DENTAC B785 Amendment 2 _Drawings.pdf

CLIN NO. 02

CLIN NO. 02

CLIN NO. 01

CLIN NO. 03

CANOPY, STAIRS, RAMP

AND SIDEWALKS TO BE

PART OF CLIN 01

CLIN NO. 02

CLIN NO. 02

CLIN NO. 02

US Army Corps of Engineers ®

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SEALGRAPHIC SCALES

PLAN NORTH

SHEET NOTES

8' 16' 32'

1/16"=1'-0SCALE:

G-005 B785

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1/16" = 1'-0"H9 FIRST FLOOR PLAN - CLINS

1/16" = 1'-0"A9 SECOND FLOOR PLAN - CLINS

1/16" = 1'-0"A1 ROOF PLAN - CLIN

1. CLIN NO. 01 ALL RENOVATION OF BUILDING 785 NOT INCLUDING CLINS

BELOW

2. CLIN NO. 02 NEW WORK

3. CLIN NO. 03 ACCESSORY SUPPORT AREAS ALL AREAS AT 5'-0" BEYOND

BUILDING FOOTPRINT

LINE ITEM NUMBERS (CLINS)

LIST OF CONTRACT

CLIN ITEM NO. DESCRIPTION DOC REFERENCE

BASE BID

CLIN ITEM NO. 0001 ALL WORK ASSOCIATED WITH THE RENOVATION OF

BUILDING 785 AS PER PLANS AND SPECIFICATIONS

EXCLUDING THE CLINS BELOW

CLIN ITEM NO. 0002 ALL NEW WORK ASSOCIATED WITH THE RENOVATION OF

BUILDING 785

SHEET G-005

CLIN ITEM NO. 0003 ALL WORK OUTSIDE OF 5'-0" FROM THE EXTERIOR OF THE

BUILDING, EXCLUDING WORK IDENTIFIED AS 'BY OTHERS'

CIVIL DWGS C-001 THRU

CU502, TS101 THRU TS103

CLIN ITEM NO. 0004 ALL WORK ASSOCIATED WITH THE REMOVAL OF ROCK (I.E.

TRENCHES, NEW WORK SITE, ETC.)

CLIN ITEM NO. 0005 TURNOVER OF O/M MANUALS AND AS-BUILTS -

BID OPTIONS

CLIN ITEM NO. 0006 OPTION #1: SECURITY (IDS) -

ALL WORK ASSOCIATED WITH INSTALLATION AND TESTING

OF 'INTRUSION DETECTION SYSTEM' OTHER THAN CABLE

PATHS

SHEET T-002, SHEETS

TY001 THRU TY601

CLIN ITEM NO. 0007 OPTION #2: DAS -

ALL WORK ASSOCIATED WITH INSTALLATION AND TESTING

OF 'DISTRIBUTED ANTENNA SYSTEM' OTHER THAN CABLE

PATHS

SHEET T-002

CLIN ITEM NO. 0008 OPTION #3: WAP -

ALL WORK ASSOCIATED WITH INSTALLATION AND TESTING

OF 'WIRELESS ACCESS POINTS' (WAP)

SHEETS T-001, T-002, T-101

THRU T-103

CLIN ITEM NO. 0009 OPTION #4: COMMUNICATIONS -

ALL WORK ASSOCIATED WITH INSTALLATION AND TESTING

OF COMMUNICATIONS SYSTEMS OTHER THAN CABLE PATHS

SHEET T-001 THRU T-602

1. REFER TO PRICE SCHEDULE IN SPECIFICATIONS FOR MORE INFORMATION ON CLINS AND BID OPTIONS.

2. DOCUMENT REFERENCES IN LIST ABOVE ARE INCLUDED FOR EASE OF REFERENCE ONLY AND DO NOT CONTAIN THE ENTIRE RELATED SCOPE. CONTRACTOR SHOULD REVIEW ENTIR EPROJECT DOCUMENTS

FOR FULL SCOPE OF WORK ASSOCIATED WITH THE CLINS.

1. REFER TO PRICE SCHEDULE IN SPECIFICATIONS FOR MORE INFORMATION ON CLINS AND BID OPTIONS.

2. DOCUMENT REFERENCES IN LIST ABOVE ARE INCLUDED FOR EASE OF REFERENCE ONLY AND DO NOT CONTAIN THE ENTIRE RELATED SCOPE. CONTRACTOR SHOULD REVIEW ENTIR EPROJECT DOCUMENTS

FOR FULL SCOPE OF WORK ASSOCIATED WITH THE CLINS.

OPTION #5: COMMUNICATIONS (SITE)

ALL WORK ASSOCIATED WITH INSTALLATION OF OSP

OPTICAL FIBER CABLING IN EXISTING RACEWAYS FROM

MH 113C TO BUILDING 900

SHEETS TS-101 THRU TS 104

CLIN ITEM NO.0010

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US Army Corps of Engineers ®

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B785

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CODES AND STANDARDS

1. UFC 3-301-01 STRUCTURAL ENGINEERING WITH CHANGE 1

2. UFC 4-510-01 MILITARY MEDICAL FACILITIES WITH CHANGE 2

3. 2018 INTERNATIONAL BUILDING CODE

4. 2018 INTERNATIONAL EXISTING BUILDING CODE

5. ASCE 7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

6. ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

7. TMS 402-16 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES

8. AISC 360-16 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

9. AWS D1.1 2010 STRUCTURAL WELDING CODE – STEEL

10. AWC NDS 2018 NATIONAL DESIGN SPECIFICATION (NDS) FOR WOOD CONSTRUCTION WITH 2018 NDS SUPPLEMENT

GENERAL

1. WORK ON STRUCTURAL DRAWINGS REPRESENTS FINAL CONDITIONS. CONTRACTOR IS RESPONSIBLE FOR THE STRUCTURAL

STABILITY OF INTERMEDIATE CONDITIONS DURING CONSTRUCTION.

2. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR FOR INITIATING, MAINTAINING, AND SUPERVISING ALL SAFETY PROCEDURES. THE STRUCTURAL ENGINEER OF RECORD IS NOT RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION OR FOR RELATED SAFETY PROCEDURES. MEANS AND METHODS, SEQUENCES AND PROCEDURES ARE SOLE RESPONSIBILITY OF THE CONTRACTOR, ANY SEQUENCES INCLUDED IN THESE DRAWINGS ARE CONCEPTUAL AND FOR INFORMATIONAL PURPOSES

ONLY.

3. CONTRACTOR-INITIATED CHANGES REQUIRE BOTH DESIGNER OF RECORD AND GOVERNMENT APPROVAL AND MUST BE SUBMITTED IN WRITING TO THE CONTRACTING OFFICER’S REPRESENTATIVE FOR APPROVAL PRIOR TO FABRICATION OR

CONSTRUCTION.

4. DIMENSIONS AND DETAILS SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO FABRICATION AND CONSTRUCTION. THIS INCLUDES, BUT IS NOT LIMITED TO, COORDINATING WITH THE CONTRACT DRAWINGS ON THE SIZE AND LOCATION OF OPENINGS THROUGH CONCRETE, VERIFYING SIZE AND LOCATION OF MECHANICAL AND ELECTRICAL OPENINGS WITH THE RESPECTIVE SUBCONTRACTOR, AS WELL AS COORDINATING INSERTS AND ATTACHMENTS FOR THE USE OF OTHER TRADES. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS, ELEVATIONS AND DIMENSIONS. CHANGES REQUIRED DUE TO EXISTING CONDITIONS SHALL BE REPORTED TO THE CONTRACTING OFFICER FOR APPROVAL PRIOR TO ANY FABRICATION OR CONSTRUCTION.

5. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. TYPICAL DETAILS AND NOTES SHOWN ON DRAWINGS SHALL APPLY UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. IT SHALL BE THE CONTRACTOR’S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED. THE CONTRACTOR SHALL SUBMIT PROPOSED ALTERNATE DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO DETAILING OR USE.

6. SHOP DRAWING REVIEW: BY SUBMITTING THE SHOP DRAWINGS, THE CONTRACTOR REPRESENTS THAT THEY HAVE DETERMINED AND VERIFIED MATERIALS, FIELD MEASUREMENTS, AND RELATED FIELD CONSTRUCTION CRITERIA (MEANS, METHODS, TECHNIQUES, SEQUENCES, OPERATIONS OF CONSTRUCTION, AND SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO), AND THAT THE CONTRACTOR HAS CHECKED AND COORDINATED THE INFORMATION CONTAINED WITHIN THE SUBMITTAL WITH THE REQUIREMENTS OF THE WORK AND THE CONTRACT DOCUMENTS. REVIEW BY THE ENGINEER SHALL NOT RELIEVE THE CONTRACTOR FROM FULL RESPONSIBILITY FOR THE ACCURACY OF DIMENSIONS AND DETAILS. SUCH REVIEW SHALL NOT CONSTITUTE ACCEPTANCE BY THE ENGINEER OF THE CORRECTNESS OR ADEQUACY OF SUCH SUBMITTALS, NOR A

WARRANTY THAT THE SUBMITTALS SATISFY THE REQUIREMENTS OF THE CONTRACT.

7. THE CONTRACTOR SHALL SUBMIT COMPLETE SHOP DRAWINGS FOR ALL PARTS OF THE WORK INCLUDING DESCRIPTION OF DEMOLITION, TEMPORARY BRACING, CONSTRUCTION METHODS AND SEQUENCING. WHERE APPLICABLE NO PERFORMANCE OF

WORK SHALL COMMENCE WITHOUT REVIEW OF THE SHOP DRAWINGS BY THE ENGINEER.

8. DO NOT SCALE DRAWING DIMENSIONS. IN THE EVENT OF A GRID LINE DIMENSION CONFLICT, THE ARCHITECTURAL DRAWINGS

SHALL GOVERN.

DEMOLITION AND SHORING

1. THE CONTRACTOR SHALL VERIFY EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. THE CONTRACTOR SHALL VERIFY THE EXTENT AND LOCATIONS OF SITE UTILITIES. LOCATIONS OF EXISTING FOUNDATIONS AND UTILITIES KNOWN TO THE ENGINEER ARE INDICATED ON THE DRAWINGS. REPORT ANY DISCREPANCIES, DAMAGED, OVER NOTCHED, OR DETERIORATED STRUCTURAL MEMBERS NOT PART OF THE DEMOLITION, AND ENCOUNTERED OBSTRUCTIONS TO THE CONTRACTING OFFICER

REPRESENTATIVE IMMEDIATELY.

