36C24418B0529-108.pdf

C8X11.5

3'-4" X 0'-8" X 34"

THICK STEEL

PLATE

0'-8"

1/4

CONCRETE

STEM WALL

BRICK (BY

OTHERS)

0'-93 4"

0'-8" 1'-0" 1'-0" 0'-8"

(3) 5 8•• •• •• • ••• •• •• • • • • • • • • • • • • •

POST-INSTALLED ANCHORS

W/ HIT-HY 200 ADHESIVE OR

8•• •• • • • •• • • • • •• • • •• • • •• • • • •

BOLTS (EMBED. 6" MIN.)

0'-47 8"

3'-4"

TYP.

2'-103

4"

0'-93 4"

4'-0"

2'-0"

CONCRETE

STEM WALL

CONCRETE

FOOTING

BRICK

(BY OTHERS)

5'-4"

3'-4"

2'-103 4"

3'-6"

4'-0"

2'-101 2"

3'-6"

INFILL BETWEEN CHANNELS

W/ COLD-FORMED STEEL

(BY OTHERS)

C8X11.5

2'-8"

FIN. GRADE

6" MIN. AASHTO

#57 STONE

COMPACTED SUBGRADE;

FREE OF CLAYS AND

ORGANICS

BRICK

(BY OTHERS)

#4 TIES @

12" O.C.

(3) #5 BARS EQ.

SPACED T&B

#5 VERT. BARS @

12" O.C. W/ 12" LEG

#4 HORIZ. BARS

@ 12" O.C.

2'-0"

2'-101 2"

0'-91 4"

0'-8"

5'-4"

3'-6"

C8X11.5

2'-8"

2"D X 4"W

KEYWAY

#4 TIES @

12" O.C.

(3) #5 BARS EQ.

SPACED T&B

#4 HORIZ. BARS

@ 12" O.C.

#5 VERT. BARS @

12" O.C. W/ 12" LEG

5'-7"

13'-3"

6'-0"

3'-6" 2'-101 2"

5'-71 2"

C12x20.7

5'-01 4"

INFILL BETWEEN CHANNELS

W/ COLD-FORMED STEEL

(BY OTHERS)

6" MIN. AASHTO

#57 STONE

COMPACTED SUBGRADE;

FREE OF CLAYS AND

ORGANICS

#4 TIES @

12" O.C.

(5) #5 BARS EQ.

SPACED T&B

#4 HORIZ. BARS

@ 12" O.C.

#6 VERT. BARS @

12" O.C. W/ 24" LEG

FIN. GRADE

1'-0"

13'-3"

3'-6" 2'-101 2"

4'-0"

1'-11 4"

C12X20.7

2"D X 4"W

KEYWAY

#4 TIES @

12" O.C.

#4 HORIZ. BARS

@ 12" O.C.

#6 VERT. BARS @

12" O.C. W/ 24" LEG

(5) #5 BARS EQ.

SPACED T&B

5'-01 4"

6'-0"

3'-6"

CONCRETE

STEM WALL

CONCRETE

FOOTING

BRICK

(BY OTHERS)

1'-13 4"

C12X20.7

5'-7" X 1'-0" X 1"

THICK STEEL

PLATE

1'-0"

5'-7"

1/4 TYP.

CONCRETE

STEM WALL

BRICK (BY

OTHERS)

(8) 3 4•• •• •• • ••• •• •• • • • • • • • • • • • •

POST-INSTALLED ANCHORS

W/ HIT-HY 200 ADHESIVE OR

4•• •• • • • •• • • • • •• • • •• • • •• • • • •

BOLTS (EMBED. 6" MIN.)

1'-13 4"

2" MIN.

0'-6" 1'-4" 1'-4" 1'-4" 0'-6"

0'-41 2"

6'-0"

3'-6" 2'-101 2"

11'-9"

5'-7"

5'-71 2"

5'-01 4"

INFILL BETWEEN CHANNELS

W/ COLD-FORMED STEEL

(BY OTHERS)

6" MIN. AASHTO

#57 STONE

COMPACTED SUBGRADE;

FREE OF CLAYS AND

ORGANICS

#4 TIES @

12" O.C.

(5) #5 BARS EQ.

SPACED T&B

#4 HORIZ. BARS

@ 12" O.C.

#5 VERT. BARS @

12" O.C. W/ 24" LEG

FIN. GRADE

C12x20.7

3'-6" 2'-101 2"

3'-6"

1'-11 4"

11'-9"

1'-0"

2"D X 4"W

KEYWAY

#4 TIES @

12" O.C.

#4 HORIZ. BARS

@ 12" O.C.

#5 VERT. BARS @

12" O.C. W/ 18" LEG

(5) #5 BARS EQ.

SPACED T&B

C12X20.7

5'-01 4"

6'-0"

3'-6"

CONCRETE

STEM WALL

CONCRETE

FOOTING

BRICK

(BY OTHERS)

1'-13 4" C12X20.7

5'-7" X 1'-0" X 1"

THICK STEEL

PLATE

1'-0"

5'-7"

1/4 TYP.

CONCRETE

STEM WALL

BRICK (BY

OTHERS)

(8) 3 4•• •• •• • ••• •• •• • • • • • • • • • • • •

POST-INSTALLED ANCHORS

W/ HIT-HY 200 ADHESIVE OR

4•• •• • • • •• • • • • •• • • •• • • •• • • •

BOLTS (EMBED. 6" MIN.)

2" MIN.

0'-6" 1'-4" 1'-4" 1'-4" 0'-6"

0'-41 2"

1'-13 4"

BASE PLATE DETAIL

TOP PLAN

FACE A ELEVATION SIDE ELEVATION

SCALE 1/4" = 1'-0"

FACE A ELEVATION SCALE 1/4" = 1'-0"

SIDE ELEVATION

SCALE 1/4" = 1'-0"

TOP PLAN

SCALE 1" = 1'-0"

BASE PLATE DETAIL

SCALE 1/4" = 1'-0"

FACE A ELEVATION

SCALE 1/4" = 1'-0"

SIDE ELEVATION

SCALE 1/4" = 1'-0"

TOP PLAN

SCALE 1" = 1'-0"

BASE PLATE DETAIL

REINFORCING STEEL

1. REINFORCING STEEL SHALL BE DETAILED, INCLUDING HOOKS AND BENDS, AND PLACED IN ACCORDANCE WITH ACI

315 AND ACI 318.

2. REINFORCING STEEL SHALL CONFORM TO ASTM A-615 OR A-706, GRADE 60.

3. ALL REINFORCING BAR BENDS SHALL BE MADE COLD.

4. REINFORCING SPLICES SHALL BE MADE IN ACCORDANCE WITH CRSI LATEST EDITION (TENSION SPLICE CLASS "B").

5. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME GRADE, SIZE AND SPACING AS THE

VERTICAL REINFORCING, RESPECTIVELY, UON.

6. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED

AND REVIEWED BY THE STRUCTURAL ENGINEER.

7. WELDING OF REINFORCEMENT SHALL NOT BE PERMITTED.

DESIGN LOADING

1. ALL FOUNDATIONS WERE DESIGNED IN ACCORDANCE TO 2009 INTERNATIONAL BUILDING CODE (2012 IBC) AND

ACI318-'05 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY".

2. THE FOUNDATIONS WERE DESIGNED BY USING THE APPROPRIATE LOAD COMBINATIONS TO GENERATE THE MAXIMUM LOAD EFFECTS, CONSIDERING BOTH THE STRENGTH AND STABILITY OF THE FOUNDATIONS . DEAD, LIVE, SNOW, WIND, SEISMIC, AND OTHER APPLICABLE LOADS WERE COMBINED USING THE FOLLOWING LOAD CASES, AS

REQUIRED BY ASCE 7-05, AND IBC 2012:

STRENGTH DESIGN: STABILITY DESIGN:

A: 1.4 DL A: 1.0 DL

B: 1.2 DL + 1.6 LL + 0.5 SL B: 1.0 DL + 1.0 L

C: 1.2 DL + 1.6 LL + 0.8 WL C: 1.0 DL + 1.0 SL

D: 1.2 DL + 1.6 WL + 1.0 LL + 0.5 SL D: 1.0 DL + 0.75 LL + 0.75 WL

E: 1.2 DL + 1.0 EL + 1.0 LL + 0.2 SL E: 1.0 DL + 1.0 WL

F: 0.9 DL + 1.6 WL F: 1.0 DL + 0.75 LL + 0.75 WL + 0.75 SL

G: 0.9 DL + 1.0 EL G: 0.6 DL + 1.0 WL

H: 0.6 DL + 0.7 EL

3. ALL FOUNDATIONS WERE DESIGNED FOR A MAXIMUM ALLOWABLE SOIL BEARING PRESSURE OF 2000 PSF.

CONCRETE

1. ALL CONCRETE CONSTRUCTION SHALL CONFORM TO THE 'BUILDING CODE REQUIREMENTS FOR REINFORCED

CONCRETE' ACI 318 AND ACI 301, WITH MODIFICATIONS AS NOTED IN THE CONTRACT DOCUMENTS.

