Attch 2 _120107 Const Dwgs.pdf

PROJECT

LOCATION

DRAWING INDEX

SHEET NUMBER SHEET NAME

GENERAL

G-001 COVER SHEET

G-002 GENERAL NOTES

CIVIL

CD101 EXISTING CONDITIONS AND DEMOLITION PLAN

CS101 SITE PLAN

CS501 SITE DETAILS

LANDSCAPE

L-001 LANDSAPE NOTES & DETAILS

LD100 LANDSCAPE DEMO

LD101 LANDSCAPE DEMO

L100 LANDSCAPE PLAN

L101 LANDSCAPE PLAN

L-600 LANDSCAPE IRRIGATION DIAGRAM

STRUCTURAL

S-001 STRUCTURAL GENERAL NOTES AND ABBREVIATIONS

S-002 STRUCTURAL GENERAL NOTES - SOIL NAIL RETAINING WALL

S-003 STRUCTURAL GENERAL NOTES INSPECTION TABLE 2

S-101 STRUCTURAL FOUNDATION AND SLAB PLANS AND FLOOR PLANS

S-102 STRUCTURAL FLOOR FRAMING PLANS

S-110 STRUCTURAL FRAMING PLANS

S-111 STRUCTURAL FRAMING PLANS

S-301 TOWER 1 - BUILDING SECTIONS

S-302 TOWER 2 - BUILDING SECTIONS

S-501 TYPICAL CONCRETE SECTIONS AND DETAILS

S-502 FOUNDATION SECTIONS AND DETAILS

S-510 TYPICAL FRAMING DETAILS

S-601 WIND LOAD DIAGRAMS

S-602 SNOW LOAD DIAGRAMS & ADDITIONAL LOADS ON PRECAST MEMBERS

ARCHITECTURE

A-001 ARCHITECTURAL SYMBOLS, LEGEND & ABBREVIATIONS

A-002 OVERALL FLOOR PLAN

A-003 CODE COMPLIANCE

AD101 DEMOLITION PLAN

A-101 OVERALL ARCHITECTURAL SITE PLAN

A-102 ELEVATOR FLOOR PLAN

A-103 ROOF PLAN & REFLECTED CEILING PLAN

A-201 EXTERIOR ELEVATIONS

A-202 ELEVATIONS

A-203 GUARD ELEVATIONS

A-301 SECTIONS

A-401 ENLARGED ELEVATOR PLAN

A-501 DETAILS

A-502 DETAILS

A-503 DETAILS

A-601 SCHEDULES

FIRE ALARM

FA001 FIRE ALARM LEGEND, GENERAL NOTES & ABBREVIATIONS

FA401 ENLARGED FIRE ALARM PLANS

FA601 FIRE ALARM RISER DIAGRAM

MECHANICAL

M-001 MECHANICAL LEGEND AND ABBREVIATIONS

M-101 ELEVATOR 1 MECHANICAL PLAN

M-102 ELEVATOR 2 MECHANICAL PLAN

M-301 MECHANICAL SECTIONS

M-501 MECHANICAL DETAILS

M-601 MECHANICAL SCHEDULES

M-701 MECHANICAL CONTROLS

ELECTRICAL

E-001 ELECTRICAL LEGEND & ABBREVIATIONS

E-002 ELECTRICAL SYSTEMS GENERAL NOTES

ES101 PARTIAL STADIUM ELECTRICAL AND TELECOMM. SITE PLAN

ES501 ELECTRICAL DETAILS - SITE

EL401 ENLARGED ELEVATOR LIGHTING FLOOR PLANS

EP401 ENLARGED ELEVATOR POWER PLANS

EP601 ELECTRICAL ONE-LINE DIAGRM

EP602 PANEL SCHEDULES

EG101 PARTIAL GROUNDING PLAN

EG501 LIGHTNING PROTECTION DETAILS

TELECOMMUNICATIONS

TN101 TELECOMMUNICATION SYSTEMS PLAN - THIRD LEVEL

TN401 ENLARGED TELECOMMUNICATION PLANS

TN601 TELECOMMUNICATION RISER

N

2000' 1000' 0' 2000'

SCALE: 1" = 2000'-0"

SOUTH ENTRANCE

NORTH ENTRANCE

BLDG 8486 PASS AND

REGISTR. FACILITY

CADET

CATM

BCT

CEMETERY

EISENHOWER

GOLF COURSE

WASTE TREATMENT PLANT

COMMUNITY CENTER

SERVICE AND

PINE VALLEY HOUSING

DOUGLASS VALLEY HOUSING

HOSPITAL

OFFICERS'

SENIOR OFFICERS'

HOUSING

GE AND FERL

AIRFIELD

ROD AND GUN CLUB

SUPPLY AREA

VISITOR

CENTER

NONPOTABLERESERVOIR

#4

NONPOTABLERESERVOIR

#3

NONPOTABLERESERVOIR

#2

NONPOTABLERESERVOIR

#1

POTABLERESERVOIR

#1

POTABLERESERVOIR

#2

POTABLERESERVOIR

#4

POTABLERESERVOIR

#3

KETTLE LAKES

RECREATION AREA

THUNDERBIRD

AIRMAN

AIRFIELD

OPERATIONS

EQUESTRIAN

CENTER

VOQ

CLUB

OVERLOOK#2

OVERLOOK

#3

AC

AD

EM

Y

DR

IVE

NOR

TH

GAT

E B

LVD

A C A D E M Y

D R

IV

E

INTERIOR DRIVE

ACAD

EMY

DRIV

E

CROS

S DR

IVE

PARA

DE L

OOP S

TA

D

IU

M

B

LV

D

COMMUNITY CENTER DRIVE

PINE DRIVE

S O U

TH

G A

TE

B

LV

D

S T A D

IU

M

B L V D

STADIUM

INTERQUEST

PKWY

BRIARGATE

PKWY

NORTHGATE

ROAD

FI

EL

D

HO

US

E

DR

CADET DRIVE

CADET DRIVE

AREA

ATHLETIC

FIELDS

DEADMAN'S

LAKE

FAMCAMP

FALCON

AUTO

ANDWOOD

CRAFTS

FIRE ROAD

PLANT #1

PLANT #3

PLANT #2

CITY TREATMENT PLANT

P

IN

E D R

IV

E

JACK'S VALLEY ROAD

MUNITIONSSTORAGE

AREA

CONTRACTORSTAGING

AREA

HEAT PLANT

AOG

PREP

SCHOOL

PINE

VALLEYHIGH

SCHOOL

DOUGLASS

VALLEY

ELEMENTARY

SOUTH

GATE

NORTH

GATE

MAIN

AUXILIARY

AIRFIELD

AARDVARK

BASE CIVIL ENGINEERS

BLDG 8120

BASE CONTRACTING

BLDG 8110

OVERLOOK

IN

TE

R

IO

R

D R

IV

E

ACADEMY DRIVE

OVERLOOK#1

1OTH CIVIL ENGINEER SQUADRON

U.S. AIR FORCE ACADEMY,

COLORADO

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RPR 4 ELEVATORS TO ADA - FALCON STADIUM

USAF ACADEMY, COLORADO

XQPZ 12-0107

APPROVED

DATE

COORDINATION

SIGNATURE OFFICE

ENGINEERING

PROGRAMS

OPERATIONS

ENVIRONMENTAL

AFA PM

AE PM

FIRE DEPARTMENT

BIO-ENVIRONMENTAL

COMMUNICATIONS

SAFETY

SECURITY FORCES/ATO

USING AGENCY/

CUSTOMER

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KEYMAP

LEGEND:

B-1

B-2

B-3

B-4

ELECTRICAL VAULT

ELECTRICAL VAULT

DEMO CONCRETE WALL

SEE SHEET AD101

DEMO CONCRETE WALL

SEE SHEET AD101

CLEAR JUNIPER

TREE LANDSCAPING

SEE LANDSCAPING

DRAWINGS

CLEAR JUNIPER TREE

LANDSCAPING

SEE LANDSCAPING DRAWINGS

CLEAR JUNIPER TREE

LANDSCAPING

SEE LANDSCAPING DRAWINGS

STORM INLET - TO REMAIN

RIM EL = 6673.31

SEALED GRATE

STORM INLET

RIM EL = 6640.76

INV IN (W) = 6637.86

INV OUT (N) = 6637.66

STORM INLET - TO REMAIN

RIM EL = 6641.62

SEALED GRATE

STORM INLET

RIM EL = 6617.72

SEALED GRATE

STAIRS

STAIRS

MIDDLE LEVEL

APPROXIMATE FF = 6673

LOWER LEVEL

APPROXIMATE FF = 6640

UPPER LEVEL

APPROXIMATE FF = 6714

BUILDING TO BE REMOVED

PRIOR TO CONTRUCTION

DEMO CONCRETE PAD

CLEAR

JUNIPER

TREE

LANDSCAPING

SEE

LANDSCAPING

DRAWINGS

DEMO CONCRETE PAD

WATER

STAIRS

STAIRS

DEMO TOP OF CONCRETE

WALL AND RAILING

SEE AD 101

DEMO RAILING

SEE AD 101

EX SCOREBOARD

VEGETATION

ASPHALT

CONCRETE

MAJOR CONTOUR

MINOR CONTOUR

STORM WATER INLET

STORM PIPE

WATER PIPE

BORE HOLE

LEGEND

DEMOLITION

0 40'20'

1" = 20'

EXISTING CONDITIONS AND DEMOLITION PLAN

KEY PLAN

N.T.S

1OTH CIVIL ENGINEER SQUADRON

U.S. AIR FORCE ACADEMY,

COLORADO

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UNITED STATES

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NOTES:

1. THE EXISTING BORE HOLE LOCATIONS ARE SHOWN

IN THEIR APPROXIMATE LOCATION FOR

INFORMATION ONLY.