2. THE CONTRACTOR SHALL DESIGN AND INSTALL SHORING TO SUPPORT EXISTING CONSTRUCTION (VERTICALLY AND LATERALLY) AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES COORDINATED WITH THE OTHER DISCIPLINES. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL PREPARE A PLAN TO MONITOR DAILY THE SHORING SYSTEMS FOR MOVEMENT AND

SUBMIT IT FOR REVIEW BY THE CONTRACTING OFFICER REPRESENTATIVE.

3. EXISTING STRUCTURAL MEMBERS SHALL REMAIN UNLESS NOTED OTHERWISE ON THE PLANS. SAWCUTTING, IF AND WHERE USED, SHALL NOT CUT EXISTING REINFORCING THAT IS TO REMAIN. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE

OR OVERLOAD THE EXISTING STRUCTURE.

4. OPENINGS THROUGH EXISTING WALLS, SLABS, AND BEAMS SHALL BE ACCOMPLISHED BY SAWCUTTING OR CORING WHEREVER POSSIBLE AND AS SHOWN. WHEN SAWCUTTING, CORNERS SHALL INITIALLY BE CORED TO PREVENT OVERCUTTING. SMALL

ROUND OPENINGS SHALL BE ACCOMPLISHED BY DRILLING, IF POSSIBLE.

5. THE CONTRACTOR SHALL DESIGN AND INSTALL SHORING TO SUPPORT NEW CONSTRUCTION (VERTICALLY AND LATERALLY) UNTIL STRUCTURAL COMPONENTS HAVE BEEN CONNECTED AS SHOWN ON THE STRUCTURAL DRAWINGS.

6. THE CONTRACTOR SHALL SUBMIT SHORING DRAWINGS AND CALCULATIONS STAMPED AND SIGNED BY A REGISTERED STRUCTURAL ENGINEER. DRAWINGS SHALL SHOW SIZE, LAYOUT, CONNECTIONS, MATERIAL DESIGNATION, METHOD OF

INSTALLATION, SEQUENCE, AND ACCESSORIES OF SHORING MEMBERS.

DESIGN LOADS

DEAD LOADS:

WEIGHT OF MATERIALS OF CONSTRUCTION AND PERMANENT EQUIPMENT.

EXISTING ROOF 20 PSF

EXISTING EXTERIOR WALLS 50 PSF

SUPERIMPOSED DEAD LOADS:

MECHANICAL, ELECTRICAL & PLUMBING (ROOF) 5 PSF

MECHANICAL, ELECTRICAL & PLUMBING (FLOOR) 15 PSF

ARCHITECTURAL FINISHES 5 PSF

LIVE LOADS

DTR, LABS, STERILIZATION, CONFERENCE RMS 60 PSF

TOILETS 75 PSF

PARTITION 15 PSF (IN ADDITION TO FLOOR LOADS < 80 PSF)

WAITING AREAS, LOBBIES, JANITOR RMS 100 PSF

CORRIDORS 100 PSF

EQUIPMENT, COMMS, RECORD RMS 150 PSF

ROOF 20 PSF

RISK CATEGORY II

SNOW LOAD

SNOW LOAD IMPORTANCE FACTOR, Is 1.0

GROUND SNOW LOAD 30 PSF

FLAT-ROOF SNOW LOAD, Pf 21 PSF EXPOSURE FACTOR, Ce 1.0 THERMAL FACTOR, Ct 1.0

ROOF SNOW LOAD 21 PSF

ADDL SNOW DRIFT LOAD 33 PSF

WIND LOADS

ULTIMATE WIND SPEED (3-SECOND GUST), Vult 113 MPH

RISK CATEGORY II

WIND EXPOSURE B

MWFRS DESIGN WIND PRESSURES - B785 (ULTIMATE):

HORIZONTAL 25 PSF

VERTICAL (UPLIFT) 17 PSF

MWFRS DESIGN WIND PRESSURES - ELEVATOR ADDITION (ULTIMATE):

HORIZONTAL 17 PSF

VERTICAL (UPLIFT) 20 PSF

MWFRS DESIGN WIND PRESSURES - MECHANICAL ADDITION (ULTIMATE):

HORIZONTAL 17 PSF

VERTICAL (UPLIFT) 20 PSF

SEISMIC LOADS

SEISMIC IMPORTANCE FACTOR, Ie - B785 1.0 SEISMIC IMPORTANCE FACTOR, Ie - ELEVATOR ADDITION 1.0 SEISMIC IMPORTANCE FACTOR, Ie - MECHANICAL ADDITION 1.0

MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS

SHORT PERIOD, Ss 0.259g 1 SECOND PERIOD, S1 0.060g

SITE CLASS C

DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS

SHORT PERIOD, SDS 0.224g 1 SECOND PERIOD, SD1 0.060g

SEISMIC DESIGN CATEGORY B

B785:

BASIC SEISMIC-FORCE-RESISTING SYSTEM WOOD WALLS SHEATHED W/ WOOD STRUCTURAL PANELS

RESPONSE MODIFICATION FACTOR, R 6.5

SEISMIC RESPONSE COEFFICIENT, CS 0.0345

DESIGN BASE SHEAR 32 KIPS

ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE PROCEDURE

ELEVATOR ADDTION:

BASIC SEISMIC-FORCE-RESISTING SYSTEM ORDINARY REINFORCED CONCRETE SHEAR WALLS

RESPONSE MODIFICATION FACTOR, R 4.0

SEISMIC RESPONSE COEFFICIENT, CS 0.0561

DESIGN BASE SHEAR 20 KIPS

ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE PROCEDURE

MECHANICAL ADDITION:

BASIC SEISMIC-FORCE-RESISTING SYSTEM STEEL SYSTEM NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

RESPONSE MODIFICATION FACTOR, R 3.0

SEISMIC RESPONSE COEFFICIENT, CS 0.0748

DESIGN BASE SHEAR 4.1 KIPS

ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE PROCEDURE

FOUNDATIONS

1. FOUNDATION DESIGN IS BASED ON GEOTECHNICAL REPORT PREPARED BY WSP DATED: JANUARY 2022

2. FOOTING DESIGNS ARE BASED ON A NET ALLOWABLE BEARING PRESSURE AS INDICATED BELOW. FOOTINGS SHALL BEAR ON

ENGINEERED FILL OR COMPETENT NATIVE SOILS.

3. SPECIAL INSPECTION SHALL BE PERFORMED DURING SITE EXCAVATION TO CONFIRM THAT EXISTING CONDITIONS COMPLY WITH

CONDITIONS IN THE GEOTECHNICAL REPORT.

4. EXTERIOR FOOTINGS SHALL BEAR AT OR BELOW MINIMUM BEARING DEPTH. MINIMUM BEARING DEPTH IS 48 INCHES BELOW

ADJACENT FINISHED GRADE.

5. OVEREXCAVATE FOUNDATIONS (APPROXIMATELY 2'-0" BELOW BOTTOM OF FOOTINGS) WHERE ORGANIC SILT OR COHESIVE SOILS

ARE ENCOUNTERED.

6. COMPACT EXPOSED SUBGRADE TO 95% OF FILL'S MAXIMUM DRY DENSITY PER ASTM D 1557.

7. BACKFILL MUST BE PERFORMED USING GRANULAR FILL IN MAXIMUM 8 INCH THICK LIFTS. COMPACT EACH LIFT TO 95% MAXIMUM DRY

DENSITY PER ASTM D 1557.

8. FOUNDATIONS FOR THE NEW BUILDING EXTENSIONS MAY BE SUPPORTED ON STRATUM 2, GLACIAL TILL, OR STRATUM 3, BEDROCK

GNEISS.

9. SOIL PROPERTIES - STRATUM 2, GLACIAL TILL:

ALLOWABLE BEARING PRESSURE 8000 PSF

MODULUS OF SUBGRADE REACTION 150 LB/IN^2/IN

COEFFICIENT OF PASSIVE RESISTANCE, Kp 4.34 COEFFICIENT OF ACTIVE PRESSURE, Ka 0.23 COEFFICIENT OF AT-REST PRESSURE, Ko 0.39

SOIL PROPERTIES - STRATUM 3, BEDROCK GNEISS:

ALLOWABLE BEARING PRESSURE 24000 PSF

COEFFICIENT OF PASSIVE RESISTANCE, Kp 4.76 COEFFICIENT OF ACTIVE PRESSURE, Ka 0.21 COEFFICIENT OF AT-REST PRESSURE, Ko 0.35

STRUCTURAL CONCRETE

1. CONCRETE WORK SHALL CONFORM TO REQUIREMENTS OF ACI 301, SPECIFICATIONS FOR STRUCTURAL CONCRETE.

2. DESIGN MIXES FOR THE FOLLOWING CLASSES OF CONCRETE, SHALL BE PROPORTIONED TO PROVIDE THE SPECIFIED

COMPRESSIVE STRENGTH.

FOUNDATIONS 4,000 PSI

PEDESTALS 4,000 PSI

SLAB-ON-GROUND 4,000 PSI

ELEVATED SLABS 4,000 PSI

WALLS 4,000 PSI

COLUMNS 4,000 PSI

STAIRS ON GRADE 4,000 PSI

3. SLAB-ON-GRADE CONCRETE FLEXURAL STRENGTH 650 PSI AT 90 DAYS

4. STEEL REINFORCEMENT SHALL CONFORM TO THE FOLLOWING STANDARDS AND SPECIFIED STRENGTH.

DEFORMED BARS (A615) Fy = 60,000 PSI WELDED WIRE REINF (A1064) Fy = 60,000 PSI

5. TYPICAL DETAILS OF REINFORCEMENT SUCH AS HOOKS, BEND DIAMETERS, ETC. SHALL BE IN ACCORDANCE WITH ACI SP-66 –

“ACI DETAILING MANUAL”.

6. REINFORCEMENT MARKED "CONT" (CONTINUOUS) SHALL BE SPLICED BY LAPPING OR WITH MECHANICAL CONNECTORS.

LAP LENGTH NOTES:

A. UNLESS NOTED OTHERWISE, ALL SPLICES AND ANCHORAGES SHALL BE PER ACI. STAGGER SPLICES WHEREVER

POSSIBLE AND LOCATE SO AS TO NOT TO IMPAIR STRENGTH OF MEMBERS.

B. WHERE CONTINUOUS REINFORCING IS CALLED FOR, IT SHALL BE EXTENDED CONTINUOUSLY AROUND CORNERS AND LAPPED AT SPLICES OR AT DISCONTINUOUS ENDS. LAPS SHALL BE CLASS B TENSION LAP SPLICES UNLESS NOTED

OTHERWISE.

C. WELDED WIRE FABRIC SHALL BE LAPPED 8 INCHES OR 1 1/2 SQUARES WHICHEVER IS LARGER AND SHALL BE WIRED

TOGETHER.