2. PORTLAND CEMENT SHALL CONFORM TO ASTM C-150 TYPE 1 OR TYPE II.

3. COARSE AND FINE AGGREGATE FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C-33.

4. WATER SHALL BE CLEAR AND SHALL CONFORM TO ASTM C-94.

5. CONCRETE MIXING OPERATION SHALL CONFORM TO ASTM C-94.

6. ALL CONCRETE EXPOSED TO WEATHER SHALL BE ADMIXED WITH MICROAIR OR MBVR AIR ENTRAINING AGENT BY MASTERBUILDERS TO ATTAIN 5 PERCENT +/- 1 PERCENT ENTRAINED AIR, BY VOLUME, CONFORMING TO ASTM C-260.

ALL REFERENCE DATA USED FOR PAST PERFORMANCE DESIGN SHALL HAVE CONTAINED THE SAME ADMIXTURE

BRAND AS THAT USED IN THE MIX SUBMITTED.

7. ALL CONCRETE SHALL BE REQUIRED TO OBTAIN A MIMIMUM COMPRESSIVE STRENGTH OF 4,000 PSI. CONCRETE

STRENGTHS SHALL BE VERIFIED BY 28-DAY CYLINDER TESTS, UNLESS OTHERWISE APPROVED.

8. CONTRACTOR MAY USE AN ADMIXTURE SYSTEM TO PRODUCE FLOWABLE CONCRETE. MAXIMUM SLUMP SHALL NOT EXCEED 10 INCHES MEASURED AT THE PUMP. THE WATER/CEMENTIOUS MATERIAL RATIO OF THE APPROVED MIXES SHALL BE MAINTAINED OR LOWERED WHEN FLOWABLE CONCRETE IS USED. A REPRESENTATIVE OF THE ADMIXTURE SYSTEM SHALL ASSIST IN DETERMINING PROPORTIONS FOR FLOWABLE CONCRETE AND SHALL BE REVIEWED AND APPROVED BY THE STRUCTURAL ENGINEER AND ARCHITECT PRIOR TO EMPLOYING THIS

PROCEDURE.

9. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT PLACED IN CAST-IN-PLACE

CONCRETE:

CONCRETE

COVER

(MINIMUM)

A. CONCRETE CAST AGAINST AND PERMANENTLY

EXPOSED TO EARTH 3"

B. CONCRETE EXPOSED TO EARTH OR WEATHER:

#6 THROUGH #18 BARS 2"

#5 BAR, W31 OR D31 WIRE, AND SMALLER 1 1/2"

10. PROJECTING CORNERS OF BEAMS, WALLS, COLUMNS, ETC., SHALL BE FORMED WITH A 3/4 INCH CHAMFER, UNLESS

OTHERWISE NOTED ON THE ARCHITECTURAL DRAWINGS.

11. ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL BE WELL SECURED IN POSITION

PRIOR TO PLACING CONCRETE.

12. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE PLACING. REINFORCING

SHALL NOT BE CUT. CORING OF CONCRETE IS NOT PERMITTED EXCEPT AS INDICATED.

13. CURING COMPOUNDS USED ON CONCRETE TO RECEIVE A FINISH SHALL BE APPROVED BY THE FINISH APPLICATOR

BEFORE USE.

13. ALL JOINTS BETWEEN SEPARATE POURS SHALL BE KEYED TOGETHER. MIMIMUM KEY SIZE SHALL BE 2"DP X 4"W.

UNLESS OTHERWISE NOTED.

GENERAL NOTES:

1. THIS SECTION PROVIDES GUIDELINES FOR THE CONSTRUCTION OF REINFORCED CONCRETE FOUNDATIONS.

PROPER CONCRETE PRE-PLACEMENT AND PLACEMENT PROCEDURES ARE ESSENTIAL TO THE SUCCESSFUL

INSTALLATION OF SIGNAGE FOUNDATIONS.

2. CONSTRUCTION OF THE FOUNDATION SHALL BE PERFORMED IN A SAFE MANNER AND SHALL BE SUBJECT TO ALL

OSHA SAFETY REQUIREMENTS.

3. EXCAVATIONS FOR THE FOUNDATION SHALL BE MADE SAFE TO PREVENT ANY DANGER TO PERSONNEL OR

EXISTING STRUCTURES.

4. THE OWNER SHALL BE ADVISED IF CONSTRUCTION OF THE FOUNDATION WILL BLOCK AN EXISTING MEANS OF

EMERGENCY EGRESS FOR PERSONNEL AND/OR SAFETY EQUIPMENT.

SOIL CONDITIONS:

1. FOUNDATIONS WERE DESIGNED ASSUMING A MAXIMUM SOIL BEARING PRESSURE OF 2000 PSF.

2. FOUNDATIONS DESIGNED TO BE DIRECTLY SUPPORTED ON SOIL SHALL BE CONSTRUCTED ON UNDISTURBED SOIL OR FILL MATERIAL PROPERLY COMPACTED IN ACCORDANCE WITH SOUND ENGINEERING PRACTICES AND THE

PROJECT SPECIFICATIONS.

3. UNLESS OTHERWISE SPECIFIED, THE CONTRACTOR SHALL REQUIRE A QUALIFIED SOIL SPECIALIST TO INSPECT THE SOIL SUPPORTING THE FOUNDATION AND DETERMINE ITS ADEQUACY TO PROVIDE THE REQUIRED BEARING

CAPACITY.

4. UNLESS OTHERWISE SPECIFIED, PRIOR TO THE START OF CONSTRUCTION, THE CONTRACTOR SHALL SUBMIT FOR ACCEPTANCE AND REVIEW THE QUALIFICATIONS OF THE PERSON RESPONSIBLE FOR PERFORMING THE SOIL

INSPECTION SPECIFIED IN 3.3.2.

FORMWORK:

1. ALL FORMWORK AND FORM ACCESSORIES SHALL BE IN ACCORDANCE WITH ACI 301.

2. UNLESS OTHERWISE INDICATED ON THE CONTRACT DRAWINGS, PROVIDE MINIMUM (3

4-INCH) CHAMFER STRIPS AT

ALL CORNERS ON PERMANENTLY EXPOSED SURFACES OR ON EDGES OF FORMED JOINTS.

3. UNLESS OTHERWISE SPECIFIED BY THE USER, REMOVAL OF FORMWORK SHALL BE IN ACCORDANCE WITH ACI 301.

REINFORCING STEEL:

1. REINFORCING STEEL MATERIALS, FABRICATION, AND PLACEMENT SHALL BE IN ACCORDANCE WITH ACI 301.

2. UNLESS OTHERWISE NOTED ON THE STRUCTURAL DRAWING, ALL REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615, "STANDARD SPECIFICATION FOR DEFORMED AND PLAIN BILLET-STEEL BARS FOR CONCRETE REINFORCEMENT," GRADE 60, WITH A MINIMUM YIELD STRENGTH OF 60 KIPS PER SQUARE INCH.

ANCHOR BOLTS AND SLEEVES:

1. ANCHOR BOLTS AND SLEEVES SHALL BE LOCATED TO THE SPECIFIED TOLERANCES IN ALL THREE PLANES AND

SECURELY SUPPORTED TO PREVENT MISALIGNMENT DURING THE CONCRETE PLACEMENT OPERATION. THE ANCHOR BOLTS SHALL NOT BE REDUCED IN DIAMETER NOR OFFSET TO FACILITATE ALIGNMENT WITH THE MOUNTING PLATE. MODIFICATION OF THE MOUNTING PLATE TO FACILITATE ALIGNMENT IS NOT PERMITTED UNLESS

AUTHORIZED BY THE DESIGNATED VA REPRESENTATIVE.

NOTE: THE USE OF A TEMPLATE AID IN THE PLACEMENT OF ANCHOR BOLTS IS RECOMMENDED. THE

TEMPLATE WILL ASSIST IN ACCURATELY PLACING THE ANCHOR BOLTS.

FIELD VERIFICATION PRIOR TO CONCRETE PLACEMENT:

1. IMMEDIATELY PRIOR TO CONCRETE PLACEMENT, THE ANCHOR BOLT LOCATIONS, PROJECTIONS, AND DIAMETERS

SHALL BE FIELD VERIFIED TO MATCH THE ANCHOR BOLT HOLE LOCATION IN THE MOUNTING PLATE. IN THE EVENT THAT THE BASEPLATE IS NOT AT THE SITE, THE ANCHOR BOLTS' LOCATION SHALL BE VERIFIED AGAINST THE STRUCTURAL FOUNDATION DRAWINGS AND THE MANUFACTURER'S DRAWINGS. THE ANCHOR BOLTS SHALL ALSO BE EXAMINED TO VERIFY THAT THEY HAVE BEEN INSTALLED PLUMB, HAVE THE CORRECT LENGTH AND PROJECTION, ARE ADEQUATELY SECURED TO PREVENT DISPLACEMENT DURING THE CONCRETE PLACEMENT, AND THE THREADS ARE NOT STRIPPED OR DAMAGED. ALL NECESSARY PROCEDURES SHALL BE TAKEN TO CORRECT ANY DISCREPANCIES OR DEFICIENCIES BEFORE CONCRETE OPERATIONS SHALL BE PERMITTED TO BEGIN.

2. ALL ANCHOR BOLT SLEEVES SHALL BE COVERED OR FILLED WITH A NONBONDING MOLDABLE MATERIAL TO

PREVENT ENTRY OF CONCRETE.

