Atch 2 - Drawings_MUHJ 24-4024 Repair MWD Kennel Interior Facility 1030.pdf

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VANSANT & GUSLER, INC.

CONSULTING ENGINEERS

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REPAIR MILITARY WORKING

JOINT BASE LANGLEY-EUSTIS

COORDINATION

DOG KENNELS FACILITY 1030

MUHJ 24-4024

NORTH

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LANGLEY AFB, LOCATION PLANA1

INDEX OF DRAWINGS

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VANSANT & GUSLER, INC.

CONSULTING ENGINEERS

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GENERAL SHEET NOTES

PHASING PLANA1

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10 PSFGROUND SNOW LOAD (Pg) 10 PSFFLAT ROOF LOAD (Pf)

1.2THERMAL FACTOR (Ct) 1.0IMPORTANCE FACTOR (Is)

SNOW LOADS:

1.0EXPOSURE FACTOR (Ce)

118 MPHBASIC WIND SPEED (Vult)

CEXPOSURE CATEGORY

WIND LOADS:

ULTIMATE WIND BASE SHEARS (FOR MWFRS):

2.43 KIPSVE-W

4.52 KIPSVN-S

DSITE CLASSIFICATION

ASEISMIC DESIGN CATEGORY

1.0IMPORTANCE FACTOR (IE)

SEISMIC LOADS:

SPECTRAL RESPONSE ACCELERATIONS:

0.093S 0.040S 0.149S 0.097S 0.099S 0.065S

EQUIVALENT LATERAL FORCEANALYSIS PROCEDURE

STEEL SYSTEMS NOT

SPECIFICALLY DETAILED FOR

SEISMIC RESISTANCE

LATERAL FORCE RESISTING SYSTEM

3.0RESPONSE MODIFICATION COEFFICIENT (R)

0.033SEISMIC RESPONSE COEFFICIENT (Cs)

0.21 KIPSULTIMATE SEISMIC BASE SHEAR (V)

WINDCONTROLLING LATERAL LOADS

LATERAL DESIGN CONTROL

2FLOOD DESIGN CLASS

FLOOD LOADS: (PER ASCE 24 AND ASCE 7)

AEFLOOD ZONE

NAV88VERTICAL DATUM

9BASE FLOOD ELEVATION (BFE)

11DESIGN FLOOD ELEVATION (DFE)

6.81 IN/HRRAIN INTENSITY (15 MINUTE)

RAIN LOADS:

IIRISK CATEGORY

CLASSIFICATION OF BUILDING

1. THE STRUCTURAL DRAWINGS MUST BE USED IN CONJUNCTION WITH

THE ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING, AND

ELECTRICAL DRAWINGS, AND THE SPECIFICATIONS. THE

CONTRACTOR MUST VERIFY THE REQUIREMENTS OF OTHER TRADES

AS TO SLEEVES, CHASES, HANGERS, INSERTS, ANCHORS, HOLES,

AND ADDITIONAL ITEMS TO BE PLACED OR SET IN THE STRUCTURAL

WORK.

2. THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE

PROVISIONS OF THE UNIFIED FACILITIES CRITERIA UFC-1-200-01

INCLUDING CHANGES, DATED FEBRUARY 26,2024.

3. THE WORK OUTLINED IN SPECIFICATION SECTION 014535 IS SUBJECT

TO SPECIAL INSPECTIONS AS DESCRIBED IN THE TECHNICAL

SPECIFICATIONS.

4. THE CONTRACTOR MUST PROVIDE TEMPORARY SHORING AND

BRACING REQUIRED TO ERECT AND HOLD THE STRUCTURE IN

PROPER ALIGNMENT UNTIL PERMANENT SUPPORTS AND LATERAL

BRACING ARE IN PLACE.

5. DISCREPANCIES WITHIN DRAWINGS, BETWEEN THE SPECIFICATIONS

AND THE DRAWINGS, OR WITHIN THE SPECIFICATIONS, MUST BE

BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER

DURING THE BIDDING PROCESS IN TIME TO PERMIT CLARIFICATION

BY ADDENDUM. IF INCONSISTENCIES, DISCREPANCIES OR

CONTRADICTIONS IN THE CONTRACT DOCUMENTS ARE DISCOVERED

AFTER THE CLOSE OF BIDDING QUESTIONS, THE CONTRACTOR MUST

BE DEEMED BY SUBMITTAL OF THEIR BID, TO HAVE BID THE MOST

COSTLY AS TO LABOR, MATERIALS, DURATION, SEQUENCE AND

METHOD OF CONSTRUCTION TO PROVIDE THE WORK.

6. THESE STRUCTURAL DRAWINGS ARE ISSUED ON THE DATE

INDICATED FOR THE PURPOSE DESIGNATED. THESE DRAWINGS MUST

NOT BE ISSUED OR RELEASED FOR ANY OTHER PURPOSE WITHOUT

THE WRITTEN AUTHORIZATION OF THE STRUCTURAL ENGINEER OF

RECORD.

7. DETAILS LABELED "TYPICAL DETAIL" WITHIN THE DOCUMENTS APPLY

TO SITUATIONS ON THE PROJECT THAT MAY OCCUR THROUGHOUT

THE PROJECT. SUCH DETAILS APPLY WHETHER OR NOT THE DETAIL

IS SPECIFICALLY REFERENCED AT EACH INSTANCE. NOTIFY

ENGINEER IF CLARIFICATIONS ARE REQUIRED REGARDING THE

APPLICABILITY OF THE "TYPICAL DETAIL".

8. DESIGN CRITERIA:

GENERAL NOTES:

S 1

MS M1

DS D1

1. SHOP DRAWINGS AND SUBMITTALS MUST BEAR THE CONTRACTOR'S

REVIEW STAMP WITH CHECKER'S INITIALS BEFORE BEING SUBMITTED

TO THE ARCHITECT FOR APPROVAL.

2. WHEN THE CONTRACTOR HAS BEEN AUTHORIZED TO USE THE

ARCHITECT'S AND / OR ENGINEER'S DRAWINGS AS SHOP DRAWINGS,

THE CONTRACTOR MUST REMOVE ALL TITLE BLOCKS, PROFESSIONAL

SEALS, AND ANY OTHER REFERENCE TO THE ARCHITECT AND / OR

ENGINEER FROM THAT SHOP DRAWING.

SHOP DRAWINGS AND SUBMITTALS:

1. FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE

RECOMMENDATIONS IN THE PRESUMPTIVE LOAD-BEARING VALUES

OF SOILS IN SECTION 1806.2 OF UFC 1-200-01 FOR A CLASS 4

MATERIAL.

2. FOUNDATIONS HAVE BEEN DESIGNED FOR A NET ALLOWABLE SOIL

BEARING PRESSURE OF 2,000 PSF.

3. TOP OF FOOTING ELEVATIONS MUST BE A MINIMUM DEPTH OF 1'-4"

BELOW LOWEST ADJACENT SOIL GRADE.

4. PRIOR TO PLACING FOUNDATION CONCRETE, ALL FOUNDATION

EXCAVATIONS MUST BE INSPECTED BY THE OWNER'S

GEOTECHNICAL TESTING AGENCY [SPECIAL INSPECTOR] TO EXPLORE

THE EXTENT OF LOOSE, SOFT, EXPANSIVE, OR OTHERWISE

UNSATISFACTORY SOIL MATERIAL AND TO VERIFY DESIGN BEARING

PRESSURE. DIRECTION FOR CORRECTIVE ACTION WILL BE PROVIDED

BY THE OWNER'S GEOTECHNICAL TESTING AGENCY [SPECIAL

INSPECTOR] WHERE UNSATISFACTORY SOILS ARE PRESENT.

5. NO UNBALANCED BACKFILLING MUST BE DONE AGAINST MASONRY

OR CONCRETE WALLS UNLESS WALLS ARE SECURELY BRACED

AGAINST OVERTURNING, EITHER BY TEMPORARY CONSTRUCTION

BRACING OR BY PERMANENT CONSTRUCTION.

6. CONTROL GROUNDWATER AND SURFACE RUNOFF THROUGHOUT THE

CONSTRUCTION PROCESS. INUNDATION AND LONG TERM EXPOSURE

OF BEARING SURFACES WHICH RESULT IN DETERIORATION OF

BEARING MUST BE PREVENTED.

FOUNDATION NOTES:

1. CONCRETE MUST BE IN ACCORDANCE WITH AMERICAN CONCRETE

INSTITUTE (ACI) 301 AND 318.

2. CONCRETE MUST BE NORMAL WEIGHT [UNLESS OTHERWISE

DENOTED AS LW (LIGHTWEIGHT)] AND MUST OBTAIN 28 DAY

COMPRESSIVE STRENGTHS AS FOLLOWS:

A. CONCRETE NOT OTHERWISE NOTED.......................... 3,000 PSI

3. REINFORCING MATERIALS MUST BE AS FOLLOWS:

A. REINFORCING BARS - ASTM A615, GRADE 60, DEFORMED.

4. ALL REINFORCING STEEL AND EMBEDDED ITEMS SUCH AS ANCHOR

RODS AND WELD PLATES MUST BE ACCURATELY PLACED AND

ADEQUATELY TIED AND SUPPORTED BEFORE CONCRETE IS PLACED

TO PREVENT DISPLACEMENT BEYOND PERMITTED TOLERANCES.

5. CONCRETE COVER TO REINFORCING STEEL MUST EQUAL THE

FOLLOWING, UNLESS OTHERWISE NOTED:

A. SURFACES AGAINST EARTH ................................................ 3"

B. SURFACES NOT CAST AGAINST EARTH, BUT

EXPOSED TO EARTH OR WEATHER IN THE

FINAL CONDITION

#5 AND SMALLER ...................................................... 1 1/2"

#6 AND LARGER .............................................................. 2"

6. LAP CONTINUOUS REINFORCING STEEL PER SCHEDULES AND

TYPICAL DETAILS

7. DO NOT EMBED CONDUIT AND PIPING IN OR PENETRATE THROUGH

CAST-IN-PLACE CONCRETE ELEMENTS UNLESS OTHER NOTED.

CAST-IN-PLACE CONCRETE NOTES:

1. MIX DESIGNS COMPRESSIVE STRENGTHS (f'c) BASED ON 28 DAY

DESIGN STRENGTH, UNLESS OTHERWISE NOTED.

