, DIMENSIONS, AND SIDEWALK LOCATIONS, DIMENSIONS, AND LOCATIONS, DIMENSIONS, AND LOCATIONS, DIMENSIONS, AND DIMENSIONS, AND DIMENSIONS, AND AND AND THICKNESS. 8. SPAWAR SHALL PROVIDE THE TEMPLATE TO THE CONTRACTOR SPAWAR SHALL PROVIDE THE TEMPLATE TO THE CONTRACTOR SHALL PROVIDE THE TEMPLATE TO THE CONTRACTOR SHALL PROVIDE THE TEMPLATE TO THE CONTRACTOR PROVIDE THE TEMPLATE TO THE CONTRACTOR PROVIDE THE TEMPLATE TO THE CONTRACTOR THE TEMPLATE TO THE CONTRACTOR THE TEMPLATE TO THE CONTRACTOR TEMPLATE TO THE CONTRACTOR TEMPLATE TO THE CONTRACTOR TO THE CONTRACTOR TO THE CONTRACTOR THE CONTRACTOR THE CONTRACTOR CONTRACTOR CONTRACTOR TO LOCATE THE ANCHOR BOLTS. THIS TEMPLATE IS TO BE LOCATE THE ANCHOR BOLTS. THIS TEMPLATE IS TO BE LOCATE THE ANCHOR BOLTS. THIS TEMPLATE IS TO BE THE ANCHOR BOLTS. THIS TEMPLATE IS TO BE THE ANCHOR BOLTS. THIS TEMPLATE IS TO BE ANCHOR BOLTS. THIS TEMPLATE IS TO BE ANCHOR BOLTS. THIS TEMPLATE IS TO BE BOLTS. THIS TEMPLATE IS TO BE BOLTS. THIS TEMPLATE IS TO BE THIS TEMPLATE IS TO BE THIS TEMPLATE IS TO BE THIS TEMPLATE IS TO BE TEMPLATE IS TO BE TEMPLATE IS TO BE IS TO BE IS TO BE TO BE TO BE BE BE RETURNED TO SPAWAR. THE CONTRACTOR IS RESPONSIBLE FOR TO SPAWAR. THE CONTRACTOR IS RESPONSIBLE FOR TO SPAWAR. THE CONTRACTOR IS RESPONSIBLE FOR SPAWAR. THE CONTRACTOR IS RESPONSIBLE FOR SPAWAR. THE CONTRACTOR IS RESPONSIBLE FOR THE CONTRACTOR IS RESPONSIBLE FOR THE CONTRACTOR IS RESPONSIBLE FOR CONTRACTOR IS RESPONSIBLE FOR CONTRACTOR IS RESPONSIBLE FOR IS RESPONSIBLE FOR IS RESPONSIBLE FOR RESPONSIBLE FOR RESPONSIBLE FOR FOR FOR LAYING OUT THE BOLTS AND GETTING THE LAYOUT VERIFIED BY OUT THE BOLTS AND GETTING THE LAYOUT VERIFIED BY OUT THE BOLTS AND GETTING THE LAYOUT VERIFIED BY THE BOLTS AND GETTING THE LAYOUT VERIFIED BY THE BOLTS AND GETTING THE LAYOUT VERIFIED BY BOLTS AND GETTING THE LAYOUT VERIFIED BY BOLTS AND GETTING THE LAYOUT VERIFIED BY AND GETTING THE LAYOUT VERIFIED BY AND GETTING THE LAYOUT VERIFIED BY GETTING THE LAYOUT VERIFIED BY GETTING THE LAYOUT VERIFIED BY THE LAYOUT VERIFIED BY THE LAYOUT VERIFIED BY LAYOUT VERIFIED BY LAYOUT VERIFIED BY VERIFIED BY VERIFIED BY BY BY SURVEYOR PRIOR TO CONCRETE PLACEMENT. SPAWAR USES PRIOR TO CONCRETE PLACEMENT. SPAWAR USES PRIOR TO CONCRETE PLACEMENT. SPAWAR USES TO CONCRETE PLACEMENT. SPAWAR USES TO CONCRETE PLACEMENT. SPAWAR USES CONCRETE PLACEMENT. SPAWAR USES CONCRETE PLACEMENT. SPAWAR USES PLACEMENT. SPAWAR USES PLACEMENT. SPAWAR USES SPAWAR USES SPAWAR USES SPAWAR USES USES USES THE TEMPLATES TO VERIFY, BUT THE CONTRACTOR IS TO TEMPLATES TO VERIFY, BUT THE CONTRACTOR IS TO TEMPLATES TO VERIFY, BUT THE CONTRACTOR IS TO TO VERIFY, BUT THE CONTRACTOR IS TO TO VERIFY, BUT THE CONTRACTOR IS TO VERIFY, BUT THE CONTRACTOR IS TO VERIFY, BUT THE CONTRACTOR IS TO BUT THE CONTRACTOR IS TO BUT THE CONTRACTOR IS TO THE CONTRACTOR IS TO THE CONTRACTOR IS TO CONTRACTOR IS TO CONTRACTOR IS TO IS TO IS TO TO TO CENTER AND LAYOUT THE BOLTS IN ACCORDANCE WITH THE AND LAYOUT THE BOLTS IN ACCORDANCE WITH THE AND LAYOUT THE BOLTS IN ACCORDANCE WITH THE LAYOUT THE BOLTS IN ACCORDANCE WITH THE LAYOUT THE BOLTS IN ACCORDANCE WITH THE THE BOLTS IN ACCORDANCE WITH THE THE BOLTS IN ACCORDANCE WITH THE BOLTS IN ACCORDANCE WITH THE BOLTS IN ACCORDANCE WITH THE IN ACCORDANCE WITH THE IN ACCORDANCE WITH THE ACCORDANCE WITH THE ACCORDANCE WITH THE WITH THE WITH THE THE THE DRAWINGS. THE CONTRACTOR IS TO ENSURE THAT DURING THE CONTRACTOR IS TO ENSURE THAT DURING THE CONTRACTOR IS TO ENSURE THAT DURING THE CONTRACTOR IS TO ENSURE THAT DURING CONTRACTOR IS TO ENSURE THAT DURING CONTRACTOR IS TO ENSURE THAT DURING IS TO ENSURE THAT DURING IS TO ENSURE THAT DURING TO ENSURE THAT DURING TO ENSURE THAT DURING ENSURE THAT DURING ENSURE THAT DURING THAT DURING THAT DURING DURING DURING THE CONCRETE POUR THE BOLTS DO NOT MOVE AND REMAIN CONCRETE POUR THE BOLTS DO NOT MOVE AND REMAIN CONCRETE POUR THE BOLTS DO NOT MOVE AND REMAIN POUR THE BOLTS DO NOT MOVE AND REMAIN POUR THE BOLTS DO NOT MOVE AND REMAIN THE BOLTS DO NOT MOVE AND REMAIN THE BOLTS DO NOT MOVE AND REMAIN BOLTS DO NOT MOVE AND REMAIN BOLTS DO NOT MOVE AND REMAIN DO NOT MOVE AND REMAIN DO NOT MOVE AND REMAIN NOT MOVE AND REMAIN NOT MOVE AND REMAIN MOVE AND REMAIN MOVE AND REMAIN AND REMAIN AND REMAIN REMAIN REMAIN PLUMB HENCE THE USE OF TEMPLATES OR OTHER MEANS TO HENCE THE USE OF TEMPLATES OR OTHER MEANS TO HENCE THE USE OF TEMPLATES OR OTHER MEANS TO THE USE OF TEMPLATES OR OTHER MEANS TO THE USE OF TEMPLATES OR OTHER MEANS TO USE OF TEMPLATES OR OTHER MEANS TO USE OF TEMPLATES OR OTHER MEANS TO OF TEMPLATES OR OTHER MEANS TO OF TEMPLATES OR OTHER MEANS TO TEMPLATES OR OTHER MEANS TO TEMPLATES OR OTHER MEANS TO OR OTHER MEANS TO OR OTHER MEANS TO OTHER MEANS TO OTHER MEANS TO MEANS TO MEANS TO TO TO SECURE THEM DURING THE POUR. 9. THE EXISTING TOWER FOUNDATION SHALL BE FIELD VERIFIED THE EXISTING TOWER FOUNDATION SHALL BE FIELD VERIFIED EXISTING TOWER FOUNDATION SHALL BE FIELD VERIFIED EXISTING TOWER FOUNDATION SHALL BE FIELD VERIFIED TOWER FOUNDATION SHALL BE FIELD VERIFIED TOWER FOUNDATION SHALL BE FIELD VERIFIED FOUNDATION SHALL BE FIELD VERIFIED FOUNDATION SHALL BE FIELD VERIFIED SHALL BE FIELD VERIFIED SHALL BE FIELD VERIFIED BE FIELD VERIFIED BE FIELD VERIFIED FIELD VERIFIED FIELD VERIFIED VERIFIED VERIFIED FOR DIMENSIONS AND THICKNESS PRIOR TO CONSTRUCTION OF DIMENSIONS AND THICKNESS PRIOR TO CONSTRUCTION OF DIMENSIONS AND THICKNESS PRIOR TO CONSTRUCTION OF AND THICKNESS PRIOR TO CONSTRUCTION OF AND THICKNESS PRIOR TO CONSTRUCTION OF THICKNESS PRIOR TO CONSTRUCTION OF THICKNESS PRIOR TO CONSTRUCTION OF PRIOR TO CONSTRUCTION OF PRIOR TO CONSTRUCTION OF TO CONSTRUCTION OF TO CONSTRUCTION OF CONSTRUCTION OF CONSTRUCTION OF OF OF NEW FOUNDATIONS. THIS WILL INCLUDE NON-DESTRUCTIVE FOUNDATIONS. THIS WILL INCLUDE NON-DESTRUCTIVE FOUNDATIONS. THIS WILL INCLUDE NON-DESTRUCTIVE THIS WILL INCLUDE NON-DESTRUCTIVE THIS WILL INCLUDE NON-DESTRUCTIVE WILL INCLUDE NON-DESTRUCTIVE WILL INCLUDE NON-DESTRUCTIVE INCLUDE NON-DESTRUCTIVE INCLUDE NON-DESTRUCTIVE NON-DESTRUCTIVE NON-DESTRUCTIVE TESTING THROUGH INSPECTION ONLY. DESTRUCTIVE TESTING OF THROUGH INSPECTION ONLY. DESTRUCTIVE TESTING OF THROUGH INSPECTION ONLY. DESTRUCTIVE TESTING OF INSPECTION ONLY. DESTRUCTIVE TESTING OF INSPECTION ONLY. DESTRUCTIVE TESTING OF ONLY. DESTRUCTIVE TESTING OF ONLY. DESTRUCTIVE TESTING OF DESTRUCTIVE TESTING OF DESTRUCTIVE TESTING OF TESTING OF TESTING OF OF OF THE FOUNDATION TO DETERMINE THE REINFORCEMENT FOUNDATION TO DETERMINE THE REINFORCEMENT FOUNDATION TO DETERMINE THE REINFORCEMENT TO DETERMINE THE REINFORCEMENT TO DETERMINE THE REINFORCEMENT DETERMINE THE REINFORCEMENT DETERMINE THE REINFORCEMENT THE REINFORCEMENT THE REINFORCEMENT REINFORCEMENT REINFORCEMENT ARRANGEMENT IS NOT IN THE SCOPE OF THIS PROJECT.