D. IN MEMBERS DESIGNATED AS PART OF THE SEISMIC-FORCE-RESISTING-SYSTEM, MECHANICAL CONNECTORS SHALL

HAVE A MINIMUM CAPACITY EQUAL TO THE TENSILE STRENGTH OF THE BAR.

7. REFER TO ARCHITECTURAL, ELECTRICAL, MECHANICAL, AND STRUCTURAL DRAWINGS FOR SURFACE FEATURES AND INSERTS, TO BE CAST IN CONCRETE AND FOR LOCATIONS OF PENETRATIONS FOR PIPES, DUCTS, CONDUITS, ETC.

8. CONCRETE COVER FOR REINFORCEMENT STEEL IN CAST-IN-PLACE NON-PRESTRESSED CONCRETE MEMBERS SHALL BE AS

FOLLOWS, UNO.

MEMBER REINFORCEMENT

ACI 318-14 TABLE 20.6.1.3.1---SPECIFIED CONCRETE COVER FOR CAST-IN-PLACE NONPRESTRESSED

CONCRETE MEMBERS

ALL

#6 THRU #18 BAR

#5 BAR, W31 OR D31 WIRE,

AND SMALLER

#11 BAR AND SMALLER

PRIMARY REINFORCEMENT,

STIRRUPS, TIES, SPIRALS

AND HOOPS

ALL

ALL

SLABS, JOISTS

AND WALLS

BEAMS, COLUMNS,

PEDESTALS, AND

TENSION TIES

CAST AGAINST AND

PERMANENTLY IN CONTACT

WITH GROUND

EXPOSED TO WEATHER OR

IN CONTACT WITH GROUND

NOT EXPOSED TO

WEATHER OR IN CONTACT

WITH GROUND

CONCRETE EXPOSURE

SPECIFIED COVER

(INCHES)

1-1/2

3/4

1-1/2

MASONRY

1. MASONRY WORK SHALL CONFORM TO REQUIREMENTS OF TMS 602-16, SPECIFICATIONS FOR MASONRY STRUCTURES.

2. PROVIDE LEVEL B QUALITY ASSURANCE AND SPECIAL INSPECTION PER TMS 602-16.

3. CONCRETE MASONRY UNITS SHALL BE MEDIUM WEIGHT AND HAVE A MINIMUM NET AREA COMPRESSIVE STRENGTH = 2,000 PSI

AS DETERMINED PER ASTM C90.

4. UNITS SHALL BE LAID UP IN RUNNING BOND UNLESS NOTED OTHERWISE. THICKNESS OF BED JOINTS SHALL NOT EXCEED 5/8

INCH. USE BOND BEAM UNITS AT HORIZONTAL REINFORCING.

5. MORTAR SHALL BE TYPE S CONFORMING TO ASTM C270 WITH f’m = 1,800 PSI. MASONRY CEMENT MORTAR SHALL NOT BE USED.

6. STEEL REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60. WELDED REINFORCING STEEL SHALL CONFORM TO ASTM

A706, GRADE 60.

7. ALL MASONRY SHALL HAVE STANDARD HORIZONTAL JOINT REINFORCING AT 16" ON CENTER, HOT-DIPPED GALVANIZED.

8. CONTINUOUS REINFORCING STEEL SHALL BE LAP SPLICED IN ACCORDANCE WITH THE DEVELOPMENT AND LAP SPLICE LENGTH FOR CMU SCHEDULE. MECHANICAL SPLICES, WHERE NOTED, SHALL BE THREADED COUPLERS FOR TAPERED THREADED OR UPSET THREADED BARS CERTIFIED TO DEVELOP 1.25 x Fy. SIMILARLY, TERMINATORS SHALL BE THREADED DEVICES TO FULLY

ANCHOR THE YIELD STRENGTH OF BAR.

9. CENTER VERTICAL REINFORCING IN WALL UNLESS NOTED OTHERWISE. WHERE REQUIRED, VERTICAL BAR POSITIONERS SHALL

BE USED TO SECURE VERTICAL REINFORCING AGAINST DISPLACEMENT PRIOR TO GROUTING.

10. PROVIDE VERTICAL BARS FULL HEIGHT AT WALL CORNERS, DOORS, WINDOWS AND OTHER OPENINGS. PROVIDE CONTINUOUS HORIZONTAL REINFORCEMENT AT CORNERS. PROVIDE HORIZONTAL REINFORCEMENT ABOVE DOOR OPENINGS, ABOVE AND BELOW WINDOWS AND OTHER OPENINGS. EXTEND REINFORCEMENT Ld BEYOND EACH SIDE OF OPENING UNLESS NOTED OTHERWISE. OPENINGS FOR DUCTS AND PIPES PENETRATING MASONRY WALLS SHALL BE VERIFIED AND COORDINATED WITH MECHANICAL AND ELECTRICAL CONTRACTOR'S REQUIREMENTS. PENETRATIONS THROUGH WALLS SHALL HAVE ADDITIONAL

REINFORCING WHERE SHOWN.

11. GROUT SHALL CONFORM TO ASTM C476, WITH MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 2,000 PSI. GROUT SLUMP AT TIME OF GROUTING SHALL BE 8 TO 11 INCHES. WATER REDUCING ADMIXTURES MAY BE ADDED TO ACHIEVE THE DESIRED SLUMP.

12. FINE GROUT OR COARSE GROUT SHALL BE SELECTED BASED ON MINIMUM GROUT SPACE REQUIREMENTS OF TABLE 7 OF TMS 602-16.

13. HIGH LIFT GROUTING (LIFT HEIGHT GREATER THAN 5’-4”): ONLY ALLOWED WITH PRIOR WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD AND THE CONTRACTING OFFICER REPRESENTATIVE. THE MASONRY CONTRACTOR SHALL REQUEST WRITTEN APPROVAL A MINIMUM OF TEN (10) DAYS PRIOR TO PROCEEDING WITH SITE MOBILIZATION. THE MASONRY CONTRACTOR SHALL SUBMIT QUALIFICATIONS TO PERFORM HIGH LIFT GROUTING ADDRESSING EACH OF THE FOLLOWING ITEMS

AND OTHERS THEY DEEM IMPORTANT WITHIN THE WRITTEN SUBMISSION.

A. REFERENCE: ARTICLE 3.5 OF TMS 602-13.

B. UNIT AND GROUTING CREWS SHALL HAVE A MINIMUM OF FIVE (5) YEARS SUCCESSFUL COMMERCIAL OR MILITARY BUILDING EXPERIENCE WITH SIMILAR HIGH LIFT GROUTING PROJECTS. LIST THREE PROJECTS WITH A CONTACT FOR

EACH.

C. A LIFT SHALL NOT EXCEED ONE STORY LEVEL, OR 12’-8” MAXIMUM.

14. CONTROL JOINTS:

A. CONCRETE MASONRY WALL CONTROL JOINTS SPACED AT A MAXIMUM OF 30 FEET ON CENTER, THREE TIMES THE WALL

HEIGHT, OR AS OTHERWISE SHOWN ON THE DRAWINGS.

B. MASONRY VENEER CONTROL JOINTS SPACED AT A MAXIMUM OF 20 FEET ON CENTER OR AS OTHERWISE SHOWN ON THE

DRAWINGS.

15. COORDINATE WITH ARCHITECTURAL DRAWINGS FOR THE LOCATION, EXTENT AND ORIENTATION OF CMU BLOCKS WITH REGARD

TO COLOR, FINISH OR ORIENTATION.

16. COLD AND HOT WEATHER CONSTRUCTION SHALL BE IN ACCORDANCE WITH ARTICLE 1.8C AND ARTICLE 1.8D RESPECTIVELY OF

TMS 602-13.

STRUCTURAL STEEL WELDING

1. WELDING SHALL BE DONE BY CERTIFIED WELDERS AND IN ACCORDANCE WITH AWS D1.1.

2. WELD SIZES SHOWN ON THE DRAWINGS ARE MINIMUM AND EFFECTIVE SIZES. INCREASE WELD SIZE TO AWS/AISC MINIMUM SIZES AS REQUIRED FOR CONNECTION MATERIAL. THE MINIMUM WELD SIZE SHALL BE 3/16 INCHES (EFFECTIVE).

3. PARTIAL JOINT PENETRATION (PJP) GROOVE WELDS SHOWN ON THE DRAWINGS REFER TO EFFECTIVE THROAT THICKNESS.

COMPLETE JOINT PENETRATION (CJP) WELDS SHALL BE ULTRASONICALLY TESTED (UT) UPON COMPLETION OF THE CONNECTION, EXCEPT PLATE LESS THAN OR EQUAL TO 5/16 INCH THICK SHALL BE MAGNETIC PARTICLE TESTED (MT).

4. WELDS SHALL BE MADE USING LOW HYDROGEN ELECTRODES WITH TENSILE STRENGTH PER AWS D1.1 (MINIMUM 70 KSI).

5. WELDING SHALL BE PERFORMED IN STRICT ADHERENCE TO A WRITTEN WELDING PROCEDURE SPECIFICATION (WPS) PER AWS D1.1. WELDING PROCEDURES SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW BEFORE STARTING FABRICATION OR ERECTION. COPIES OF THE WPS SHALL BE ON SITE AND AVAILABLE TO WELDERS AND THE SPECIAL INSPECTOR.