2. CONCRETE NOT OTHERWISE NOTED:

A. MINIMUM COMPRESSIVE STRENGTH (f'c) = 3500 PSI

3. FOUNDATIONS (SPREAD FOOTINGS, MAT FOOTINGS):

A. EXPOSURE CLASS = ACI 318 F0, S0, W0, C1

B. MINIMUM COMPRESSIVE STRENGTH (f’c) = 3,000PSI

C. MAXIMUM W/CM = 0.5

D. SLUMP = 5” MAX PLUS OR MINUS 1”, OR 8” MAX, PLUS OR MINUS 1”

FOR CONCRETE WITH A VERIFIED SLUMP OF 3” PLUS OR MINUS 1”

BEFORE ADDING HIGH-RANGE WATER-REDUCING OR

PLASTICIZING ADMIXURE

E. AIR CONTENT = NO REQUIREMENTS

F. AGGREGATE = NORMAL WEIGHT, 1 1/2” NOMINAL

G. LIMIT WATER-SOLUBLE, CHLORIDE-ION CONTENT IN HARDENED

CONCRETE TO 0.30 PERCENT BY WEIGHT OF CEMENT

4. INTERIOR FLOOR SLAB-ON-GRADE:

A. EXPOSURE CLASS = ACI 318 F0, W0, C0

B. MINIMUM COMPRESSIVE STRENGTH (f'c) = 3,500PSI

C. MAXIMUM W/CM = 0.5

D. SLUMP = 5" MAX PLUS OR MINUS 1", OR 8" MAX. PLUS OR MINUS 1"

FOR CONCRETE WITH A VERIFIED SLUMP OF 3" PLUS OR MINUS 1"

BEFORE ADDING HIGH-RANGE WATER-REDUCING OR PLASTICIING

ADMIXTURE

E. AIR CONTENT = DO NOT ALLOW AIR CONTENT IN TROWEL

FINISHED FLOORS TO EXCEED 3%

F. AGGREGATE = NORMAL WEIGHT, 3/4" NOMINAL

G. LIMIT WATER-SOLUABLE, CHLORIDE-ION CONTENT IN HARDENED

CONCRETE TO 1.00 PERCENT BY WEIGHT OF CEMENT

5. INTERIOR CONCRETE WALLS:

A. EXPOSURE CLASS = ACI 318 F0, S0, W0, C0

B. MINIMUM COMPRESSIVE STRENGTH (f'c)

C. MAXIMUM W/CM = 0.45

D. BLENDED HYDROLIC CEMENT = ASTM C595 TYPE 1L(MS)A

E. SLUMP = 5" MAX PLUS OR MINUS 1", OR 8" MAX, PLUS OR MINUS 1"

FOR CONCRETE WITH A VERIFIED SLUMP OF 3" PLUS OR MINUS 1"

BEFORE ADDING HIGH-RANGE WATER-REDUCING OR

PLASTICIZING ADMIXTURE.

F. AIR CONTENT = 5.5% PLUS OR MINUS 1.5% AT POINT OF DELIVERY

G. AGGREGATE = NORMAL WEIGHT, 3/4" NOMINAL

H. LIMIT WATER-SOLUBLE, CHLORIDE-ION CONTENT IN HARDENED

CONCRETE TO 1.00 PERCENT BY WEIGHT OF CEMENT.

CONCRETE MIX DESIGN NOTES:

1. CONCRETE MASONRY MATERIALS AND CONSTRUCTION MUST

CONFORM TO THE AMERICAN CONCRETE INSTITUTE (ACI) "BUILDING

CODE REQUIREMENTS FOR MASONRY STRUCTURES" (TMS 402 / ACI

530 / ASCE 5) AND "SPECIFICATIONS FOR MASONRY STRUCTURES"

(TMS 602 / ACI 530.1 / ASCE 6).

2. CONCRETE MASONRY UNITS MUST CONFORM TO ASTM C90 AND MUST

BE MADE WITH [LIGHTWEIGHT] [NORMAL WEIGHT] AGGREGATE.

3. COMPRESSIVE STRENGTH OF MASONRY MUST BE DETERMINED BY

THE UNIT STRENGTH METHOD AS SET FORTH IN ACI 530.1. THE NET

AREA COMPRESSIVE STRENGTH OF MASONRY, f'm, MUST BE 2,000 PSI

AT 28 DAYS.

4. MORTAR MUST BE TYPE 'M' OR 'S' AND MUST COMPLY WITH ASTM

C270, PROPORTIONS OR PROPERTIES SPECIFICATION.

5. GROUT MUST COMPLY WITH EITHER THE PROPORTIONS OR

PROPERTIES SPECIFICATION OF ASTM C476 AND AS FOLLOWS:

A. PROPORTIONS SPECIFICATION: THIS MIX CANNOT CONTAIN

ADMIXTURES. WATER MUST BE ADDED IN THE FIELD IN ORDER TO

ACHIEVE A SLUMP OF 8-11 INCHES WHEN PLACED IN THE

CONCRETE MASONRY UNITS. MORTAR, PEA-GRAVEL CONCRETE,

OR "CHAT" MIXES ARE NOT ACCEPTABLE SUBSTITUTES FOR THE

SPECIFIED GROUT.

B. PROPERTIES SPECIFICATION: THIS MIX MUST BE PROPORTIONED

TO OBTAIN A DOCUMENTED 28 DAY COMPRESSIVE STRENGTH OF

2,500 PSI, WITH 3/8" MAX AGGREGATE AND AN 8-11 INCH SLUMP

WHEN PLACED IN THE CONCRETE MASONRY UNITS.

6. REINFORCING STEEL MUST COMPLY WITH ASTM A615, GRADE 60.

SHOP FABRICATE REINFORCING BARS WHICH ARE SHOWN TO BE

BENT OR HOOKED.

7. ALL BOND BEAMS, REINFORCED CELLS AND CELLS WITH EXPANSION

BOLTS, EMBED PLATES OR OTHER ANCHORS AND ALL CELLS BELOW

GRADE MUST BE GROUTED SOLID. GROUT PROCEDURE MUST

COMPLY WITH ACI 530.1.

8. ALL CMU WALLS MUST BE REINFORCED CONTINUOUSLY FROM

FOUNDATION TO TOP OF WALL. WHERE REINFORCING IS

INTERRUPTED, OFFSET AND LAP ADDITIONAL BARS PER THE “TYPICAL

OFFSET SPLICE AT MASONRY WALL DETAILS.”

LAP ALL REINFORCING PER SCHEDULE BELOW, TYPICAL UNLESS

OTHERWISE NOTED:

CONCRETE MASONRY NOTES:

REINF SIZE 52 x BAR DIAMETER

MASONRY LAP SCHEDULE

#4

#5

#6

#7

#8

26"

33"

39"

46"

52"

10. PROVIDE ONE VERTICAL BAR EACH SIDE OF ALL OPENINGS AND

CONTROL JOINTS, AND AT CORNERS AND INTERSECTIONS OF ALL

MASONRY WALLS, BOTH BEARING AND NON-BEARING WALLS. SHOW

CONTROL JOINT LOCATIONS ON THE REINFORCING STEEL SHOP

DRAWINGS.

11. ALL NON-BEARING MASONRY WALLS MUST BE REINFORCED WITH #4

VERTICAL BARS AT 40 INCHES ON CENTER, TYPICAL UNLESS

OTHERWISE NOTED.

12. PROVIDE STANDARD 9 GAGE TRUSS TYPE HORIZONTAL JOINT

REINFORCING IN CMU WALLS AT 16 INCHES ON-CENTER VERTICALLY

AND AT 8 INCHES ON-CENTER VERTICALLY AT PARAPETS.

ADDITIONALLY PROVIDE IN THE TWO JOINTS IMMEDIATELY ABOVE

AND BELOW ALL OPENINGS, EXTENDING A MINIMUM OF 2 FEET

BEYOND THE JAMB ON EACH SIDE OF THE OPENING, EXCEPT AT

CONTROL JOINTS.

13. PLACE GROUT WITH POUR HEIGHT NOT EXCEEDING 5 FEET.

CONSOLIDATE EACH POUR BY MECHANICAL VIBRATION.

RECONSOLIDATE AFTER INITIAL WATER LOSS AND SETTLEMENT

OCCUR.

14. MASONRY MUST BE CONSTRUCTED IN RUNNING BOND PATTERN AND

ALL CORNERS TO BE TIED BY MASONRY BOND.

15. SUBMITTALS FOR CONCRETE MASONRY MUST INCLUDE THE

FOLLOWING:

A. PRODUCT DATA/MATERIAL CERTIFICATES: SUBMIT DATA AND

CERTIFICATES FOR MASONRY UNITS, CEMENTITOUS MATERIALS,

MORTAR ADMIXTURES, PRE-BLENDED DRY MORTAR MIXES,

REINFORCING BARS, JOINT REINFORCEMENT, ANCHORS, TIES,

AND METAL ACCESSORIES.

B. REINFORCEMENT SHOP DRAWINGS: SHOW ELEVATIONS OF

REINFORCED WALLS. MUST COMPLY WITH ACI DETAILING

MANUAL: DETAIL BENDING, LAP LENGTHS, AND PLACEMENT OF

UNIT MASONRY REINFORCING BARS.

C. MIX DESIGNS: SUBMIT MIX DESIGNS FOR EACH TYPE OF MORTAR

AND GROUT AND INCLUDE DESCRIPTION OF TYPE AND

PROPORTIONS OF INGREDIENTS. INCLUDE TEST REPORTS FOR

GROUT MIXES ACCORDING TO ASTM C1019

D. SHOP DRAWINGS MUST INDICATE THE DATE OF THE STRUCTURAL

DRAWINGS THAT WERE USED IN PREPARATION.

IMEG RESERVES PROPRIETARY RIGHTS,

INCLUDING COPYRIGHTS, TO THIS

DRAWING AND THE DATA SHOWN

THEREON. SAID DRAWING AND/OR DATA

ARE THE EXCLUSIVE PROPERTY OF IMEG

AND SHALL NOT BE USED OR

REPRODUCED FOR ANY OTHER PROJECT

WITHOUT THE EXPRESS WRITTEN

APPROVAL AND PARTICIPATION OF IMEG.

©2025 IMEG CONSULTANTS CORP.

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MUHJ 24-4024

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07/22/2025

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THESE DRAWINGS ARE RELEASED FOR THE

FOLLOWING USE, ANY OTHER USE OF THESE

DRAWINGS IS AT THE RISK OF THE CONTRACTOR

OR OTHERS USING THESE DRAWINGS FOR THAT

UNAUTHORIZED USE. LYNCH MYKINS IS NOT

RESPONSIBLE FOR ADDITIONAL COSTS DUE TO

CHANGES, COORDINATION OR ADDITIONAL

SCOPE OF WORK REQUIRED DUE TO SUCH

UNAUTHORIZED USE.