3. PRIOR TO CONCRETE PLACEMENT, THE PROPOSED ELEVATION OF THE TOP OF THE FOUNDATION CONCRETE SHALL BE VERIFIED WITH THE ELEVATION SPECIFIED ON THE FOUNDATION DRAWING, AND THE NECESSARY PROCEDURES

SHALL BE TAKEN TO CORRECT ANY DISCREPANCIES.

GENERAL FOUNDATION NOTES

CONCRETE MIXING AND PLACEMENT PROCEDURES:

1. CONCRETE MATERIALS, FORMWORK, HANDLING, MIXING, AND PLACEMENT SHALL CONFORM TO ACI 301.

2. MATERIALS, MIXING, HANDLING, AND PLACEMENT OF MASS CONCRETE SHALL BE IN ACCORDANCE WITH ACI 301.

ADEQUATE CONTROL OF THE CONCRETE TEMPERATURE SHALL BE MAINTAINED AT THE POUR POINT.

3. UNLESS OTHERWISE SPECIFIED ON THE DRAWINGS, AT THE POINT OF DELIVERY, CONCRETE SHALL HAVE MAXIMUM SLUMP OF 4 INCHES WHEN ACHIEVED BY WATER ALONE. IF A SLUMP GREATER THAN 4 INCHES IS REQUIRED FOR PROPER PLACEMENT OF CONCRETE, IT MAY BE INCREASED UP TO 8 INCHES USING AN APPROVED HIGH-RANGE

WATER-REDUCING AGENT.

4. THE FIELD ADDITION OF WATER TO INCREASE THE SLUMP SHALL NOT BE PERMITTED WITHOUT APPROVAL OF THE

USER.

5. FOUNDATIONS SHALL BE MADE IN ONE CONTINUOUS POUR UNLESS OTHERWISE APPROVED BY THE USER OR

SHOWN ON THE DRAWINGS.

6. IMMEDIATELY AFTER PLACEMENT, CONCRETE SHALL BE PROTECTED FROM COLD OR HOT WEATHER EXTREMES, MECHANICAL INJURY, AND PREMATURE DRYING AND SHALL BE CURED AS SPECIFIED IN ACI 301.

7. UNLESS OTHERWISE APPROVED BY THE USER, THE FOUNDATION PREPARATION PROCEDURES FOR GROUTING SPECIFIED IN THE GROUTING SECTION OF THIS SPECIFICATION OR THE SETTING OF ANY EQUIPMENT ON THE FOUNDATION SHALL NOT BE PERMITTED TO BEGIN UNTIL CONCRETE CURING IN ACCORDANCE WITH ACI 301 HAS BEEN COMPLETED, AND THE CONCRETE HAS ATTAINED THE SPECIFIED 28-DAY COMPRESSIVE STRENGTH AS

DEFINED IN ACI 301.

8. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4000 POUNDS PER SQUARE INCH AT 28 DAYS, UNLESS OTHERWISE SPECIFIED ON THE DRAWINGS.

9. HIGH EARLY STRENGTH CONCRETE SHALL BE USED ONLY WITH THE APPROVAL OF THE EQUIPMENT USER AND

ENGINEER.

CONCRETE QUALITY CONTROL:

1. THE OWNER RESERVES THE RIGHT TO SUBJECT THE CONCRETE FOUNDATION CONSTRUCTION TO INSPECTION BY

AN ACI-CERTIFIED INSPECTOR OR ANY OWNER-DESIGNATED TESTING AGENCY. TESTS OF CONCRETE COMPRESSIVE STRENGTH, AIR CONTENT, AND SLUMP SHALL BE AS DESIGNATED BY THE OWNER OR IN

ACCORDANCE WITH ACI 301.

SIGN TYPE UX-i31

SS101 SCALE: AS NOTED

SCALE 1/2" = 1'-0"

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

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

SIGN TYPE UX-iW12

SS101 SCALE: AS NOTED

SIGN TYPE UX-iW23

SS101 SCALE: AS NOTED FINAL CONSTRUCTION DOCUMENTS

3919 Saw Mill Run Boulevard, Pittsburgh, PA 15227 | wfpros.com

The Gateway Engineers, Inc.

Pittsburgh, PA

Earl Swensson Associates, Inc.

Nashville, TN

Stewart C. Cluck, Architect, LLC York, PA

STRUCTURAL PLANS,

DETAILS & NOTES

VAPHS HEINZ, PITTSBURGH, PA

646-13-105

SITE

SS101

4 643-29-2018 BDS

MASTER WAYFINDING FOR VAPHS

STRUCTURAL STEEL NOTES

1. STRUCTURAL STEEL WORK SHALL BE IN ACCORDANCE WITH THE AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" (FOURTEENTH EDITION) AND THE "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS

AND BRIDGES".

2. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING:

A.CHANNELS, ANGLES, PLATES AND MISCELLANEOUS CONNECTION MATERIAL- ASTM A36 WITH A MINIMUM

YIELD STRENGTH OF 36 KSI, U.N.O.

B.STEEL TUBE- ASTM A500, GRADE B, WITH A MINIMUM YIELD STENGTH OF 46 KSI.

3. BOLTS SHALL BE 3/4" DIAMETER ASTM A325 H.S. U.N.O. CONNECTIONS SHALL BE TYPE N FOR FRAMED

CONNECTIONS AND TYPE SC CLASS A FOR WIND MOMENT.

4. WELDING SHALL BE IN ACCORDANCE WITH THE "STRUCTURAL WELDING CODE ANSI/AWS D1.1", AMERICAL

WELDING SOCIETY, LATEST EDITION. USE E70XX ELECTRODES.

5. FIELD WELDED SURFACES SHALL BE CLEANED, GROUND SMOOTH, AND COATED WITH APPROPRIATE

PRIMER/PAINT AS SPECIFIED.

6. STEEL IN EXTERIOR ELEMENTS OR EMBEDDED IN EXTERIOR WALL OR CAVITY SHALL BE HOT DIPPED GALVANIZED ACCORDING TO ASTM A-123. WHEN GALVANIZED STEEL IS FIELD WELDED, PROVIDE APPROPRIATE VENTILATION MEASURES. WELDED SURFACES SHALL BE GROUND SMOOTH AND COATED WITH

GALVANIZING REPAIR PAINT.

7. STRUCTURAL STEEL FABRICATOR SHALL PROVIDE FOR VERTICAL AND HORIZONTAL FIELD ADJUSTMENTS OF

SUPPORT ASSEMBLIES.

8. CUTS, HOLES, COPING, ETC. REQUIRED FOR OTHER TRADES SHALL BE SHOWN ON THE SHOP DRAWINGS AND

MADE IN THE SHOP. CUTS OR BURNING HOLES IN THE FIELD WILL NOT BE PERMITTED.

5'-01 4"

6'-0"

2'-101 2"3'-6"

14'-9"

5'-71 2"

INFILL BETWEEN POSTS W/

COLD-FORMED STEEL

(BY OTHERS)

6" MIN. AASHTO

#57 STONE

COMPACTED SUBGRADE;

FREE OF CLAYS AND

ORGANICS

#4 TIES @

12" O.C.

(5) #5 BARS EQ.

SPACED T&B

#4 HORIZ. BARS

@ 12" O.C.

#6 VERT. BARS @

12" O.C. W/ 24" LEG

EACH FACE

FIN. GRADE

HSS 4X4X3/8

6'-0"

6'-0"

CONCRETE

STEM WALL

CONCRETE

FOOTING

BRICK

(BY OTHERS)

5'-7"

5'-7"

0'-25

8" TYP.

0'-8"

TYP.

(3) 3 4•• •• •• • ••• •• •• • • • • • • • • • • • • • •

POST-INSTALLED ANCHORS

W/ HIT-HY 200 ADHESIVE OR

4•• •• • • • •• • • • • •• • • •• • • •• • • • • • • • •

BOLTS (EMBED. 6" MIN.)

(TYP. 4 PL.)

1/4 TYP.

HSS 4X4X3

(TYP. OF 4)

CONCRETE

STEM WALL

BRICK (BY

OTHERS)

1'-45 8" X 0'-85

8" X 1"

THICK L-SHAPED

STEEL PLATE (TYP.

@ EACH CORNER) 0'-6"

TYP.

SIGN FACE

INFILL BETWEEN

STEEL POSTS

(BY OTHERS)

0'-85 8"

0'-85 8"

1'-45 8"

1'-45 8"

5'-01 4"

6'-0"

2'-101 2"3'-6"

7'-4"

5'-71 2"

INFILL BETWEEN POSTS W/

COLD-FORMED STEEL (BY

OTHERS)

6" MIN. AASHTO

#57 STONE

COMPACTED SUBGRADE;

FREE OF CLAYS AND

ORGANICS

#4 TIES @

12" O.C.

(5) #5 BARS EQ.

SPACED T&B

#4 HORIZ. BARS

@ 12" O.C.

#5 VERT. BARS @

12" O.C. W/ 24" LEG

EACH FACE

FIN. GRADE

C4X5.4

CONCRETE

STEM WALL

C4X5.4

(TYP. OF 6)

BRICK (BY

OTHERS)

SIGN FACE

INFILL BETWEEN

STEEL POSTS

(BY OTHERS)

(3) 5 8•• •• •• • ••• •• •• • • • • • • • • • • • • • •

POST-INSTALLED ANCHORS

W/ HIT-HY 200 ADHESIVE OR

8•• •• • • • •• • • • • •• • • •• • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • •

BOLTS (EMBED. 6" MIN.)