EX ELECTRICAL VAULT

EX ELECTRICAL

VAULT

REFER TO ELECTRICAL DRAWINGS FOR ALL

ELECTRICAL AND COMMUNICATION LINES

ELEVATOR TOWER 1

SEE ARCHITECTURAL,

STRUCTURAL, AND

MECHANICAL DRAWINGS

ELEVATOR TOWER 2

SEE ARCHITECTURAL,

STRUCTURAL, AND

MECHANICAL DRAWINGS

LANDSCAPING

INTERMEDIATE LEVEL

CONCRETE PAD ON GRADE

SEE DETAIL 1/CS501

MIDDLE LEVEL BRIDGE

REFER TO STRUCTURAL AND

ARCHITECTURAL DRAWINGS

UPPER LEVEL BRIDGE

REFER TO STRUCTURAL AND

ARCHITECTURAL DRAWINGS

LOWER LEVEL CONCRETE

PAD ON GRADE

SEE DETAIL 1/CS501

GRADE LANDSCAPED AREA BELOW BRIDGE

TO SLOPE AWAY FROM THE ELEVATOR

EX STORM INLET

EX RIM EL = 6673.31

CONNECT NEW 3" PVC

TO EX STORM INLET

50.00 LF 4" PVC STORM SEWER

AT 0.50% SLOPE

SEE NOTE 3

38.00 LF 4" HDPE STORM SEWER

AT 0.50% SLOPE

SEE NOTE 3

4" HDPE

INV = 6638.05

EXISTING LOUVER

CONTRACTOR TO SET PROPOSED

GRADE BELOW LOUVER OPENING

EXPANSION JOINT BETWEEN

EXISTING RETAINING WALL AND NEW

CONCRETE PAVEMENT SECTION (TYP

- BOTH TOWERS)

EXPANSION JOINT BETWEEN NEW

ELEVATOR AND NEW CONCRETE

PAVEMENT SECTION (TYP - BOTH

TOWERS)

CONNECTION POINT FOR

IRRIGATION SYSTEM

EX STORM INLET

EX RIM EL = 6640.76

EX INV IN (W) = 6637.86

EX INV OUT (N) = 6637.66

4" HDPE INV IN (S) = 6637.86

E

E

E

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U

C

EXPANSION JOINT BETWEEN NEW

ELEVATOR VESTIBULE AND NEW

CONCRETE PAVEMENT SECTION (TYP

- BOTH TOWERS)

CONNECT TO ROOF DRAIN

SEE MECHANICAL DRAWINGS

CONNECT TO ROOF DRAIN

SEE MECHANICAL DRAWINGS

COLD JOINT BETWEEN NEW

CONCRETE PAVEMENT AND

EXISTING CONCRETE PAVEMENT

(TYP - BOTH TOWERS)

GRADE LANDSCAPED AREA

BELOW BRIDGE TO SLOPE TO

AWAY FROM THE ELEVATOR

CORNER OF ELEVATOR

N = 1424057.90

E = 3186476.26

CORNER OF ELEVATOR

N = 1424119.34

E = 3186358.89

EX VEGETATION

EX ASPHALT

EX CONCRETE

EX MAJOR CONTOUR

EX MINOR CONTOUR

EX STORM WATER INLET

EX STORM WATER PIPE

EX WATER

EX LEGEND

PROPOSED LEGEND

CONCRETE

LANDSCAPING

STORM SEWER

W

WATER

E

ELECTRICAL

COMMUNICATION

UC

0 40'20'

1" = 20'

SITE PLAN

KEY PLAN

N.T.S

1OTH CIVIL ENGINEER SQUADRON

U.S. AIR FORCE ACADEMY,

COLORADO

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UNITED STATES

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UNITED STATES

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NOTES:

1. THE CONTRACTOR SHALL INSTALL CONCRETE PAVEMENT CONTRACTION AND

CONSTRUCTION JOINTS TO MATCH THE LAYOUT OF THE EXISTING CONCRETE

PAVEMENT JOINTS. THE CONTRACTOR SHALL INSTALL CONCRETE PAVEMENT

EXPANSION JOINTS BETWEEN THE NEW CONCRETE PAVEMENT AND THE EXISTING

RETAINING WALL, NEW ELEVATORS, AND EXISTING ADJACENT CONCRETE SLABS. SEE

DETAIL 2/CS501 FOR CONCRETE PAVEMENT JOINT DETAILS.

2. THE EXISTING WATER LINE SHOWN ON THE PLANS IS OBTAINED FROM GIS LEVEL

INFORMATION. THE SIZE, LOCATION, AND MATERIAL OF THIS WATER LINE SHALL BE

FIELD VERIFIED BY THE CONTRACTOR.

3. STORM SEWER PVC SHALL MEET ASTM D2729. PVC PLASTIC PIPE, FITTINGS, JOINTS AND

COUPLINGS PRODUCT DATA SHALL BE SUBMITTED TO THE GOVERNMENT PRIOR TO

CONSTRUCTION.

4. WATER PVC SHALL MEET AWWA C900. PIPE SHALL BE PLAIN END OR GASKET BELL END,

WITH A MINIMUM PRESSURE CLASS EQUAL TO OR GREATER THAN THE EXISTING WATER

LINE TAPPED INTO. FITTINGS WITH PUSH-ON JOINT ENDS ARE TO CONFORM TO THE

SAME REQUIREMENTS AS FITTINGS WITH MECHANICAL-JOINT ENDS, EXCEPT THAT BELL

DESIGN IS TO BE FACTORY MODIFIED FOR PUSH-ON JOINT COMPATIBLE FOR USE WITH

PVC PLASTIC PIPE. PIPE, FITTING, JOINTS AND COUPLING PRODUCT DATA SHALL BE

SUBMITTED TO THE GOVERNMENT PRIOR TO CONSTRUCTION.

5. ALL COORDINATES SHOWN ARE IN NAD 1983 STATE PLANE COLORADO CENTRAL FIPS

0502 (FEET) COORDINATE SYSTEM.

1OTH CIVIL ENGINEER SQUADRON

U.S. AIR FORCE ACADEMY,

COLORADO

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UNITED STATES

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UNITED STATES

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COLORADO

RA ISETATS

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U YMEADCAECROF

AIR FORCE ACADEMY

UNITED STATES

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REVIEWED

SUBMITTAL

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PORTLAND CEMENT

CONCRETE (PCC)

AGGREGATE

BASE COURSE 95%

COMPACTED

SUBGRADE 95%

NATIVE

MATERIALS

12"

14"

C

S

CONCRETE PAVEMENT SECTION

EXPANSION JOINTS

1/2" ± 1/8"

NON-EXTRUDING JOINT FILLER

3/4" MINIMUM THICKNESS

JOINT

SEALANT

NOTE:

1. FOR DETAILED TREATMENT OF DOWELS, SEE SPECIFICATIONS.

EXPANSION JOINT DETAIL

MATCH EXISTING (APPROXIMATELY 7")

#4 REBAR 12" ON CENTER

EACH DIRECTION

REFERENCE SHEET CD-101

REFERENCE SHEET CD-101

GENERAL CONSTRUCTION NOTES:

1. ALL WORK SHALL COMPLY WITH THE 2015 INTERNATIONAL BUILDING CODE (IBC), AS MODIFIED BY UFC 1-200-01 AND UFC 3-301-01; AASHTO LRFD GUIDE SPECIFICATIONS FOR THE DESIGN OF PEDESTRIAN BRIDGES; AASHTO STANDARD SPECIFICATION FOR STRUCTURAL SUPPORTS FOR HIGHWAY SIGNS, LUMINAIRES, AND TRAFFIC SIGNALS; AND AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS.

2. REFERENCE STANDARDS: UNLESS NOTED OTHERWISE, ALL STANDARDS SHALL BE CURRENT EDITION, WITH LATEST ADDENDA, IF APPLICABLE.

3. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES.

4. SEE CIVIL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ALL OPENINGS AND INSERTS NOT SHOWN

ON THE STRUCTURAL DRAWINGS.

5. EXPANSION ANCHORS SHALL BE HILTI KWIK BOLT TZ OR EQUIVALENT, UNO. INSTALL ANCHORS PER

MANUFACTURER'S RECOMMENDATIONS.

6. ADHESIVE ANCHORS SHALL BE HILTI HIT HY-200 MAX-SD USING HAS STANDARD RODS OR EQUIVALENT, UNO. FOR COLD WEATHER APPLICATIONS, USE HILTI HIT-ICE 150; RE: SPECIFICATION FOR USAGE.

INSTALL ANCHORS IN STRICT CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.