EARLY FOUNDATION PACKAGE

PRELIMINARY BUDGET PRICING

EARLY STEEL PACKAGE

MILL ORDER PACKAGE

100% REVIEW SUBMITTAL

PERMIT SET

now lynch

400 GRANBY STREET, SUITE 401

NORFOLK, VA 23510

919.782.1833 www.imegcorp.com mykins

ESE-001

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1. ANCHORS TO BE POST-INSTALLED ONLY WHERE INDICATED ON

CONSTRUCTION DOCUMENTS. ANY SUBSTITUTE OF CAST-IN ANCHOR

TO POST-INSTALLED ANCHORS MUST BE SUBMITTED AS A REQUEST

FOR DEVIATION TO THE ENGINEER OF RECORD PRIOR TO

CONSTRUCTION.

2. ALL POST INSTALLED ANCHORS INDICATED ON THE DRAWINGS ARE

BY HILTI, INC, AND MUST BE CONSIDERED THE BASIS OF DESIGN

PRODUCT. WHERE NOT EXPLICITLY INDICATED IN THE DRAWINGS,

THE FOLLOWING ANCHORS/ADHESIVES MUST BE USED:

A. ANCHORAGE TO CONCRETE

1. ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED

CONCRETE USE:

a. HILTI HIT-HY 200 SAFE SET SYSTEM WITH HILTI HOLLOW

DRILL BIT (TE-CD OR TE-YD) AND VC 20/40 VACUUM

SYSTEM (VC 20-U OR VC40U) WITH STEEL THREADED

ROD PER ICC ESR-3187.

2. SCREW ANCHORS FOR CRACKED AND UNCRACKED

CONCRETE USE:

a. HILTI KWIK HUS EZ SCREW ANCHORS PER ICC ESR-3027.

B. REBAR DOWELING INTO CONCRETE

1. ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED

CONCRETE USE:

a. HILTI HIT-HY 200 SAFE SET SYSTEM WITH HILTI HOLLOW

DRILL BIT (TE-CD OR TE-YD) AND VC 20/40 VACUUM

SYSTEM (VC 20-U OR VC 40-U) WITH CONTINUOUSLY

DEFORMED REBAR PER ICC ESR-3187.

C. ANCHORAGE TO SOLID GROUTED MASONRY

1. ADHESIVE ANCHORS USE:

a. HILTI HIT-HY 270 MASONRY ADHESIVE ANCHORING

SYSTEM (ICC PENDING).

b. STEEL ANCHOR ELEMENT MUST BE HILTI HAS-E

CONTINUOUSLY THREADED ROD.

2. MECHANICAL ANCHORS USE:

a. HILTI KWIK HUS EZ SCREW ANCHORS PER ICC ESR 3056.

D. ANCHORAGE TO HOLLOW / MULTI-WYTHE MASONRY

1. ADHESIVE ANCHORS USE:

a. HILTI HIT-HY 270 MASONRY ADHESIVE ANCHORING

SYSTEM PERICCESR-3342.

b. STEEL ANCHOR ELEMENT MUST BE HILTI HAS-E

CONTINUOUSLY THREADED ROD OR CONTINUOUSLY

DEFORMED STEEL REBAR.

c. THE APPROPRIATE SIZE SCREEN TUBE MUST BE USED

PER ADHESIVE MANUFACTURER'S RECOMMENDATION.

3. ALTERNATE POST INSTALLED ANCHOR PRODUCTS MAY BE

SUBMITTED TO THE ENGINEER FOR REVIEW AND POSSIBLE

APPROVAL. ALL SUBSTITUTION REQUESTS MUST BE ACCOMPANIED

BY AN ICC ESR SHOWING COMPLIANCE WITH THE RELEVANT

BUILDING CODE FOR SEISMIC USES, LOAD RESISTANCE,

INSTALLATION CATEGORY, AND COMPREHENSIVE INSTALLATION

INSTRUCTIONS. ADHESIVE ANCHOR EVALUATION WILL ALSO

CONSIDER CREEP, IN-SERVICE TEMPERATURE AND INSTALLATION

TEMPERATURE. ALTERNATE PRODUCTS MAY REQUIRE

MODIFICATIONS TO ANCHOR DIAMETER, SPACING, AND EMBEDMENT.

4. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS

INCLUDED IN THE ANCHOR PACKAGING.

5. THE CONTRACTOR MUST ARRANGE FOR AN ANCHOR

MANUFACTURER'S REPRESENTATIVE TO PROVIDE ONSITE

INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS

SPECIFIED. THE STRUCTURAL ENGINEER OF RECORD MUST RECEIVE

DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR'S

PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE

COMMENCEMENT OF ANCHOR INSTALLATION.

6. ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN

ADJACENT ANCHORS AND PROXIMITY OF ANCHORS TO EDGE OF

CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND

EDGE CLEARANCES INDICATED ON THE DRAWINGS.

7. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY

CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. UNLESS NOTED ON

THE DRAWINGS THAT THE BARS CAN BE CUT, THE CONTRACTOR

MUST LOCATE THE POSITION OF THE REINFORCING BARS AT THE

LOCATIONS OF THE CONCRETE ANCHORS, BY FERROSCAN OR GPR.

8. POST INSTALLED ANCHORS MAY REQUIRE CONTINUOUS

INSPECTIONS BY THE OWNER'S MATERIALS TESTING AGENCY TO

VERIFY INSTALLATION HAS BEEN PERFORMED IN ACCORDANCE WITH

THE MANUFACTURER'S WRITTEN INSTRUCTIONS.

POST-INSTALLED ANCHOR NOTES:

1. STRUCTURAL STEEL MUST BE IN ACCORDANCE WITH THE AMERICAN

INSTITUTE OF STEEL CONSTRUCTION (AISC) 360.

2. STRUCTURAL STEEL FABRICATOR MUST PARTICIPATE IN THE AISC

QUALITY CERTIFICATION PROGRAM AND BE A DESIGNATED AISC-

CERTIFIED PLANT.

3. STRUCTURAL STEEL MUST COMPLY WITH THE FOLLOWING

SPECIFICATIONS:

A. STRUCTURAL STEEL SHAPES, PLATES AND BARS UNLESS

OTHERWISE NOTED - ASTM A572, Fy = 50 KSI B. STRUCTURAL STEEL W-SHAPES - ASTM A992, Fy = 50 KSI

C. HOLLOW STRUCTURAL SECTIONS (HSS):

a. SQUARE & RECTANGULAR - ASTM A500, GRADE C, Fy = 50 KSI

D. ANCHOR RODS - ASTM F1554, GRADE 36

E. HIGH STRENGTH BOLTS - ASTM F3125, TYPE A325 (TYPICAL UON)

F. WASHERS - ASTM F436

G. NUTS - ASTM A563

4. UNLESS OTHERWISE NOTED, ALL REQUIRED DESIGN STRENGTHS AND

REACTIONS INDICATED ARE BASED ON THE "LOADING COMBINATIONS

USING STRENGTH DESIGN OR LOAD AND RESISTANCE FACTOR

DESIGN" PER SECTION 1605.2 OF THE BUILDING CODE.

5. STRUCTURAL STEEL FRAME IS CONSIDERED AS UNRESTRAINED FOR

FIRE PROTECTION PURPOSES.

6. HIGH STRENGTH BOLTS MAY BE TIGHTENED TO THE "SNUG TIGHT"

CONDITION, UNLESS OTHERWISE NOTED.

7. WELDING MUST BE IN ACCORDANCE WITH AWS D1.1, "STRUCTURAL

WELDING CODE - STEEL." WELD ELECTRODES MUST BE E70XX LOW

HYDROGEN. UNLESS OTHERWISE NOTED, PROVIDE CONTINUOUS

FILLET WELDS WITH MINIMUM SIZE REQUIRED BY TABLE J2.4 AISC 360.

8. COORDINATE ALL MEMBER LOCATIONS, UNIT WEIGHTS, OPENING

SIZES, AND CURB DIMENSIONS FOR MECHANICAL EQUIPMENT WITH

THE ACTUAL EQUIPMENT FURNISHED.

9. SHOP PRIME STEEL SURFACES, EXCEPT THE FOLLOWING:

A. SURFACES EMBEDDED IN CONCRETE OR MORTAR. EXTEND

PRIMING OF PARTIALLY EMBEDDED MEMBERS TO A DEPTH OF 2

INCHES.

B. SURFACES TO BE WELDED.

C. GALVANIZED SURFACES.

10. CLEAN ALL STEEL SURFACES TO BE PAINTED. REMOVE LOOSE RUST,

MILL SCALE, SPATTER, SLAG, OR FLUX DEPOSITS. PREPARE

SURFACES IN ACCORDANCE WITH SSPC-SP3 SPECIFICATION AND

STANDARD.

11. HOT-DIP GALVANIZE AFTER FABRICATION THE FOLLOWING:

1. ALL STEEL EXPOSED TO WEATHER IN THE FINAL CONSTRUCTION.

2. ITEMS IDENTIFIED AS GALVANIZED ON ARCHITECTURAL OR

STRUCTURAL DRAWINGS.

12. STEEL MEMBERS MUST BE SPLICED ONLY WHERE INDICATED.

STRUCTURAL STEEL NOTES:

IMEG RESERVES PROPRIETARY RIGHTS,

INCLUDING COPYRIGHTS, TO THIS

DRAWING AND THE DATA SHOWN

THEREON. SAID DRAWING AND/OR DATA

ARE THE EXCLUSIVE PROPERTY OF IMEG

AND SHALL NOT BE USED OR

REPRODUCED FOR ANY OTHER PROJECT

WITHOUT THE EXPRESS WRITTEN

APPROVAL AND PARTICIPATION OF IMEG.

©2025 IMEG CONSULTANTS CORP.

