RFQ939700-01 - IVH Building Repair Project - Drawings.pdf

PROJECT LOCATION

PROJECT LOCATION

CONTRACTOR PARKING

CONTRACTOR STAGING AREA

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SHEET INDEX CERTIFICATIONS

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DVA IVH DISPATCH BUILDING REPAIR

DAS PROJECT NUMBER: 9397.00

1301 SUMMIT STREET, MARSHALLTOWN, IOWA 50158

G000

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IOWA DEPARTMENT OF ADMINISTRATIVE SERVICES

SHEET LIST

SHEET NAME

GENERAL

G000 COVER SHEET

STRUCTURAL

S000 STRUCTURAL GENERAL INFORMATION

S100 PLAN VIEWS

S110 PLAN VIEWS

S200 EXTERIOR ELEVATION

S300 SECTIONS

S301 SECTIONS

S302 SECTIONS

S500 DETAILS

I HEREBY CERTIFY THAT THE PORTION OF THIS TECHNICAL

SUBMISSION DESCRIBED BELOW WAS PREPARED BY ME OR UNDER

MY DIRECT SUPERVISION AND RESPONSIBLE CHARGE. I AM A DULY

LICENSED ARCHITECT UNDER THE LAWS OF THE STATE OF IOWA.

PAGES, SHEETS OR DIVISIONS COVERED BY THIS SEAL

PRINTED OR TYPED NAME

SIGNATURE

MY LICENSE RENEWAL DATE IS JUNE 30,

DATE

ARCHITECT

LICENSE NUMBER

{{t:s;r:y;o:"Architect";w:140;h:25;}}

Phillip J. Parrott

ALL

03601

NOT TO SCALE1

VICINITY MAP

NOT TO SCALE2

PROJECT MAP

PAGES, SHEETS OR DIVISIONS COVERED BY THIS SEAL

MY LICENSE RENEWAL DATE IS DECEMBER 31,

I HEREBY CERTIFY THAT THIS ENGINEERING DOCUMENT WAS

PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I

AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS

OF THE STATE OF IOWA.

{{t:s;r:y;o:"Structural";w:140;h:25;}}

PRINTED OR TYPED NAME

SIGNATURE DATE

LICENSE NUMBER

Christopher R. Marvin

ALL

P27417

STRUCTURAL ENGINEER

03" = 1'-0"3

BUILDING ELEVATION

6"

A

@ AT

ADD ADDENDUM

AHJ AUTHORITY HAVING JURISDICTION

ALT ALTERNATE

ARCH ARCHITECT (URAL)

B

B/ BOTTOM OF

BLDG BUILDING

BOT BOTTOM

BP BASE PLATE

BRG BEARING

BTWN BETWEEN

C

CFCI CONTRACTOR FURNISHED

CONTRACTOR INSTALLED

CIP CAST-IN PLACE

CJ CONSTRUCTION/CONTROL JOINT

CL CENTER LINE

CLR CLEAR (ANCE)

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECT (ION) (ED) (OR)

CONT CONTINUOUS

COORD COORDINATE

CFSF COLD FORMED STEEL FRAMING

D

DBE DECK BEARING ELEVATION

DEG, ° DEGREE

DEMO DEMOLITION

DIA, Ø DIAMETER

DIM DIMENSION

DN DOWN

DTL DETAIL

DWG DRAWING

E

(E) EXISTING

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

ELEC ELECTRIC / ELECTRICAL

ELEV or EL ELEVATION

EMBED EMBEDDED

EOR ENGINEER OR RECORD

EQ EQUAL

EQUIP EQUIPMENT

ES EACH SIDE

EW EACH WAY

F

FND FOUNDATION

FF FINISHED FLOOR

FRP FIBER REINFORCED POLYMER

FTG FOOTING

FV FIELD VERIFY

G GA GAGE or GAUGE

GALV GALVANIZED

GC GENERAL CONTRACTOR

GL GRID LINE

H

HORIZ HORIZONTAL

HWS HEADED WELDED STUDS

I

ID INSIDE DIAMETER

J

JBE JOIST BEARING ELEVATION

L

LF LINEAR FOOT

LLBB LONG LEG BACK TO BACK

LLOS LONG LEG OUTSTANDING

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LVL LAMINATED VENEER LUMBER

M

MAX MAXIMUM

MECH MECHANICAL

MEP MECHANICAL, ELECTRICAL,

PLUMBING

MEZZ MEZZANINE

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

N

N/A NOT APPLICABLE

NIC NOT IN CONTRACT

NTS NOT TO SCALE

O

OC ON CENTER

OD OUTSIDE DIAMETER

OFCI OWNER FURNISHED-CONTRACTOR

INSTALLED

OFOI OWNER FURNISHED-OWNER

INSTALLED

OPP OPPOSITE HAND

OH OVERHEAD

P

PAF POWDER ACTUATED FASTENER

PC PRECAST CONCRETE

PL PLATE

PREFAB PREFABRICATED

PRELIM PRELIMINARY

PVC POLYVINYL CHLORIDE

Q

QTY QUANTITY

R

R RADIUS

REF REFER (ENCE)

REINF REINFORCE (D) (ING) (MENT)