7. DESIGN CRITERIA:

RISK CATEGORY............................................................................II

ROOF LIVE LOADS -

MINIMUM LIVE LOADING................................................... 20 PSF

FLOOR LIVE LOADS -

MACHINE ROOM............................................................... 125 PSF

ELECTRICAL/COMM ROOM.......................................... 150 PSF

BRIDGE DECK................................................................... PL = 100 PSF OR

LL = AASHTO H10 VEHICLE LOAD,

WHICHEVER IS GREATER

SNOW LOADS - ELEVATOR STRUCTURE (RE: SNOW LOAD DIAGRAM ON SHEET S-602)

GROUND SNOW LOAD..................................................... Pg = 30 PSF MINIMUM ROOF SNOW LOAD.......................................... Pf = 40 PSF IMPORTANCE FACTOR..................................................... Is = 1.0 EXPOSURE FACTOR......................................................... Ce = 1.0 THERMAL FACTOR............................................................ Ct = 1.2 DRIFT SURCHARGE.......................................................... Pd = 30 PSF DRIFT WIDTH.................................................................... W = 6'-8"

SNOW LOADS - BRIDGE DECK (RE: SNOW LOAD DIAGRAM ON SHEET S-602)

WIND LOADS - ELEVATOR STRUCTURE

BASIC DESIGN WIND SPEED (3-SEC GUST).................. V = 136 MPH (ULTIMATE)

WIND EXPOSURE CATEGORY......................................... C

INTERNAL PRESSURE COEFFICIENT...............................GCpi = + 0.18

WIND LOADS - BRIDGE DECK

LATERAL DESIGN WIND SPEED (3-SEC GUST)............. V = 100 MPH (ALLOWABLE)

LATERAL WIND HEIGHT/EXPOSURE FACTOR............... Kz = 1.37

LATERAL WIND GUST FACTOR...................................... G = 1.14

LATERAL WIND IMPORTANCE FACTOR.......................... Ir = 1.15 LATERAL WIND DRAG COEFFICIENT............................. Cd = 1.70

VERTICAL WIND APPLIED OVER FULL WIDTH,

CONCURRENT WITH LATERAL WIND LOADING............ 20 PSF APPLIED TO THE WINDWARD

QUARTER OF THE DECK

SEISMIC LOADS - ELEVATOR STRUCTURE

SHORT SPECTRAL RESPONSE ACCELERATION........... Ss = 0.186g 1-SEC SPECTRAL RESPONSE ACCELERATION............. S1 = 0.061g SITE CLASS............................................................................D SHORT SPECTRAL RESPONSE COEFFICIENT............... Sds = 0.198g 1-SEC SPRECTRAL RESPONSE COEFFICIENT.............. Sd1 = 0.098g BASIC SEISMIC FORCE RESISTING SYSTEM.................. ORDINARY PRECAST SHEAR WALLS

RESPONSE MODIFICATION COEFFICIENT...................... R = 4

IMPORTANCE FACTOR................................................... Ie = 1.00 SEISMIC RESPONSE COEFFICIENT................................ Cs = 0.066 DESIGN BASE SHEAR...................................................... V = 0.066 X W

AASHTO LOAD FACTORS FOR BRIDGE DECK LOAD COMBINATIONS -

SPECIAL INSPECTION:

1. SPECIAL INSPECTION REQUIREMENTS SHALL CONFORM TO IBC SECTION 1704, UNO. REFER TO

INSPECTION TABLES 1 AND 2 ON SHEETS S-002 AND S-003.

FOUNDATION NOTES:

1. FOUNDATIONS BASED ON "GEOTECHNICAL EVALUATION RPR FOUR ELEVATORS TO ADA USAFA -

FALCON STADIUM", DATED 31 AUGUST 2016, BY NINYO & MOORE.

2. SHALLOW FOUNDATION, SLAB ON GRADE, AND MAT FOUNDATION REQUIREMENTS:

MAXIMUM ALLOWABLE BEARING PRESSURE ................................... 3,000 PSF (ON FILL MATERIAL)

5,000 PSF (ON INTACT SANDSTONE)

FROST DEPTH....................................................................................... 38 INCHES

ULTIMATE COEFFICIENT OF FRICTION AGAINST SLIDING................ 0.35

EQUIVALENT FLUID LATERAL EARTH PRESSURES (ONSITE OVERBURDEN):

ACTIVE PRESSURE............................................................................... 43 PCF AT-REST PRESSURE............................................................................ 64 PCF PASSIVE PRESSURE............................................................................ 332 PCF

3. FOOTING/FOUNDATION EXCAVATION SHALL BE PERFORMED WITH THE GEOTECHNICAL ENGINEER

OR HIS REPRESENTATIVE PRESENT TO ENSURE PROPER BEARING ON COMPETENT SOIL.

4. CONTRACTOR'S QUALITY CONTROL REPRESENTATIVE AND GEOTECHNICAL ENGINEER SHALL

OBSERVE SUBGRADES BEFORE PLACEMENT OF REINFORCING OR CONCRETE. SUBGRADE

OBSERVATION AND COMPACTION REPORTS SHALL BE SENT TO THE CONTRACTING OFFICER.

5. ENGINEERED FILL AND BACKFILL: ACCEPTABLE SOILS FOR ENGINEERED FILL SHALL INCLUDE GRANULAR ONSITE SOILS WHICH CLASSIFY AS SC, SM, SP, SP-SM OR IMPORT SOILS. ENGINEERED FILL SHALL NOT CONTAIN ORGANIC MATTER, CLAY LUMPS, BEDROCK FRAGMENTS, DEBRIS, OTHER DELETERIOUS MATTER, OR ROCKS OR HARD CHUNKS LARGER THAN 3 INCHES NOMINAL DIAMETER.

6. IMPORT SOILS USED AS ENGINEERED FILL SHALL HAVE 40 OR LESS PERCENT PASSING THE NO.

200 SIEVE, A VERY LOW SWELL POTENTIAL, APPROXIMATELY 1 PERCENT OR LESS WHEN WETTED AGAINST A SURCHARGE PRESSURE OF 500 PSF WHEN REMOLDED AT OPTIMUM MOISTURE CONTENT, AND A LOW PLASTICITY INDEX OF APPROXIMATELY 15 OR LESS.

7. ENGINEERED FILL AND BACKFILL SHALL BE PLACED IN CONTROLLED LOOSE LIFTS NOT TO EXCEED 8 INCHES, COMPACTED TO A MINIMUM OF 95% OF MAXIMUM DRY DENSITY AT MOISTURE CONTENT FROM OPTIMUM -2% TO 2% ABOVE OPTIMUM MOISTURE CONTENT AS DETERMINED BY ASTM D 1557. HEAVY EQUIPMENT SHALL NOT BE ALLOWED WITHIN 1 FOOT FOR EVERY FOOT IN HEIGHT OF FOUNDATION WALLS. MATERIAL IN THIS AREA SHALL BE COMPACTED WITH HAND-OPERATED EQUIPMENT. FILL MATERIALS SHALL NOT BE PLACED, WORKED OR ROLLED WHILE THEY ARE FROZEN OR THAWING, AND

SHALL NOT BE PLACED DURING POOR OR INCLEMENT WEATHER CONDITIONS.

8. UTILITY TRENCH BACKFILL WITHIN THE BUILDING AREA SHALL BE MECHANICALLY COMPACTED IN LAYERS WITH LOW PERMEABILITY FILL (i.e. PERMEABILITY OF 5-10 cm/s OR LESS) AS APPROVED BY THE GEOTECHNICAL ENGINEER OR HIS REPRESENTATIVE. USE OF CLSM OR SIMILAR MATERIAL SHOULD BE CONSIDERED IN LIEU OF COMPACTED SOIL BACKFILL IN AREAS WITH LOW TOLERANCES FOR SURFACE

SETTLEMENT TO REDUCE THE PERMEABILITY OF THE UTILITY TRENCHES.

9. FOR SITE PREPARATION, REMOVE DELETERIOUS MATERIAL SUCH AS VEGETATION, ORGANIC SOILS AND ROOT ZONES, EXISTING FILL, OR LOOSE, SOFT, FROZEN OR OTHERWISE UNSUITABLE MATERIALS FROM

BELOW THE PROPOSED WALL FOOTING, FOUNDATION PADS AND SIDEWALK/PAVEMENT AREAS.

10. THE CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF CRIBBING, SHEATHING, AND SHORING REQUIRED AND SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING LAGGING, SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE

WITH NATIONAL, STATE, AND LOCAL SAFETY ORDINANCES.

11. EXTERIOR GRADING ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY FROM THE STRUCTURE. IN NO

CASE SHALL WATER BE ALLOWED TO POND ADJACENT TO THE FOUNDATION.

12. CONTRACTOR SHALL PROVIDE A VIBRATION MONITORING PLAN TO MONITOR VIBRATIONS GENERATED BY

CONSTRUCTION ACTIVITIES NEAR THE EXISTING FOUNDATION WALLS.

13. FOR ADDITIONAL SOIL INFORMATION AND SUBGRADE PREPARATION, REFER TO THE GEOTECHNICAL REPORT.

REINFORCED CONCRETE:

1. CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE (ACI) CODES AND

SPECIFICATIONS, LATEST EDITION.

ACI 301, SPECIFICATIONS FOR STRUCTURAL CONCRETE

ACI 305, GUIDE TO HOT WEATHER CONCRETING

ACI 306, GUIDE TO COLD WEATHER CONCRETING

ACI 315, DETAILS AND DETAILING OF CONCRETE REINFORCEMENT

ACI 318, BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE

2. CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 4,500 PSI. REFER TO THE SPECIFICATIONS FOR AGGREGATE, SLUMP, AND WATER/CEMENT RATIO. SLABS AND EXPOSED GRADE WALLS

SHALL BE AIR-ENTRAINED.

3. REFER TO THE SPECIFICATION SECTION 03 30 00 FOR CONTROLLED LOW STRENGTH MATERIAL, CLSM

(FLOWABLE FILL).