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NEW MAT FOUNDATION, MATCH EX. FOUNDATION ELEVATION (APPROX. 6" BELOW EXISTING GRADE) ELEV. +22.5' (V.I.F.) APPROXIMATE FINISH GRADE SHALL MATCH EXISTING, PILASTER ELEVATION SHALL BE AS SHOWN ON SECTIONS.

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LEGEND (N) NEW SITE FEATURE NEW SITE FEATURE (E) EXISTING SITE FEATUREEXISTING SITE FEATURE

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S-201

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TOWER FOUNDATION SHALL BE COVERED WITH SOIL AND SEEDED TO MATCH EXISTING TOWER LOCATION

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P: (850) 475-1268 F: (850) 502.4210


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TOWER SECTION q(z) Z AG AF G Cf F M

FT FT FT FT^2 FT^2 LBS LB-FT

0 10 43.20 5 240 60 0.89 3.86 8905 44523

10 20 45.90 15 240 64 0.89 3.86 10123 151851

20 30 50.00 25 240 64 0.89 3.86 11028 275691

30 40 53.20 35 240 64 0.89 3.86 11733 410669

40 50 55.70 45 240 64 0.89 3.86 12285 552815

50 57 57.30 54 204 114 0.89 3.86 22401 1198472

TOTAL 76475 2634021

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NEW TOWER PROFILE

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BY OTHERS SCALE: 1/4" = 1'-0"

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IPT GULF COAST

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PM/DM

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SEAL

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A/E INFO

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OF

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EPROJECT NO.:

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NAS PENSACOLA

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PENSACOLA, FL

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1375343

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N69450-16-D-7126

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33

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15114881

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AS NOTED

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WIND LOADING NOTES 1. TOWER FOUNDATION DESIGN BASED ON GENERAL NOTES LOADING CRITERIA. TOWER FOUNDATION DESIGN BASED ON GENERAL NOTES LOADING CRITERIA. FOUNDATION DESIGN BASED ON GENERAL NOTES LOADING CRITERIA. FOUNDATION DESIGN BASED ON GENERAL NOTES LOADING CRITERIA. DESIGN BASED ON GENERAL NOTES LOADING CRITERIA. DESIGN BASED ON GENERAL NOTES LOADING CRITERIA. BASED ON GENERAL NOTES LOADING CRITERIA. BASED ON GENERAL NOTES LOADING CRITERIA. ON GENERAL NOTES LOADING CRITERIA. ON GENERAL NOTES LOADING CRITERIA. GENERAL NOTES LOADING CRITERIA. GENERAL NOTES LOADING CRITERIA. NOTES LOADING CRITERIA. NOTES LOADING CRITERIA. LOADING CRITERIA. LOADING CRITERIA. CRITERIA. CRITERIA. THE STRUCTURE HAS BEEN ANALYZED AS AN TRUSSED TOWER PER ASCE STRUCTURE HAS BEEN ANALYZED AS AN TRUSSED TOWER PER ASCE STRUCTURE HAS BEEN ANALYZED AS AN TRUSSED TOWER PER ASCE HAS BEEN ANALYZED AS AN TRUSSED TOWER PER ASCE HAS BEEN ANALYZED AS AN TRUSSED TOWER PER ASCE BEEN ANALYZED AS AN TRUSSED TOWER PER ASCE BEEN ANALYZED AS AN TRUSSED TOWER PER ASCE ANALYZED AS AN TRUSSED TOWER PER ASCE ANALYZED AS AN TRUSSED TOWER PER ASCE AS AN TRUSSED TOWER PER ASCE AS AN TRUSSED TOWER PER ASCE AN TRUSSED TOWER PER ASCE AN TRUSSED TOWER PER ASCE TRUSSED TOWER PER ASCE TRUSSED TOWER PER ASCE TOWER PER ASCE TOWER PER ASCE PER ASCE PER ASCE ASCE ASCE 7-10. 2. OUR ANALYSIS INCLUDED CURRENT LOADING SCENARIOS AND COORDINATION OUR ANALYSIS INCLUDED CURRENT LOADING SCENARIOS AND COORDINATION ANALYSIS INCLUDED CURRENT LOADING SCENARIOS AND COORDINATION ANALYSIS INCLUDED CURRENT LOADING SCENARIOS AND COORDINATION INCLUDED CURRENT LOADING SCENARIOS AND COORDINATION INCLUDED CURRENT LOADING SCENARIOS AND COORDINATION CURRENT LOADING SCENARIOS AND COORDINATION CURRENT LOADING SCENARIOS AND COORDINATION LOADING SCENARIOS AND COORDINATION LOADING SCENARIOS AND COORDINATION SCENARIOS AND COORDINATION SCENARIOS AND COORDINATION AND COORDINATION AND COORDINATION COORDINATION COORDINATION WITH THE EXISTING DRAWINGS. MAXIMUM UNFACTORED SHEAR LOADING PER THE EXISTING DRAWINGS. MAXIMUM UNFACTORED SHEAR LOADING PER THE EXISTING DRAWINGS. MAXIMUM UNFACTORED SHEAR LOADING PER EXISTING DRAWINGS. MAXIMUM UNFACTORED SHEAR LOADING PER EXISTING DRAWINGS. MAXIMUM UNFACTORED SHEAR LOADING PER DRAWINGS. MAXIMUM UNFACTORED SHEAR LOADING PER DRAWINGS. MAXIMUM UNFACTORED SHEAR LOADING PER MAXIMUM UNFACTORED SHEAR LOADING PER MAXIMUM UNFACTORED SHEAR LOADING PER UNFACTORED SHEAR LOADING PER UNFACTORED SHEAR LOADING PER SHEAR LOADING PER SHEAR LOADING PER LOADING PER LOADING PER PER PER PIER 25.8 KIPS, MAX. UPLIFT UNFACTORERED PER PIER 82 KIPS, MAX. 25.8 KIPS, MAX. UPLIFT UNFACTORERED PER PIER 82 KIPS, MAX. 25.8 KIPS, MAX. UPLIFT UNFACTORERED PER PIER 82 KIPS, MAX. KIPS, MAX. UPLIFT UNFACTORERED PER PIER 82 KIPS, MAX. KIPS, MAX. UPLIFT UNFACTORERED PER PIER 82 KIPS, MAX. MAX. UPLIFT UNFACTORERED PER PIER 82 KIPS, MAX. MAX. UPLIFT UNFACTORERED PER PIER 82 KIPS, MAX. UPLIFT UNFACTORERED PER PIER 82 KIPS, MAX. UPLIFT UNFACTORERED PER PIER 82 KIPS, MAX. UNFACTORERED PER PIER 82 KIPS, MAX. UNFACTORERED PER PIER 82 KIPS, MAX. PER PIER 82 KIPS, MAX. PER PIER 82 KIPS, MAX. PIER 82 KIPS, MAX. PIER 82 KIPS, MAX. 82 KIPS, MAX. 82 KIPS, MAX. KIPS, MAX. KIPS, MAX. MAX. MAX. DOWNFORCE PER PIER AS SHOWN BELOW

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CONDITION AXIAL MXX MZZ VX VZ AXIAL MXX MZZ VX VZ MXX MZZ VX VZ MZZ VX VZ VX VZ VZ KIP KIP*FT KIP*FT KIP KIP KIP*FT KIP*FT KIP KIP KIP*FT KIP KIP KIP KIP KIP DL 22.20 0.00 0.00 -0.88 -0.88 22.20 0.00 0.00 -0.88 -0.88 0.00 0.00 -0.88 -0.88 0.00 -0.88 -0.88 -0.88 -0.88 -0.88 WX 89.24 0.00 0.00 -25.84 -0.44 89.24 0.00 0.00 -25.84 -0.44 0.00 0.00 -25.84 -0.44 0.00 -25.84 -0.44 -25.84 -0.44 -0.44 WZ -81.49 0.00 0.00 0.21 25.61 -81.49 0.00 0.00 0.21 25.61 0.00 0.00 0.21 25.61 0.00 0.21 25.61 0.21 25.61 25.61 LL 13.90 0.00 0.00 -0.84 -0.84 13.90 0.00 0.00 -0.84 -0.84 0.00 0.00 -0.84 -0.84 0.00 -0.84 -0.84 -0.84 -0.84 -0.84

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3'-0"

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EX. GRADE

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+23.0'

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+22.5'

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T.O. PIER

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+25.5'

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T.O. SIDEWALK

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+23.167

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A/E INFO

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NAS PENSACOLA

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PENSACOLA, FL

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1375343

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N69450-16-D-7126

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33

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NEW FOUNDATION FOUNDATION

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NEW STAIRS AND LANDING

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15114882

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AS NOTED

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2

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S-201

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S-201

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2

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S-201

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CONCRETE STAIR SECTION

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

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1

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S-201

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#3 CONT. EA. STAIR NOSE

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2"

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2"

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#5 @12" O.C. E.W.