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MUHJ 24-4024

P L O

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07/22/2025

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400 GRANBY STREET, SUITE 401

NORFOLK, VA 23510

919.782.1833 www.imegcorp.com mykins

ESE--002

SLAB POST-TENSION STRANDS

CONCENTRATED MILD SLAB REINFORCING

SLAB REINFORCING

EVENLY DISTRIBUTED MILD SLAB REINFORCING

SLAB REINFORCING

MISC ANNOTATIONS

CONNECTIONS

COMPOSITE BEAMS

MISC ANNOTATIONS

WALLSSECTIONS

COLUMNS

GENERAL PLANS

FOUNDATIONS

SHALLOW FOUNDATIONS

DEEP FOUNDATIONS

FLOOR AND ROOF FRAMING

FLOORS AND ROOF

GENERAL ANNOTATIONSGENERAL ANNOTATIONS

DRAWINGS LEGEND

ELEVATIONSELEVATIONS CONCRETECONCRETE

STEELSTEEL

ABBREVIATIONS

BOTTOM OF DECK ELEVATION

MEASURED FROM REFERENCED

FINISHED FLOOR ELEVATION = 0'-0"

MECHANICAL UNIT SUPPORTED

ABOVE FRAMING (WEIGHT IN

POUNDS) - COORD W/ MECH DWGS

(-X'-X")

WARP LINE OF ROOF DECK

SFSF

PIPE

X

SX SECTION/DETAIL MARK=

SECTION/DETAIL NUMBER/LETTER

SHEET NUMBER WHERE

SECTION/DETAIL MARK IS DRAWN

SECTION/DETAIL MARK=

SHEET NUMBER WHERE

SECTION/DETAIL MARK IS DRAWN

SHEET NUMBER WHERE

SECTION/DETAIL MARK IS CUT

SECTION/DETAIL NUMBER/LETTER

X

SX SX

WFX

S-X

SL

X

BOD = +X'-X"

X'-X"

BANDED TENDON EFFECTIVE

FORCE AFTER ALL LOSSES

F = XXX k F = XX k/ft

DISTRIBUTED TENDON EFFECTIVE

FORCE AFTER ALL LOSSES

STRESSING

END

DEAD END

ANCHOR

TENDON 'CGS' ABOVE

SOFFIT AT SUPPORT

AND CENTER SPAN

(10) #5T x 15'-0"

BAR SIZE

BAR LOCATION

(T = TOP, M = MID, B = BOT)

LENGTH (IF NOT SHOWN,

REF TYPICAL DETAIL)

QUANTITY

#5T x 15'-0" AT 12" OC

BAR SIZE

BAR LOCATION

(T = TOP, M = MID, B = BOT)

LENGTH (IF NOT SHOWN,

REF TYPICAL DETAIL)

SPACING

CONCRETE FIREWALL=

CONCRETE SHEARWALL=

RTU-X

XXXX#

MECHANICAL UNIT SUPPORTED

BELOW FRAMING (WEIGHT IN

POUNDS) - COORD W/ MECH DWGS

RTU-X

XXXX#

PLAN KEY NOTE MARK=

EXISTING COLUMN GRID MARK=

COLUMN GRID MARK=

X

TRUSS BEARING ELEVATION

MEASURED FROM REFERENCED

FINISHED FLOOR ELEVATION = 0'-0"

TBE = +X'-X"

TOP OF MASONRY ELEVATION

MEASURED FROM REFERENCED

FINISHED FLOOR ELEVATION = 0'-0"

TOM = +X'-X"

BOTTOM OF STEEL ELEVATION

MEASURED FROM REFERENCED

FINISHED FLOOR ELEVATION = 0'-0"

BOS = +X'-X"

TOP OF STEEL ELEVATION

MEASURED FROM REFERENCED

FINISHED FLOOR ELEVATION = 0'-0"

TOS = +X'-X"

= FLOOR / ROOF OPENING

TOP OF FOOTING ELEVATION

MEASURED FROM REFERENCED

FINISHED FLOOR ELEVATION = 0'-0"

(-X'-X") =

TOP OF PILE CAP / GRADE BEAM

ELEVATION MEASURED FROM

REFERENCED FINISHED FLOOR

ELEVATION = 0'-0"

<-X'-X"> =

TOP OF EXISITNG FOOTING

ELEVATION MEASURED FROM

REFERENCED FINISHED FLOOR

ELEVATION = 0'-0"

TOP OF SLAB ELEVATION

MEASURED FROM REFERENCED

FINISHED FLOOR ELEVATION = 0'-0"

CHANGE IN ELEVATION=

CHANGE IN SLOPE=

DIRECTION OF SLOPE=

SLAB-ON-GRADE JOINT=

HORIZONTAL BRIDGING=

CROSS BRIDGING=

WALL FOOTING MARK=

CFX COLUMN FOOTING MARK=

PCX PILE CAP MARK=

GBX GRADE BEAM MARK=

TPX TEST PILE MARK=

CBX CONCRETE BEAM MARK=

FIELD VERIFY=

SLAB MARK / SPAN DIRECTION=

PIPE CROSSING FOOTING=

(xx") (xx")(xx")

SR1

STUD

RAIL

MARK

COLUMN

FACE - REF

SCHEDULE

(TYP)

SR1 F4

F1 F3

F2 SR1 SR1

F1

F2 F4

F3

F3

F4 F2

F1

F2

F3 F1

F4

GRID

KB

MOMENT CONNECTION=

AXIAL CONNECTION=

JOIST BOTTOM CHORD EXTENSION=

BEAM BOTTOM FLANGE BRACE=

BEAM SPLICE=

KNUCKLED BEAM=

FULL DEPTH STIFFENER

CONNECTION

W16x26 (36) [2"]

BEAM SIZE NUMBER OF

HEADED STUDS

CAMBER

SHEAR REACTION (KIPS)

IF GREATER THAN LOADS

GIVEN IN "MINIMUM BEAM

REACTION SCHEDULE"

COMPOSITE BEAM

NOTATION=

AXIAL

REACTION

(KIPS)

MOMENT

REACTION

(KIP-FT)

SJ

JOIST GIRDER MOMENT MARK=

JOIST SLIP CONNECTION=

SG JOIST GIRDER SLIP CONNECTION=

SB BEAM SLIP CONNECTION=

EXTERIOR WALL TERMINATING

BELOW FLOOR / ROOF

BEARING WALL TERMINATING

BELOW FLOOR / ROOF

BEARING WALL EXTENDING ABOVE

FLOOR / ROOF

W1 WALL TYPE MARK=

V M A

V M A

AFF

ARCH

BD

BF

BEJ

BLDG

BM

BOD

BOS

BOT, B

BRG

BTWN

C TO C

CFMF

CJ

CL

CLR

CMU

COL

CONC

CONN

CONSTR

CONT

COORD

CTR

CTRD

DBA

DBL

DC

DCJ

DIA, Ø

DIST

DJ

DWGS

EA

EF

EJ

EL

ELEV

EMBED

EOD

EOS

EQ

EW

EXIST

EXP

EXT

FD

FDN

FO

FF EL

FIN

FIN FLR

FOB

FOC

FOM

FOS

FRMG

FTG

FS

FV, ±

GALV

GC

GEN

GR BM

H

HK

HORIZ

HSS

HSA

HT

HVY

INT

JBE

JT

KCJ

ABOVE FINISHED FLOOR

ARCHITECT

BAR DIAMETER

BRACED FRAME

BUILDING EXPANSION JOINT

BUILDING

BEAM

BOTTOM OF DECK

BOTTOM OF STEEL

BOTTOM

BEARING

BETWEEN

CENTER TO CENTER

COLD-FORMED METAL

FRAMING

CONTROL JOINT

CENTERLINE

CLEAR

CONCRETE MASONRY UNIT

COLUMN

CONCRETE

CONNECTION

CONSTRUCTION

CONTINUOUS

COORDINATE

CENTER

CENTERED

DEFORMED BAR ANCHOR

DOUBLE

DIAPHRAGM CHORD

DOWELED CONSTRUCTION

JOINT

DIAMETER

DISTANCE

DOUBLE JOIST

DRAWINGS

EACH

EACH FACE

EXPANSION JOINT

ELEVATION

ELEVATOR

EMBEDMENT

EDGE OF DECK

EDGE OF SLAB

EQUAL

EACH WAY

EXISTING

EXPANSION

EXTERIOR

FLOOR DRAIN

FOUNDATION

FACE OF

FINISHED FLOOR

ELEVATION

FINISH

FINISHED FLOOR

FACE OF BUILDING

FACE OF CONCRETE

FACE OF MASONRY

FACE OF SLAB/ STUD

FRAMING

FOOTING

FAR SIDE

FIELD VERIFY

GALVANIZED

GENERAL CONTRACTOR

GENERAL

GRADE BEAM

HIGH

HOOK

HORIZONTAL

HOLLOW STRUCTURAL

SECTION

HEADED STUD ANCHOR

HEIGHT

HEAVY

INTERIOR

JOIST BEARING ELEVATION

JOINT

KEYED CONSTRUCTION

JOINT

KCJ

Ld

Ldc

Ldh

Ls

Lsc

L

LLH

LLV

LSH

LSV

LTWT

LWC

MAS

MATL

MAX

MECH

MF

MFR

MID

MIN

MOD

MOS

NOM

NS

NTS

OC

OPH

OPNG

PAF

PAR

PC

PEMB

PEN

PERP

PL

PT

R

REF

REINF

REQD

REQMTS

SCHED

SF

SGB

SIM

SJ

SL

SOG

SPF

STD

STIFF

TBE

T&B T&G

THK

TOC

TOF

TOM

TOCP

TOS

TS

TS/STR

TYP

UON

VERT

W/

WP

WSP

WWR

KEYED CONSTRUCTION JOINT

REBAR TENSION

DEVELOPMENT LENGTH

REBAR COMPRESSION

DEVELOPMENT LENGTH

HOOKED REBAR TENSION

DEVELOPMENT LENGTH

REBAR TENSION SPLICE

LENGTH

REBAR COMPRESSION SPLICE

LENGTH

LOW

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONG SIDE HORIZONTAL

LONG SIDE VERTICAL

LIGHTWEIGHT

LIGHTWEIGHT CONCRETE

MASONRY

MATERIAL

MAXIMUM

MECHANICAL

MOMENT FRAME

MANUFACTURER

MIDDLE

MINIMUM

MODIFY

MIDDEPTH OF SLAB

NOMINAL

NEAR SIDE

NOT TO SCALE

ON CENTER

OPPOSITE HAND

OPENING

POWDER ACTUATED

FASTENER

PARALLEL

PIECE

PRE-ENGINEERED METAL

BUILDING

PENETRATE, PENETRATION

PERPENDICULAR

PLATE

POST-TENSIONED (CONC)

PRESSURE TREATED (WOOD)

RADIUS

REFERENCE, REFER TO

REINFORCE, REINFORCED,

REINFORCING

REQUIRED

REQUIREMENTS

SCHEDULE

STEPPED FOOTING

STEPPED GRADE BEAM

SIMILAR

SAWED JOINT

SLOPE

SLAB-ON-GRADE

SIDEPLATE FRAME

STANDARD

STIFFENER

TRUSS BEARING ELEVATION

TOP & BOTTOM

TONGUE AND GROOVE

THICKNESS

TOP OF CONCRETE

TOP OF FOOTING

TOP OF MASONRY

TOP OF CONCRETE PEDESTAL

TOP OF STEEL

THICKENED SLAB

THICKENED SLAB AT STAIR

TYPICAL

UNLESS OTHERWISE NOTED

VERTICAL

WITH

WORKING POINT

WOOD STRUCTURAL PANEL(S)

WELDED WIRE REINFORCING

IMEG RESERVES PROPRIETARY RIGHTS,

INCLUDING COPYRIGHTS, TO THIS

DRAWING AND THE DATA SHOWN

THEREON. SAID DRAWING AND/OR DATA

ARE THE EXCLUSIVE PROPERTY OF IMEG

AND SHALL NOT BE USED OR

REPRODUCED FOR ANY OTHER PROJECT

WITHOUT THE EXPRESS WRITTEN

APPROVAL AND PARTICIPATION OF IMEG.