4. REFER TO THE SPECIFICATIONS FOR ADDITIONAL MATERIALS, ADMIXTURES, PLACEMENT, CURING, FINISHING, AND SUBMITTAL REQUIREMENTS.

5. CAST-IN-PLACE CONCRETE SHALL BE SUBJECT TO TESTING BY AN INDEPENDENT TESTING LABORATORY.

REFER TO THE SPECIFICATIONS FOR TESTING REQUIREMENTS.

SHOTCRETE:

1. SHOTCRETE SHALL CONFORM TO THE REQUIREMENTS OF IBC CODE SECTION 1908.

2. REINFORCING STEEL SHALL BE SECURELY TIED IN PLACE IN MANNER WHICH PREVENTS ANY MOVEMENT

DURING THE WET MIX SHOTCRETING.

3. THE HEIGHT OF A LAYER SHALL BE LIMITED TO NOT MORE THAN THREE FEET AND A SUCCEEDING LAYER SHALL NOT BE PLACED IN LESS THAN THREE HOURS. NO SLOUGHING OR SAGGING SHALL BE PERMITTED.

4. THE MINIMUM SLUMP SHALL BE ONE INCH TESTS AT THE DISCHARGE POINT WHERE WATER MAY HAVE BEEN

ADDED.

5. A CAPABLE NOZZLEMAN'S HELPER WITH AN AIR BLOW PIPE SHALL BE PROVIDED TO ASSIST THE NOZZLEMAN

IN KEEPING ALL REBOUND BUILD-UP OUT OF THE WORK.

6. ADDITIONAL WORKERS MAY BE REQUIRED TO TAKE THE REBOUND FROM THE WORK IF THE REBOUND CANNOT

BE REMOVED BY THE AIR BLOW PIPE.

7. NO KEYWAYS OR EMBEDMENTS SHALL BE PLACED IN FRONT FACE WHICH WILL INTERFERE WITH THE STREAM

FROM THE NOZZLE.

8. RIGID OR OTHER APPROVED BACKING SHALL BE PLACED AGAINST THE EARTH WHERE THERE IS ANY LIKELIHOOD OF SOIL BEING DISLODGED IN SUFFICIENT QUANTITY TO DAMAGE THE CONCRETE DURING THE APPLICATION OF WET MIX SHOTCRETE. RIGID OR OTHER APPROVED BACKING SHALL BE USED WHERE A VOID

IN THE EMBANKMENT IS TO BE BRIDGED.

9. IN THE EVENT THAT A PREVIOUSLY PRESUMED SOLID EMBANKMENT SLOUGH OR SHED DIRT IN SUFFICIENT QUANTITY TO DAMAGE THE CONCRETE, THE WET MIX SHOTCRETE PLACEMENT WORK IN THAT AREA SHALL CEASE UNTIL A RIGID BACKING IS INSTALLED AND ANY CONTAMINATED SHOTCRETE IS REMOVED.

PREFABRICATED PRECAST CONCRETE:

1. PRECAST CONCRETE MANUFACTURER SHALL SUBMIT ERECTION SHOP DRAWINGS FOR APPROVAL PRIOR TO INSTALLATION OF PRECAST CONCRETE ITEMS. DRAWINGS SHALL SHOW ALL FINISHES, DIMENSIONS, CONNECTIONS, AND RELATED DETAILS.

2. APPROVED BEARING PADS SHALL BE PROVIDED AS REQUIRED PER THE MANUFACTURER'S RECOMMENDATION

AND SHALL COMPLY WITH CURRENT ASTM STANDARDS.

3. DURING INSTALLATION, TEMPORARY SHORING AND BRACING, IF NECESSARY, SHALL COMPLY WITH THE

MANUFACTURER'S RECOMMENDATIONS.

4. MEMBERS SHALL BE PROPERLY ALIGNED AND LEVELED AS REQUIRED BY THE REVIEWED ERECTION DRAWINGS.

5. FIELD WELDING SHALL BE DONE BY QUALIFIED WELDERS, USING EQUIPMENT AND MATERIALS COMPATIBLE TO THE BASE METAL. WELDERS SHALL BE QUALIFIED, USING EQUIPMENT MATERIALS, AND METHODS IN

ACCORDANCE WITH AWS D1.1 AND AWS D1.4.

6. FOR ADDITIONAL INFORMATION, REFER TO SPECIFICATION SECTIONS 03 30 00, 03 41 33 AND 03 45 00.

STRUCTURAL STEEL:

1. MATERIALS FOR STRUCTURAL SHAPES -

WIDE FLANGE............................................................................ ASTM A992 GRADE 50, UNO CHANNELS................................................................................. ASTM A572, GRADE 50 ANGLES, PLATES AND RODS................................................... ASTM A36, GRADE 36 HSS SHAPES (TUBES)............................................................... ASTM A500, GRADE B, Fy = 46 KSI MACHINE BOLTS........................................................................ ASTM A307 NUTS...................................................................................... ASTM A563, GRADE A, HEX HIGH STRENGTH BOLTS............................................................ ASTM A325 NUTS...................................................................................... ASTM A563, GRADE CL, HEAVY HEX ANCHOR RODS/ANCHOR BOLTS.............................................. ASTM F1554, GRADE 36

2. ALL EXPOSED HSS MEMBER ENDS SHALL HAVE AN END PLATE OF 3/16" THICKNESS, UNO.

3. WELDING: WELDING SHALL BE IN CONFORMANCE WITH AWS D1.1, CLASS E-70XX SERIES.

4. SHOP CONNECTIONS MAY BE WELDED OR BOLTED, UNLESS SPECIFICALLY DETAILED OTHERWISE. BOLT FIELD

CONNECTIONS UNLESS NOTED OTHERWISE.

5. FOR WELDED CONNECTIONS WHERE NO WELD IS SHOW, PROVIDE WELD ALL AROUND WITH THE MAXIMUM FILLET WELD SIZE ALLOWED BY AWS D1.1. FOR THE CONNECTED PARTS. PROVIDE WELD EITHER IN THE

SHOP OR FIELD, WHICHEVER IS MOST APPROPRIATE.

6. CONTRACTOR SHALL BE RESPONSIBLE FOR CHECKING THE CONTRACT DOCUMENTS FOR ALL

MISCELLANEOUS STEEL.

7. REFER TO THE SPECIFICATIONS FOR ADDITIONAL INFORMATION.

STEEL DECKING:

1. SEE SPECIFICATIONS FOR STEEL DECK REQUIREMENTS.

2. DO NOT SUSPEND PIPING, DUCTS, WORK UTILITIES OR OTHER LOADS, INCLUDING SUSPENDED

ACOUSTICAL CEILINGS WITH INTEGRALLY SUPPORTED LIGHT FIXTURES FROM THE DECK.

3. WHERE NO SPECIFIC DECK SUPPORT IS INDICATED, PROVIDE A CONTINUOUS EDGE ANGLE L3X3X1/4 OR EQUIVALENT BEN PLATE AS NECESSARY FOR DECK SUPPORT. FASTEN STEEL DECK TO THE CONTINUOUS

DECK EDGE ANGLE, AROUND ENTIRE DECK PERIMETER.

4. PROVIDE FULL PANEL WIDTH SHEETS FOR THE FIRST SHEET OF STEEL DECK ADJACENT TO, AND PARALLEL PERIMETER MEMBERS OR MEMBERS IDENTIFIED AS CHORD, COLLECTOR, STRUT OR DRAG MEMBERS (ON

ONE OR BOTH SIDES AS APPLICABLE).

LIMIT STATE

STRENGTH I

STRENGTH III

SERVICE I

DEAD (DC)

1.25

1.25

1.00

LIVE (LL, PL)

1.75

1.00

WIND (WS)

1.40

0.30

AB ANCHOR BOLT(S)

ACI AMERICAN CONCRETE INSTITUTE

ADD'L ADDITIONAL

ASTM AMERICAN SOCIETY OF TESTING

AND MATERIALS

AWS AMERICAN WELDING SOCIETY

BLDG BUILDING

BM BEAM

BOT, B BOTTOM

BRG BEARING

BTWN BETWEEN

CIP CAST IN PLACE

CLR CLEAR

CL CENTERLINE

CLR CLEAR

CLSM CONTROLLED LOW-STRENGTH

MATERIAL (FLOWABLE FILL)

CONC CONCRETE

CONN CONNECTION

CONT CONTINUE OR CONTINUOUS

CTR(D) CENTER(ED)

DET DETAIL

DIA DIAMETER

DIM DIMENSION

DN DOWN

DP DEEP

DWG DRAWING(S)

EA EACH

EF EACH FACE

ELEC ELECTRICAL

EL, ELEV ELEVATION

EQ EQUAL

EQUIP EQUIPMENT

EW EACH WAY

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

FDN FOUNDATION

FF FAR FACE

FIN FINISH

FLR FLOOR

FT FOOT OR FEET

FTG FOOTING

Fy YIELD STRESS OF STEEL

GA GAGE OR GAUGE

GALV GALVANIZED

GR GRADE

HORIZ HORIZONTAL

HT HEIGHT

IBC INTERNATIONAL BUILDING CODE

IN INCH(ES)

INCL INCLUDE

INFO INFORMATION

INT INTERIOR

JT JOINT

LB(S), # POUND(S)

LOC(S) LOCATION(S)