(TYP. 3 PL.)

STEEL PLATE (TYP.

@ EACH CORNER)

1'-9"

1'-9"

0'-85 8"

1/4 TYP.

0'-6"6'-0"

5'-01 4"

BRICK

(BY OTHERS)

CONCRETE

STEM WALL

CONCRETE

FOOTING

SCALE 1/4" = 1'-0"

FACE A ELEVATION

SCALE 1/4" = 1'-0"

TOP PLAN

SCALE 1" = 1'-0"

BASE PLATE DETAIL

SCALE 1/4" = 1'-0"

FACE A ELEVATION

SCALE 1/4" = 1'-0"

TOP PLAN

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

BASE PLATE DETAIL

SIGN TYPE UX-W1.31

SS102 SCALE: AS NOTED

SIGN TYPE UX-iW32

SS102 SCALE: AS NOTED

FINAL CONSTRUCTION DOCUMENTS

3919 Saw Mill Run Boulevard, Pittsburgh, PA 15227 | wfpros.com

The Gateway Engineers, Inc.

Pittsburgh, PA

Earl Swensson Associates, Inc.

Nashville, TN

Stewart C. Cluck, Architect, LLC York, PA

STRUCTURAL PLANS,

DETAILS & NOTES

VAPHS HEINZ, PITTSBURGH, PA

646-13-105

SITE

SS102

5 643-29-2018 BDS

MASTER WAYFINDING FOR VAPHS

TYPICAL SIGN TYPE i10 & i11

TYPICAL SIGN TRACK

VERIFY LOCATION

ON SIGN STRUCTURE

LIMESTONE FACED BEAM/PILLAR

POST DRILL & EPOXY 12•• •• • • • •• • • • • • • • • • • • • • • •

OR SIZE PER SIGN MANUF.

EMBEDMENT PER EPOXY MANUF.

ANCHOR SPACING PER SIGN TRACK MANUF.

BUT NOT TO EXCEED 3'-0" O.C. MAX NEW HSS 2x2x 3

16 TUBE STEEL

LOCATE AT BRACKET LOCATIONS

NEW L2x2x1

4 ANGLE BRACKET

TO MOUNT TO SIGN TRACK.

MOUNTING BRACKET SPACING

PER SIGN MANUF BUT NOT

TO EXCEED 3'-0" O.C. MAX

TYPICAL SIGN TYPE i13

ALL TUBE STEEL MUST EXTEND

BEYOND FACADE PILASTERS

EXTERIOR BUILDING FACADE

PRECAST ELEMENTS

2•• •• • • • • • •• • •• • • • • • • • • • • • • • • • • • • • • •

3/16"

NEW L2x2x1

4 ANGLE TO MOUNT TO FACADE.

LOCATE AT BRACKET LOCATIONS

TYPICAL SIGN TRACK

CONTRACTOR TO VERIFY

LOCATION ON SIGN STRUCTURE

2•• •• • • • •• • • • •• • • • • • • • • • • • • • • • •

SIZE PER SIGN MANUF.

EX. MOUNTING TUBE STL

TO REMAIN (TYP.)

MOUNT TRACK TO NEW 14" x 4" WIDE PLATE

WELD TO EX. ANGLE & TUBE STL.

FINAL LENGTH TO BE DETERMINED BY

CONTRACTOR BASED ON SIGN TRACK SIZE.

MOUNTING PLATE SPACING PER SIGN MANUF

BUT NOT TO EXCEED 3'-0" O.C. MAX

2•• •• • • • •• • • • ••• • • ••• • • • • • • • • • • • • • • • • • • • • • •

SIZE PER SIGN MANUF.

TYPICAL SIGN TYPE i13

TYPICAL SIGN TRACK

CONTRACTOR TO VERIFY

LOCATION ON SIGN STRUCTURE

TYPICAL SIGN TYPE i14

ALL TUBE STEEL MUST EXTEND

BEYOND FACADE PILASTERS

EXTERIOR BUILDING FACADE

PRECAST ELEMENTS

CONTRACTOR TO VERIFY

EX. ANGLE TO REMAIN (TYP.)

RE-USE EXISTING BRACKETS (6 TOTAL)

RE-LOCATE END BRACKETS AS REQ'D

SO THAT END BRACKETS ARE INSTALLED

BEHIND SIGN AS SHOWN ON PLAN VIEW

INSTALL RE-LOCATED BRACKETS

WITH NEW 12•• •• • • • • • •• • •• • • • • • • • • • • • • • • • • • • • • • • • •

EX. END BRACKETS

TO BE RE-LOCATED

AS DIRECTED

NEW SIGN TYPE i13

& TRACK STRUCTURE

REMOVE END OF EX.

ANGLE MOUNTING TACK

AS DIRECTED

RE-USE EXISTING ANGLE BRACKETS

RE-USE EXISTING TUBE STEEL

BUILDING PRECAST

FACADE & PILASTERS

NEW 1

4" THICK MOUNTING PLATES FOR

2•• •• • • • •• • • • •• • •• • •• • • •• •• • •• •• • •• • • • • ••••••••••••••••••••••••••••••••••••••••

SPACING PER SIGN MANUF.

BUT NOT TO EXCEED 3'-0" O.C.

INSTALL RE-LOCATED BRACKETS

WITH NEW 5

16"x31

2" TAPCONS

RE-USE EXISTING BRACKETS (3 PER SIGN)

RE-LOCATE END BRACKETS AS REQ'D

SO THAT END BRACKETS ARE INSTALLED

APPROX. 2'-0" FROM END OF SIGN

TYPICAL SIGN TYPE R15 & R16

PROVIDE NEW STAINLESS STL EYE HOOKS,

NUTS, WASHERS, & 18•• •• • • • • •• • •• • • • • • • • • • • • • • • • • • • •

SIGN & ADJUST TO FINAL ELEVATION

EXTERIOR BUILDING FACADE

PRECAST PILASTERS

NEW L3x3x1

4 ANGLES TO BE

LOCATED AT MOUNTING

PLATE LOCATIONS

3/16"

TYPE i8 SIGN

EXISTING STL PIPE

CANOPY FRAMING

TYPICAL SIGN TRACK

CONTRACTOR TO VERIFY

LOCATION ON SIGN STRUCTURE

2•• •• • • • •• • • • •• • • • • • • • • • • • • • • • •

SIZE PER SIGN MANUF.

MOUNT TRACK TO NEW 38" x 4" WIDE PLATE

WELD TO EX. ANGLE & TUBE STL.

FINAL LENGTH TO BE DETERMINED BY

CONTRACTOR BASED ON SIGN TRACK SIZE.

MOUNTING PLATE SPACING PER SIGN MANUF

BUT NOT TO EXCEED 3'-0" O.C. MAX

3/16"

2•• •• • • • •• • • • •• • •• •• • • • • • • • • • • • • • • • • • • • • •

AS REQ'D BY MANUF.

SPACING PER MANUF.

TYPICAL SIGN TYPE i12

FOR SIGNS MOUNTED TO PILASTERS:

NO MOUNTING BRACKET REQ'D.

SIGNS NOT MOUNTED TO PILASTERS:

INSTALL 4" DEEP 14 GA Z-GIRTS OR EQ.

EACH Z-GIRT TO BE 8" LONG MIN. EXTERIOR BUILDING FACADE

PRECAST PILASTERS

2•• •• • • • • • •• • •• • • • • • • • • •

(2) PER Z-GIRT

MIN. (2) Z-GIRTS PER LETTER

NEW SIGN TYPE i12

PRECAST PILASTER14 GA Z-GIRTS

TYPE i9 SIGN

EXISTING

BRICK FACADE

TYPICAL SIGN TRACK

CONTRACTOR TO VERIFY

LOCATION ON SIGN STRUCTURE

MOUNT SPACING PER SIGN TRACK MANUF.

BUT NOT TO EXCEED 3'-0" O.C. MAX

TAPCON MIN SIZE 5

16"x31

2"

3 ANCHORS MIN PER SIGN

TYPE W2 SIGN

2 SIGNS MOUNT TO EXISTING STONE WALL

1 SIGN MOUNT TO EXISTING PRECAST BLDG FACADE

POST DRILL & EPOXY 12•• •• • • • •• • • • • • • • • • • • • •

OR SIZE PER EPOXY MANUF.

5" MIN. EMBEDMENT.

FRAME SIGN WITH

(4) C3x4.1 CHANNELS

2X3X1/4" STRUCTURAL

ALUMINUM ANGLE.

WELD TO CABINET FRAME

ALUMINUM CLADDING W/

ROUTED FACE SECURED W/

CONCEALED FASTENERS TO

CABINET FRAME

POST DRILL & EPOXY 12•• •• • • • •

OR SIZE PER EPOXY MANUF.

5" MIN. EMBEDMENT.

CONSTRUCTION NOTES:

1. ALL DIMENSIONS & DETAILS OF EXISTING STRUCTURE ARE APPROXIMATE.

CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS. NOTIFY ENGINEER OF

ANY DISCREPANCIES BETWEEN THESE PLANS & FIELD CONDITIONS.

2. STEEL BOLTS & CONNECTION MEMBERS SHALL NOT BE IN DIRECT

CONTACT WITH ALUMINUM SIGNS OR TRACKS. CONTRACTOR TO PROVIDE

INSULATING WASHERS AT ALL CONNECTIONS.