6. WELDS THAT ARE PART OF THE SEISMIC FORCE-RESISTING SYSTEM SHALL HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS OF

20 FOOT-POUNDS AT 0 DEGREES FAHRENHEIT.

A

M E

N D

M E

N T

A U

G '2

1E

HE

AE

8E4E 7E2E 3E 5E

J1

S-551

159' - 0"

68' - 4" 9' - 10" 12' - 6" 5' - 8" 2' - 3"

8' - 2" 52' - 3"

CONT CONC WALL

FOUNDATION, TYP

8" CONC

WALL, TYP

EXISTING CONC

FOUNDATION WALL, TYP

EXISTING CONT

WALL FOOTING, TYP

EXISTING CONC

BASEMENT WALL

4" SOGEXISTING

CONC WALL CONT

FOOTING AND

SLAB INFILL, TYP

EN

CN

BN

AN

FN

HN

1N 2N 3N

7N 8N 9N 10N

6E

BE

CE

DE

EE

GE

10' - 11 1/2" 22' - 0" 11' - 3"

/4

/4

20' - 7" 20' - 7"

W8X31 COL,

TYP

FE

[-3' - 6"][-3' - 6"][-3' - 6"]

[-10' - 4"]

[-10' - 4"]

[-10' - 4"]

[-10' - 4"]

[-3' - 6"]

[-3' - 6"]

[-3' - 6"]

[-3' - 6"]

W10X33 COL, TYP

W10X33 COL, TYP

EXISTING

FOUNDATION WALL

[TOC -10'-0"]

[TOC -6'-6"]

12" CONC

WALL, TYP

9"

A1

S-551

F1 F1 F1

F1

F1

F1

F1

F2

F1

F2

F1

PROVIDE UNDERPINNING SUPPORT OF

THE EXISTING BUILDING WALL

FOUNDATION - SEE

J14

S-503

________________________________________________EXISTING WALL AND

WALL FOOTING

20" SQ

PEDESTAL, TYP

A11

S-553

A1

S-553

G6

S-501

4N 6N5N

16' - 11" 3' - 9" 4' - 1"

GN

[-3' - 0"] F1

8" CONC FOUNDATION

WALL, TYP

22' - 0 1/2"

J14

S-503

J14

S-503

[-3' - 6"]

[-3' - 6"]

F1

F1

10" CONC

RETAINING

WALL, TYP

[2' - 6"]F3

[2' - 6"]

[2' - 6"]

[-3' - 6"]

[-3' - 6"]

[-3' - 6"]

[-3' - 6"]

F3

F3

F3

F3

F3

F3

S-402

E1

C12

S-555

DN

CONTRACTOR TO VERIFY

ELEVATION OF EXISTING

FOOTINGS. SEE

FOR SEQUENCING

A6

S-581

S2

5' - 7"

STEM WALL RETROFIT

- SEE DETAIL

G1

S-704

HSS4X4X3/8 COL

5' - 0"

T O

F -6

A6

S-581

SIM

EXISTING WALL AND FOUNDATION

S-405

K1

A6

S-581

/F1 S-503

/H1 S-701

[-10' - 4"]

F1

CONCRETE INFILL AT

DOOR OPENING -

SEE DETAIL /C16 S-551

K1

S-502

K11

S-502

[-3' - 0"]

[-3' - 6"]

S-502

A1

S-502

A6

TYP

S-502

A11

E1

S-502

S-502

E8

S-502

E15

[-3' - 6"] [-4' - 6"] [-5' - 6 3/4"]

TOF TOF

TOF

SIM

SIM

/J14 S-503

G1

S-501

G1

S-501

6" 56' - 2 3/4"

6" 56' - 9"

1' - 0" 9 3/4" 1' - 2 1/4" 47' - 2 1/4"

/4

G11

S-501

G11

S-501

G11

S-501

L11

S-501

L11

S-501

L11

S-501

E14

S-503

1/2" COMPRESSIBLE

FILLER AT WALL

INTERSECTION

E9

S-503

E9

S-503

S1 5" SLAB ON GROUND, NW CONCRETE REINFORCED W/ #4@12" OC, EW

SINGLE LAYER, CENTERED

S2 12" ELEVATOR PIT SLAB

S3 1-1/2" VL COMPOSITE FLOOR DECK W/ 3-1/2" NW CONC TOPPING

(5" TOTAL SLAB DEPTH), 20 GA, GRADE 50, REINFORCED W/ 6X6 W2.9XW2.9

WELDED WIRE REINFORCING

S4 1-1/2" TYPE B METAL ROOF DECK, 20 GA, GRADE 50

S5 3/4" NOMINAL APA RATED PLYWOOD SUBFLOORING

US Army Corps of Engineers ®

SHEET ID

U S

A R

M Y

C O

R P

S O

F E

N G

IN

E

E R

S

D R

A W

N B

Y

D E

S

IG

N E

D B

Y

S U

B M

IT

T

E D

B Y

S

IZ

E

C H

E C

K E

D B

Y

A N

S I D

IS

S

U E

D A

T E

C O

N T

R A

C T

N O

S O

L

IC

IT

A

T

IO

N N

O

N

3 5 7 9 11 13 15 17 19

L

J

G

E

C

A

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N

2 4 6 8 10 12 14 16 18 20

P

M

K

H

F

D

B

SEALGRAPHIC SCALES

PLAN NORTH

SHEET NOTES

4' 8' 16'

1/8"=1'-0SCALE:

KEY PLAN

A

B

C

D

S-101

B785

F O

U N

D A

T

IO

N P

L A

N

W E

S T

P O

IN

T

N

Y N

E W

Y O

R K

D

IS

T R

IC

T

B W

IL

K

IN

S

O N

A C

A R

T E

R

S S

A B

A N

A Y

A G

A M

S .C

H

IA

N G

A U

G U

S T

W R

E

W -1

-D

-0

F

IL

E N

A M

E

R T

A S

U B

M

IS

S

IO

N A

U G

U S

T

D E

N T

A C

S

T R

L R

.R

V T

R E

P A

IR

B

U

IL

D

IN

G

D

E N

T A

C

W S

P U

S A

R

D S

T N

W W

A S

H

IN

G T

O N

D

C

1/8" = 1'-0" C1

FOUNDATION PLAN

1. FOR FOUNDATION DETAILS, REFER TO SHEET S-501 AND S502.

2. TOP OF FOOTING INDICATED AS: FOOTING TYPE [X'-XX"].

3. TOP OF CONCRETE ELEVATION INDICATED AS [TOC X'-XX"] ON PLAN.

SLAB TYPE LEGEND

A

M E

N D

M E

N T

A U

G '2

AE

8E4E 7E2E 3E 5E

J1

S-551

W X

W X

W X

W X

E

L

68' - 4" 9' - 10" 12' - 6" 5' - 8" 2' - 3"

8' - 2" 52' - 3"

159' - 0"

8x8 TIMBER

COLUMN, TYP

EXISTING CONC

BASEMENT WALLG11

S-501

EN

CN

BN

AN

FN

HN

1N 2N 3N

7N 8N 9N 10N

6E

BE

CE

DE

EE

GE

FE

10' - 11 1/2" 22' - 0" 11' - 3"

/4

/4

20' - 7" 20' - 7" 16' - 11"

/4

W10X33 COL, TYP

S3

S1

[TOC 0'-0"]

S1

[TOC -2'-6"]

[TOC -2'-6"]

S1

[TOC -2'-6"]

9"

10"

EXISTING SOG

EXISTING SOG

EXISTING SOG

EXISTING SOG

A1

S-553

A6

S-553

G6

S-501

4N 6N

3' - 9" 4' - 1"

5N

GN

15' - 10 1/4"

CONC PAD

SEE

4" SOG

5' - 10 1/4" 23' - 1 1/2"

12' - 0"

W10X22

/2

5 1/4"

DN

(2) 1 3/4" X 11 1/4" LVL [EL 7' - 2"] (2) 1 3/4" X 11 1/4" LVL [EL 7' - 10"]

(2) 1 3/4" X 11 1/4" LVL [EL 7' - 9 1/4"]

(2) 1 3/4" X 11 1/4" LVL [EL 7' - 7 1/4"]

(2) 1 3/4" X 11 1/4" LVL [EL 8' - 5 1/4"]

A6

S-581

S-402

E10

G1

S-704

HDR

HDR HDR

J16

S-551

S-551

E11

S-551

E6

W10X33 COL, TYP

W10X22

W8X18

"6"

[TOC -0'-6"]

[TOC -2'-6"]

TOC [2'-11"]

G11

S-501

G11

S-501

W8X18

W8X18

W8X18W8X18

W8X18

W8X18

6' - 2 3/4"

T O

W

5' - 2"

TOC [0'-0"]

TOC [4'-2"]

L11

S-501

L11

S-501

L11

S-501

L11

S-501

L16

S-501

L16

S-501

4' - 4" 4' - 0" 3' - 2" 4' - 10" 11' - 5 1/2" 4' - 0" 11' - 3 1/2" 4' - 6" 7' - 10" 4' - 0"

7' - 4" 4' - 0" 5' - 2" 3' - 10" 7' - 5 3/4" 4' - 0" 11' - 7 1/2" 3' - 10" 8' - 1" 4' - 0"

7' - 4" 4' - 0" 44' - 0" 4' - 0"

/A11 S-501

CONC PAD

SEE /A6 S-581

C11

S-501

C11

S-501

EW1

EW1

W2

W2

W2

EW1

W3

W3

W3

EW1

EW1

W4

L3X3X1/4

TYP 4 SIDES

TYP

S1

S-406

G1

S-406

G11

K1

S-502

K11

S-502

J1

S-553

(2) 1 3/4" X 11 1/4" LVL [EL 7' - 10"]

E1

S-502

(2)1 3/4 X 11 1/4 [EL 8' - 5 1/4"] HDR

(2)1 3/4 X 11 1/4 [EL 8' - 5 1/4"]

(2)1 3/4 X 11 1/4 [EL 8' - 5 1/4"]

(2)1 3/4 X 11 1/4 [EL 8' - 5 1/4"] (2)1 3/4 X 11 1/4 [EL 8' - 5 1/4"]

(2)1 3/4 X 11 1/4 [EL 8' - 5 1/4"]

HDR

HDR

HDR

HDR HDR

HDR HDR

S-511

L11

TYP

EW1

E9

S-503

K7

S-553

8" SOG

[TOC -2'-6"]

E J

E J

2" EJ

K12

S-554

________________________________________________8" SOG

[TOC -0'-6"]

S1 5" SLAB ON GROUND, NW CONCRETE REINFORCED W/ #4@12" OC, EW

SINGLE LAYER, CENTERED

S2 12" ELEVATOR PIT SLAB

S3 1-1/2" VL COMPOSITE FLOOR DECK W/ 3-1/2" NW CONC TOPPING

(5" TOTAL SLAB DEPTH), 20 GA, GRADE 50, REINFORCED W/ 6X6 W2.9XW2.9

WELDED WIRE REINFORCING

S4 1-1/2" TYPE B METAL ROOF DECK, 20 GA, GRADE 50

S5 3/4" NOMINAL APA RATED PLYWOOD SUBFLOORING

US Army Corps of Engineers ®

SHEET ID

U S

A R

M Y

C O

R P

S O

F E

N G

IN

E

E R

S

D R

A W

N B

Y

D E

S

IG

N E

D B

Y

S U

B M

IT

T

E D

B Y

S

IZ

E

C H

E C

K E

D B

Y

A N

S I D

IS

S

U E

D A

T E

C O

N T

R A

C T

N O

S O

L

IC

IT

A

T

IO

N N

O

N

3 5 7 9 11 13 15 17 19

L

J

G

E

C

A

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N

2 4 6 8 10 12 14 16 18 20

P

M

K

H

F

D

B

SEALGRAPHIC SCALES

PLAN NORTH

SHEET NOTES

4' 8' 16'

1/8"=1'-0SCALE:

KEY PLAN

A

B

C

D

S-102

B785

F

IR

S T

F L O

O R

F R

A M

IN

G

A N

D S

L A

B -O

N -G

R A

D E

P L A

N

W E

S T

P O

IN

T

N

Y N

E W

Y O

R K

D

IS

T R

IC

T

B W

IL

K

IN

S

O N

A C

A R

T E

R

S S

A B

A N

A Y

A G

A M

S .C

H

IA

N G

A U

G U

S T

W R

E

W -1

-D

-0

F

IL

E N

A M

E

R T

A S

U B

M

IS

S

IO

N A

U G

U S

T

D E

N T

A C

S

T R

L R

.R

V T

R E

P A

IR

B

U

IL

D

IN

G

D

E N

T A

C

W S

P U

S A

R

D S

T N

W W

A S

H

IN

G T

O N

D

C

1/8" = 1'-0" C1

FIRST FLOOR FRAMING AND SLAB-ON-GRADE PLAN

1. TOP OF STEEL FRAMING = [EL -2'-11"] ON PLAN, UNO.

2. TOP OF CONCRETE ELEVATION INDICATED AS [TOC X'-XX"] ON PLAN.

SLAB TYPE LEGEND

WALL TYPE LEGEND

EW1 EXISTING 2X4 STUD WALL W/ BRICK VENEER

W2 NEW INTERIOR BEARING WALL - 2X4 STUDS @ 16" OC

W3 NEW INTERIOR BEARING WALL - 3X4 STUDS @ 16" OC OR CONTRACTOR'S

OPTION: (2) 2X4 STUDS @ 16" OC

W4 NEW 12" CONCRETE WALL

A

M E

N D

M E

N T

A U

G '2

AE

8E4E 7E2E 3E 5E

TIMBER

COLUMN, TYP

5.5 x 14

3.5 x 14

3.5 x 145.5 x 145.5 x 14

5.5 x 14

3.5 x 14

5.5 x 145.5 x 14

5.5 x 14

WOOD LOAD-BEARING

WALLS, TYP

EN

CN

BN

AN

FN

HN

1N 2N 3N

7N 8N 9N 10N

6E

BE

CE

DE

EE

GE

W12X26 [EL 11' - 5 1/4"]

W12X26 (6) [EL 9' - 0 1/4"]

W12X26 (6) [EL 9' - 0 1/4"]

W8X18 (6) [EL 9' - 0 1/4"]

W8X18 (6) [EL 9' - 0 1/4"]

W X

W X

W X

S

W X

W12X26 (12) [EL 9' - 0 1/4"]

W12X26 (12) [EL 9' - 0 1/4"]

W12X26 (12) [EL 9' - 0 1/4"]

W X

W X

W X

S

W8X18

W8X18

W8X18 W X

W X

W8X18

W8X18

W8X18

W8X18

FE

5.5 x 14 5.5 x 14

/4

/4

20' - 7" 20' - 7" 16' - 11"

159' - 0"

68' - 4" 9' - 10" 12' - 6" 5' - 8"

2' - 3"

8' - 2" 52' - 3"

10' - 11 1/2" 22' - 0" 11' - 3"

9"

10"

W12X26 [EL 9' - 9 1/4"]W12X26 [EL 9' - 9 1/4"]W12X26 [EL 9' - 9 1/4"]

W12X26 [EL 13' - 3 3/4"] W12X26 [EL 13' - 3 3/4"] W12X26 [EL 13' - 3 3/4"]

S L O

P E

J10

S-551

A1

S-552

TYP

S5

S5

S4

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

EXISTING WOOD

BEARING WALL W/

BRICK VENEER, TYP

/4

W10X33

COL, TYP

G11

S-511

3/8" PLYWOOD SHEATHING

INSIDE FACE OF EXISTING

PERIMETER SHEAR

WALLS, TYP ALL AROUND

3/8" PLYWOOD SHEATHING

INSIDE FACE OF EXISTING

PERIMETER SHEAR

WALLS, TYP ALL AROUND

K11

S-552

K17

S-552

H1

S-552

A12

S-552

C16

S-552

A11

S-553

A1

S-553

4N 6N5N

GN

W X

C X

.2

3' - 9" 4' - 1"

4' - 2"

W12X26 [EL 9' - 10 1/4"]

1-3/4" X 11-1/4" LVL FLOOR JOIST @ 16" OC, UNO

@ 16" OC, UNO

1-3/4" X 11-1/4" LVL FLOOR JOIST

1-3/4" X 11-1/4" LVL FLOOR JOIST @ 16" OC, UNO

JOIST @ 16" OC, UNO

1-3/4" X 11-1/4" LVL FLOOR 1-3/4" X 11-1/4" LVL FLOOR JOIST @ 16" OC, UNO

1-3/4" X 11-1/4" LVL FLOOR JOIST @ 16" OC, UNO

TYP

G11

S-511

SIM

C12

S-555

DN

C8X11.5

C8X11.5

C X

.5

C X

.5

/2

4' - 6"

(2) 1 3/4" X 11 1/4" LVL

S5

(2)1 3/4 X 11 1/4

(2)1 3/4 X 11 1/4

D1

S-514

K1

S-514

A1

S-554

K6

S-514

K11

S-514

C10X15.3C10X15.3 C10X15.3

C10X15.3

D6

S-514

4x8 4x8

HDR HDR

A1

S-554

SIM

H1

S-555

W12X26 W12X26

W10X19 TYP

W10X33 COLUMN TYP

F11

S-571

F17

S-571

D6

S-514

2' - 0 1/2"

W8X18 TYP

E6

S-571

A1

S-555

(3

/4 x

/8 L

V L

(3

/4 x

/8 L

V L

/4

5' - 8" 9' - 5 1/2"

S-405

F1

FOLDING ACCORDIAN

DOOR - SEE ARCH

DRAWINGS FOR

ADDL DETAILS

A7

S-551

H S

S X

-1

/2 X

/4

EW1

W2

W2

W2

EW1

EW1

EW1

W3

W3

W3

EW1

G7

S-532

G7

S-532

G7

S-532

G7

S-532

G7

S-532

G7

S-532

S-406

G6

S-403

A1

[H I/ L O

W

C17

S-571

S-406

G16 W

X

W X

W X

SIM

H S

S X

-1

/2 X

/4

[H I/ L O

W

J1

S-553

________________________________________________ BEAM HANGER PER /A1 S-554

E7

S-554

E7

S-554

K16

S-514

@ 16" OC, UNO

1-3/4" X 11-1/4"

LVL FLOOR JOIST

@ 16" OC, UNO

1-3/4" X 11-1/4"

LVL FLOOR JOIST

JOIST @ 16" OC, UNO

1-3/4" X 11-1/4" LVL FLOOR

@ 16" OC, UNO

1-3/4" X 11-1/4"

LVL FLOOR JOIST

1-3/4" X 11-1/4" LVL FLOOR JOIST @ 16" OC, UNO

1-3/4" X 11-1/4" LVL FLOOR JOIST @ 16" OC, UNO

JOIST @ 16" OC, UNO

1-3/4" X 11-1/4" LVL FLOOR

HSS10X3-1/2X1/4 COL, TYP

E J

E J

S-522

F11

.5 x

TYP

A6

S-553

S1 5" SLAB ON GROUND, NW CONCRETE REINFORCED W/ #4@12" OC, EW

SINGLE LAYER, CENTERED

S2 12" ELEVATOR PIT SLAB

S3 1-1/2" VL COMPOSITE FLOOR DECK W/ 3-1/2" NW CONC TOPPING

(5" TOTAL SLAB DEPTH), 20 GA, GRADE 50, REINFORCED W/ 6X6 W2.9XW2.9

WELDED WIRE REINFORCING

S4 1-1/2" TYPE B METAL ROOF DECK, 20 GA, GRADE 50

S5 3/4" NOMINAL APA RATED PLYWOOD SUBFLOORING

US Army Corps of Engineers ®

SHEET ID

U S

A R

M Y

C O

R P

S O

F E

N G

IN

E

E R

S

D R

A W

N B

Y

D E

S

IG

N E

D B

Y

S U

B M

IT

T

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SEALGRAPHIC SCALES

PLAN NORTH

SHEET NOTES

4' 8' 16'

1/8"=1'-0SCALE:

KEY PLAN

A

B

C

D

S-103

B785

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1/8" = 1'-0" C1

SECOND FLOOR FRAMING PLAN

1. TOP OF STEEL FRAMING ELEVATION INDICATED AS [EL X'-XX"] ON PLAN.

2. ALL BEAMS SHALL BE EQUALLY SPACED IF NOT SPECIFICALLY

DIMENSIONED.

3. TOP OF WOOD FLOOR JOIST ELEVATION [9'-4 3/4"].

4. "(X)" INDICATES THE NUMBER OF 3/4" DIA X 4" HEADED SHEAR STUDS

WELDED TO THE STEEL MEMBER. SEE SHEET S-512 FOR ADDITIONAL

DETAILS.

5. SEE A1/S-521 FOR METAL STUD WALL FRAMING.

SLAB TYPE LEGEND

WALL TYPE LEGEND

EW1 EXISTING 2X4 STUD WALL W/ BRICK VENEER

W2 NEW INTERIOR BEARING WALL - 2X4 STUDS @ 16" OC

W3 NEW INTERIOR BEARING WALL - 3X4 STUDS @ 16" OC OR CONTRACTOR'S

OPTION: (2) 2X4 STUDS @ 16" OC

W4 NEW 12" CONCRETE WALL

A

M E

N D

M E

N T

A U

G '2

EXISTING UPPER FIRST FLOOR

3' - 6"

1E

TYP

2' - 0"

TYP

1' - 0"

T Y

P

TOP OF FDN

SEE PLAN

TOP OF EXISTING FDN

SEE PLAN

MATCH BOTTOM OF

EXISTING FOUNDATION

ELEVATION AT INTERFACE

TYPICAL FOUNDATION

REINFORCING

WALL DOWELS W/ 6"

EMBED - MATCH SIZE

AND SPACING OF

TYPICAL WALL REINF

DOWELS W/ 6" EMBED -

MATCH SIZE AND

SPACING OF TYPICAL

FOUNDATION REINF

CONCRETE

FOUNDATION WALL

#5@12" OC, TYP

EXISTING LOWER FIRST FLOOR

0"

FN

TOP OF FDN

SEE PLAN

TOP OF FDN

SEE PLAN

FOUNDATION REINF, TYP

(4) #5 HOOKS, (2) EA FACE

MATCH TOP OF EXISTING

FOUNDATION ELEVATION

AT INTERFACE

1" COMPRESSIBLE FILLER

EXISTING FOUDNATION

CONCRETE STEM WALL TYPICAL WALL REINF PER

- HOOK TOP BARS AT BLOCKOUT, TYP

(1) #5 ADDITIONAL REINF EF AT

BLOCKOUT

/G6 S-501

HN

1N

6" 10" 10" 10"

(8) #5 VERTS EQ SPACED

#3 TIES @ 12" OC - (2) #4 TIES

@ 3" OC AT TOP OF

PILASTER, TYP

TYPICAL WALL REINF

- SEE /G6 S-501

HN

1' - 8"

8" 10"

(8) #5 VERTS, EQ SPACED

#3 TIES @ 12" OC - (2) #3

TIES @ 3" OC AT TOP OF

PILASTER, TYP

TYPICAL WALL REINF

- SEE /G6 S-501

HN

4N 5N

8" 10" 10" 11"

(8) #5 VERTS, EQ SPACED, TYP

#3 TIES @ 12" OC - (2) #3

TIES @ 3" OC AT TOP OF

PILASTER, TYP

TYPICAL WALL REINF

- SEE /G6 S-501

EXISTING LOWER FIRST FLOOR

0"

FIRST FLOOR

-2' - 6"

DN

2' - 0" , TYP

/4

TYPICAL

FOUNDATION REINF

1/2" COMPRESSIBLE FILLER

EXISTING FOUNDATION STEM WALL

NEW CONCRETE WALL

MATCH BOTTOM OF FOUNDATION

ELEVATION AT INTERFACE 6

#5@12" OC, TYP

2' - 10" 10" 1' - 0" 10 1/4"

2' - 0 1/4"

(8) #5 VERTS, EQ SPACED

#3 TIES @ 12" OC - (2) #3

TIES @ 3" OC AT TOP OF

PILASTER, TYP

TYPICAL WALL REINF.