LONG LONGITUDINAL

LTWT LIGHTWEIGHT

MAX MAXIMUM

MECH MECHANICAL

MFR MANUFACTURER

MIN MINIMUM

MTL METAL

NF NEAR FACE

No, # NUMBER

NTS NOT TO SCALE

OC ON CENTER

OPNG OPENING

OPP OPPOSITE

OPP HD OPPOSITE HAND

PC PRECAST CONCRETE

PCF POUNDS PER CUBIC FOOT

PSI POUNDS PER CUBIC INCH

RE REFER TO, REFERENCE

RECT RECTANGLE

REINF REINFORCED OR REINFORCING

REQ'D REQUIRED

RM ROOM

S SECTION MODULUS (in^3)

SCHED SCHEDULE

SECT SECTION

SHT SHEET

SIM SMILAR

SOG SLAB ON GRADE

SP, SPC SPACE(S)

SPEC SPECIFICATION

SQ SQUARE

STL STEEL

STRUCT STRUCTURE OR STRUCTURAL

SYMM SYMMETRICAL

T TOP

T & B TOP AND BOTTOM

THK THICK OR THICKNESS

TL TOTAL LOAD

T.O. TOP OF

TOC TOP OF CONCRETE

TOS TOP OF STEEL

TRANS TRANSVERSE

TOW TOP OF WALL

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

VIF VERIFY IN FIELD

W/ WITH

W/O WITHOUT

WT WEIGHT

1OTH CIVIL ENGINEER SQUADRON

U.S. AIR FORCE ACADEMY,

COLORADO

RA I

SETATSDETI

NU YME

A DCAECROF

AIR FORCE ACADEMY

UNITED STATES

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STRUCTURAL GENERAL NOTES:

ABBREVIATIONS:

GENERAL NOTES:

1. EXCEPT AS SHOWN IN THE DRAWINGS, STRUCTURE EXCAVATION AND BACKFILL SHALL BE IN

ACCORDANCE WITH AASHTO M-206-1.

2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STABILITY OF STRUCTURES, INCLUDING

EXCAVATIONS AND EXISTING STRUCTURES, DURING CONSTRUCTION.

3. EXPANSION JOINT MATERIAL SHALL MEET AASHTO SPECIFICATION M213.

4. REINFORCING STEEL SHALL BE EPOXY-COATED UNLESS OTHERWISE NOTED.

5. REFER TO THE CIVIL DRAWINGS FOR BORING LOG INFORMATION.

DESIGN DATA:

1. CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND CONSTRUCTION OF THE SOIL

NAIL RETAINING WALL. THE SOIL NAIL RETAINING WALL SHALL BE DESIGNED IN GENERAL

ACCORDANCE WITH PROCEDURES CONTAINED IN THE FHWA "MANUAL FOR DESIGN AND

CONSTRUCTION MONITORING OF SOIL NAIL WALLS", REPORT NO. FWHA-SA-96-069.

2. THE SOIL NAIL RETAINING WALL SHALL BE DESIGNED BY A LICENSED GEOTECHNICAL

ENGINEER REGISTERED IN THE STATE OF COLORADO AND EXPERIENCED IS SOIL NAIL

RETAINING WALL DESIGN. THE SOIL NAIL RETAINING WALL DESIGN PROVIDED BY THE

GEOTECHNICAL ENGINEER SHALL MEET OR EXCEED THE MINIMUM REQUIREMENTS OF THE

SOIL NAIL RETAINING WALL GENERAL NOTES ON THIS SHEET AND THE SPECIFICATIONS.

3. REINFORCED CONCRETE:

CLASS D CONCRETE MINIMUM COMPRESSIVE STRENGTH: f'c = 4,500 PSI REINFORCING STEEL MINIMUM STRENGTH: Fy = 60,000 PSI

4. THE FOLLOWING TABLE GIVES THE MINIMUM LAP SPLICE LENGTH FOR REINFORCING BARS

PLACED IN ACCORDANCE WITH SUBSECTION 602.06. THESE SPLICE LENGTHS SHALL BE

INCREASED BY 25% FOR BARS SPACED AT LESS THAN 6 INCHES ON CENTER.

5. WHEN THE CONTRACTOR ELECTS TO SUBSTITUTE EPOXY COATED REINFORCEMENT FOR

BLACK REINFORCING BARS, THE MINIMUM LAP SPLICE SHALL BE AS DESCRIBED ABOVE.

6. THE FOLLOWING TABLE GIVES THE MINIMUM LAP SPLICE LENGTH FOR BLACK REINFORCING

BARS PLACED IN ACCORDANCE WITH SUBSECTION 602.06. THESE SPLICE LENGTHS SHALL

BE INCREASED BY 25 PERCENT FOR BARS SPACED AT LESS THAN 6 INCHES ON CENTER.

THE ABOVE SPLICE LENGTHS SHALL BE INCREASED BY 20 PERCENT FOR 3 BAR BUNDLES

AND BY 33 PERCENT FOR 4 BAR BUNDLES. THE ABOVE SPLICE LENGTHS MAY BE REDUCED

BY 20 PERCENT WHEN 3 INCHES OF CLEAR COVER EXISTS AND BAR SPACING IS 6 INCHES

OR GREATER ON CENTER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STABILITY

OF THE STRUCTURE DURING CONSTRUCTION.

7. STATIONS, ELEVATIONS AND DIMENSION SHALL BE PROVIDED AS PART OF THE SHOP

DRAWINGS TO BE PROVIDED PER SPECIFICATION SECTION 31 32 35. THE CONTRACTOR

SHALL VERIFY ALL DEPENDENT DIMENSIONS IN THE FIELD PRIOR TO ORDERING OR

FABRICATING ANY MATERIAL.

8. THE INFORMATION SHOWN ON THESE PLANS CONCERNING THE TYPE AND LOCATION OF

UNDERGROUND UTILITIES IS NOT GUARANTEED TO BE ACCURATE OR ALL INCLUSIVE. THE

CONTRACTOR IS RESPONSIBLE FOR MAKING HIS OWN DETERMINATION AS TO THE TYPE

AND LOCATION OF UNDERGROUND UTILITIES AS MAY BE NECESSARY TO AVOID DAMAGE

THERETO. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF

COLORADO AT 811 AT LEAST 2 DAYS (NOT INCLUDING THE DAY OF NOTIFICATION) PRIOR

TO ANY EXCAVATION OR OTHER EARTHWORK.

SOIL NAIL WALLS:

1. SOIL NAILS - GRADE 75 THREADBAR OR EQUIVALENT IN ACCORDANCE WITH ASTM A615 AND

EPOXY COATED IN ACCORDANCE WITH ASTM A775 AND ENCAPSULATED IN CORRUGATED

PLASTIC. Fy = 75,000 PSI.

2. GROUT - GROUT MAY BE NEAT CEMENT OR WITH SAND WITH TYPE II CEMENT IN

ACCORDANCE WITH ASTM C 150. WATER CEMENT RATIO SHALL BE BETWEEN 0.4 AND 0.6

AND SHALL DEVELOP THE FOLLOWING STRENGTHS AT THE SPECIFIED CURE PERIODS.

F'c = 1,500 PSI MINIMUM AT 3 DAYS F'c = 3,000 PSI MINIMUM AT 7 DAYS

3. END HARDWARE - NUTS AND WASHERS SHALL BE IN ACCORDANCE WITH SOIL NAIL MFR'S

RECOMMENDATIONS. BEARING PLATE SHALL BE IN ACCORDANCE WITH ASTM A 36.

4. SHOTCRETE - PER SPECIFICATION SECTION 03 37 13. AT SOME LOCATIONS, GROUND MAY BE

HIGHLY CORROSIVE AND TYPE II CEMENT WITH 20 PERCENT TYPE F FLY ASH MAY BE

REQUIRED. CONTRACTOR MAY SUBMIT AN ALTERNATIVE IN SUCH SITUATIONS FOR

APPROVAL PRIOR TO INSTALLATION. F'c = 4,500 PSI (MINIMUM 28-DAY STRENGTH)

5. UNLESS OTHERWISE NOTED, MINIMUM COVER OF SHOTCRETE REINFORCEMENT AND

NAIL END HARDWARE SHALL BE AS FOLLOWS:

FACE EXPOSED TO WEATHER, COVER = 2 INCHES

FACE EXPOSED TO SOIL, COVER = 3 INCHES

6. WELDED WIRE MESH SHALL BE IN ACCORDANCE WITH ASTM A 185. Fy = 65,000 PSI

7. WALERS AND VERTICAL BEARING BARS SHALL BE IN ACCORDANCE WITH ASTM A 615.

Fy = 60,000 PSI

8. CENTRALIZERS SHOULD BE PLASTIC AND ATTACHED TO THE NAILS IN ACCORDANCE WITH

THE MANUFACTURER'S RECOMMENDATIONS.