3. SIGN ANCHOR SIZES SHALL BE 12•• •• • • • •• • ••••••••••••5

16"x31

2" TAPCONS U.N.O., OR

SHALL BE SIZED PER SIGN MANUFACTURER RECOMMENDATIONS.

4. SIGN ANCHOR SPACING SHALL BE PER MANUFACTURER REQUIREMENTS,

BUT SHALL NOT EXCEED 3 FEET ON CENTER U.N.O.

5. EPOXY SHALL BE HILTI HY-200 OR APPROVED EQUAL. DRILL PILOT HOLE

PRIOR TO ANCHOR HOLE AND INSTALLATION.

6. ANCHORS INTO STONE FACADE AND LIMESTONE SHALL BE INSTALLED IN

HIT-S PLASTIC MESH OR APPROVED EQUAL.

SIGN TYPE i10 & i11 SECTION1

SS103 SCALE: 1" = 1'-0"

SIGN TYPE i13 (BACK ENTRANCE ONLY)- SECTION2

SS103 SCALE: 1" = 1'-0"

SIGN TYPE i13 & i14 (FRONT ENTRANCE ONLY)- SECTION3

SS103 SCALE: 1" = 1'-0"

SIGN TYPE i13 (FRONT ENTRANCE ONLY)- PLAN4

SS103 SCALE: 1/2" = 1'-0"

SIGN TYPE i12- SECTION5

SS103 SCALE: 1" = 1'-0"

SIGN TYPE i12- PLAN6

SS103 SCALE: 1" = 1'-0"

SIGN TYPE i8- SECTION8

SS103 SCALE: 1" = 1'-0"

SIGN TYPE R15 & R16- SECTION7

SS103 SCALE: 1" = 1'-0"

SIGN TYPE i9- SECTION9

SS103 SCALE: 1" = 1'-0"

SIGN TYPE W2- SECTION10

SS103 SCALE: 1" = 1'-0"

SIGN TYPE i9- SECTION11

SS103 SCALE: 1" = 1'-0"

FINAL CONSTRUCTION DOCUMENTS

3919 Saw Mill Run Boulevard, Pittsburgh, PA 15227 | wfpros.com

The Gateway Engineers, Inc.

Pittsburgh, PA

Earl Swensson Associates, Inc.

Nashville, TN

Stewart C. Cluck, Architect, LLC York, PA

STRUCTURAL PLANS,

DETAILS & NOTES

VAPHS HEINZ, PITTSBURGH, PA

646-13-105

SITE

SS103

6 643-29-2018 BDS

MASTER WAYFINDING FOR VAPHS

SEE 1/S-101

FOR DETAILS

HX-N1 = 4'-1"

HX-W4 = 4'-1"

HX-i2 = 3'-9"

HX-N1 = 3'-7"

HX-W4 = 3'-7"

HX-i2 = 5'-91

4"

HX-N1 = 6'-41

2"

HX-W4 = 6'-41

2"

HX-i2 = 6-111 4"

NOTE:

THE DOUBLE POST FOUNDATION

APPLIES TO SIGN TYPES HX-N1,

HX-W4, AND HX-i2

HX-N1 = 3'-9"

HX-W4 = 3'-9"

HX-i2 = 3'-5"

4'-0"

(MIN.)

#3 TIES @ 18" O.C.

(4) #4 VERT. BARS

FIN. GRADE

8" MIN. AASHTO

#57 STONE

RETAINED OR

ENGINEERED FILL

SOIL FREE OF CLAYS AND ORGANICS

COMPACTED TO 95%. OVER-EXCAVATE IF

FINE SILT, CLAYS OR ORGANICS ARE

PRESENT UNTIL SUITABLE SUBGRADE IS

DISCOVERED OR 24" BELOW BOTTOM OF

CONCRETE. PROOF-ROLL AND BACKFILL

WITH AASHTO # 57 STONE

SIGN POST, BASE PLATE

& ANCHOR BOLTS

(BY OTHERS)

6" (MIN.)

1'-0"

2'-113 4"

5'-8"

NOTE:

THE SINGLE POST FOUNDATION

APPLIES TO SIGN TYPES HX-M2,

HX-M3, AND HX-M4

#3 TIES @ 18" O.C.

(4) #4 VERT. BARS • ••• •• • • • • • •

5'-6"

12'-7"

6'-0"

3'-6" 2'-101 2"

5'-71 2"

C12X20.7

5'-01 4"

INFILL BETWEEN CHANNELS

W/ COLD-FORMED STEEL

(BY OTHERS)

6" MIN. AASHTO

#57 STONE

COMPACTED SUBGRADE;

FREE OF CLAYS AND

ORGANICS

#4 TIES @

12" O.C.

(5) #5 BARS EQ.

SPACED T&B

#4 HORIZ. BARS

@ 12" O.C.

#6 VERT. BARS @

12" O.C. W/ 24" LEG

FIN. GRADE

1'-0"

12'-7"

3'-6" 2'-101 2"

4'-0"

1'-11 4"

C12X20.7

2"D X 4"W

KEYWAY

#4 TIES @

12" O.C.

#4 HORIZ. BARS

@ 12" O.C.

#6 VERT. BARS @

12" O.C. W/ 24" LEG

(5) #5 BARS EQ.

SPACED T&B

0'-0"

6'-0"

0'-0"4'-0"

CONCRETE

STEM WALL

CONCRETE

FOOTING

BRICK

(BY OTHERS)

C12X20.7

5'-7" X 1'-0" X 1"

THICK STEEL

PLATE

1'-0"

5'-7"

1/4 TYP.

CONCRETE

STEM WALL

BRICK (BY

OTHERS)

(8) 3 4•• •• •• • ••• •• •• • • • • • • • • • • • • • •

POST-INSTALLED ANCHORS

W/ HIT-HY 200 ADHESIVE OR

4•• •• • • • •• • • • • •• • • •• • • •• • • • • • • • •

BOLTS (EMBED. 6" MIN.)

1'-13 4"

2" MIN.

0'-6" 1'-4" 1'-4" 1'-4" 0'-6"

0'-41 2"

8'-6"

7'-31 4"

9'-0"

3'-6" 2'-101 2"

C12X20.7

INFILL BETWEEN CHANNELS

W/ COLD-FORMED STEEL

(BY OTHERS)

6" MIN. AASHTO

#57 STONE

COMPACTED SUBGRADE;

FREE OF CLAYS AND

ORGANICS

#4 TIES @

12" O.C.

(5) #5 BARS EQ.

SPACED T&B

#4 HORIZ. BARS

@ 12" O.C.

#5 VERT. BARS @

12" O.C. W/ 24" LEG

FIN. GRADE

8'-01 4"

1'-0"

7'-31 4"

3'-6" 2'-101 2"

2'-6"

1'-11 4"

C12x20.7

2"D X 4"W

KEYWAY

#4 TIES @

12" O.C.

#4 HORIZ. BARS

@ 12" O.C.

#5 VERT. BARS @

12" O.C. W/ 12" LEG

(3) #5 BARS EQ.

SPACED T&B

8'-01 4"

9'-0"

1'-13 4"2'-6"

CONCRETE

STEM WALL

CONCRETE

FOOTING

BRICK

(BY OTHERS)

C12X20.7

8'-5-1/2" X 1'-0" X

1" THICK STEEL

PLATE

1'-0"

8'-51 2"

1/4 TYP.

CONCRETE

STEM WALL

BRICK (BY

OTHERS)

(8) 3 4•• •• •• • ••• •• •• • • • • • • • • • • • • • •

POST-INSTALLED ANCHORS

W/ HIT-HY 200 ADHESIVE OR

4•• •• • • • •• • • • • •• • • •• • • •• • • • • • • • • • • • • • • • • • • • • •

BOLTS (EMBED. 6" MIN.)

1'-13 4"

2" MIN.

0'-41 2"

0'-61 8" 2'-3" 2'-6" 2'-3" 0'-61

8"

REINFORCING STEEL

1. REINFORCING STEEL SHALL BE DETAILED, INCLUDING HOOKS AND BENDS, AND PLACED IN ACCORDANCE WITH ACI

315 AND ACI 318.

2. REINFORCING STEEL SHALL CONFORM TO ASTM A-615 OR A-706, GRADE 60.

3. ALL REINFORCING BAR BENDS SHALL BE MADE COLD.

4. REINFORCING SPLICES SHALL BE MADE IN ACCORDANCE WITH CRSI LATEST EDITION (TENSION SPLICE CLASS "B").

5. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME GRADE, SIZE AND SPACING AS THE

VERTICAL REINFORCING, RESPECTIVELY, UON.

6. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED

AND REVIEWED BY THE STRUCTURAL ENGINEER.

7. WELDING OF REINFORCEMENT SHALL NOT BE PERMITTED.

DESIGN LOADING

1. ALL FOUNDATIONS WERE DESIGNED IN ACCORDANCE TO 2009 INTERNATIONAL BUILDING CODE (2012 IBC) AND

ACI318-'05 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY".