©2025 IMEG CONSULTANTS CORP.

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MUHJ 24-4024

P L O

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M

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LMJA

P

JD

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07/22/2025

J

U L now lynch

400 GRANBY STREET, SUITE 401

NORFOLK, VA 23510

919.782.1833 www.imegcorp.com mykins

ESE- -3-00

X01

X02

X03

X04

< -4'-0" >

< -2'-8" >

< -4'-0" >

< -2'-8" >

< -1'-4" >

< -1'-4" >

5'-0"

S101

D1

S101

D3

A1

S301S301

B1

S301S301

A2

S301S301

A3

S301S301

X03

X05

X06

X06

X06

SL

SL

+0'-0"±

-0'-2 1/2"±

+0'-1/2"±

B3

S301S301

104 (TYP.)

X03

103 103

101 101 101

101 101

104(TYP)

103 103

103 103

(TYP)

106 (TYP)

B. TOP OF ALL FOOTINGS MUST BE -1'-4" BELOW ADJACENT GRADES

UNLESS OTHERWISE NOTED.

C. REFERENCE CIVIL AND LANDSCAPE DRAWINGS FOR EXTERIOR

CONCRETE SLABS AND PAVING.

D. DIMENSIONS SHOWN ON FOUNDATION PLAN ARE TO COLUMN

GRIDLINES UNLESS OTHERWISE NOTED.

E. COORDINATE AND VERIFY ALL MEMBER LOCATIONS. DIMENSIONS.

WEIGHTS. OPENING SIZES. AND CURB DIMENSIONS FOR ALL

MECHANICAL EQUIPMENT WITH THE ACTUAL EQUIPMENT FURNISHED

INCLUDE THIS INFORMATION ON THE JOIST AND STRUCTURAL STEEL

SHOP DRAWINGS.

GENERAL PLAN NOTES

A. UNLESS OTHERWISE NOTED, ALL ELEVATIONS ARE BASED ON

FINISHED FIRST FLOOR REFERENCE OF 0'-0". EXISTING FINISHED

FLOOR ELEVATION IS 8.50±. REFERENCE ARCHITECTURAL DRAWINGS

FOR FINISHED FLOOR MATERIALS.

1 2

B

A

13'-7"

HSS6x 6x

3/

BPL

-1

HSS6x 6x

3/

BPL

-1

HSS6x 6x

3/

BPL

-1

HSS6x 6x

3/

BPL

-1CF3

CF3

CF3

CF3

( -1'-4" )

( -1'-4" )

( -1'-4" )

( -1'-4" )

1 2

B

A

13'-7"

W12x30

W x

W12x30

W x

0 105 (TYP)

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

EQUIPMENT FOUNDATION PLAN

D1 SCALE: 1/4" = 1'-0"

EQUIPMENT FRAMING PLAN

D3

COLUMN FOOTING SCHEDULE

MARK

SIZE REINFORCING

REMARKSLENGTH WIDTH DEPTH BOTTOM TOP

CF3 3' - 0" 3' - 0" 1'-0" (3) #5 EW (3) #5 EW -

IMEG RESERVES PROPRIETARY RIGHTS,

INCLUDING COPYRIGHTS, TO THIS

DRAWING AND THE DATA SHOWN

THEREON. SAID DRAWING AND/OR DATA

ARE THE EXCLUSIVE PROPERTY OF IMEG

AND SHALL NOT BE USED OR

REPRODUCED FOR ANY OTHER PROJECT

WITHOUT THE EXPRESS WRITTEN

APPROVAL AND PARTICIPATION OF IMEG.

©2025 IMEG CONSULTANTS CORP.

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3/16" = 1'-0"

FOUNDATION AND SLAB-ON-GRADE PLAN

A1

KEY NOTES

101 MINIMUM 4" CONCRETE TOPPING SLAB AT DOGHOUSE.

REINFORCE WITH 6x6 W2.9xW2.9 WELDED WIRE. MAINTAIN

REINFORCEMENT 1" CLEAR FROM TOP OF SLAB WITH

BOLSTERS OR CHAIRS. REFER TO ARCHITECTURAL DRAWINGS

FOR ADDITIONAL INFORMATION.

102 6" TALL BY 6" WIDE CONCRETE CURB. REINFORCE WITH (2) #3

MIDDLE OF CURB. ADHESIVE DOWEL 2" INTO EXISTING CURB

WITH #3 AT 1'-0" ON CENTER.

103 6" CONCRETE WALL REINFORCED WITH #4 AT 12" ON CENTER

EACH WAY MIDDLE OF WALL. DOWEL INTO EXISTING CONCRETE

OR MASONRY WALL 4" MINIMUM WITH #4 x 1'-6" REINFORCING AT

2'-0" ON CENTER.

104 4" CONCRETE MASONRY DOGHOUSE GROUTED SOLID. REFER

TO ARCHITECTURAL DRAWINGS FOR ADDITIONAL

INFORMATION.

105 TOP OF STEEL ELEVATION SHALL BE 4 FEET ABOVE FINISHED

GRADE. CONTRACTOR TO VERIFY AND COORDINATE ELEVATION

WITH CIVIL DRAWINGS.

106 REFER TO ARCHITECTURAL DRAWING FOR EXACT LOCATIONS,

DIMENSIONS, ELEVATIONS, AND OPENINGS OF ALL WALLS.

X01 EXISTING 8" MASONRY WALL WITH BRICK VENEER.

X02 EXISTING WALL FOOTING.

X03 EXISTING 6" CONCRETE WALL.

X04 EXISTING 1'-0" WIDE BY 8" THICKENED SLAB BELOW EXISITNG

WALL.

X05 EXISITNG 4" CONCRETE SLAB-ON-GRADE.

X06 EXISTING TRENCH DRAIN.

PLAN

NORTH

PLAN

NORTH

now lynch

400 GRANBY STREET, SUITE 401

NORFOLK, VA 23510

919.782.1833 www.imegcorp.com mykins

PLAN

NORTH

ESE--101

2'-0"

TS - REF PLANEXIST SLAB

1 1/2" (TYP)

#4 AT 2'-0" OC

(3) #4 CONT

REF

S501

B4

6" CONC WALL

REINF W/ #4 AT 12"

OC EW MOW

EL = +4'-0" +/-

EXIST SLABEXIST 6" ±

CONC WALL

REF ARCH DWGS

6" CONC

WALL REINF

W/ #4 AT 12"

OC EW MOW

REF

S501

A4

(+8'-0" MAX)

4" CMU REINF W/ #4

AT EA CORNER AND

AT OPENING JAMBS

(TYP)

EXIST CONC SLAB

KENNEL LID - REF

ARCH DWGS

TOM EL - REF

ARCH DWGS

/2

EXIST FTG - REF PLAN

EXISITING BRICK

EXISTING CMU WALL

EXISTING TRECH DRAIN

CONC WALL - REF PLAN

REF

S501

A4

SL

TS - REF PLAN

4" CMU REINF W/ #4

AT EA CORNER

AND AT OPENING

JAMB (TYP)

EXIST CONC SLAB

KENNEL LID - REF

ARCH DWGS

TOM EL - REF

ARCH DWGS

TS - REF PLAN

6" CONC WALL

REINF W/ #4 AT 12"

OC EW MOWREF

S501

B4

/2

IMEG RESERVES PROPRIETARY RIGHTS,

INCLUDING COPYRIGHTS, TO THIS

DRAWING AND THE DATA SHOWN

THEREON. SAID DRAWING AND/OR DATA

ARE THE EXCLUSIVE PROPERTY OF IMEG

AND SHALL NOT BE USED OR

REPRODUCED FOR ANY OTHER PROJECT

WITHOUT THE EXPRESS WRITTEN

APPROVAL AND PARTICIPATION OF IMEG.

©2025 IMEG CONSULTANTS CORP.

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PROJECT NUMBER

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MUHJ 24-4024

P L O

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07/22/2025

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3/4" = 1'-0"

SECTION

A1 3/4" = 1'-0"

SECTION

A2 3/4" = 1'-0"

SECTION

A3 now lynch

400 GRANBY STREET, SUITE 401

NORFOLK, VA 23510

919.782.1833 www.imegcorp.com mykins

3/4" = 1'-0"

SECTION

B1 3/4" = 1'-0"

SECTION

B3

ESE--301

GALV COL - REF PLAN

COL BASE PLATE -

REF DETAILS

TOP OF FTG

EL - REF PLAN

2" NON-SHRINK

GROUT

CL OF COL AND

FTG

PAINT ALL

STEEL BELOW

GRADE W/ TWO

HEAVY COATS

OF BLACK

ASPHAULTUM

ANCHOR RODS -

REF DETAILS

3" CLR (TYP)

FTG - REF PLAN

TOP REINF

WHERE

INDICATED

(TYP)

2" CLR

M

IN

FINISHED GRADE -

REF CIVIL DWGS

GALV PL3/8

W/ (3) A325N

BOLTS (TYP)

GALV BEAM

CL OF COL

GALV COLUMN

GALV CAP

PLATE EQUAL

IN SIZE

TO LARGEST

BM FLANGE

THICKNESS

FULL PEN

(TYP)

PROJECTION

AS REQD

BOT OF

FTG

NOTE:

FTG REINF

NOT SHOWN

DEEPEN FTG AS REQD

TO PROVIDE MIN ROD

CLEARANCES SHOWN

TOP OF

FOUNDATION

ANCHOR ROD

HSS

NOTE 'A'

TYP

ANCHOR ROD HOLE -

REF SCHED (TYP)

t = BASE PLATE

THICKNESS

PLATE WASHER - REF

SCHED (TYP AT ALL

ANCHOR RODS)

GROUT HOLE

(TYP OF 2)

GUSSET PLATE -

REF BRACED

FRAME DETAILS

(TYP)

SHEAR LUG

3/4"Ø 2" SQ 13/16"Ø 1/4"