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#5 @12" O.C. E.W.

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(3) #5 CONT. W/ #4 @16" O.C. TRANSV.

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EQ. SUPERSTRUCTURE

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1'-6"

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1'-6"

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HANDRAIL & CONNECTION BY SPECIALTY ENGINEER

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3

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S-201

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CONCRETE LANDING SECTION

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

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(3) #5 CONT. W/ #4 @16" O.C. TRANSV.

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#5 @12" O.C., E.W., IN WALL, HOOK INTO SLAB AS SHOWN

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TURNDOWN, SEE CONCRETE DETAILS

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#5 @12" O.C., E.W.

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1-1/2" GALV. F-1554GRADE 55 ANCHOR BOLTS, 8" THREAD PROTRUDING

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#8 @9" E.W. T&B

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1

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S-300

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TOWER PAD PLAN

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

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1A

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S-300

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TOWER PAD SECTION

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

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NEW FOUNDATION

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#8 @9" E.W. T&B

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1B

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S-300

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TOWER PAD SECTION

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

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NEW FOUNDATION

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EXISTING FOUNDATION

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DRILL & EPOXY EMBED #8 9" AND SET W/ HILTI HIT-HY 200 EPOXY, TYP., ENSURE ALL ORGANIC MATTER IS REMOVED FROM THE SIDE OF THE EXISTING FOUNDATIONS. PRESSURE WASH AS REQUIRED.

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EX. GRADE

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SEE PLAN

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6"

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6"

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3'-0" MIN. MATCH

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3'-0" MIN. MATCH

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3'-0" MIN. MATCH

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3'-0" MIN. MATCH

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EX. GRADE

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SEE PLAN

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6"

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6"

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V.I.F.

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+22.5'

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PILASTER

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NEW TOWER FOUNDATION

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1-1/2" GALV. F-1554GRADE 55 ANCHOR BOLTS, 8" THREAD PROTRUDING

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EX. TOWER FOUNDATION

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PLAN NOTES FINISH GRADE ELEVATION - SEE C-101 & S-201 1. TOP OF FOOTINGS (T.O.F.) ELEVATION = MATCH EXISTING FOR TOP OF FOOTINGS (T.O.F.) ELEVATION = MATCH EXISTING FOR OF FOOTINGS (T.O.F.) ELEVATION = MATCH EXISTING FOR OF FOOTINGS (T.O.F.) ELEVATION = MATCH EXISTING FOR FOOTINGS (T.O.F.) ELEVATION = MATCH EXISTING FOR FOOTINGS (T.O.F.) ELEVATION = MATCH EXISTING FOR (T.O.F.) ELEVATION = MATCH EXISTING FOR (T.O.F.) ELEVATION = MATCH EXISTING FOR ELEVATION = MATCH EXISTING FOR ELEVATION = MATCH EXISTING FOR = MATCH EXISTING FOR = MATCH EXISTING FOR MATCH EXISTING FOR MATCH EXISTING FOR EXISTING FOR EXISTING FOR FOR FOR TOWER FOUNDATION. EXTEND PILASTERS AS SHOWN ON THESE FOUNDATION. EXTEND PILASTERS AS SHOWN ON THESE FOUNDATION. EXTEND PILASTERS AS SHOWN ON THESE EXTEND PILASTERS AS SHOWN ON THESE EXTEND PILASTERS AS SHOWN ON THESE PILASTERS AS SHOWN ON THESE PILASTERS AS SHOWN ON THESE AS SHOWN ON THESE AS SHOWN ON THESE SHOWN ON THESE SHOWN ON THESE ON THESE ON THESE THESE THESE DRAWINGS. 2. EXTEND ALL CONTINUOUS REINFORCING AND LAP AS REQUIRED. EXTEND ALL CONTINUOUS REINFORCING AND LAP AS REQUIRED. 3. TOWER MANUFACTURER TO PROVIDE ALL NECESSARY TOWER MANUFACTURER TO PROVIDE ALL NECESSARY MANUFACTURER TO PROVIDE ALL NECESSARY MANUFACTURER TO PROVIDE ALL NECESSARY TO PROVIDE ALL NECESSARY TO PROVIDE ALL NECESSARY PROVIDE ALL NECESSARY PROVIDE ALL NECESSARY ALL NECESSARY ALL NECESSARY NECESSARY NECESSARY ANCHORAGE FOR ATTACHMENT TO PROVIDED FOUNDATIONS, FOR ATTACHMENT TO PROVIDED FOUNDATIONS, FOR ATTACHMENT TO PROVIDED FOUNDATIONS, ATTACHMENT TO PROVIDED FOUNDATIONS, ATTACHMENT TO PROVIDED FOUNDATIONS, TO PROVIDED FOUNDATIONS, TO PROVIDED FOUNDATIONS, PROVIDED FOUNDATIONS, PROVIDED FOUNDATIONS, FOUNDATIONS, FOUNDATIONS, COORDINATE EMBEDMENT LENGTH WITH FOUNDATION SECTIONS EMBEDMENT LENGTH WITH FOUNDATION SECTIONS EMBEDMENT LENGTH WITH FOUNDATION SECTIONS LENGTH WITH FOUNDATION SECTIONS LENGTH WITH FOUNDATION SECTIONS WITH FOUNDATION SECTIONS WITH FOUNDATION SECTIONS FOUNDATION SECTIONS FOUNDATION SECTIONS SECTIONS SECTIONS AND ENSURE THAT ADEQUATE CONCRETE COVERAGE IS ENSURE THAT ADEQUATE CONCRETE COVERAGE IS ENSURE THAT ADEQUATE CONCRETE COVERAGE IS THAT ADEQUATE CONCRETE COVERAGE IS THAT ADEQUATE CONCRETE COVERAGE IS ADEQUATE CONCRETE COVERAGE IS ADEQUATE CONCRETE COVERAGE IS CONCRETE COVERAGE IS CONCRETE COVERAGE IS COVERAGE IS COVERAGE IS IS IS PROVIDED BASED ON FINAL ANCHOR BOLT SELECTION. 4. CONTRACTOR TO VERIFY THE LOCATION OF ALL ANCHOR BOLTS CONTRACTOR TO VERIFY THE LOCATION OF ALL ANCHOR BOLTS TO VERIFY THE LOCATION OF ALL ANCHOR BOLTS TO VERIFY THE LOCATION OF ALL ANCHOR BOLTS VERIFY THE LOCATION OF ALL ANCHOR BOLTS VERIFY THE LOCATION OF ALL ANCHOR BOLTS THE LOCATION OF ALL ANCHOR BOLTS THE LOCATION OF ALL ANCHOR BOLTS LOCATION OF ALL ANCHOR BOLTS LOCATION OF ALL ANCHOR BOLTS OF ALL ANCHOR BOLTS OF ALL ANCHOR BOLTS ALL ANCHOR BOLTS ALL ANCHOR BOLTS ANCHOR BOLTS ANCHOR BOLTS BOLTS BOLTS PRIOR TO CASTING FOUNDATIONS