SEE DETAIL /A6 S-581

8" 1' - 8" 8"

(10) #5 VERTS, EQ SPACED

#3 TIES @ 12" OC (2) #3

TIES @ 3" OC AT TOP OF

PILASTER, TYP

TYPICAL WALL REINF

SEE DETAIL /A6 S-581

US Army Corps of Engineers ®

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S-502

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1/2" = 1'-0"S-101

STEPPED FOUNDATION DETAILK1

3/4" = 1'-0"S-101

ADDITION-EXISTING FOUNDATION INTERFACE DETAILK11

3/4" = 1'-0"S-101

PILASTER DETAIL -

MECHANICAL ADDITION CORNERA1

3/4" = 1'-0"S-101

PILASTER DETAIL -

MECHANICAL ADDITION EDGEA6

3/4" = 1'-0"S-101

PILASTER DETAIL -

MECHANICAL ADDITION CORNERA11

0 1' 2' 4'

1/2"=1'-0SCALE:

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

0.5' 1' 2' 3'

1/2" = 1'-0"S-101

STEPPED FOUNDATION DETAILE1

3/4" = 1'-0"S-101

PILASTER DETAIL -

ELEVATOR ADDITION CORNERE8

3/4" = 1'-0"S-101

PILASTER DETAIL -

ELEVATOR ADDITION EDGEE15

A

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N D

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N T

A U

G '2

CN

10N

1' - 0" 6" 6" 10" 6"

7" 6" 5" 5" 6"

(8) #5 VERTS, EQ SPACED

#3 TIES @ 12" OC - (2) #3 TIES @

3" OC AT TOP OF PILASTER, TYP

TYPICAL WALL REINFORCING

- SEE DETAIL /A1 S-581

BN

10N

[-5' - 6 3/4"][-4' - 6"]

TOF TOF

8" 4" 6"

3" 10" 3"

(10) #5 VERTS, EQ SPACED

#3 TIES @ 12" OC - (2) #3

TIES @ 3" OC AT TOP OF

PILASTER, TYP

TYPICAL WALL REINF

- SEE DETAIL /A1 S-581

TYPICAL WALL REINF

- SEE DETAIL /A6 S-581

TYPICAL WALL REINF

- SEE DETAIL /A6 S-581

EXISTING LOWER FIRST FLOOR

0"

8E

FIRST FLOOR

-2' - 6"

FOR INFO NOT SHOWN SEE

AND

EXISTING WOOD

EXTERIOR BEARING WALL

EXISTING CONCRETE

FOUNDATION STEM WALL

SOG

3 1/4"

6"

V A

R

IE

S

VAPOR BARRIER

(2) #5 EMBEDMENT

2" W/EPOXY

/J10 S-551 /L16 S-501

1' - 10"6 1/2"

(4) #5 VERTS

#3 TIES @ 12" OC

EXISTING LOWER FIRST FLOOR

0"

FIRST FLOOR

-2' - 6"

V A

R

IE

S

M

A X

PROVIDE UNDERPINNING

SUPPORT OF THE

EXISTING FOUNDATION.

SEE

FOR MORE INFORMATION

EXISTING BUILDING

CONCRETE STEM WALL

EXISTING STEM

WALL FOOTING

SEE

FOR TYPICAL SLAB

REINFORCING

SEE

FOR TYPICAL WALL

REINFORCING

OVERPOUR OR FILL W/

LEAN CONCRETE

/H1 S-702

/A1 S-571

/A1 S-571

FIRST FLOOR

-2' - 6"

5N

6"

#5@12" OC, EF

#4@8" OC, EW

10"

NOTE: VERTICAL REINFORCING NOT SHOWN FOR CLARITY

CLASS "B" LAP

2' - 0"

STANDARD HOOK

S E

E P

L A

N

C L A

S S

B

L

A P

SEE PLANS

DISCONTINUE HORIZONTAL

REINFORCING IN INTERSECTING

WALL AT FACE OF

INTERSECTED WALL

DO NOT INTERRUPT SPACING OR

CONTINUITY OF REINFORCING IN

INTERSECTED WALL AT

INTERSECTION WALL

STANDARD HOOK

INTERSECTED WALL

DOWELS TO MATCH SIZE AND SPACING

OF HORIZ WALL REINFORCING

NOTES:

1. VERTICAL REINFORCING NOT SHOWN FOR CLARITY.

2. THERE SHALL BE NO VERTICAL CONSTRUCTION JOINTS IN WALLS WITHIN

5'-0" OF INTERSECTION OR PILASTER UNLESS SPECIFICALLY DETAILED ON

THE DRAWINGS.

3. UNLESS NOTED OTHERWISE, ANGLE BETWEEN ADJACENT WALLS SHALL

BE 90°. IF ANGLE IS SHOWN OTHERWISE, PROVIDE SIMILAR REINFORCING

LAYOUT.

EXISTING LOWER FIRST FLOOR

0"

2E

FIRST FLOOR

-2' - 6"

6N

8"

7"

SEE FOOTING SCHEDULE

S C

H E

D U

L E

S E

E F

O O

T

IN

G

STEEL COLUMN - SEE PLANS

BASE PLATE & ANCHORS -

SEE DETAIL /L6 S-501

1/2" COMPRESSIBLE FILLER, TYP

CONCRETE SLAB-ON-GRADE

CONCRETE TOPPING

VAPOR BARRIER

EXISTING CONCRETE BASEMENT WALL

#3 TIES @ 12" OC

(8) #5 VERTS EQ SPACED

SEE "FOOTING SCHEDULE"

FOR REINFORCING

1' - 10" SQ

1" NONSHRINK GROUT

US Army Corps of Engineers ®

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SEALGRAPHIC SCALES

8" 16" 32"

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

S-503

B785

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3/4" = 1'-0"S-402

PILASTER DETAIL -

ELEVATOR ADDITION EDGEJ9

3/4" = 1'-0"S-402

PILASTER DETAIL -

ELEVATOR ADDITION CORNERJ1

3/4" = 1'-0"S-101

COLUMN FOOTING AND WALL SECTIONJ14

A

M E

N D

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G '2

1/2" = 1'-0"S-405

PERMANENT UNDERPINNING SECTION AT ELEVATOR PITF1

0 1' 2' 4'

1/2"=1'-0SCALE:

3/4" = 1'-0"S-101

FOUNDATION WALL SECTIONE9

1" = 1'-0" A8

TYPICAL CONCRETE WALL

CORNER WALL REINFORCING DETAIL

1" = 1'-0" A1

TYPICAL CONCRETE "T" INTERSECTION DETAIL

0 0.5' 1' 2'

1"=1'-0SCALE:

1" = 1'-0"S-101

ECCENTRIC COLUMN FOUNDATION SECTIONE14

WALL STUD PER SCHED

SCREW AT EA STUD

FLANGE

ANCHORAGE PER SCHED

" M

IN

F

R O

M C

O N

C E

D G

E

FACE OF DOOR/ WINDOW/

LOUVER OPNG

BOTTOM TRACK

PER SCHED

ANCHORAGE PER SCHED

DOOR /WINDOW JAMB PER SCHED

ANGLE 68 MILxSTUD DEPTH LLV W/ (4)

SCREWS TO JAMB

3"

2"

TYPICAL WALL STUD

DOOR / W

IN

DOW

OPNG

ISOMETRIC VIEW

FASTEN BRIDGE CLIP

OR ANGLE AS REQD

PER AISI D3.2.2

SECTION

STUD,

SEE ELEVATIONS FOR

SIZE & SPACING

BRIDGE CLIP OR ANGLE

TO MATCH OR EXCEED

STUD GAGE

COLD-FORMED CONT

BRIDGING CHANNEL

O C

M A

X

12" MIN

EDGE DISTANCE

SILL PER SCHED

L1 1/2x1 1/2x54 MILx0'-4" W/ (3)

#10 EA LEG,

TYP T&B OF SILL

JAMB STUD PER PLAN

& SCHED

1"1"

HEADER PER PLAN & SCHED

L1 1/2x1 1/2x54 MILx0'-4" W/ (3) #10 EA LEG, TYP T&B OF HEADER

JAMB STUD PER PLAN & SCHED

PL54 MILx4x0'-5" W/ (4) #10 TO HEADER

& (4) #10 TO JAMB,

TYP ONE SIDE

3E

WALL STUD

PER ELEVATION

BENT PL 54 MILS W/ (3) #12

SCREWS TO STUD & (3) #

12 SCREWS TO HSS, TYP

HSS GIRT PER

ELEVATION

EXISTING WALL

J16

S-532

BEAM PER PLAN

BENT PL 54 MILS W/ (3)

#12 SCREWS TO STUD

& (3) #12 SCREWS TO

HSS, TYP

HSS GIRT PER ELEVATION

WALL STUD PER

ELEVATION, TYP

US Army Corps of Engineers ®

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NTS

L16

TYPICAL WALL

STUD BASE CONNECTION

NTS

L11

TYPICAL JAMB

STUD BASE CONNECTION

NTS

L6

TYPICAL BRIDGING

3" = 1'-0"S-521

TYPICAL SILL TO

JAMB CONNECTIONF1

3" = 1'-0"S-521

TYPICAL LOAD BEARING

HEADER TO JAMB CONNECTIONF16

0 0.125' 0.25' 0.5'