ANCHOR

ROD WASHER

SIZE

WASHER

HOLE

WASHER

THICKNESS

ANCHOR ROD HOLES AND

WASHER SCHEDULE

OVERSIZED HOLE WITH PLATE WASHER

BASE PLATE

HOLE

1 5/16"Ø

NOTE:

A. PROVIDE MINIMUM SIZE WELD PER AISC TABLE J2.4.

CL OF

ANCHOR ROD

HOLE (TYP)

N

N

N

X

X

B

B1 B2

X4X3

ANCHOR ROD

C L R

E M

B E

D

3" C

LR

NOTE 'A'

• DRILL HOLES INTO EXIST

FTG TO RECEIVE DOWELS

• CLEAN HOLES

THOROUGHLY OF DEBRIS

AND FILL W/ EPOXY

• DIA OF HOLES MUST BE AS

RECOMMENDED BY MFR OF

EPOXY MATL

• IF NOT SPECIFIED BY

EPOXY MFR, DIA OF HOLES

MUST BE 1/8" LARGER

THAN DOWEL SIZE EXIST FTG

NOTE: VERT DOWEL

SHOWN. HORIZ

DOWEL SIMILAR

8" EMBED (TYP UON)

L

P

L E

N G

T H

SAWCUT 1" DEEP AT

PERIMETER OF AREA

TO BE REMOVED AND

BREAK OUT EXIST

SLAB

NEW SLABEXISTING SLAB

CONC SLAB -

REF PLAN

(MATCH EXIST

THICKNESS -

4" MIN)

CLEAN SURFACE AND

PAINT WITH BONDING

COMPOUND PRIOR TO

PLACING NEW CONC -

SURFACE OF EXISTING

SLAB MUST BE SOUND

EXISTING CONC

SLAB 6" 6"

#4 x 1'-0" AT 12"OC

DRILL AND EPOXY INTO

EX SLAB

WALL THICKNESS

(T) - REF RELEVANT

SECTION

WALL REINF -

REF RELEVANT

SECTION (TYP)

2" CLR

EXPOSED FACE

DISCONTINUE EVERY

OTHER HORIZ BAR

AT JOINT

PROVIDE CONTROL JOINTS AT A

MAXIMUM OF 15' OR 2X THE WALL

HEIGHT ON CENTER MAXIMUM (UON)

1 1/2" WIDE x 3/4"

DEEP FORMED VEE

CONTROL JOINT

2" CLR

WALL THICKNESS

(T) - REF RELEVANT

SECTION

WALL REINF -

REF RELEVANT

SECTION (TYP)

3" CLR

EXPOSED FACE

DISCONTINUE EVERY

OTHER HORIZ BAR

AT JOINT

1 1/2" WIDE x 3/4"

DEEP FORMED VEE

CONSTRUCTION JOINT

3" CLR

T /3

T /3

T /3

LS

PREVIOUS POUR NEW POUR PREVIOUS POUR NEW POUR

CONT 1 1/2"

DEEP KEY

ALIGN W/ CONTROL JOINT

LOCATION - REF ARCH

DWGS

REF ARCH DWGSFOR

JOINT LOCATIONS

VERT WALL REINF

(TYP)

CONT HORIZ

WALL REINF

(TYP)

CORNER

0" (TYP)

Ls

L s

VERT WALL REINF

(TYP)

CONT HORIZ

WALL REINF

(TYP)

INTERSECTION

0" (TYP)

Ls

L s

ALTERNATE

HOOK DIRECTION

EVERY-OTHER

BAR

NTS

TYPICAL COLUMN & FOOTING DETAIL

A1 NTS

TYPICAL WIDE FLANGE BEAM TO HSS

COLUMN MOMENT CONNECTION DETAILS

A2

NTS

LATERAL COLUMN BASE PLATE AND ANCHOR ROD DETAILS

B1

NTS

TYPICAL DETAIL AT CORNERS AND INTERSECTIONS OF CONCRETE WALLS

D3NTS

TYPICAL CONCRETE WALL VERTICAL JOINT DETAILS

D1

COLUMN BASE PLATE SCHEDULE - LATERAL COLUMNS

MARK

BASE PLATE DIMENSIONS ANCHOR RODS

REMARKSB N t B1 B2 N1 N2 X1 X2 X3 X4 DIAMETER QUANTITY EMBED

BPL-1 12" 12" 3/4" 6" 6" 6" 6" 1 1/2" 1 1/2" 1 1/2" 1 1/2" 3/4" 4 9"

NTS

TYPICAL EPOXY DOWEL DETAIL

A4

NTS

TYPICAL SLAB REMOVAL AND

REPLACEMENT DETAIL

B4

IMEG RESERVES PROPRIETARY RIGHTS,

INCLUDING COPYRIGHTS, TO THIS

DRAWING AND THE DATA SHOWN

THEREON. SAID DRAWING AND/OR DATA

ARE THE EXCLUSIVE PROPERTY OF IMEG

AND SHALL NOT BE USED OR

REPRODUCED FOR ANY OTHER PROJECT

WITHOUT THE EXPRESS WRITTEN

APPROVAL AND PARTICIPATION OF IMEG.

©2025 IMEG CONSULTANTS CORP.

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PROJECT NUMBER

JB

LE

M -1

MUHJ 24-4024

P L O

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A T

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P L O

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C A

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U B

M

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T E

D B

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LMJA

P

JD

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07/22/2025

J

U L now lynch

400 GRANBY STREET, SUITE 401

NORFOLK, VA 23510

919.782.1833 www.imegcorp.com mykins

ESE--501

LD

(TYP)

REINFORCING

AROUND OPNG

EQ TO AMOUNT

INTERRUPTED

(1/2 EA SIDE)

INTERRUPTED

REINF - TERMINATE

W/ 180° HOOK AND

TILT FROM VERT TO

PROVIDE SPECIFIED

CLEARANCES

(1) #5 DIAGONAL

MOW (TYP)

LD

(T Y P

OPNG OPNG

NOTES:

1. ALL OPENINGS IN CONCRETE

WALLS REQUIRE ADDITIONAL

REINFORCING AS INDICATED

EXCEPT WHERE OPENING SIZE

OR LOCATION IS SUCH THAT

REINFORCING STEEL IS NOT

INTERRUPTED.

2. CONDUITS, SMALL PIPES AND

OTHER SMALL SLEEVES THAT

DO NOT REQUIRE PRECISE

LOCATIONS MUST BE SHIFTED

SLIGHTLY TO CLEAR

REINFORCING.

1 1/2" CLR (TYP)

BAR

SIZE

TYPE

TENSION DEVELOPMENT LENGTH

AND LAP SPLICE SCHEDULE

CONCRETE COMPRESSIVE STRENGTH (PSI)

NOTES:

1. ALL VALUES LISTED ARE INCHES.

2. TABLE IS BASE ON VALUES FOR ACI 318-14.

3. VALUES LISTED ARE FOR NORMAL WEIGHT CONCRETE. FOR

LIGHTWEIGHT CONCRETE, MULTIPLY LENGTHS BY 1.33.

4. TOP BARS ARE DEFINED AS BARS WITH MORE THAN 12" OF

CONCRETE COVER BELOW BAR.

5. WHERE DIFFERENT SIZE BARS ARE SPLICED, PROVIDE THE

SPLICE LENGTH ASSOCIATED WITH THE LARGER BARS.

#3 Ld

Ls

#4 Ld

Ls

#5 Ld

Ls

#6 Ld

Ls

BAR

SIZE

TYPE

COMPRESSION DEVELOPMENT

LENGTH AND LAP SPLICE SCHEDULE

CONCRETE COMPRESSIVE STRENGTH (PSI)

NOTES:

1. ALL VALUES LISTED ARE INCHES.

#3 Ldc

Lds

#4 Ldc

Lds

#5 Ldc

Lds

#6 Ldc

Lds

TOP BAR OTHER

TOP BAR OTHER

TOP BAR OTHER

3000 4000 5000

CONT REINF

0" (TYP)

GROUT

SOLID

CORNER INTERSECTION

CLOSED

BOTTOM

OPEN

BOTTOM

WALL THICKNESS

2" 2" 2" 2"

HOOK

1'-0"

(TYP)

CONT REINF

(TYP)

(1) #4

BOT

(2) #4

BOT

(2) #5

BOT

(2) #5

BOT

(2) #5

BOT

(2) #5 T&B

(2) #5 T&B

(1) #5 T&B

(1) #5

BOT

(2) #5

BOT

(2) #5

BOT

(1) #5

BOT

BOND BEAM LINTEL SCHEDULE

DEPTH

'D'

CLEAR SPAN

REINFORCING

8"&10" CMU4" & 6" CMU 12" CMU

FORM MULTI-UNIT LINTELS

BY CASTING OPEN UNIT

ABOVE, MONOLITHICALLY

WITH CLOSED UNIT AT BOT

EL - REF ARCH

OR MECH DWGS

TOP REINF

REF BOND BM

LINTEL SCHED

BOT REINF

NOTES:

1. REFER TO ARCHITECTURAL DRAWINGS

FOR SIZE AND LOCATION OF OPENINGS;

FOR DUCT OPENINGS REFER TO

MECHANICAL DRAWINGS.

2. REFER TO ARCHITECTURAL DRAWINGS

FOR WIDTH OF LINTEL.

3. SCHEDULE APPLIES ONLY TO LINTELS NOT

OTHERWISE SHOWN ON THE DRAWINGS.

0" TO 3'-4"

3'-5" TO 5'-4"

5'-5" TO 6'-8"

6'-9" TO 8'-0" 16"

16"

8"

8"

TYPICAL

SECTION

TYPICAL

JAMB

MAS OPNG

8" BRG

'D

OPENING

BOND BEAM LINTEL PER

DETAILS ON THIS

SHEET

FULL HEIGHT

JAMB REINF

24" EA SIDE, UNLESS

INDICATED TO BE

CONTINUOUS

8" DEEP CMU BOND BEAM REINF

AS FOLLOWS: (1) #4 AT 6" WIDE

(2) #4 AT 8" AND 10" WIDE (2) #5

AT 12" WIDE

24" AT OPENING 48" OR LESS

IN HEIGHT OR WIDTH. EXTEND

FULL HT AT OPENINGS

GREATER THAN 48"

/2

C

L R

M

IN

1/ 2"

C

LR

(M

IN

PLAN

CONDUIT

VERTICAL

WALL REINF

CMU

NOTES:

1. LOCATE CONDUIT IN UNREINFORCED CELLS

TO EXTENT POSSIBLE.

2. DO NOT PLACE CONDUIT PASSING

HORIZONTALLY THROUGH PLANE OF WALL

WITHOUT WRITTEN APPROVAL.