2. THE FOUNDATIONS WERE DESIGNED BY USING THE APPROPRIATE LOAD COMBINATIONS TO GENERATE THE MAXIMUM LOAD EFFECTS, CONSIDERING BOTH THE STRENGTH AND STABILITY OF THE FOUNDATIONS . DEAD, LIVE, SNOW, WIND, SEISMIC, AND OTHER APPLICABLE LOADS WERE COMBINED USING THE FOLLOWING LOAD CASES, AS

REQUIRED BY ASCE 7-05, AND IBC 2012:

STRENGTH DESIGN: STABILITY DESIGN:

A: 1.4 DL A: 1.0 DL

B: 1.2 DL + 1.6 LL + 0.5 SL B: 1.0 DL + 1.0 L

C: 1.2 DL + 1.6 LL + 0.8 WL C: 1.0 DL + 1.0 SL

D: 1.2 DL + 1.6 WL + 1.0 LL + 0.5 SL D: 1.0 DL + 0.75 LL + 0.75 WL

E: 1.2 DL + 1.0 EL + 1.0 LL + 0.2 SL E: 1.0 DL + 1.0 WL

F: 0.9 DL + 1.6 WL F: 1.0 DL + 0.75 LL + 0.75 WL + 0.75 SL

G: 0.9 DL + 1.0 EL G: 0.6 DL + 1.0 WL

H: 0.6 DL + 0.7 EL

3. ALL FOUNDATIONS WERE DESIGNED FOR A MAXIMUM ALLOWABLE SOIL BEARING PRESSURE OF 2000 PSF.

CONCRETE

1. ALL CONCRETE CONSTRUCTION SHALL CONFORM TO THE 'BUILDING CODE REQUIREMENTS FOR REINFORCED

CONCRETE' ACI 318 AND ACI 301, WITH MODIFICATIONS AS NOTED IN THE CONTRACT DOCUMENTS.

2. PORTLAND CEMENT SHALL CONFORM TO ASTM C-150 TYPE 1 OR TYPE II.

3. COARSE AND FINE AGGREGATE FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C-33.

4. WATER SHALL BE CLEAR AND SHALL CONFORM TO ASTM C-94.

5. CONCRETE MIXING OPERATION SHALL CONFORM TO ASTM C-94.

6. ALL CONCRETE EXPOSED TO WEATHER SHALL BE ADMIXED WITH MICROAIR OR MBVR AIR ENTRAINING AGENT BY MASTERBUILDERS TO ATTAIN 5 PERCENT +/- 1 PERCENT ENTRAINED AIR, BY VOLUME, CONFORMING TO ASTM C-260.

ALL REFERENCE DATA USED FOR PAST PERFORMANCE DESIGN SHALL HAVE CONTAINED THE SAME ADMIXTURE

BRAND AS THAT USED IN THE MIX SUBMITTED.

7. ALL CONCRETE SHALL BE REQUIRED TO OBTAIN A MIMIMUM COMPRESSIVE STRENGTH OF 4,000 PSI. CONCRETE

STRENGTHS SHALL BE VERIFIED BY 28-DAY CYLINDER TESTS, UNLESS OTHERWISE APPROVED.

8. CONTRACTOR MAY USE AN ADMIXTURE SYSTEM TO PRODUCE FLOWABLE CONCRETE. MAXIMUM SLUMP SHALL NOT EXCEED 10 INCHES MEASURED AT THE PUMP. THE WATER/CEMENTIOUS MATERIAL RATIO OF THE APPROVED MIXES SHALL BE MAINTAINED OR LOWERED WHEN FLOWABLE CONCRETE IS USED. A REPRESENTATIVE OF THE ADMIXTURE SYSTEM SHALL ASSIST IN DETERMINING PROPORTIONS FOR FLOWABLE CONCRETE AND SHALL BE REVIEWED AND APPROVED BY THE STRUCTURAL ENGINEER AND ARCHITECT PRIOR TO EMPLOYING THIS

PROCEDURE.

9. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT PLACED IN CAST-IN-PLACE

CONCRETE:

CONCRETE

COVER

(MINIMUM)

A. CONCRETE CAST AGAINST AND PERMANENTLY

EXPOSED TO EARTH 3"

B. CONCRETE EXPOSED TO EARTH OR WEATHER:

#6 THROUGH #18 BARS 2"

#5 BAR, W31 OR D31 WIRE, AND SMALLER 1 1/2"

10. PROJECTING CORNERS OF BEAMS, WALLS, COLUMNS, ETC., SHALL BE FORMED WITH A 3/4 INCH CHAMFER, UNLESS

OTHERWISE NOTED ON THE ARCHITECTURAL DRAWINGS.

11. ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL BE WELL SECURED IN POSITION

PRIOR TO PLACING CONCRETE.

12. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE PLACING. REINFORCING

SHALL NOT BE CUT. CORING OF CONCRETE IS NOT PERMITTED EXCEPT AS INDICATED.

13. CURING COMPOUNDS USED ON CONCRETE TO RECEIVE A FINISH SHALL BE APPROVED BY THE FINISH APPLICATOR

BEFORE USE.

13. ALL JOINTS BETWEEN SEPARATE POURS SHALL BE KEYED TOGETHER. MIMIMUM KEY SIZE SHALL BE 2"DP X 4"W.

UNLESS OTHERWISE NOTED.

GENERAL NOTES:

1. THIS SECTION PROVIDES GUIDELINES FOR THE CONSTRUCTION OF REINFORCED CONCRETE FOUNDATIONS.

PROPER CONCRETE PRE-PLACEMENT AND PLACEMENT PROCEDURES ARE ESSENTIAL TO THE SUCCESSFUL

INSTALLATION OF SIGNAGE FOUNDATIONS.

2. CONSTRUCTION OF THE FOUNDATION SHALL BE PERFORMED IN A SAFE MANNER AND SHALL BE SUBJECT TO ALL

OSHA SAFETY REQUIREMENTS.

3. EXCAVATIONS FOR THE FOUNDATION SHALL BE MADE SAFE TO PREVENT ANY DANGER TO PERSONNEL OR

EXISTING STRUCTURES.

4. THE OWNER SHALL BE ADVISED IF CONSTRUCTION OF THE FOUNDATION WILL BLOCK AN EXISTING MEANS OF

EMERGENCY EGRESS FOR PERSONNEL AND/OR SAFETY EQUIPMENT.

SOIL CONDITIONS:

1. FOUNDATIONS WERE DESIGNED ASSUMING A MAXIMUM SOIL BEARING PRESSURE OF 2000 PSF.

2. FOUNDATIONS DESIGNED TO BE DIRECTLY SUPPORTED ON SOIL SHALL BE CONSTRUCTED ON UNDISTURBED SOIL OR FILL MATERIAL PROPERLY COMPACTED IN ACCORDANCE WITH SOUND ENGINEERING PRACTICES AND THE

PROJECT SPECIFICATIONS.

3. UNLESS OTHERWISE SPECIFIED, THE CONTRACTOR SHALL REQUIRE A QUALIFIED SOIL SPECIALIST TO INSPECT THE SOIL SUPPORTING THE FOUNDATION AND DETERMINE ITS ADEQUACY TO PROVIDE THE REQUIRED BEARING

CAPACITY.

4. UNLESS OTHERWISE SPECIFIED, PRIOR TO THE START OF CONSTRUCTION, THE CONTRACTOR SHALL SUBMIT FOR ACCEPTANCE AND REVIEW THE QUALIFICATIONS OF THE PERSON RESPONSIBLE FOR PERFORMING THE SOIL

INSPECTION SPECIFIED IN 3.3.2.

FORMWORK:

1. ALL FORMWORK AND FORM ACCESSORIES SHALL BE IN ACCORDANCE WITH ACI 301.

2. UNLESS OTHERWISE INDICATED ON THE CONTRACT DRAWINGS, PROVIDE MINIMUM (34-INCH) CHAMFER STRIPS AT

ALL CORNERS ON PERMANENTLY EXPOSED SURFACES OR ON EDGES OF FORMED JOINTS.

3. UNLESS OTHERWISE SPECIFIED BY THE USER, REMOVAL OF FORMWORK SHALL BE IN ACCORDANCE WITH ACI 301.

REINFORCING STEEL:

1. REINFORCING STEEL MATERIALS, FABRICATION, AND PLACEMENT SHALL BE IN ACCORDANCE WITH ACI 301.

2. UNLESS OTHERWISE NOTED ON THE STRUCTURAL DRAWING, ALL REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615, "STANDARD SPECIFICATION FOR DEFORMED AND PLAIN BILLET-STEEL BARS FOR CONCRETE REINFORCEMENT," GRADE 60, WITH A MINIMUM YIELD STRENGTH OF 60 KIPS PER SQUARE INCH.

ANCHOR BOLTS AND SLEEVES:

1. ANCHOR BOLTS AND SLEEVES SHALL BE LOCATED TO THE SPECIFIED TOLERANCES IN ALL THREE PLANES AND

SECURELY SUPPORTED TO PREVENT MISALIGNMENT DURING THE CONCRETE PLACEMENT OPERATION. THE ANCHOR BOLTS SHALL NOT BE REDUCED IN DIAMETER NOR OFFSET TO FACILITATE ALIGNMENT WITH THE MOUNTING PLATE. MODIFICATION OF THE MOUNTING PLATE TO FACILITATE ALIGNMENT IS NOT PERMITTED UNLESS

AUTHORIZED BY THE DESIGNATED VA REPRESENTATIVE.