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IPT GULF COAST

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PM/DM

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BRANCH MANAGER

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CHIEF ENG/ARCH

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NAS PENSACOLA

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PENSACOLA, FL

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1375343

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N69450-16-D-7126

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33

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03/20/2018

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ETF

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15114883

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11

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DJM

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AS NOTED

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3A

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S-301

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S-300

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1'-0"

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1'-0"

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(2) #5 CONT.

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SEE PLAN FOR REINF. SIZE AND ARRANGEMENT

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SLOPE AS REQ'D

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SEE TOWER PAD FOUNDATION SECTION FOR REINFORCING

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SEE CIVIL

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2" MAX. NON-SHRINK GROUT UNDER BASE PLATE, BY OTHERS. TOLERANCE FOR PIER SHALL BE WITHIN " LEVEL ENTIRE TOP OF PIER14" LEVEL ENTIRE TOP OF PIER

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MIN. 3'-0" : MATCH

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MIN. 3'-0" : MATCH

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MIN. 3'-0" : MATCH

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MIN. 3'-0" : MATCH

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T.O.F.

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SEE PLAN

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3'-0"

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3'-0"

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(24) #7 VERT. AS SHOWN, HOOK TOP (50%) AND BOTTOM (100%)

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#4 TIES @12" O.C., VERT. AS SHOWN

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2

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S-301

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CONCRETE PILASTER @ NEW FOUNDATION

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

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3

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S-301

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3'-0" SQUARE PILASTER

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

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1

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S-301

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TYP. SLAB TURNDOWN

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EXISTING FOUNDATION

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SEE CIVIL

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2" MAX. NON-SHRINK GROUT UNDER BASE PLATE, BY OTHERS

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EXISTING

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EXISTING

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T.O.F.

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SEE PLAN

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3A

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S-301

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CONCRETE PILASTER @ EX. FOUNDATION

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

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DRILL & EPOXY #7 BARS INTO EX. FOUNDATION, EMBED 1'-0" AND SET W/ HILTI HY-200 EPOXY

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ANCHOR BOLT NOTES: 1. TOWER ANCHOR BOLTS SHALL BE PROVIDED AND INSTALLED BY TOWER ANCHOR BOLTS SHALL BE PROVIDED AND INSTALLED BY THE CONTRACTOR. ANCHOR BOLTS SHALL BE SECURELY LOCATED IN PLACE AND SURVEYED PRIOR TO CASTING CONCRETE. ANCHOR BOLTS SHALL BE 1-1/2" . FOR TOWER F1554 GRADE 55 (4) AT EA. PIER, ANCHOR BOLTS SHALL EXTEND 2'-9" INTO FOUNDATION SYSTEM AND CAST WITH 4" SQUARE PLATE WASHER 1/2" THICK CAST INTO THE FOUNDATION SYSTEM. 2. TOWER, BASE PLATE, WASHERS AND NUTS ABOVE BASE PLATE TOWER, BASE PLATE, WASHERS AND NUTS ABOVE BASE PLATE AND NON-SHRINK GROUT TO BE FURNISHED AND INSTALLED BY OTHERS. 3. CONCRETE ANCHOR BOLT POSITION IS OF CRITICAL IMPORTANCE. CONCRETE ANCHOR BOLT POSITION IS OF CRITICAL IMPORTANCE. ANCHOR BOLTS SHALL BE ACCURATELY PLACED, ADEQUATELY SUPPORTED, AND SECURED AGAINST DISPLACEMENT. CONTRACTOR SHALL EMPLOY A REGISTERED LAND SURVEYOR TO LAY OUT THE BOLT PATTERN. THE POSITION OF THE BOLTS SHALL BE CHECKED AND CERTIFIED PRIOR TO AND AFTER PLACEMENT OF CONCRETE.

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3'-0"

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3'-0"

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6"

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6"

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6"

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6"

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3

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S-301

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IPT GULF COAST

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PM/DM

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BRANCH MANAGER

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CHIEF ENG/ARCH

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NAS PENSACOLA

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PENSACOLA, FL

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1375343

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N69450-16-D-7126

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33

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03/20/2018

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CONCRETE DETAILS

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#4 @12" O.C. E.W TYP.

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3/4" CHAMFER, TYP.

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1 1/2"

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1 1/2"

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1 1/2"

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1 1/2"

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FINAL DIMENSIONS SHALL BE COORDINATED WITH USER PROVIDED EQUIPMENT. ALL LOADS SHALL BE PROVIDED TO THE E.O.R. PRIOR TO FINAL DESIGN

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1A

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FUEL TANK FOUNDATION SECTION

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SCALE: 1/2" = 1'-0"

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FUEL TANK FOUNDATION PLAN

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SCALE: 1/2" = 1'-0"

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TRANSFORMER FOUND. SECTION

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TRANSFORMER FOUNDATION PLAN

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TOWER STAIRS AND BASE CLIP ANGLE (BY OTHERS)

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5 1/2"

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5 1/2"

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NOTE: PROVIDE BROOM FINISH ON CONCRETE STAIR TREAD

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TOP OF EX. MAT FOUNDATION

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3A

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TOWER STAIR SECTION

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NOT TO SCALE

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TOWER STAIR PLAN

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NOT TO SCALE

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COMPACTED FILL, SEE GEOTECHNICAL REPORT

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GRADE, VERIFY IN FIELD

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8" SLAB W/ (2) LAYERS #4@12" O.C. E.W., TYP.