3. CONDUIT SIZES GREATER THAN OR EQUAL TO

1 1/2" DIAMETER MUST BE PLACED IN

UNREINFORCED CELLS.

NOMINAL

CMU SIZE

4"

6"

8"

10"

12"

14"

16"

MAXIMUM AREA OF

GROUT DISPLACEMENT*

NOTE *: PER ACI 530.1

0.284 in²

0.456 in²

0.646 in²

0.884 in²

1.132 in²

1.380 in²

1.628 in²

CONDUIT

SIZE

1/2"Ø

3/4"Ø

1"Ø

1 1/4"Ø

AREA OF DISPLACEMENT

(SINGLE CONDUIT)

0.196 in²

0.442 in²

0.785 in²

1.227 in²

TOTAL DISPLACEMENT CALC

1/2"Ø + 3/4"Ø CONDUIT IN SAME CELL =

0.196 in² + 0.442 in² = 0.638 in²

NTS

TYPICAL CONCRETE WALL OPENING DETAILS

A1

IMEG RESERVES PROPRIETARY RIGHTS,

INCLUDING COPYRIGHTS, TO THIS

DRAWING AND THE DATA SHOWN

THEREON. SAID DRAWING AND/OR DATA

ARE THE EXCLUSIVE PROPERTY OF IMEG

AND SHALL NOT BE USED OR

REPRODUCED FOR ANY OTHER PROJECT

WITHOUT THE EXPRESS WRITTEN

APPROVAL AND PARTICIPATION OF IMEG.

©2025 IMEG CONSULTANTS CORP.

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PROJECT NUMBER

JB

LE

M -1

MUHJ 24-4024

P L O

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A T

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P L O

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M

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LMJA

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JD

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07/22/2025

J

U L now lynch

400 GRANBY STREET, SUITE 401

NORFOLK, VA 23510

919.782.1833 www.imegcorp.com mykins

NTS

TYPICAL REINFORCING SPLICE SCHEDULES

B1

NTS

TYPICAL BOND BEAM REINFORCING DETAILS

A4

NTS

BOND BEAM LINTEL DETAILS

D4

NTS

TYPICAL MASONRY REINFORCING

AT WALL OPENING DETAIL

B4

NTS

TYPICAL EMBEDDED CONDUIT IN MASONRY DETAIL

D1

ESE--5002

C

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1 2 3 4 5 6

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ABBREVIATIONS

ARCHITECTURAL LEGEND

GENERAL ARCHITECTURAL NOTES

A-201

A2

A-001

A-301

B1

A

B

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

KE

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EL

S

FA

CI

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D

SHEET KEYNOTES

X

0' 3' 6' 9'

SCALE 3/16" = 1'-0"

DEMOLITION FLOOR PLAN

A1

PLAN

AD101

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

KE

NN

EL

S

FA

CI

LI

TY

RE

PA

IR

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IT

AR

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IN

G

D

S

0' 3' 6' 9'

SCALE 3/16" = 1'-0"

DEMOLITION ROOF PLAN

A1

PLAN

NORTH

AD102

GENERAL SHEET NOT

A-201

D1

A-201

B4

A-201

A1

A-201

B1

A-201

D1

A-201

B4

A-301

B4

A-101

D4

A-402

D2

A-402

D3

A-401

C3

A-401

C1

A

B

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

KE

NN

EL

S

FA

CI

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G

D

0' 3' 6' 9'

SCALE 3/16" = 1'-0"

NEW WORK FLOOR PLAN

A1

PLAN

NORTH

SCALE 1/2" = 1'-0"

DETAIL PLAN

D4

ENLARGED KENNEL

A1

A-101

0' 1' 2'

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

CURB DETAIL

D3

A1

A-101

A-101

0' 6" 1'

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

GRATING DETAIL

D5

A1

A-401

0' 6" 1'

A-501

A5

A-501

A1

A-501

A3

A-501

D5

A-501

A1

A-501

A1

A-501

A1

A-501

D5

A-501

D6

A-501

D5

A-501

D5

A-501

A1

A-201

D1

A-201

B4

A-201

A1

A-201

B1

A-201

D1

A-201

B4

A

B

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

KE

NN

EL

S

FA

CI

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D

S

0' 3' 6' 9'

SCALE 3/16" = 1'-0"

NEW WORK ROOF PLAN

A1

PLAN

NORTH

SCALE: 3" = 1'-0"

BASE FLASHING DETAILD3

0' 6"3"

A-102

A1

A-501

A1

A-501

A1

A-501

A1

A-501

A1

A

B

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

KE

NN

EL

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0' 3' 6' 9'

SCALE 3/16" = 1'-0"

ATTIC PLAN

A1

PLAN

NORTH

SCALE: 3" = 1'-0"

EXISTING ACCESS DETAILD3

SCALE: 3" = 1'-0"

NEW ACCESS DETAILD4

0' 6"3" 0' 6"3"

A-103

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

KE

NN

EL

S

FA

CI

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PA

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0' 3' 6' 9'

SCALE 3/16" = 1'-0"

REFLECTED CEILING PLAN

A1

PLAN

NORTH

SHEET KEYNOTES

A-104

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

KE

NN

EL

S

FA

CI

LI

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RE

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D

FLOOR FINISH PLAN

A1

PLAN

A-105

A3

A

B

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

KE

NN

EL

S

FA

CI

LI

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SOUTH EXTERIOR ELEVATION

D1

0' 3' 6' 9'

SCALE 3/16" = 1'-0"

NORTH EXTERIOR ELEVATION

A1

0' 3' 6' 9'

SCALE 3/16" = 1'-0"

EAST EXTERIOR ELEVATION

B1

SHEET KEYNOTES

X

S

0' 3' 6' 9'

SCALE 3/16" = 1'-0"

WEST EXTERIOR ELEVATION

B4

A-201

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

KE

NN

EL

S

FA

CI

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PA

IR

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G

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SCALE 1/2" = 1'-0"

DEMOLITION BUILDING SECTION

B1

0' 1' 2' 4'

SCALE 1/2" = 1'-0"

NEW WORK BUILDING SECTION

B4

0' 1' 2' 4'

A-301

A-401

A-401

A1

A-401

D3

A-401

A5

A-401

A3

A-401

D3

A-401

C5

A-401

A1

A-101

D5

A-101

E1

A-401

D3

A-401

D4

A

B

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

KE

NN

EL

S

FA

CI

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SCALE 1/2" = 1'-0"

ENLARGED KENNEL PLAN

C3

0' 1' 2' 4'

SHEET KEYNOTES

X

PLAN

NORTH

SCALE 1/2" = 1'-0"

ENLARGED KENNEL PLAN

C1

0' 1' 2' 4'

PLAN

NORTH

SCALE 1/2" = 1'-0"

TYPICAL KENNEL ELEVATION

A3

0' 1' 2' 4'

SCALE 1/2" = 1'-0"

KENNEL SECTION

A5

0' 1' 2' 4'

0' 6" 9" 1'3"

SCALE 3" = 1'-0"

DOG HOUSE ACCESS HATCH DETAIL

D4

SCALE 1/2" = 1'-0"

PARTIAL KENNEL ELEVATION

A1

0' 1' 2' 4'

0' 6" 9" 1'3"

SCALE 3" = 1'-0"

DOG HOUSE ACCESS HATCH DETAIL

D3

A-401

SCALE 1/2" = 1'-0"

PARTIAL KENNEL ELEVATION

C5

0' 1' 2' 4'

0' 6" 9" 1'3"

SCALE 3" = 1'-0"

DOG HOUSE ACCESS HATCH DETAIL

E1

A-402

A-402

A2

A-402

A3

A-402

A2

A

B

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

KE

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

CASEWORK SECTION

A2

0' 6" 1'

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

CASEWORK SECTION

A3

0' 6" 1'

SCALE 3/8" = 1'-0"

CASEWORK ELEVATION

D2

0' 1' 2' 4'

SCALE 3/8" = 1'-0"

CASEWORK ELEVATION

D3

0' 1' 2' 4'

A-402

A-102

D3

A-501

A5

A-501

A3

A

B

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

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SCALE: 3" = 1'-0"

BASE FLASHING DETAILD6

SCALE: 3" = 1'-0"

RAKE DETAILD5

SCALE: 3" = 1'-0"

RIDGE VENT DETAILD3

SCALE: 3" = 1'-0"

VENT DETAILD2

SCALE: 3" = 1'-0"

VTR DETAILD1

SCALE: 3" = 1'-0"

ROOF EAVE DETAILA1

0' 6"3" 0' 6"3" 0' 6"3" 0' 6"3" 0' 6"3"

0' 6"3"

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

DORMER SECTIONA3

0' 6" 1'

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

DORMER SECTIONA5

0' 6" 1'

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

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DETAILS

JAMB

TYPE

DOOR

WIDTH

MARK

HEIGHT

SIZE

THICK

DOOR SCHEDULE

FRAME

TYPE

MATERIAL

DOOR FRAME

L A

B E

L

H D

W

HEAD SILL

NOTES

WALLS

FINISH SCHEDULE

NO

RM

FLOORBASEROOM NAME

MATERIAL PAINT

CEILING

CLG

HT

NOTES

PAINTMATERIAL

MATERIAL TYPE MATERIAL SELECTION

FINISH LEGEND

SCALE: 3" = 1'-0"

DOOR HEAD DETAILC1

0' 6" 9" 1'3"

SCALE: 3" = 1'-0"

DOOR HEAD DETAILA1

0' 6" 9" 1'3"

SCALE: NONE

DOOR TYPESD1

SCALE: NONE

FRAME TYPESD2

SCALE: 3" = 1'-0"

DOOR HEAD DETAILB2

0' 6" 9" 1'3"

SCALE: 3" = 1'-0"

DOOR JAMB DETAILA2

0' 6" 9" 1'3"

FINISH SCHEDULE NOTES:

SCALE: 3" = 1'-0"

DOOR HEAD DETAILA4

0' 6" 9" 1'3"

A-601

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

VANSANT & GUSLER, INC.

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PLUMBING FIXTURE SCHEDULE

WATER HEATER SCHEDULE

GENERAL PLUMBING NOTES

PLUMBING LEGEND

X

XXXX#

ABBREVIATIONS

FLOOR DRAIN SCHEDULE

P-001

C

D

E

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1 2 3 4 5 6

VANSANT & GUSLER, INC.

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SHEET KEYNOTESX

GENERAL SHEET NOTES

PLAN

NORTH

0' 4' 8' 12'

DEMOLITION PLANA1

PD101

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

VANSANT & GUSLER, INC.

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0' 4' 8' 12'

SANITARY WASTE PLAN - NEW WORKA1

P-101

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

VANSANT & GUSLER, INC.