NOTE: THE USE OF A TEMPLATE AID IN THE PLACEMENT OF ANCHOR BOLTS IS RECOMMENDED. THE

TEMPLATE WILL ASSIST IN ACCURATELY PLACING THE ANCHOR BOLTS.

FIELD VERIFICATION PRIOR TO CONCRETE PLACEMENT:

1. IMMEDIATELY PRIOR TO CONCRETE PLACEMENT, THE ANCHOR BOLT LOCATIONS, PROJECTIONS, AND DIAMETERS

SHALL BE FIELD VERIFIED TO MATCH THE ANCHOR BOLT HOLE LOCATION IN THE MOUNTING PLATE. IN THE EVENT THAT THE BASEPLATE IS NOT AT THE SITE, THE ANCHOR BOLTS' LOCATION SHALL BE VERIFIED AGAINST THE STRUCTURAL FOUNDATION DRAWINGS AND THE MANUFACTURER'S DRAWINGS. THE ANCHOR BOLTS SHALL ALSO BE EXAMINED TO VERIFY THAT THEY HAVE BEEN INSTALLED PLUMB, HAVE THE CORRECT LENGTH AND PROJECTION, ARE ADEQUATELY SECURED TO PREVENT DISPLACEMENT DURING THE CONCRETE PLACEMENT, AND THE THREADS ARE NOT STRIPPED OR DAMAGED. ALL NECESSARY PROCEDURES SHALL BE TAKEN TO CORRECT ANY DISCREPANCIES OR DEFICIENCIES BEFORE CONCRETE OPERATIONS SHALL BE PERMITTED TO BEGIN.

2. ALL ANCHOR BOLT SLEEVES SHALL BE COVERED OR FILLED WITH A NONBONDING MOLDABLE MATERIAL TO

PREVENT ENTRY OF CONCRETE.

3. PRIOR TO CONCRETE PLACEMENT, THE PROPOSED ELEVATION OF THE TOP OF THE FOUNDATION CONCRETE SHALL BE VERIFIED WITH THE ELEVATION SPECIFIED ON THE FOUNDATION DRAWING, AND THE NECESSARY PROCEDURES

SHALL BE TAKEN TO CORRECT ANY DISCREPANCIES.

GENERAL FOUNDATION NOTES

CONCRETE MIXING AND PLACEMENT PROCEDURES:

1. CONCRETE MATERIALS, FORMWORK, HANDLING, MIXING, AND PLACEMENT SHALL CONFORM TO ACI 301.

2. MATERIALS, MIXING, HANDLING, AND PLACEMENT OF MASS CONCRETE SHALL BE IN ACCORDANCE WITH ACI 301.

ADEQUATE CONTROL OF THE CONCRETE TEMPERATURE SHALL BE MAINTAINED AT THE POUR POINT.

3. UNLESS OTHERWISE SPECIFIED ON THE DRAWINGS, AT THE POINT OF DELIVERY, CONCRETE SHALL HAVE MAXIMUM SLUMP OF 4 INCHES WHEN ACHIEVED BY WATER ALONE. IF A SLUMP GREATER THAN 4 INCHES IS REQUIRED FOR PROPER PLACEMENT OF CONCRETE, IT MAY BE INCREASED UP TO 8 INCHES USING AN APPROVED HIGH-RANGE

WATER-REDUCING AGENT.

4. THE FIELD ADDITION OF WATER TO INCREASE THE SLUMP SHALL NOT BE PERMITTED WITHOUT APPROVAL OF THE

USER.

5. FOUNDATIONS SHALL BE MADE IN ONE CONTINUOUS POUR UNLESS OTHERWISE APPROVED BY THE USER OR

SHOWN ON THE DRAWINGS.

6. IMMEDIATELY AFTER PLACEMENT, CONCRETE SHALL BE PROTECTED FROM COLD OR HOT WEATHER EXTREMES, MECHANICAL INJURY, AND PREMATURE DRYING AND SHALL BE CURED AS SPECIFIED IN ACI 301.

7. UNLESS OTHERWISE APPROVED BY THE USER, THE FOUNDATION PREPARATION PROCEDURES FOR GROUTING SPECIFIED IN THE GROUTING SECTION OF THIS SPECIFICATION OR THE SETTING OF ANY EQUIPMENT ON THE FOUNDATION SHALL NOT BE PERMITTED TO BEGIN UNTIL CONCRETE CURING IN ACCORDANCE WITH ACI 301 HAS BEEN COMPLETED, AND THE CONCRETE HAS ATTAINED THE SPECIFIED 28-DAY COMPRESSIVE STRENGTH AS

DEFINED IN ACI 301.

8. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4000 POUNDS PER SQUARE INCH AT 28 DAYS, UNLESS OTHERWISE SPECIFIED ON THE DRAWINGS.

9. HIGH EARLY STRENGTH CONCRETE SHALL BE USED ONLY WITH THE APPROVAL OF THE EQUIPMENT USER AND

ENGINEER.

CONCRETE QUALITY CONTROL:

1. THE OWNER RESERVES THE RIGHT TO SUBJECT THE CONCRETE FOUNDATION CONSTRUCTION TO INSPECTION BY

AN ACI-CERTIFIED INSPECTOR OR ANY OWNER-DESIGNATED TESTING AGENCY. TESTS OF CONCRETE COMPRESSIVE STRENGTH, AIR CONTENT, AND SLUMP SHALL BE AS DESIGNATED BY THE OWNER OR IN

ACCORDANCE WITH ACI 301.

SCALE 1/2" = 1'-0"

FOUNDATION PLAN

SCALE 1/2" = 1'-0"

DOUBLE POST FOUNDATION DETAIL

SCALE 1/2" = 1'-0"

SINGLE POST FOUNDATION DETAIL

SCALE 1/4" = 1'-0"

FACE A ELEVATION

SCALE 1/4" = 1'-0"

SIDE ELEVATION

SCALE 1/4" = 1'-0"

PLAN VIEW

SCALE 1" = 1'-0"

BASE PLATE DETAIL

SCALE 1/4" = 1'-0"

FACE A ELEVATION

SCALE 1/4" = 1'-0"

SIDE ELEVATION

SCALE 1/4" = 1'-0"

PLAN VIEW

SCALE 1" = 1'-0"

BASE PLATE DETAIL

SIGN TYPE UX-i31

SS104 SCALE: AS NOTED

SIGN TYPE HX-i12

SS104 SCALE: AS NOTED

SIGN TYPE HX-W23

SS104 SCALE: AS NOTED

FINAL CONSTRUCTION DOCUMENTS

3919 Saw Mill Run Boulevard, Pittsburgh, PA 15227 | wfpros.com

The Gateway Engineers, Inc.

Pittsburgh, PA

Earl Swensson Associates, Inc.

Nashville, TN

Stewart C. Cluck, Architect, LLC York, PA

STRUCTURAL PLANS,

DETAILS & NOTES

VAPHS HEINZ, PITTSBURGH, PA

646-13-105

SITE

SS104

7 643-29-2018 BDS

MASTER WAYFINDING FOR VAPHS

STRUCTURAL STEEL NOTES

1. STRUCTURAL STEEL WORK SHALL BE IN ACCORDANCE WITH THE AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" (FOURTEENTH EDITION) AND THE "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS

AND BRIDGES".

2. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING:

A.CHANNELS, ANGLES, PLATES AND MISCELLANEOUS CONNECTION MATERIAL- ASTM A36 WITH A MINIMUM

YIELD STRENGTH OF 36 KSI, U.N.O.

B.STEEL TUBE- ASTM A500, GRADE B, WITH A MINIMUM YIELD STENGTH OF 46 KSI.

3. BOLTS SHALL BE 3/4" DIAMETER ASTM A325 H.S. U.N.O. CONNECTIONS SHALL BE TYPE N FOR FRAMED

CONNECTIONS AND TYPE SC CLASS A FOR WIND MOMENT.

4. WELDING SHALL BE IN ACCORDANCE WITH THE "STRUCTURAL WELDING CODE ANSI/AWS D1.1", AMERICAL

WELDING SOCIETY, LATEST EDITION. USE E70XX ELECTRODES.

5. FIELD WELDED SURFACES SHALL BE CLEANED, GROUND SMOOTH, AND COATED WITH APPROPRIATE

PRIMER/PAINT AS SPECIFIED.

6. STEEL IN EXTERIOR ELEMENTS OR EMBEDDED IN EXTERIOR WALL OR CAVITY SHALL BE HOT DIPPED GALVANIZED ACCORDING TO ASTM A-123. WHEN GALVANIZED STEEL IS FIELD WELDED, PROVIDE APPROPRIATE VENTILATION MEASURES. WELDED SURFACES SHALL BE GROUND SMOOTH AND COATED WITH

GALVANIZING REPAIR PAINT.

7. STRUCTURAL STEEL FABRICATOR SHALL PROVIDE FOR VERTICAL AND HORIZONTAL FIELD ADJUSTMENTS OF

SUPPORT ASSEMBLIES.

8. CUTS, HOLES, COPING, ETC. REQUIRED FOR OTHER TRADES SHALL BE SHOWN ON THE SHOP DRAWINGS AND

MADE IN THE SHOP. CUTS OR BURNING HOLES IN THE FIELD WILL NOT BE PERMITTED.