9. STRIP DRAINS SHALL CONSIST OF 12-INCH WIDE DIMPLED CORES WRAPPED IN GEOTEXTILE.

EPOXY REINFORCING BARS, CLASS B AND CLASS D MINIMUM SPLICE LENGTHS

BAR SIZE

SPLICE LENGTH

#4

1'-3"

#5

1'-7"

#6

2'-5"

#7

2'-10"

#8

3'-8"

#9

4'-8"

#10

5'-11"

#11

7'-3"

BLACK REINFORCING BARS, CLASS B AND CLASS D MINIMUM SPLICE LENGTHS

BAR SIZE

SPLICE LENGTH

#4

1'-1`"

#5

1'-4"

#6

1'-7"

#7

1'-11"

#8

2'-6"

#9

3'-1"

#10

3'-11"

#11

4'-10"

SOIL NAIL WALL CONSTRUCTION SEQUENCE:

1. EXCAVATE/INSTALL ONE LIFT AT A TIME TO A MAXIMUM DEPTH OF SIX (6) FEET.

BOULDERS, COBBLES AND/OR BEDROCK MAY BE ENCOUNTERED AT ANY DEPTH OF

THE EXCAVATION OR DRILLING. IN THE EVENT CUT HAS ALREADY BEEN EXCAVATED,

EXCAVATION DEPTH REQUIREMENTS DO NOT APPLY. IF SLOUGHING GROUND

CONDITIONS ARE ENCOUNTERED, SOIL NAILS MAY BE DRILLED AND INSTALLED

THROUGH A TEMPORARY STABILIZING BERM AND/OR PLACEMENT OF A SACRIFICIAL

REINFORCED SHOTCRETE FLASH COAT MAY BE USED TO TEMPORARILY STABILIZE

EXCAVATION PRIOR TO DRILLING SOIL NAILS. CARE SHOULD BE TAKEN DURING

INSTALLATION THAT NO GROUND IS LOST FROM BEHIND THE EXISTING SHOTCRETE.

2. INSTALL SOIL NAILS AT THE SPACINGS AND TO THE LENGTHS SHOWN ON THE SHOP

DRAWINGS. THE TOP ROW OF SOIL NAILS SHALL BE WITHIN 2.0 FEET OF THE TOP OF

THE WALL. THE BOTTOM ROW OF NAILS SHALL BE WITHIN 2.0 FEET OF THE BOTTOM

OF THE WALL. THE TOLERANCE FOR SOIL NAIL LOCATIONS SHALL BE 6 INCHES.

TREMIE THE GROUT FROM THE BOTTOM OF THE HOLE UP. INJECTION BARS SHALL BE

INSTALLED USING FINAL GROUT TO FLUSH DRILL HOLE WITH THE CONSTANT GROUT

RETURN DURING INSTALLATION.

3. INSTALL STRIP DRAINS, WELDED WIRE MESH, WALERS AND VERTICAL BEARING BARS

AS SHOWN ON THE PLANS. USE PLASTIC CHAIRS TO HOLD THE WELDED WIRE MESH

AWAY FROM THE SOIL AS NECESSARY.

4. INSTALL SHOTCRETE TO THE MINIMUM THICKNESS SHOWN ON THE SHOP DRAWINGS

AND TO ATTAIN THE MINIMUM COVERAGE'S SPECIFIED HEREIN. GIVE SPECIAL

ATTENTION TO FILLING THE VOID IN THE BORE HOLE ABOVE THE GROUT LINE UP TO

THE SHOTCRETE LINE. COLD WEATHER PROTECTION MEASURE MAY BE NECESSARY.

5. INSTALL THE SOIL NAIL END HARDWARE AFTER THE INITIAL LAYER OF SHOTCRETE HAS

BEEN INSTALLED. WHILE THE SHOTCRETE IS STILL WET, EMBED THE PLATE INTO THE

SHOTCRETE SURFACE UNTIL THERE IS NOT VOID BEHIND THE PLATE. HAND TIGHTEN

THE NUT. APPLY ADDITIONAL SHOTCRETE LAYER TO ATTAIN MINIMUM COVERAGE FOR

THE SOIL NAIL AND END HARDWARE AS INDICATED IN THE SHOP DRAWINGS.

6. ONCE THE GROUT AND SHOTCRETE OF THE CURRENT LIFT HAVE ATTAINED 50 PERCENT

OF THEIR SPECIFIED STRENGTHS, REPEAT CONSTRUCTION SEQUE3NCE TO THE

BOTTOM OF THE WALL.

SOIL NAIL WALL DESIGN PARAMETERS:

1. THE FOLLOWING STRENGTH PARAMETERS ARE FROM THE GEOTECHNICAL REPORT

OR ASSUMED FOR THE SUBSOILS.

SOIL CLASSIFICATION

ANGLE OF INTERNAL FRICTION

COHESION

UNIT WEIGHT

MINIMUM DESIGN OF SHEAR RESISTANCE BOND STRESS (ALLOWABLE)

2. NO GROUNDWATER TABLE IS ASSUMED.

3. FACTORS OF SAFETY:

BEARING CAPACITY FS = 2.5

OVERTURNING ECCENTRICITY < B/6

GLOBAL STABILITY FS = 1.35

PULLOUT FS = 2.0

TENDON YIELD REDUCTION FACTOR y = 0.55 FACING FLEXURE FACTOR f = 0.67 FACING PUNCHING FACTOR f = 0.67

SOIL NAIL WALL SPECIAL NOTES:

1. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING SLOPE STABILITY ABOVE

AND BELOW THE SOIL NAIL WALL DURING CONSTRUCTION.

2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FIELD LOCATING ALL NEARBY

UTILITIES. CONFLICTING UTILITIES MAY REQUIRE SOIL NAIL WALL REDESIGN AT

THE SOIL NAIL ENGINEER'S DISCRETION.

3. SOIL NAIL LENGTHS SHOWN IN SHOP DRAWINGS ARE MINIMUM LENGTHS REQUIRED.

4. PRIOR TO BEGINNING EXCAVATION FOR THE SOIL NAIL WALL, THE CONTRACTOR SHALL:

A. SURVEY THE LAYOUT LINE AND TOP OF WALL LINE.

B. CONFIRM THE LINES, GRADES, AND EXCAVATION LIMITS SHOWN ON THE

DRAWINGS.

C. THE CONTRACTOR SHALL MODIFY THE PLAN WALL PROFILES USING THE FIELD

SURVEY INFORMATION AND SUBMIT TO THE ENGINEER FOR REVIEW AND

APPROVAL.

TYPE

CONCRETE CONSTRUCTION: (IBC TABLE 1705.3)

1. INSPECT REINFORCEMENT AND VERIFY PLACEMENT.

2. INSPECT ANCHORS CAST IN CONRETE.

3. INPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS.

A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY

INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS.

B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 3A.

4. VERFIY USE OF REQUIRED DESIGN MIX.

5. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR

STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF THE CONCRETE.

6. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FRO PROPER

APPLICATION TECHNIQUES.

7. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND

TECHNIQUES.

8. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS.

9. VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO REMOVAL OF SHORES

AND FORMS FROM BEAMS AND STRUCTURAL SLABS.

10. INSPECT FORMWORK FOR SHAP, LOCATION AND DIMENSIONS OF THE

CONCRETE MEMBER BEING FORMED.

SOILS: (IBC TABLE 1705.6)

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO

ACHIEVE THE DESIGN BEARING CAPACITY.

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE

REACHED PROPER MATERIAL.

3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS.

4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES

DURING PLACEMENT AND COMPACTION OF COMPACTED FILL.

5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND

VERIFY THAT SITE HAS BEEN PREPARED PROPERLY.

DEEP FOUNDATION ELEMENTS: (IBC TABLE 1705.8)

1. INSPECT DRILLING OPERATIONS AND MAINTAIN COMPLETE AND

ACCURATE RECORDS FOR EACH ELEMENT.

2. VERIFY PLACEMENT LOCATIONS AND PLUMBNESS, CONFIRM ELEMENT

DIAMETERS, LENGTHS, EMBEDMENT INTO BEDROCK (IF APPLICABLE)

AND ADEQUATE END-BEARING STRATA CAPACITY. RECORD CONCRETE

OR GROUT VOLUMES.

3. FOR CONCRETE ELEMENTS, PERFORM TESTS AND ADDITIONAL

SPECIAL INSPECTIONS IN ACCORDANCE WITH SECTION 1705.3.

CONTINUOUS

SPECIAL

INSPECTION

X

X

X

X

X

X

PERIODIC

SPECIAL

INSPECTION

X

X

X

X

X

X

X

X

X

X

X

X

REFERENCED

STANDARD

ACI 318 CH. 20, 25.2,

25.3, 26.5.1-26.5.3

ACI 318: 17.8.2

ACI 318: 17.8.2.4

ACI 318: 17.8.2

ACI 318 CH 19,

26.4.3, 26.4.4

ASTM C 172

ASTM C 31

ACI 318: 26.4.5, 26.12

ACI 318: 26.4.5

ACI 318: 26.4.7-26.4.9

ACI 318 CH 26.8

ACI 318: 26.10.2

ACI 318: 26.10.1(b)

IBC

REFERENCE

1908.4

1904.1, 1904.2, 1908.2, 1908.3

1908.10

1908.6, 1908.7, 1908.8

1908.9

TABLE 1 - REQUIRED SPECIAL INSPECTIONS AND TESTS (IBC 2015)

1OTH CIVIL ENGINEER SQUADRON

U.S. AIR FORCE ACADEMY,

COLORADO

RA I

SETATSDETI

NU YME

A DCAECROF

AIR FORCE ACADEMY

UNITED STATES

Sheet

ID

Sheet

D es ig ne r:

R ev ie w er

Fi le

N am e:

D ra fte r

Su bm itt er

D ra w in g D at e:

AF

A

Pr oj ec t M gr

A- E

Pr oj ec t M gr

Sy m b R ev is io ns

/A dd en da

D at e Ap pr

Sc al e:

G R

EE

N

W O

O D

P

LA

ZA

B

LV

D

G

R

EE

N W

O O

D V

IL

LA

G E, C O

D E

S

IG

N R

E P

A

IR

E

LE

V

A T

O R

S T

O A

D A

FA

LC

O N

S T

A D

IU

M

, F A

C

U

.S .A

.F . A

C A

D E

M Y

, C O

LO

R

A D

O X

Q P

Z

R . C

R U

Z

J.