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NORTH

0' 4' 8' 12'

DOMESTIC WATER PLAN - NEW WORKA1

P-102

C

D

E

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VANSANT & GUSLER, INC.

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FLOOR DRAIN DETAILC3 TRENCH FLUSH DETAILC5

TYPICAL PIPE SUPPORT DETAILA5INSTANTANEOUS WATER HEATER DIAGRAMA3PHOTO DETAIL - INCOMING WATER LINEA1 P-501

RISER CLAMP

SPACED TO CLEAR BEAM

SECURE TO WALL

WITH 1/2" DIA TOGGLE

BOLT (TYPICAL)

CONDENSER WATER PIPING

3/8" DIA BOLT (TYPICAL)

STEEL PIPE

PROTECTIVE SLEEVE

VERTICAL PIPING SUPPORT DETAILE5

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

VANSANT & GUSLER, INC.

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SANITARY WASTE RISER DIAGRAMB1 DOMESTIC WATER RISER DIAGRAMB4

P-601

M-001

B

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

VANSANT & GUSLER, INC.

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GENERAL MECHANICAL NOTES MECHANICAL LEGEND

SCALE: #" = #' - #"

XXXX#

E-401 A2

ABBREVIATIONS

VENTILATION RATES

DESIGN CONDITIONS

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

VANSANT & GUSLER, INC.

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0' 4' 8' 12'

GENERAL SHEET NOTES

DEMOLITION PLANA1

MD101

T

A

B

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

VANSANT & GUSLER, INC.

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0' 4' 8' 12'

NEW WORK PLANA1

GENERAL SHEET NOTES

M-101

C

D

E

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1 2 3 4 5 6

VANSANT & GUSLER, INC.

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MECHANICAL SECTIONA4 0' 1' 2' 4'

M-301

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

VANSANT & GUSLER, INC.

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TYPICAL EXTERIOR DUCTWORK SUPPORT DETAILA3

TYPICAL SUPPLY SUPPORT DETAILA5

TYPICAL SUPPLY DIFFUSER CONNECTION DETAILC5COIL CONDENSATE TRAP DETAILC3

TYPICAL RETURN/EXHAUST GRILLE CONNECTION DETAILD5EXHAUST FAN DETAILD3

EXHAUST ROOF CAP DETAILA1

M-501

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

VANSANT & GUSLER, INC.

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DEDICATED OUTSIDE AIR SYSTEM SEQUENCE OF OPERATIONS

DEDICATED OUTSIDE AIR SYSTEM FLOW DIAGRAMC1

EXHAUST FAN SCHEDULE

M-601

DUCT CONSTRUCTION AND LEAK TEST SCHEDULE

DEDICATED OUTSIDE AIR SYSTEM SCHEDULE

GRILLE, REGISTER AND DIFFUSER SCHEDULE

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

VANSANT & GUSLER, INC.

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ABBREVIATIONS ELECTRICAL LEGEND

E

ES

ESx

Ex

X

XXXX#

E

MDP

400-AMP

208Y/120-VOLT

3-PHASE

4-WIRE

MCB

GENERAL ELECTRICAL NOTES

PAD-MOUNTED TRANSFORMER DETAILA1 E-001

SAN SAN

FM

FM

COMM

COMM

COMM

COMMFO

FO

COMM

CO

M

M

CO

M

M

ESx ESx

ESx ESx ESx ESx ESx ESx ESx

E

E

E

E

ES

EEEE

E

E

E

E

E

E

E

E E

E E

E E

E E

E E

E E

E E

E E

E E

E E

E E

E

E E

E E

E E E

E

E E

E

COMMCOMMCOMM

COMM

W W

W

W W

WWWWWWWWWWW

ESx ESx ESx ESx ESx

SAN

FM

SAN

SAN

SAN

W

W W

W

COMMCOMMCOMMCOMMCOMMCOMMCOMMCOMM

COMM

S

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

Ex

Ex

Ex

Ex

Ex

Ex

Ex

Ex

E x

Ex

E

E

EM125

EM124

E X

ES

ES ES ES ES

A

B

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

VANSANT & GUSLER, INC.

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SITE PLANA1 60'0' 30'

FACILITY 1030

ES101

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

VANSANT & GUSLER, INC.

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0' 4' 8' 12'

GENERAL SHEET NOTES

LIGHTING PLAN - DEMOLITIONA1

ED101

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

VANSANT & GUSLER, INC.

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0' 4' 8' 12'

POWER AND SPECIAL SYSTEMS PLAN - DEMOLITIONA1

SHEET KEYNOTESX

ED102

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

VANSANT & GUSLER, INC.

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0' 4' 8' 12'

GENERAL SHEET NOTES

SHEET KEYNOTESX

LIGHTING PLAN - NEW WORKA1

E-101

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

VANSANT & GUSLER, INC.

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0' 4' 8' 12'

POWER AND SPECIAL SYSTEMS PLAN - NEW WORKA1

SHEET KEYNOTESX

E-102

C

D

E

1 2 3 4 5 6

1 2 3 4 5 6

VANSANT & GUSLER, INC.

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POWER RISER DIAGRAM - DEMOLITIONB2

POWER RISER DIAGRAM - NEW WORKA2

GENERAL SHEET NOTES

SHEET KEYNOTES

MSD

400-AMP

208Y/120-VOLT

3-PHASE

4-WIRE

MCB

P2

100-AMP

240/120-VOLT

1-PHASE

3-WIRE

MLO

P1

255-AMP

240/120-VOLT

1-PHASE

3-WIRE

MCB

LP

225-AMP

240/120-VOLT

1-PHASE

3-WIRE

MCB

P2

100-AMP

240/120-VOLT

1-PHASE

3-WIRE

MLO

MDP

400-AMP

208Y/120-VOLT

3-PHASE

4-WIRE

MLO

E-601

LUMINAIRE SCHEDULE

MARK DESCRIPTION MANUFACTURER MODEL

LIGHT ENGINE INPUT

WATTS MOUNTING REMARKS

TYPE LUMENS VOLTAGE

A LED WRAPAROUND COLUMBIA LIGHTING LAW4-40XW-EU LED 2405 120-277 19 CEILING, SURFACE 1 B LED WRAPAROUND COLUMBIA LIGHTING LAW4-40MW-EU LED 3784 120-277 31 CEILING, SURFACE 1 C 6" DOWNLIGHT LEDRA BRANDS NU6-RD-SW-20LM-40K- 80-WH70-120-DIM10-NC-WH-WH LED 1639 120-277 17 CEILING, RECESSED D LINEAR VAPORTITE COLUMBIA LIGHTING LXEM4-40LW-DFA-EDU LED 4451 120-277 33 CEILING, SURFACE 1 F WALLPACK CURRENT LIGHTING LNC2-48L25-4K7-4W-UNV-BLS LED 2862 120-277 25 WALL, SURFACE, 8' AFF 1, 2 G EXTERIOR LIGHTING CURRENT LIGHTING LSQ1-25-4K7-UNV-BLT LED 3055 120-277 34 CEILING, SURFACE 1, 2

NOTES:

1. PROVIDE EMERGENCY BATTERY BACKUP WHERE INDICATED.

2. PROVIDE PHOTOCELL CONTROL WHERE INDICATED.

PANELBOARD MDP SCHEDULE

400-AMP MCB, 208/120-VOLT, 3-PHASE, 4-WIRE, 10,000-AMP SCCR, SURFACE MOUNTED

LOAD SERVED

LOAD (AMPS)

BKR RTG CKT NO CKT NO BKR RTG

LOAD (AMPS)

LOAD SERVED

A B C A B C

DOAS-1 170 175 1 2 100 71 PANEL P2

170 71

170 6 20 EXISTING CIRCUIT (P1-2)

EXISTING CIRCUIT (P1-1) 3 20 7 8 20 9 EXISTING CIRCUIT (P1-4)

EXISTING CIRCUIT (P1-3) 3 20 9 10 20 9 EXISTING CIRCUIT (P1-6)

EXISTING CIRCUIT (P1-5) 9 20 11 12 20 9 EXISTING CIRCUIT (P1-8)

EXISTING CIRCUIT (P1-7) 3 30 13 14 20 SPARE

EXISTING CIRCUIT (P1-9) 3 50 15 16 20 SPARE

EXISTING CIRCUIT (P1-11) 24 30 17 18 20 16 EXISTING CIRCUIT (P1-14)

24 16

AH (P1-15) 32 60 21 22 20 EXISTING CIRCUIT (P1-14)

32 24 20 EXISTING CIRCUIT (P1-20)

EXISTING CIRCUIT (P1-19) 20 25

EXISTING CIRCUIT (P1-21) 20 27 28 20 EXISTING CIRCUIT (P1-24)

BITI 20 29 30 20 EXISTING CIRCUIT (P1-26)

EXISTING CIRCUIT (P1-25) 20 31 32 60 EXISTING CIRCUIT (P1-28)

EXISTING CIRCUIT (P1-27) 100 33

36 20 F.A

EXISTING CIRCUIT (P1-31) 3 20 37 38 30 EXISTING CIRCUIT (P1-36)

EXISTING CIRCUIT (P1-33) 3 20 39

EXISTING CIRCUIT (P1-35) 20 41 42 20 2 GFCI RECEPTACLE

SPARE 20 43 44 20 SPARE

SPARE 20 45 46 20 SPARE

ICE MACHINE RECEPT 4 15 47 48 20 11 IWH-1

SPACE 49 11

SPACE 51 52 30 16 CU (P1-10)

SPACE 53 16

TOTAL 203 211 239 107 96 54 TOTAL

TOTAL CONNECTED AMPS A:310 B:307 C:293

EXISTING PANELBOARD P2 SCHEDULE

SQUARE D E2, 100-AMP MLO, 240/120-VOLT, 1-PHASE, 3-WIRE, 10,000-AMP SCCR, SURFACE MOUNTED

LOAD SERVED

LOAD (AMPS)

BKR RTG CKT NO CKT NO BKR RTG

LOAD (AMPS)

LOAD SERVED

A B A B

SPACE 1 2 SPACE

SPACE 3 4 SPACE

SPARE 0 20 5 6 20 12 EXISTING CIRCUIT

0 12

SPARE 0 20 9 10 20 0 SPARE

0 0

KENNEL EF 3 20 13 14 20 12 EXISTING CIRCUIT

3 12

SPRINKLER AIR COMPRESSOR 6 20 17 18 20 6 EXISTING CIRCUIT

SPARE 20 19 20 20 12 ICE MACHINE

RANGE 32 40 21 22 SPACE

32 24 SPACE

27 28 29 30

TOTAL 41 35 30 36 TOTAL