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(2) #5 CONT.

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#4 @24" O.C.

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7'-6"

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7'-6"

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12'-0"

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12'-0"

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34" CHAMFER (4) SIDES

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300 GALLON DIESEL TANK

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SIDEWALK, SEE CIVIL

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STAIR AND HANDRAILS BY SPECIALTY ENGINEER, TO BE COORD. W/ FOUNDATION DEPTH AND NEW STAIR SYSTEM TO BE FIELD VERIFIED PRIOR TO CONSTRUCTION. THIS STAIR SHALL BE PART OF THIS CONTRACT AND SHALL BE INSTALLED TO MEET THE REQUIREMENTS OF UFC AND IBC PRIOR TO PROJECT COMPLETION.

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STAIR BY SPECIALTY ENGINEER

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FINAL ELEVATION TO BE COORDINATED WITH HANDRAILS PER IBC & UCF

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MATCH TOWER STAIRS WITH THIS CONTRACT

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TOP OF FOUNDATION SHALL BE 4" ABOVE EXISTING GRADE

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PROVIDE HANDRAIL ATTACHMENT, SIDE MOUNT THAT WILL MEET A LOAD OF 50LB/ FT. OR 200LB POINT LOAD.

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SIDEWALK, SEE CIVIL

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IPT GULF COAST

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PM/DM

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BRANCH MANAGER

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CHIEF ENG/ARCH

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SEAL

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EPROJECT NO.:

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NAS PENSACOLA

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PENSACOLA, FL

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1375343

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N69450-16-D-7126

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33

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03/20/2018

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ETF

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15114885

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13

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DJM

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WEH

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AS NOTED

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2A

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S-302

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P: (850) 475-1268 F: (850) 502.4210


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(8) #4 CONT.

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2" PERIMETER INSULATION

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#4 TIES @12" O.C.

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10 MIL VAPOR BARRIER

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COMPACTED ENGINEERED FILL

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COMPACTED SUBGRADE

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(8) #4 CONT.

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2" PERIMETER INSULATION

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#4 TIES @12" O.C.

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COMPACTED SUBGRADE

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GRADE

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GRADE

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1

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ELECTRONIC EQUIPMENT FOUNDATION PLAN

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2

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ENGINE GENERATOR FOUNDATION PLAN

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GENERATOR FOUNDATION SECTION

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CONC. BLDG. FOUNDATION SECTION

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#4 @ 12" E.W.

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(8) #4 CONT.

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#4 TIES @12" O.C.

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COMPACTED SUBGRADE

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5

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CONC. BLDG. FOUNDATION SECTION

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SCALE: 1/2" = 1'-0"

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3/4" CHAMFER TYPICAL

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1" PARC CONDUIT (W/ 3" PROJ)

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2" PARC CONDUIT (W/ 3" PROJ)

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2" PARC CONDUIT

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1" PARC CONDUIT

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FINISHED GRADE

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6

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S-303

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CAST-IN-PLACE RESISTIVE LOAD BANK PAD PLAN

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S-303

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CAST-IN-PLACE RESISTIVE LOAD BANK PAD SECTION

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SCALE: 1/2" = 1'-0"

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PLAN NOTES FINISH GRADE ELEVATION - SEE TOPOGRAPHIC SURVEY 1. EXTEND ALL CONTINUOUS REINFORCING AND LAP AS REQUIRED. EXTEND ALL CONTINUOUS REINFORCING AND LAP AS REQUIRED. 2. CONCRETE ENCLOSURE MANUFACTURER TO PROVIDE ALL CONCRETE ENCLOSURE MANUFACTURER TO PROVIDE ALL ENCLOSURE MANUFACTURER TO PROVIDE ALL ENCLOSURE MANUFACTURER TO PROVIDE ALL MANUFACTURER TO PROVIDE ALL MANUFACTURER TO PROVIDE ALL TO PROVIDE ALL TO PROVIDE ALL PROVIDE ALL PROVIDE ALL ALL ALL NECESSARY ANCHORAGE FOR ATTACHMENT TO PROVIDED ANCHORAGE FOR ATTACHMENT TO PROVIDED ANCHORAGE FOR ATTACHMENT TO PROVIDED FOR ATTACHMENT TO PROVIDED FOR ATTACHMENT TO PROVIDED ATTACHMENT TO PROVIDED ATTACHMENT TO PROVIDED TO PROVIDED TO PROVIDED PROVIDED PROVIDED FOUNDATIONS, COORDINATE EMBEDMENT LENGTH WITH COORDINATE EMBEDMENT LENGTH WITH COORDINATE EMBEDMENT LENGTH WITH EMBEDMENT LENGTH WITH EMBEDMENT LENGTH WITH LENGTH WITH LENGTH WITH WITH WITH FOUNDATION SECTIONS AND ENSURE THAT ADEQUATE SECTIONS AND ENSURE THAT ADEQUATE SECTIONS AND ENSURE THAT ADEQUATE AND ENSURE THAT ADEQUATE AND ENSURE THAT ADEQUATE ENSURE THAT ADEQUATE ENSURE THAT ADEQUATE THAT ADEQUATE THAT ADEQUATE ADEQUATE ADEQUATE CONCRETE COVERAGE IS PROVIDED BASED ON FINAL ANCHOR COVERAGE IS PROVIDED BASED ON FINAL ANCHOR COVERAGE IS PROVIDED BASED ON FINAL ANCHOR IS PROVIDED BASED ON FINAL ANCHOR IS PROVIDED BASED ON FINAL ANCHOR PROVIDED BASED ON FINAL ANCHOR PROVIDED BASED ON FINAL ANCHOR BASED ON FINAL ANCHOR BASED ON FINAL ANCHOR ON FINAL ANCHOR ON FINAL ANCHOR FINAL ANCHOR FINAL ANCHOR ANCHOR ANCHOR BOLT SELECTION. 3. CONTRACTOR TO VERIFY THE LOCATION OF ALL ANCHOR BOLTS CONTRACTOR TO VERIFY THE LOCATION OF ALL ANCHOR BOLTS TO VERIFY THE LOCATION OF ALL ANCHOR BOLTS TO VERIFY THE LOCATION OF ALL ANCHOR BOLTS VERIFY THE LOCATION OF ALL ANCHOR BOLTS VERIFY THE LOCATION OF ALL ANCHOR BOLTS THE LOCATION OF ALL ANCHOR BOLTS THE LOCATION OF ALL ANCHOR BOLTS LOCATION OF ALL ANCHOR BOLTS LOCATION OF ALL ANCHOR BOLTS OF ALL ANCHOR BOLTS OF ALL ANCHOR BOLTS ALL ANCHOR BOLTS ALL ANCHOR BOLTS ANCHOR BOLTS ANCHOR BOLTS BOLTS BOLTS PRIOR TO CASTING FOUNDATIONS 4. ELECTRIC EQUIPMENT SHELTER WEIGHT: 75,000LBS ELECTRIC EQUIPMENT SHELTER WEIGHT: 75,000LBS 5. GENERATOR WEIGHT: UNKNOWN AT THIS TIMEGENERATOR WEIGHT: UNKNOWN AT THIS TIME