Y

O U

N G

L.

S

O U

H R

AD

A

J.

W

EA

VE

R

B.

R

O

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H

EI

SE

R

B.

R

O

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H

EI

SE

R

/3

0/

S-002

ST

R

U C

TU

R

AL

G

EN

ER

AL

N

O

TE

S

- S

O

IL

N

AI

L R

ET

AI

N

IN

G W

AL

L

-0

7^

1^ S-

2.

D W

G

N O

N

SOIL NAIL RETAINING WALL GENERAL NOTES:

TASK

STRUCTURAL STEEL WELDING:

1. INSPECTION TASKS PRIOR TO WELDING: (AISC 360 TABLE N5.4-1)

A. WELDING PROCEDURE SPECIFICATIONS (WPSs) AVAILABLE.

B. MANUFACTURER'S CERTIFICATIONS FOR WELDING CONSUMABLES

AVAILABLE.

C. MATERIAL IDENTIFICATION (TYPE/GRADE)

D. WELDER IDENFICATIONS SYSTEM.

E. FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)

I. JOINT PREPARATION

II. DIMENSIONS ( ALIGNMENT, ROOT OPNG, ROOT FACE, BEVEL)

III. CLEANLINESS 9CONDITIONOF STEEL SURFACES)

IV. TACKING (TACK WELD QUALITY AND LOCATION)

V. BACKING TYPE AND FIT (IF APPLICABLE)

F. CONFIGURATION AND FINISH OF ACCESS HOLES

G. FIT-UP OF FILLET WELDS

I. DIMENSIONS (ALIGNMENT, GAPS AT ROOT)

II. CLEANLINESS (CONDITION OF STEEL SURFACES)

III. TACKING (TACK WELD QUALITY AND LOCATION)

2. INSPECTION TASKS DURING WELDING: (AISC 360 TABLE N5.4-2)

A. USE OF QUALIFIED WELDERS

B. CONTROL AND HANDLING OF WELDING CONSUMABLES

I. PACKAGING

II. EXPOSURE CONTROL

C. NO WELDING OVER CRACKED TACK WELDS

D. ENVIRONMENTAL CONDITIONS

I. WIND SPEED WITHIN LIMITS

II. PRECIPITATION AND TEMPERATURE

E. WPS FOLLOWED

I. SETTINGS ON WELDING EQUIPMENT

II. TRAVEL SPEED

III. SELECTED WELDING MATERIALS

IV. SHIELDING GAS TYPE/FLOW RATE

V. PREHEAT APPLIED

VI. INTERPASS TEMPERATURE MAINTAINED (MIN. / MAX.)

VII. PROPER POSITION (F, V, H, OH)

F. WELDING TECHNIQUES

I. INTERPASS AND FINAL CLEANING

II. EACH PASS WITHIN PROFILE LIMITATIONS

III. EACH PASS MEETS QUALITY REQUIREMENTS

3. INSPECTION TASKS AFTER WELDING (AISC 360 TABLE N5.4-3)

A. WELDS CLEANED

B. SIZE, LENGTH AND LOCATION OF WELDS

C. WELDS MEET VISUAL ACCEPTANCE CRITERIA

I. CRACK PROHIBITION

II. WELD/BASE-METAL FUSION

III. CRATER CROSS SECTION

IV. WELD PROFILES

V. WELD SIZE

VI. UNDERCUT

VII. POROSITY

D. ARC STRIKES

E. k - AREA VISUAL INSPECTION OF WEB FOR CRACKS WITHIN 3 INCHES

OF WELD.

F. BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED)

G. REPAIR ACTIVITIES

H. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR

MEMBER

4. STRUCTURAL STEEL AND COLD-FORMED STEEL DECK WELDS

A. COMPLETE JOINT PENETRATION (CPJ) GROOVE WELDS

B. MULTIPASS FILLET WELDS

C. SINGLE-PASS FILLET WELDS > 5/16"

D. PLUG AND SLOT WELDS

E. SINGLE-PASS FILLET WELDS < 5/16"

F. FLOOR AND ROOF DECK WELDS

PERFORM

FOR EACH

WELD

X

X

X

X

X

X

X

X

X

X

X

X

X

TABLE 2 - REQUIRED SPECIAL INSPECTIONS AND TESTS (AISC 360-11)

OBSERVE

ON RANDOM

BASIS

X

X

X

X

X

X

X

X

X

X

X

X

X

X

TASK

STRUCTURAL STEEL BOLTING:

1. INSPECTION TASKS PRIOR TO BOLTING: (AISC 360 TABLE N5.6-1)

A. MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS

B. FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS

C. PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE,

BOLT LENGTH IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE)

D. PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL

E. CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE

CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE

REQUIREMENTS

F. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL

OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES AND

METHODS USED

G. PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER

FASTENER COMPONENTS

2. INSPECTION TASKS DURING BOLT: (AISC 360 TABLE N5.6-2)

A. FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES

AND WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED

B. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE

PRETENSIONING OPERATION

C. FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED

FROM ROTATING

D. FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RESEARCH

COUNCIL ON STRUCTURAL CONNECTIONS (RCSC) SPECIFICATION,

PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD

THE FREE EDGES

3. INSPECTION TASKS AFTER BOLT (AISC 360 TABLE N5.6-3)

A. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS

4. MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS AND WASHERS:

A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED

IN THE APPROVED CONSTRUCTION DOCUMENT

B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED

PERFORM

FOR EACH

CONN

X

X

OBSERVE

ON RANDOM

BASIS

X

X

X

X

X

X

X

X

X

X

X

X

1OTH CIVIL ENGINEER SQUADRON

U.S. AIR FORCE ACADEMY,

COLORADO

RA I

SETATSDETI

NU YME

A DCAECROF

AIR FORCE ACADEMY

UNITED STATES

Sheet

ID

Sheet

D es ig ne r:

R ev ie w er

Fi le

N am e:

D ra fte r

Su bm itt er

D ra w in g D at e:

AF

A

Pr oj ec t M gr

A- E

Pr oj ec t M gr

Sy m b R ev is io ns

/A dd en da

D at e Ap pr

Sc al e:

G R

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N

W O

O D

P

LA

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B

LV

D

G

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N W

O O

D V

IL

LA

G E, C O

D E

S

IG

N R

E P

A

IR

E

LE

V

A T

O R

S T

O A

D A

FA

LC

O N

S T

A D

IU

M

, F A

C

U

.S .A

.F . A

C A

D E

M Y

, C O

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A D

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Q P

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R . C

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-0

7^

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3.

D W

G

24" THK MAT SLAB

(96'-0")

6" SLAB W/ TURNDOWN

EDGES

HSS4X4X1/4 COL.

HSS4X4X1/4 COL.

6" SLAB ON GRADE OVER

COMPACTED STRUCTURAL

FILL OR CLSM (100'-0")

4" 14' - 3 3/4" 7' - 6"

1' - 2" 1' - 2" 4"

2'

0"

4"

4"

1'

2"

0" 8"

1'

2"

S-502

S-301

8'

4" W6X15

HSS7X4X3/16

W6X15

[98'-9"]

[98'-9"]

[98'-9"]

7'

1/

2" 7'

1/ 2"

S-301

S-502

A 9"

B

9"

S-502

S-502

1'

0"

6"

1'

0"

1" RECESS FOR

WALK-OFF MAT

42' - 9"

SOIL NAIL

RETAINING WALL

SOIL NAIL

RETAINING WALL

4"

1'

2"

0" 8"

14' - 3 3/4" 7' - 6"

4"

4"

4"1' - 2"

1'

2"

1' - 2"

24" THK MAT SLAB

(129' - 0")

8" SLAB ON 6" VOID W/

8" WIDE TURNDOWN

HSS4X4X1/4 COL.

9"

HSS4X4X1/4 COL.

2'

0"

6" SLAB ON GRADE OVER

COMPACTED STRUCTURAL

FILL OR CLSM (133' - 0")

18"x18" PILASTER, TYP

S-502

S-302

S-302

8'

4"

7'

1/

2" 7'

1/ 2"

HSS7X4X3/16

W6X15

W6X15

[131' - 9"]

[131' - 9"]

[131' - 9"]

C9"

D

S-502

S-502

S-502

6'

0"

T.O. PIER EL. = 127'-0"

TYP.

C PIERSL

7"

C PIERSLC PIERSL

7"

C PIERSL

7"

1'

0" 1'

0"

6"

1" RECESS FOR

WALK-OFF MAT

2' - 9"

SOIL NAIL

RETAINING WALL

SOIL NAIL

RETAINING WALL

FINISHED FLR EL. 100'-0" = CIVIL EL. 6640.25 FT.

REFER TO ARCHITECTURAL DRAWINGS FOR ADDITIONAL DIMENSIONS.

(XXX'-XX") INDICATES TOP OF SLAB ELEVATION.

[XXX'-XX"] INDICATES CENTERLINE OF GUIDE RAIL SUPPORT BEAM.

COORDINATE SLAB PENETRATIONS AND EQUIPMENT PAD PLAN DIMENSIONS

WITH ELECTRICAL, MECHANICAL AND ARCHITECTURAL DRAWINGS PRIOR TO

POURING CONCRETE.

SEE SPECIFICATIONS AND ARCHITECTURAL DRAWINGS FOR FLOOR FINISHES

AND ADDITIONAL INFORMATION.

REFER TO SHEET S-501 FOR TYPICAL CONCRETE DETAILS.