8'-6"

12'-21 4"

9'-0"

3'-6" 2'-101 2"

C12x20.7

INFILL BETWEEN CHANNELS

W/ COLD-FORMED STEEL

(BY OTHERS)

6" MIN. AASHTO

#57 STONE

COMPACTED SUBGRADE;

FREE OF CLAYS AND

ORGANICS

#4 TIES @

12" O.C.

(5) #5 BARS EQ.

SPACED T&B

#4 HORIZ. BARS

@ 12" O.C.

#6 VERT. BARS @

12" O.C. W/ 24" LEG

FIN. GRADE

8'-01 4"

1'-0"

12'-21 4"

3'-6" 2'-101 2"

4'-0"

1'-11 4"

C12x20.7

2"D X 4"W

KEYWAY

#4 TIES @

12" O.C.

#4 HORIZ. BARS

@ 12" O.C.

#6 VERT. BARS @

12" O.C. W/ 24" LEG

(5) #5 BARS EQ.

SPACED T&B

8'-01 4"

9'-0"

1'-13 4"4'-0"

CONCRETE

STEM WALL

CONCRETE

FOOTING

BRICK

(BY OTHERS)

C12x20.7

8'-5-1/2" X 1'-0" X

1" THICK STEEL

PLATE

1'-0"

8'-51 2"

1/4 TYP.

CONCRETE

STEM WALL

BRICK (BY

OTHERS)

(12) 3 4•• •• •• • ••• •• •• • • • • • • • • • • • • • •

POST-INSTALLED ANCHORS

W/ HIT-HY 200 ADHESIVE OR

4•• •• • • • •• • • • • •• • • •• • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • •

BOLTS (EMBED. 6" MIN.)

1'-13 4"

2" MIN.

0'-41 2"

0'-6" 1'-4" 1'-4" 1'-63 4" 1'-4" 1'-4" 0'-6"

4'-81 2"

3'-4"

2'-103 4"

3'-6"

4'-0"

2'-101 2"

3'-6"

INFILL BETWEEN CHANNELS

W/ COLD-FORMED STEEL

(BY OTHERS)

C8X11.5

2'-8"

FIN. GRADE

6" MIN. AASHTO

#57 STONE

COMPACTED SUBGRADE;

FREE OF CLAYS AND

ORGANICS

BRICK

(BY OTHERS)

#4 TIES @

12" O.C.

(3) #5 BARS EQ.

SPACED T&B

#5 VERT. BARS @

12" O.C. W/ 12" LEG

#4 HORIZ. BARS

@ 12" O.C.

3/4" THICK PLATE

2'-0"

2'-101 2"

0'-91 4"

0'-8"

4'-81 2"

3'-6"

C8X11.5

2'-8"

2"D X 4"W

KEYWAY

#4 TIES @

12" O.C.

(3) #5 BARS EQ.

SPACED T&B

#4 HORIZ. BARS

@ 12" O.C.

#5 VERT. BARS @

12" O.C. W/ 12" LEG

0'-0"

0'-0"

4'-0"

2'-0"

CONCRETE

STEM WALL

CONCRETE

FOOTING

BRICK

(BY OTHERS)

C8X11.5

3'-4" X 0'-8" X 34"

THICK STEEL

PLATE

0'-8"

1/4

CONCRETE

STEM WALL

BRICK (BY

OTHERS)

0'-93 4"

0'-8" 1'-0" 1'-0" 0'-8"

(3) 5 8•• •• •• • ••• •• •• • • • • • • • • • • • • • •

POST-INSTALLED ANCHORS

W/ HIT-HY 200 ADHESIVE OR

8•• •• • • • •• • • • • •• • • •• • • •• • • • • • •

BOLTS (EMBED. 6" MIN.)

2" MIN.

3'-4"

TYP.

3'-9"

3'-4"

2'-103 4"

3'-6"

4'-0"

2'-101 2"

3'-6"

INFILL BETWEEN CHANNELS

W/ COLD-FORMED STEEL

(BY OTHERS)

C12X20.7

FIN. GRADE

6" MIN. AASHTO

#57 STONE

COMPACTED SUBGRADE;

FREE OF CLAYS AND

ORGANICS

BRICK

(BY OTHERS)

#4 TIES @

12" O.C.

(3) #5 BARS EQ.

SPACED T&B

#5 VERT. BARS @

12" O.C. W/ 12" LEG

#4 HORIZ. BARS

@ 12" O.C.

3/4" THICK PLATE

2'-0"

2'-101 2"

1'-11 4"

1'-0"

3'-9"

3'-6"

C12X20.7

2"D X 4"W

KEYWAY

#4 TIES @

12" O.C.

(3) #5 BARS EQ.

SPACED T&B

#4 HORIZ. BARS

@ 12" O.C.

#5 VERT. BARS @

12" O.C. W/ 12" LEG

2'-103 4"

1'-13 4"

4'-0"

2'-0"

CONCRETE

STEM WALL

CONCRETE

FOOTING

BRICK

(BY OTHERS)

C12X20.7

3'-4" X 1'-0" X 34"

THICK STEEL

PLATE

1'-0"

1/4

CONCRETE

STEM WALL

BRICK (BY

OTHERS)

1'-13 4"

0'-6" 1'-103 4" 0'-6"

(4) 5 8•• •• •• • ••• •• •• • • • • • • • • • • • • • •

POST-INSTALLED ANCHORS

W/ HIT-HY 200 ADHESIVE OR

8•• •• • • • •• • • • • •• • • •• • • •• • • • • • •

BOLTS (EMBED. 6" MIN.)

2" MIN.

3'-4"

TYP.

0'-41 2"

8'-6"

5'-91 4"

9'-0"

3'-6" 2'-101 2"

C12X20.7

INFILL BETWEEN CHANNELS

W/ COLD-FORMED STEEL

(BY OTHERS)

6" MIN. AASHTO

#57 STONE

COMPACTED SUBGRADE;

FREE OF CLAYS AND

ORGANICS

#4 TIES @

12" O.C.

(5) #5 BARS EQ.

SPACED T&B

#4 HORIZ. BARS

@ 12" O.C.

#5 VERT. BARS @

12" O.C. W/ 24" LEG

FIN. GRADE

8'-01 4"

1'-0"

5'-91 4"

3'-6" 2'-101 2"

2'-6"

1'-11 4"

C12X20.7

2"D X 4"W

KEYWAY

#4 TIES @

12" O.C.

#4 HORIZ. BARS

@ 12" O.C.

#5 VERT. BARS @

12" O.C. W/ 12" LEG

(3) #5 BARS EQ.

SPACED T&B

8'-01 4"

9'-0"

1'-13 4"2'-6"

CONCRETE

STEM WALL

CONCRETE

FOOTING

BRICK

(BY OTHERS)

C12X20.7

8'-5-1/2" X 1'-0" X

1" THICK STEEL

PLATE

1'-0"

8'-51 2"

1/4 TYP.

CONCRETE

STEM WALL

BRICK (BY

OTHERS)

(12) 3 4•• •• •• • ••• •• •• • • • • • • • • • • • • • •

POST-INSTALLED ANCHORS

W/ HIT-HY 200 ADHESIVE OR

4•• •• • • • •• • • • • •• • • •• • • •• • • • • • • • • • • • • • • • • • • • •

BOLTS (EMBED. 6" MIN.)

1'-13 4"

0'-6" 1'-4" 1'-4" 1'-63 4" 1'-4" 1'-4" 0'-6"

2" MIN.

0'-41 2"

3919 Saw Mill Run Boulevard, Pittsburgh, PA 15227 | wfpros.com

The Gateway Engineers, Inc.

Pittsburgh, PA

Earl Swensson Associates, Inc.

Nashville, TN

Stewart C. Cluck, Architect, LLC York, PA

STRUCTURAL PLANS,

DETAILS & NOTES

VAPHS HEINZ, PITTSBURGH, PA

646-13-105

SITE

SS105

8 643-29-2018 BDS

SCALE 1/4" = 1'-0"

FACE A ELEVATION

SCALE 1/4" = 1'-0"

SIDE ELEVATION

SCALE 1/4" = 1'-0"

PLAN VIEW

SCALE 1" = 1'-0"

BASE PLATE DETAIL

SCALE 1/2" = 1'-0"

FACE A ELEVATION

SCALE 1/2" = 1'-0"

SIDE ELEVATION

SCALE 1/2" = 1'-0"

PLAN VIEW

SCALE 1" = 1'-0"

BASE PLATE DETAIL

SCALE 1/2" = 1'-0"

FACE A ELEVATION

SCALE 1/2" = 1'-0"

SIDE ELEVATION

SCALE 1/2" = 1'-0"

PLAN VIEW

SCALE 1" = 1'-0"

BASE PLATE DETAIL

SCALE 1/4" = 1'-0"

FACE A ELEVATION

SCALE 1/4" = 1'-0"

SIDE ELEVATION

SCALE 1/4" = 1'-0"

PLAN VIEW

SCALE 1" = 1'-0"

BASE PLATE DETAIL

MASTER WAYFINDING FOR VAPHS

SIGN TYPE HX-W31

SS105 SCALE: AS NOTED

SIGN TYPE HX-M13

SS105 SCALE: AS NOTED

SIGN TYPE HX-W14

SS105 SCALE: AS NOTED

SIGN TYPE HX-i32

SS105 SCALE: AS NOTED

FINAL CONSTRUCTION DOCUMENTS