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IPT GULF COAST

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PM/DM

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OF

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EPROJECT NO.:

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NAS PENSACOLA

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PENSACOLA, FL

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1375343

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N69450-16-D-7126

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33

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03/20/2018

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15114886

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14

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DJM

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P: (850) 475-1268 F: (850) 502.4210


B-100

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AU

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AU

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SS

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SS

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SS

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SS

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SS

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SS

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SS

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3

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4-5-6-6

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(11)

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7-7-7-6

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(14)

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1-2-3-3

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(5)

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3-5-7

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(12)

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7-10-14

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(24)

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7-14-17

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(31)

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3-5-11

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(16)

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6

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POORLY GRADED SAND (SP), LIGHT YELLOWISH RED, LOOSE

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TO MEDIUM, MEDIUM, DRY

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POORLY GRADED SAND (SP), LIGHT GRAYISH YELLOW,

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MEDIUM, MEDIUM

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POORLY GRADED SAND (SP), GRAY, MEDIUM TO DENSE,

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COARSE

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BORING WAS TERMINATED AT 30.0 FEET.

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NOTES

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GROUND ELEVATION

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23.0 FT

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LOGGED BY

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J. LINDSTROM

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DRILLING METHOD

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SIMCO 2800, MANUAL HAMMER, SFA W/ SPT

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AT TIME OF DRILLING

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18.50 FT / ELEV 4.50 FT

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AT END OF DRILLING

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AFTER DRILLING

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HOLE SIZE

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2.5

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DRILLING CONTRACTOR

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SOUTHERN TESTING & DRILLING

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GROUND WATER LEVELS:

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CHECKED BY

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B. BODNER

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DATE STARTED

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4/5/17

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COMPLETED

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4/5/17

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ATTERBERG

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(TSF)

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ELEVATION

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(FT)

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(PCF)

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20

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MATERIAL DESCRIPTION

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PAGE 1 OF 1

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BORING NUMBER B-1

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CLIENT

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MCCARTHY ENGINEERING, INC.

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PROJECT NUMBER

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GMOB170005

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PROJECT NAME

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DASR SITE PREP DESIGN - NAS PENSACOLA

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PROJECT LOCATION

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PENSACOLA, FL

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1.GMC BORINGS GMOB170005 NAS PENSACOLA.GPJ GMC DATA TEMPLATE.GDT 5/3/17

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AU

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AU

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(9)

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2-2-3-3

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(5)

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2-2-2-2

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(4)

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4-6-8

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(14)

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6-9-10

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(19)

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6-9-18

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(27)

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4-12-16

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(28)

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ORGANIC LADEN MATERIAL (OLM)

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POORLY GRADED SAND (SP), REDDISH YELLOW, VERY

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LOOSE TO LOOSE, DRY

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POORLY GRADED SAND (SP), LIGHT GRAY, MEDIUM

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POORLY GRADED SAND (SP), WHITE, MEDIUM

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NOTES

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GROUND ELEVATION

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23.4 FT

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LOGGED BY

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J. LINDSTROM

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DRILLING METHOD

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AT TIME OF DRILLING

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19.00 FT / ELEV 4.40 FT

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AFTER DRILLING

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HOLE SIZE

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DRILLING CONTRACTOR

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B. BODNER

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4/6/17

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(PCF)

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PAGE 1 OF 1

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BORING NUMBER B-2

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CLIENT

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PROJECT NUMBER

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GMOB170005

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PROJECT NAME

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PROJECT LOCATION

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PENSACOLA, FL

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IPT GULF COAST

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PM/DM

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CHIEF ENG/ARCH

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OF

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NAS PENSACOLA

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PENSACOLA, FL

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1375343

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N69450-16-D-7126

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33

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03/20/2018

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ETF

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1

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6/25/2018

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BORING LOGS

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15114887

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15

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DJM

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WEH

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DJM

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AS NOTED

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1

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G-100

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2

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G-100

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P: (850) 475-1268 F: (850) 502.4210


B-101

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AU

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AU

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SS

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SS

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SS

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SS

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SS

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SS

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2

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2-2-2-3

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(4)

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4-3-4-3

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(7)

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2-1-2-2

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(3)

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3-4-5

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(9)

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4-6-8

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(14)

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4-12-16

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(28)

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4-6-14

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(20)

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6

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POORLY GRADED SAND (SP), LIGHT BROWN

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POORLY GRADED SAND (SP), BROWNISH GRAY, VERY

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LOOSE TO MEDIUM

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NOTES

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GROUND ELEVATION

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22.7 FT

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LOGGED BY

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J. LINDSTROM

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DRILLING METHOD

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AT TIME OF DRILLING

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18.00 FT / ELEV 4.70 FT

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AT END OF DRILLING

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---

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AFTER DRILLING

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HOLE SIZE

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2.5

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CHECKED BY

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B. BODNER

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DATE STARTED

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4/6/17

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COMPLETED

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4/6/17

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PAGE 1 OF 1

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BORING NUMBER B-3

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CLIENT

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GMOB170005

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PROJECT NAME

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PROJECT LOCATION

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PENSACOLA, FL

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AU

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AU

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SS

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SS

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SS

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SS

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SS

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SS

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SS

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2

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(11)

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3-3-2-3

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(5)

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2-2-2-2

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(4)

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5-6-9

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(15)

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8-11-13

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(24)

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8-14-15

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(29)

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4-5-7

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(12)

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4

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POORLY GRADED SAND (SP), REDDISH YELLOW

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POORLY GRADED SAND (SP), BROWNISH GRAY, LOOSE