REFER TO SHEET S-002 AND SPECIFICATIONS FOR SOIL NAIL WALL DESIGN

REQUIREMENTS.

FOUNDATION AND SLAB ON GRADE PLAN NOTES

1.

2.

3.

4.

5.

6.

7.

1 SUMP PIT 2'-0"x2'-0"x3'-0" DEEP, SEE SECTION 3/S-502.

2 18"x18" PILASTER, SEE SECTION 8/S-502.

KEYNOTES

3 3'-6"Ø DRILLED PIER w/ (17) #8 VERT. BARS w/ #4 TIES @ 12" O.C.

4 2'-6" SQ BLOCKOUT FOR ELEVATOR JACK PLACEMENT. GROUT FULL

DEPTH WITH MAT SLAB FDN CONCRETE.

24" THK MAT SLAB

NOTES:

B3 B2

B1

C B

A

D

1.

2.

3.

TOWER 1 MAT SLAB SHALL BEAR ON INTACT

DAWSON FORMATION SANDSTONE.

BREAK REINFORCING BARS AT JACK PLUNGER

AND SUMP HOLE AND PROVIDE HEADED

ANCHOR AT BAR ENDS AROUND OPENING.

PROVIDE ADDITIONAL REINFORCING BARS

AROUND OPENINGS PER DET 3/S-501.

NOTE

2, TYP

NOTE 3

#4 x 3'-0"

STIRRUPS

@ 6" OC.

OMIT AT

TOWER 1.

24" THK MAT SLAB

G

F E

H

T3 T2

T1

NOTE

2, TYP

NOTE 3

NOTES:

1.

2.

3.

TOWER 1 MAT SLAB SHALL BEAR ON INTACT

DAWSON FORMATION SANDSTONE.

BREAK REINFORCING BARS AT JACK PLUNGER

AND SUMP HOLE AND PROVIDE HEADED

ANCHOR AT BAR ENDS AROUND OPENING.

PROVIDE ADDITIONAL REINFORCING BARS

AROUND OPENINGS PER DET 3/S-501.

#4

STIRRUPS,

OMIT AT

TOWER 1.

LOC

TOWER 1

TOWER 2

LAYER

BOT

BOT

BOT

BOT

TOP

TOP

TOP

TOP

BOT

BOT

BOT

BOT

TOP

TOP

TOP

TOP

REINF

#6 @ 9" OC

#6 @ 10" OC

#6 @ 9" OC

#6 @ 9" OC

#6 @ 9" OC

#6 @ 10" OC

#6 @ 9" OC

#6 @ 9" OC

#9 @ 6" OC

#6 @ 9" OC

#6 @ 7" OC

#6 @ 8" OC

#6 @ 8" OC

#6 @ 9" OC

#6 @ 9" OC

#6 @ 9" OC

REINF

KEY

A B C

D

E F G

H

A B C

D

E F G

H

DIRECTION

TRANS

TRANS

TRANS

LONG

TRANS

TRANS

TRANS

LONG

TRANS

TRANS

TRANS

LONG

TRANS

TRANS

TRANS

LONG

HEADED

ANCHOR

@ BAR ENDS

YES

NO

YES

YES

NO

NO

NO

NO

NO

NO

NO

YES

YES

NO

YES

NO

DISTANCE

B1 = 7'-6" B2 = 14'-11" B3 = 9'-9"

FULL WIDTH

T1 = 7'-6" T2 = 14'-11" T3 = 9'-9"

FULL WIDTH

B1 = 3'-6" B2 = 22'-8" B3 = 6'-0"

FULL WIDTH

T1 = 10'-0" T2 = 16'-2" T3 = 6'-0"

FULL WIDTH

MAT SLAB FOUNDATION REINFORCING

KEY PLAN

N.T.S

1OTH CIVIL ENGINEER SQUADRON

U.S. AIR FORCE ACADEMY,

COLORADO

RA I

SETATSDETI

NU YME

A DCAECROF

AIR FORCE ACADEMY

UNITED STATES

Sheet

ID

Sheet

D es ig ne r:

R ev ie w er

Fi le

N am e:

D ra fte r

Su bm itt er

D ra w in g D at e:

AF

A

Pr oj ec t M gr

A- E

Pr oj ec t M gr

Sy m b R ev is io ns

/A dd en da

D at e Ap pr

Sc al e:

G R

EE

N

W O

O D

P

LA

ZA

B

LV

D

G

R

EE

N W

O O

D V

IL

LA

G E, C O

D E

S

IG

N R

E P

A

IR

E

LE

V

A T

O R

S T

O A

D A

FA

LC

O N

S T

A D

IU

M

, F A

C

U

.S .A

.F . A

C A

D E

M Y

, C O

LO

R

A D

O X

Q P

Z

R . C

R U

Z

J.

Y

O U

N G

L.

S

O U

H R

AD

A

J.

W

EA

VE

R

A.

G

AR

BE

R

B.

R

O

LL

H

EI

SE

R

/3

0/

S-101

ST

R

U C

TU

R

AL

F

O U

N D

AT

IO

N A

N D

S

LA

B

PL

AN

S

AN

D

F

LO

O R

P

LA

N S

-0

7^

1^ S-

1.

D W

G

1/4" = 1'-0"1 TOWER 1 FOUNDATION AND SLAB PLAN

1/4" = 1'-0"2 TOWER 2 FOUNDATION AND SLAB PLAN

1/4" = 1'-0"3 MAT SLAB REINFORCING - BOTTOM

1/4" = 1'-0"4 MAT SLAB REINFORCING - TOP

PLAN NORTH

PLAN NORTH

PLAN NORTHPLAN NORTH PLAN NORTH

4 3 2 1 0 4 8 4 3 2 1 0 4 8

6" 2'

- 9

HSS4X4X1/4 COL, FIELD-WELD TO

EMBED PL AT TOP OF DOUBLE TEE

PLANK. SHIM AS REQ'D. RE: PLAN

NOTE 4 FOR COLUMN LOADING.

HSS4X4X1/4 COL, FIELD-WELD TO

EMBED PL AT TOP OF DOUBLE TEE

PLANK. SHIM AS REQ'D. RE: PLAN

NOTE 4 FOR COLUMN LOADING.

2" MIN TO 6" MAX CONC

TOPPING SLAB OVER DOUBLE

TEE PLANKS. SEE PLAN NOTE 6.

24" DEEP PRECAST DOUBLE

TEE, TYP (132'-9 3/4")

14" THK INSULATED PRECAST CONC PANEL

ANCHORED TO FDN WALL W/ REINF BARS AND

GROUT SLEEVES. CONTRACTOR SHALL

COORDINATE ANCHORAGE W/ FDN WALL REINF.

S-301

S-301

FIELD VERIFY

10' - 4" +/-

FIELD VERIFY

7' - 7" +/-

3'

0"

A

B

6' - 9"

20" DEEP PRECAST

RECTANGLE BM TO

SUPPORT DOUBLE TEES

S-510

TYP.

HSS7X4X3/16

W6X15

W6X15

T.O. PIER EL. = 129'-1 3/4"

T.O. PIER EL. = 129'-1 3/4"1

PROVIDE HOLE TO

ACCOMMODATE (2)-3"Ø

PVC ROOF DRAIN PIPES

S-510

TYP.

EXIST. RETAINING

WALL

2'

- 9

6"

6' - 9"

2" MIN TO 4" MAX CONC TOPPING

SLAB OVER DOUBLE TEE

PLANKS. SEE PLAN NOTE 6.

24" DEEP PRECAST

DOUBLE TEE, TYP (173'-9")

14" THK INSULATED PRECAST CONC PANEL

ANCHORED TO FDN WALL W/REINF BARS AND

GROUT SLEEVES. CONTRACTOR SHALL

COORDINATE ANCHORAGE W/ FDN WALL REINF.

S-302

HSS 4X4X1/4, FIELD-WELD TO

EMBED PL AT TOP OF DOUBLE TEE

PLANK. SHIM AS REQ'D. RE: PLAN

NOTE 4 FOR COLUMN LOADING.

HSS 4X4X1/4, FIELD-WELD TO

EMBED PL AT TOP OF DOUBLE TEE

PLANK. SHIM AS REQ'D. RE: PLAN

NOTE 4 FOR COLUMN LOADING.

S-302

26' - 0"

FIELD VERIFY

11' - 11" +/-

FIELD VERIFY

8' - 0" +/-

3'

0"

C

D

20" DEEP PRECAST

RECTANGLE BM TO

SUPPORT DOUBLE TEES

S-510

TYP.

W6X15

HSS7X4X3/16

W6X15

T.O. PIER EL. = 170'-1"

T.O. PIER EL. = 170'-1"

PROVIDE HOLE TO

ACCOMMODATE (2)-3"Ø

PVC ROOF DRAIN PIPES

S-510

TYP.

EXIST. STAIR

EXIST. RETAINING WALL

FINISHED FLR EL. 100'-0" = CIVIL EL. 6640.25 FT.

REFER TO ARCHITECTURAL DRAWINGS FOR ADDITIONAL DIMENSIONS.

(XXX'-XX") INDICATES TOP OF STEEL OR DOUBLE TEE DECK ELEVATION.

[XXX'-XX"] INDICATES CENTERLINE OF GUIDE RAIL SUPPORT BEAM.

REFER TO SHEET S-510 FOR TYPICAL FRAMING DETAILS.

FOR LOADING ON PRECAST MEMBERS, REFER TO SHEETS…