3"=1'-0"SCALE:

0 0.25' 0.5' 1'

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

A

M E

N D

M E

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A U

G '2

1 1/2" = 1'-0" F11

HORIZONTAL STUD TO VERTICAL

HSS GIRT CONNECTION PLAN

1 1/2" = 1'-0"S-553

TYPICAL STUD

CONNECTION AT HSS GIRTF6

EXISTING LOWER FIRST FLOOR

0"

EXISTING UPPER FIRST FLOOR

3' - 6"

TOS

-10' - 0"

4E2E 3E

SHOTCRETE WALL

W/ #5 @ 24" OC

12' - 6"9' - 10"

STEEL W8 COL -

SEE PLANS

FIRST FLOOR

-2' - 6"

EXISTING

BASEMENT

WALL

EXISTING

FIRST

FLOOR SLAB

CONT CONC FOOTING

STEEL BEAM -

SEE PLANS

CONC SLAB W/ METAL DECK -

SEE PLANS

S-551

E1

EXISTING

BASEMENT WALL

1/2"X8"XCONT EMBED PL W/

1/2" DIA WELDED HEADED

STUD X 4" LG @ 12" OC, TYP

EXISTING UPPER FIRST FLOOR

3' - 6"

2E

FIRST FLOOR

-2' - 6"

TIMBER POST

EXISTING SOG

CONC WALL ADDITION

EXISTING CONC

BASEMENT WALL

SOG

1/2" EXPANSION JOINT

#5 DOWELS @ 12" OC, TYP

EXPOXIED INTO EXISTING

CONCRETE

#5 VERT DOWELS @ 12" OC

6" 6"

3"

#5 HORIZ @ 12" OC

CLEAN AND ROUGHEN TO 1/4"

MIN AMPLITUDE. APPLY BONDING

AGENT IMMEDIATELY PRIOR TO

INSTALLING SHOTCRETE

FOR POST BASE INOF NOT

SHOWN SEE /J16 S-551

1/4"X11"X11" PL

(2) 3/4" DIA WELDED STUDS W/5" EMBEDMENT

(2) 3/8" DIA SCREW

ANCHORS. EMB 2 3/4"

4E

FIRST FLOOR

-2' - 6"

TIMBER POST

SOG

EXISTING CONC

BASEMENT WALL

8" SHOTCRETE

WALL

CONC SLAB OVER

METAL DECK -

SEE PLANS

POST BASE WITH

1" STANDOFF

TOS

-10' - 0"

2E

9"

8" SHOTCRETE WALL

EXISTING CONC

BASEMENT WALL

EXISTING

CONT FOOTING

EXISTING

BASEMENT SLAB

#5 DOWELS @ 12" OC

W/ 6" EMBED

2' - 0"

5 1/2"

(2) #5 CONT

#4 DOWELS @32" O/C EW.

EMBED 4" WITH EPOXY

CLEAN AND ROUGHEN TO 1/4" MIN AMPLITUDE.

APPLY BONDING AGENT IMMEDIATELY PRIOR

TO INSTALLING SHOTCRETE

EXISTING WALL

AND SILL PL

EXISTING 6"

CONC. WALL

6" +/-

(2) 5/8" Ø THREADED

RODS WITH 6" EMB

W/ EPOXY

PLACE DRYPACK NON

SHRINK GROUT BELOW

PL AS REQUIRED FOR

FULL BEARING

1" BASE PL

REMOVE EXISTING SILL

PL @ BASE PL

EXISTING 12"

CONC WALL

1 1/2"

1 1/2" TYP

HSS 3 1/2x3 1/2 COL

CL (E) STUD WALL

CL (E) STUD WALL

6" 6"

/2

/2

3"

EXISTING CONC WALL

1" BASE PL PLACE DRYPACK

NON-SHRINK GROUT BELOW AS

REQUIRED FOR FULL BEARING

(2) 5/8" Ø THREADED ROD

WITH 6" EMB W/ EPOXY

REMOVE EXISTING

SILL PL AT BASE PL

1/4

3 SIDES

0 0

HSS 3 1/2x3 1/2 COL

CL (E) STUD WALL

SECOND FLOOR

9' - 5 1/4"

2X12 LVL BLOCKING AT

FOLDING DOOR LOCATION

TYPICAL FLOOR

JOIST - SEE PLANS

FOLDING PARTITION

SUPPORT - SEE ARCH

FOR ADDL DETAILS

FOLDING DOOR -

SEE ARCH FOR

ADDL DETAILS

1-5/8" SLOTTED CHANNEL

FRAMING STRUT, TYP

3-HOLE 90° ANGLE

BRACKET W/ 1/2"Ø THRU

BOLTS. ALTERNATE SIDES

AT EACH JOIST

3E

FIRST FLOOR

-2' - 6"

W8 STEEL COLUMN

TIMBER POST

8"X4"X1/4" PL ES W/ (2)

3/4" DIA THROUGH BOLTS

1/4

NOTE: ANGLE NOT

SHOWN ON OTHER SIDE

OF COLUMN FOR CLARITY

3/8" COL CAP PL

1/4

PARTIAL PEN,

TYP

COMPOSITE METAL DECK

W8 BEAM

EXISTING

CONCRETE WALL

8" SHOTCRETE

EXISTING OPENING

E X

IS

T

IN

G

O P

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IN

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#5 @ 12" OC HORZ

AND VERT EMBED 6"

WITH EPOXY

US Army Corps of Engineers ®

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3/8" = 1'-0"S-101

SECTION THROUGH BASEMENTJ1

0 0.5' 1' 2'

1"=1'-0SCALE:

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

0.5' 1' 2' 3'

3/8"=1'-0"SCALE:

1' 2' 4' 6'

3/4" = 1'-0"S-103

COLUMN AT BASEMENT WALL SECTIONJ10

3/4" = 1'-0"S-101

COLUMN AT BASEMENT WALL SECTIONA1

3/4" = 1'-0"S-551

CMU WALL FOOTING AT BASEMENTE1

1" = 1'-0"S-102

COLUMN BASE CONNECTION PLANE6

1" = 1'-0"S-102

COLUMN BASE CONNECTION PLANE11

3/4" = 1'-0"S-103

FOLDING PARTITION SUPPORT DETAILA7

1" = 1'-0"S-102

STEEL TO WOOD COLUMN DETAILJ16

3/4" = 1'-0" C16

TYPICAL CONCRETE INFILL DETAIL

A

M E

N D

M E

N T

A U

G '2

EXISTING UPPER FIRST FLOOR

3' - 6"

EXISTING UPPER SECOND FLOOR

13' - 2"

4E

SECOND FLOOR

9' - 5 1/4"

7N

FLOOR JOIST

PER PLAN

SHEATHING

PER PLAN

EXISTING PLYWOOD

NOTCH PLYWOOD

AROUND EXISTING JOIST

OR PROVIDE LATERAL TIE

PER

TO BLOCKING

E.N. EXISTING SHEATHING

TO BLOCKING

TIE ANGLE

PER

DEMO EXISTING BRICK

VENEER

RIM JOIST

362S250-97 @ 16" OC

VERTICAL - ALIGN W/

EXISTING WALL STUDS

/A1 S-601

/A1 S-601

TIE ANGLE

PER /A1 S-601

2x BLOCKING

2x BLOCKING

@ 48" OC W/

(3) 10d EA END

JOINT

2" TYP

EXPANSION

2x BLOCKING

CENTER WITH TIE

ANGLE ANCHORS

EXISTING WOOD

WALL STUDS

TIE PLATE EA STUD

PER , 2'-0" OC/A1 S-601

EXISTING LOWER FIRST FLOOR

0"

EXISTING LOWER SECOND FLOOR

9' - 8"

LOWER ROOF

17' - 8"

HE

FIRST FLOOR

-2' - 6"

362S200-97 @16" OC VERTICAL, UNO.

VERTICAL BLOCK WALL PER TYPICAL

WALL FRAMING

2' - 6"

#4 @ 8" OC

EMBED 5" WITH EPOXY

#4 TIES @ 15" OC

1' - 6"

TWIST TIE - PER SCHEDULE ON

TO EACH EXISTING STUD, TYP

(4) #5

FACE TO FACE 362S200-97 WELDED WHERE SPACING

EXCEEDS 16" @ EXISTING SECOND FLOOR

/A1 S-003

EXISTING LOWER FIRST FLOOR

0"

EXISTING LOWER SECOND FLOOR

9' - 8"

LOWER ROOF

17' - 8"

2E

SECOND FLOOR

9' - 5 1/4"

FIRST FLOOR

-2' - 6"

TWIST TIE HOLD DOWN

EACH STUD

PER

362S250-97 @ 16" OC

VERTICAL, TYP

TOP OF SLAB

VARIES AT STAIRS

#4 @ 8" OC

EMBED 8" WITH EPOXY

HSS10X3-1/2X1/4

HSS10X3-1/2X1/4

/4

/4

S-522

F6

/A1 S-601

S-554

E12

2" EXP JT

1' - 0"

S-522

F6

EXISTING LOWER SECOND FLOOR

9' - 8"

EXISTING UPPER SECOND FLOOR

13' - 2"

2E

SECOND FLOOR

9' - 5 1/4"

TWIST TIE PER

EA STUD

362S250-97 @ 16" OC - ALIGN

W/ EXISTING WALL STUDS

/A1 S-601

2x BLOCKING

FLOOR JOIST

PER PLAN

3/8" SHEATHING PER PLAN

RIM JOIST

2x BLOCKING @ 48" OC W/ (3) 10d EA END

362S200-68 @ 16" OC - ALIGN W/

EXISTING WALL STUDS

3/8" SHEATHING PER PLAN

8d @ 8"OC. EVERY

OTHER NAIL TO BE

CENTERED ON BLKG

2" EXP JT

MECH

ADDITION

ROOF

TIE PLATE EA STUD

PER , 2'-0" OC

FULL HEIGHT OF STUD

/A1 S-601

TWIST TIE PER

EA STUD

/A1 S-601

EXISTING LOWER FIRST FLOOR

0"

2E

FIRST FLOOR

-2' - 6"

6N5N

1' - 0"

M

IN6

#4@8" OC, EW

#4@8" OC

#4@8" OC

8"

4"

3' - 5" 1' - 7"

SIDEWALK

PER CIVIL

EPOXY, TYP

US Army Corps of Engineers ®

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1" = 1'-0"S-101

WALL SECTION AT ELEVATOR ADDITIONA11

3/4" = 1'-0"S-101

WALL SECTION AT STAIRSA1

3/4" = 1'-0"S-102

WALL SECTION AT STAIRSA6

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

0.5' 1' 2' 3'

0 0.5' 1' 2'

1"=1'-0SCALE:

1" = 1'-0"S-102

EXISTING WALL SECTIONJ1

A

M E

N D

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3/4" = 1'-0"S-102

UPPER LANDING SECTIONK7

FLOOR BEAM PER PLAN

3/16

P.P. TYP

3/8"x12"x3 1/2" PL W/ (4) 1/4"Ø x3" WS @ 2" O/C

BEAM HANGER

OPTIONAL SHIM PL

1/2" PL

CONTRACTOR DESIGNED

SHORING STUD USED UNTIL HSS

COL INSTALLED AND SUPPORTS

TOP PLATE ABOVE, TYP

HSS COL

PER PLAN

A6

S-554

B12

S-554

3/8" PL

EXISTING BEARING

WALL, TYP

HSS 3-1/2x3-1/2

PER PLAN

T Y

P

T Y

P

T Y

P

EQEQ

TYP

3"

E Q

E Q

1/4

3 SIDES

HSS 3-1/2 x 3-1/2

3/16

TYP

NOTE:

EXISTING BEARING WALL

NOT SHOWN FOR CLARITY.