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TO MEDIUM

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NOTES

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GROUND ELEVATION

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22.7 FT

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LOGGED BY

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J. LINDSTROM

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DRILLING METHOD

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AT TIME OF DRILLING

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19.00 FT / ELEV 3.70 FT

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AT END OF DRILLING

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AFTER DRILLING

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HOLE SIZE

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2.5

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CHECKED BY

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B. BODNER

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DATE STARTED

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4/6/17

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COMPLETED

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4/6/17

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LOG

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PAGE 1 OF 1

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BORING NUMBER B-4

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CLIENT

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GMOB170005

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PROJECT NAME

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PENSACOLA, FL

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IPT GULF COAST

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PM/DM

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BRANCH MANAGER

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CHIEF ENG/ARCH

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FIRE PROTECTION

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OF

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NAS PENSACOLA

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PENSACOLA, FL

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1375343

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N69450-16-D-7126

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33

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03/20/2018

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ETF

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1

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6/25/2018

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BORING LOGS

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15114888

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16

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DJM

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WEH

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DJM

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AS NOTED

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G-101

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BORING LOG B-3

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G-101

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NA

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S E

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PM

A-2

13 D

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LA





P: (850) 475-1268 F: (850) 502.4210


B-102

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AU

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AU

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SS

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SS

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SS

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SS

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SS

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SS

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SS

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2-5-5-6

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(10)

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3-2-2-3

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(4)

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2-2-2-2

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(4)

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4-5-7

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(12)

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2-2-3

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(5)

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3-4-4

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(8)

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5-9-12

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(21)

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POORLY GRADED SAND (SP), YELLOWISH RED

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POORLY GRADED SAND (SP), GRAYISH YELLOW,

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MEDIUM

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POORLY GRADED SAND (SP), GRAY, LOOSE TO MEDIUM

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NOTES

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GROUND ELEVATION

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22.3 FT

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LOGGED BY

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J. LINDSTROM

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DRILLING METHOD

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AT TIME OF DRILLING

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18.00 FT / ELEV 4.30 FT

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24HRS AFTER DRILLING

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17.00 FT / ELEV 5.30 FT

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HOLE SIZE

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2.5

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CHECKED BY

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B. BODNER

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DATE STARTED

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4/5/17

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COMPLETED

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4/5/17

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ATTERBERG

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(FT)

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70

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(FT)

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LIMIT

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PLASTICITY

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INDEX

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ELEVATION

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20

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0

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LOG

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PAGE 1 OF 1

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BORING NUMBER B-5

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CLIENT

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GMOB170005

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PROJECT NAME

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PROJECT LOCATION

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PENSACOLA, FL

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AU

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AU

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SS

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SS

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SS

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SS

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SS

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SS

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SS

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SS

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SS

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SS

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SS

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4

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2

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2

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3

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6-6-6-7

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(12)

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3-3-5-5

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(8)

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4-5-6-6

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(11)

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5-6-6

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(12)

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8-9-10

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(19)

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8-9-12

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(21)

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7-9-14

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(23)

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5-7-11

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(18)

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1-2-1

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(3)

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3-4-11

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(15)

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13-16-18

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(34)

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6-5-3

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(8)

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3-2-1

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(3)

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3-2-3

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(5)

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3-4-4

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(8)

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5-4-4

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(8)

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27-29-34

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(63)

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19-24-31

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(55)

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13-28-33

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(61)

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50/5"

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50/5"

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6

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25

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21

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25

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POORLY GRADED SAND (SP), YELLOWISH RED, LOOSE TO

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MEDIUM

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POORLY GRADED SAND (SP), BROWNISH GRAY,

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MEDIUM, COARSE

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POORLY GRADED SAND (SP), GRAY, VERY LOOSE TO

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MEDIUM, MEDIUM

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POORLY GRADED SAND (SP), GRAYISH BROWN, DENSE,

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COARSE

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POORLY GRADED SAND (SP), GRAY-GREEN, VERY LOOSE

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TO LOOSE, MEDIUM TO COARSE, WITH SHELL FRAGMENTS

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POORLY GRADED SAND (SP), GRAY, VERY DENSE,

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COARSE. WITH SHELL FRAGMENTS

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NOTES

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GROUND ELEVATION

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22.8 FT

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LOGGED BY

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J. LINDSTROM

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DRILLING METHOD

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AT TIME OF DRILLING

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18.00 FT / ELEV 4.80 FT

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AT END OF DRILLING

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---

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AFTER DRILLING

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---

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HOLE SIZE

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2.5

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DRILLING CONTRACTOR

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CHECKED BY

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B. BODNER

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DATE STARTED

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4/7/17

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COMPLETED

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4/7/17

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ATTERBERG

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LIMITS

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SAMPLE TYPE

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NUMBER

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FINES CONTENT

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(%)

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RECOVERY %

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(RQD)

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BLOW

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COUNTS

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(N VALUE)

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POCKET PEN.

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(TSF)

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DEPTH

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(FT)

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0

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10

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20

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30

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40

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50

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60

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70

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80

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90

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100

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-20

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-30

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-40

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-50

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-60

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-70

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DRY UNIT WT.

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(PCF)

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MOISTURE

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CONTENT (%)

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LIQUID

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LIMIT

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PLASTIC

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LIMIT

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PLASTICITY

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INDEX

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ELEVATION

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(FT)

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20

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10

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0

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-10

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GRAPHIC

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LOG

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PAGE 1 OF 1

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BORING NUMBER B-6

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CLIENT

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PROJECT NUMBER

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GMOB170005

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PROJECT NAME

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PROJECT LOCATION

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PENSACOLA, FL

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IPT GULF COAST

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PM/DM

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BRANCH MANAGER

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CHIEF ENG/ARCH

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FIRE PROTECTION

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A

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B

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C

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D

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1

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2

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4

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5

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1

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2

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3

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4

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5

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A

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B

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C

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D

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SCALE:

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CONSTR. CONTR. NO.

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SHEET

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NAVFAC DRAWING NO.

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DES

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DRW

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SYM

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DESCRIPTION

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DATE

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APPR

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CHK

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SATISFACTORY TO

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APPROVED

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ACTIVITY

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DATE

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SEAL

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A/E INFO

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OF

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EPROJECT NO.:

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NAS PENSACOLA

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PENSACOLA, FL

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1375343

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N69450-16-D-7126

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33

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03/20/2018

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ETF

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L

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I

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C

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N

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No. 71644

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S

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E

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A

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L

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E

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N

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S

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I

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O

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R

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O

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F

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E

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S

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P

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N

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STATE OF

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G

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I

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N

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E

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E

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R

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E

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A

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D

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L

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F

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O

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D

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O

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N

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A

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L

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D

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J

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M

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c

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C

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A

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T

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H

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Y

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1

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6/25/2018

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BORING LOGS

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15114889

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17

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DJM

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WEH

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DJM

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AS NOTED

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1

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G-102

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BORING LOG B-5

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2

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G-102

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BORING LOG B-4

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dasr site preparation nas pensacola

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