EXISTING STUD WALL

METAL STUD PER PLAN

TWIST TIE HOLD

DOWN EA STUD.

EACH SIDE @

DOUBLE STUD JAMBS

FRAMING ANGLE EA

SIDE @ WINDOW AND

DOOR JAMB STUDS

ONLY

EXISTING TRUSS

EXISTING LOWER FIRST FLOOR

0"

2E

(E) CONCRETE WALL

(E) WOOD WALL

CONT L3X3X3/8

362S200-68 STUD

PER ELEVATIONS

5/8" DIA THREADED ROD @ 32"

O/C, 4" FROM ENDS EMBED 4"

WITH EPOXY(E) SILL PLATE

EXISTING LOWER FIRST FLOOR

0"

2E

FIRST FLOOR

-2' - 6"

(E) CONCRETE WALL

(E) WOOD WALL

L3X3X3/8x3" EA SIDE

HSS 10X3-1/2X1/4

5/8" DIA THREADED

ROD EMBED 4"

WITH EPOXY

(E) SILL PLATE

3/16

3 SIDES

EXISTING LOWER FIRST FLOOR

0"

2E

FIRST FLOOR

-2' - 6"

(E) CONCRETE WALL

(E) WOOD WALL

L3X3X3/8x3" EA SIDE

HSS 10X3-1/2X1/4

5/8" DIA THREADED

ROD EMBED 4"

WITH EPOXY

(E) SILL PLATE

3/16

3 SIDES

DRY PACK FULL BEARING

3/16

3 SIDES

TYP

C12x20.7

5/8" DIA THREADED

ROD EMBED 5"

WITH EPOXY

REMOVE PORTION OF (E)

SILL PLATE SO HSS10

BEARS ON (E) CONC

CAP PL1/2 T&B

3/16

LOWER ROOF

17' - 8"

CONT 2X6

CONT 2X10

2X4 @ 2'-0" OC

CONT 2X4

2"

EXISTING ROOF TRUSS

REMOVE ROOFING MATERIAL -

ATTACH TO EXISTING ROOF

TRUSS CHORDS, TYP

EXISTING BEARING WALL

2X4 POST @ 2'-0" OC -

ALIGN W/ TRUSSES

5/8" PLYWOOD BENDABLE FRAMING ANGLE OR

LATERAL TIE PLATE PER

@ 2'-0" OC

/A1 S-6012"

NEW CONCRETE WALL

FRAMING ANGLE

PER /A1 S-601

FRAMING ANGLE

PER /A1 S-601

EL VARIES

(2) 3/8" DIA LAG SCREWS

EXISTING ROOF PLYWOOD

SPIKE POST AND

BEAM TOGETHER W/

(4) 8d NAILS, EA SIDE

EXISTING LOWER FIRST FLOOR

0"

HEHN

FIRST FLOOR

-2' - 6"

" M

IN

1' - 0"

8"

1' - 8"

6"

2' - 1 3/4"

#4@8" OC, EW

(1) #4, TYP

#4 DOWELS

@8" OC

#5@8" OC

DOWELS TO MATCH VERTICAL

BARS SIZE AND SPACING

(3) #4 #4@8" OC

#4@8" OC

SOG

SOG

5' - 4"

6"

US Army Corps of Engineers ®

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1/2" = 1'-0"S-103

COLUMN SPLICE SECTIONA1

1 1/2" = 1'-0"S-554

HSS CONNECTION PLANA6

1 1/2" = 1'-0"S-554

HSS SPLICE PLANB12 0 0.25' 0.5' 1'

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

1" = 1'-0"S-104

METAL STUD WALL

CONNECTION SECTIONE1

0 0.5' 1' 2'

1"=1'-0SCALE:

1" = 1'-0"S-553

STUD WALL CONNECTIONE12

1" = 1'-0"S-103

HSS COLUMN

BOTTOM CONNECTION DETAILE7

1" = 1'-0"S-555

HSS COLUMN

BOTTOM CONNECTION DETAILE16

1" = 1'-0"S-104

ROOF CRICKET SECTIONK1

A

M E

N D

M E

N T

A U

G '2

1/2" = 1'-0"S-102

STAIR SECTION ADJACENT TO MECHANICAL ADDITIONK12

0 1' 2' 4'

1/2"=1'-0SCALE:

HWS

(3'-0"x6'-0")

(3'-0"x6'-0")

A

B

RS

RS

R-SV

R-SV

HG

HG

D

D

R

R

C

CHWS

CWS

CWR

REFRIGERANT SUCTION PIPING

SYMBOL DESCRIPTION

ARROW INDICATES DIRECTION OF FLOW

SLOPE PIPE DOWN IN DIRECTION OF ARROW

DRAIN LINE

REFRIGERANT-SAFETY VALVE RELIEF LINE

HOT GAS PIPING

PIPE ANCHOR

PIPE GUIDE

EXPANSION COMPENSATOR

EXPANSION LOOP (SIZE AxB)

FLEXIBLE BALL JOINT EXPANSION COMPENSATOR

CONCENTRIC REDUCER (INCREASER)

ECCENTRIC REDUCER (INCREASER)

UNION

CAPPED PIPE WITH SHUT-OFF VALVE

"Y" TYPE STRAINER WITH HOSE END BLOW OFF VALVE

"Y" TYPE STRAINER

BASKET TYPE STRAINER

DUPLEX STRAINER

ELBOW TURNED UP

ELBOW TURNED DOWN

BOTTOM PIPE CONNECTION

TOP PIPE CONNECTION

FLEXIBLE CONNECTION

SHUT-OFF VALVE

SYMBOL

HOT WATER SUPPLY

HWR HOT WATER RETURN

RL REFRIGERANT LIQUID PIPING

RS REFRIGERANT SUCTION PIPING

LPS LOW PRESSURE STEAM

LPR LOW PRESSURE CONDENSATE RETURN

MPS MEDIUM PRESSURE STEAM

MPR MEDIUM PRESSURE CONDENSATE RETURN

HPS HIGH PRESSURE STEAM

HPR HIGH PRESSURE CONDENSATE RETURN

PCR PUMPED CONDENSATE RETURN

CD CONDENSATE DRAIN

DIRT LEG

REFRIGERANT EXPANSION VALVE

SIGHT GLASS

VALVE IN VERTICAL

A

MANUAL AIR VENT

AUTOMATIC AIR VENT

THERMOMETER

PIPE SENSOR WELL (THERMOMETER)

PRESSURE GAUGE AND COCK

PRESSURE GAUGE WITH LOOP

TEMPERATURE-PRESSURE TEST FITTING

CENTERLINE

HEAT TRACED PIPING

PIPE SLEEVE

BEAM PENETRATION

PIPE GUIDE

PIPE CAP

PIPE BLIND FLANGE

CONDENSER WATER SUPPLY

CONDENSER WATER RETURN

CHILLED WATER SUPPLY

CHWR CHILLED WATER RETURN

LOCKSHIELD GLOBE VALVE

SOLENOID VALVE

BUTTERFLY VALVE (MANUAL)

BALL VALVE

PUMP

PRESSURE REGULATOR

F & T TRAP

INVERTED BUCKET TRAP

PIPING LEGEND

DESCRIPTION

ALL SYMBOLS SHOWN MAY NOT APPEAR IN ALL DRAWINGS. SYMBOLS ARE SHOWN SCHEMATIC AND MAY NOT BE TO SCALE.

S

S

AUTOMATIC FLOW CONTROL VALVE

BALANCING VALVE

GLOBE VALVE

CHECK VALVE

AUTOMATIC THREE-WAY CONTROL VALVE

AUTOMATIC TWO-WAY CONTROL VALVE

RELIEF VALVE

ANGLE RELIEF VALVE

PRESSURE REDUCING VALVE (PRV)

LUBRICATED PLUG VALVE

SYMBOL DESCRIPTION

E

SP

T

H

S

CM

TH

C02

R

B

ND

B

TM

SLAB #

TOTALIZING BTU METER

EMERGENCY BREAK GLASS SWITCH FOR EQUIPMENT

SHUT-DOWN

SYMBOL

CONTROLS LEGEND

DESCRIPTION

FLOW MEASURING STATION

FLOW SWITCH

CARBON MONOXIDE SENSOR WITH DESIGNATION

CARBON DIOXIDE SENSOR WITH DESIGNATION

NITROGEN DIOXIDE SENSOR WITH DESIGNATION

TEMPERATURE SENSOR/THERMOSTAT WITH ZONE OR

EQUIPMENT DESIGNATION

COMBINATION TEMPERATURE/MOISTURE SENSOR

INSTALLED IN SLB WITH ZONE DESINGATION

HUMIDISTAT/HUMIDITY SENSOR WITH HUMIDIFIER

DESIGNATION

COMBINATION TEMPERATURE/HUMIDITY SENSOR

SMOKE DETECTOR

ALL SYMBOLS SHOWN MAY NOT APPEAR IN ALL DRAWINGS.

SYMBOLS ARE SHOWN SCHEMATIC AND MAY NOT BE TO SCALE.

STATIC PRESSURE SENSOR WITH DESIGNATION

REFRIGERANT SENSOR WITH DESIGNATION

ROOM PRESSURE SENSOR

ROOM PRESSURE MONITOR

A1

M-301

S1

A1

M-401

RISER SERVICE

RISER NUMBER

SECTION NUMBER

DRAWING NUMBER

DETAIL NUMBER

DRAWING NUMBER

EQUIPMENT TYPE

EQUIPMENT NUMBER

HW

DP

DP

AHU-1

TYPE

CFM

10x10 FACE SIZE (IF APPLICABLE)

AHU-1

RISER…