REQD REQUIRED

REV REVISION

RO ROUGH OPENING

RTU ROOF TOP UNIT

S

SCHED SCHEDULE

SEOR STRUCTURAL ENGINEER OF RECORD

SIM SIMILAR

SJ SAW CUT JOINT

SLBB SHORT LEG BACK TO BACK

SLOS SHORT LEG OUTSTANDING

SOG SLAB ON GRADE

SPEC SPECIFICATIONS

SS STAINLESS STEEL

STA STATION

STD STANDARD

STL STEEL

T

T&B TOP AND BOTTOM

T&G TONGUE AND GROOVE

T/ TOP OF

TEMP TEMPORARY

TRANS TRANSVERSE

TYP TYPICAL

U

UNO UNLESS NOTED OTHERWISE

V

VERT VERTICAL

VIF VERIFY IN FIELD

W

W/ WITH

W/O WITHOUT

WP WORKING POINT

WWR WELDED WIRE REINFORCEMENT

ABBREVIATIONS

NORTH ARROW

0A1

VIEW NAME

1/8" = 1'-0" 12"

VIEW NUMBER

DRAWING SCALE

N

SHEET NUMBER

BUILDING SECTION MARK

A1 A101

A1 A101

A1 A101

A1 A101

A1 A101

A00 KEYNOTE VALUE

RFI

REVISION NUMBER

REVISION TYPE

D.8

D.8

EXISTING GRID BUBBLE

NEW GRID BUBBLE

100'-0"

FIRST FLOOR

IDENTIFIED LEVEL NAME

ELEVATION MARK

SPOT ELEVATION MARK

100'-0"

VIEW NUMBER

SHEET NUMBER

DETAIL SECTION MARK

VIEW NUMBER

SHEET NUMBER

ENLARGED DETAIL MARK

VIEW NUMBER

MATCHLINE

SHEET NUMBER

ELEVATION MARK

VIEW NUMBER

A4/S104

VIEW NUMBER / SHEET

NUMBER OF

CONTINUING VIEW

GENERAL SYMBOLS LEGEND

MASONRY

STEEL

MISCELLANEOUS

CONCRETE

EARTH

GRANULAR FILL

GROUT

L (100'-0")

(99'-0")

CHANGE IN SLAB ELEVATION MARK

W x4 9(

E)

B P2

STRUCTURAL COLUMN DESIGNATION

(E) - EXISTING

(D) - DEMOLISHED

BASE PLATE MARK

P# (X'-X") F# (X'-X")

PIER MARK (TOP ELEVATION)

BRICK LEDGE STEP MARK

FOOTING MARK (TOP ELEVATION)

SPAN DIRECTION MARK - ONE WAY

SPAN DIRECTION MARK - TWO WAY

OPENING

MOMENT FRAMING CONNECTION MARK

SHEAR SPLICE FRAMING

CONNECTION MARK

MOMENT SPLICE FRAMING

CONNECTION MARK

SHEAR TRANSFER MARK

UPPER ELEVATION

LOWER ELEVATION

W (100'-2")

(100'-0")

WALL STEP MARK

UPPER ELEVATION

LOWER ELEVATION

(95'-0")

(97'-0")

FOUNDATION STEP MARK

UPPER ELEVATION

LOWER ELEVATION

GENERAL SYMBOLS LEGEND

EXISTING

1. CODES:

A. INTERNATIONAL BUILDING CODE (IBC) 2015

B. AMERICAN CONCRETE INSTITUTE - BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE (ACI 318)

C. AMERICAN CONCRETE INSTITUTE - BUILDING CODE REQUIREMENTS FOR MASONRY

STRUCTURES (ACI 530)

D. AMERICAN INSTITUTE OF STEEL CONSTRUCTION - SPECIFICATION FOR STRUCTURAL

STEEL BUILDINGS (AISC 360)

ALLOWABLE STRENGTH DESIGN (ASD)

E. AMERICAN SOCIETY OF CIVIL ENGINEERS AND STRUCTURAL ENGINEERING INSTITUTE

(ASCE/SEI 7) - MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

F. AMERICAN WELDING SOCIETY D1.1

G. AMERICAN IRON AND STEEL INSTITUTE (AISI S100) SPECIFICATION FOR THE DESIGN OF

COLD FORMED STEEL STRUCTURAL MEMBERS

H. AMERICAN FOREST & PAPER ASSOCIATION (AF&PA) NATIONAL DESIGN SPECIFICATION

FOR WOOD CONSTRUCTION (NDS)

2. DESIGN LOADS PER THE 2015 IBC (RISK CATEGORY II)

A. DEAD LOADS

STRUCTURE SELF WEIGHT AS SHOWN

CEILING, MEP & FP 10 PSF

ROOFING SYSTEM 10 PSF

B. LIVE LOADS

TYPICAL ROOF LIVE LOAD - 20 PSF

CORRIDORS ABOVE 1ST FLOOR 80 PSF

STAIRS STRUCTURE (UNREDUCIBLE) 100 PSF

STAIR TREADS 300 LBS OR 100 PSF

C. ROOF SNOW LOAD

GROUND SNOW LOAD, Pg 25 PSF FLAT ROOF SNOW LOAD, Pf 20 PSF SNOW EXPOSURE FACTOR, Ce 1.0 SNOW IMPORTANCE FACTOR, Is 1.0 THERMAL FACTOR, Ct 1.0

D. DEFLECTION CRITERIA

a. FLOOR LIVE LOAD L/360

b. ROOF LIVE LOAD L/240

DESIGN INFORMATION

1. CONCRETE MASONRY UNIT STANDARDS AND COMPRESSIVE STRENGTHS:

DESIGN ASSEMBLY STRENGTH, F'm , BY UNIT STRENGTH METHOD 2500 PSI

CONCRETE MASONRY UNITS (NORMAL WEIGHT) ASTM C90 3250 PSI

MASONRY GROUT ASTM C476 2500 PSI

MASONRY MORTAR, TYPE S ASTM C270 1800 PSI

REINFORCING FOR MASONRY ASTM A615 Fy = 60 KSI

PLATE AND BENT BAR ANCHORS ASTM A36

WIRE MESH TIES ASTM A185

JOINT REINFORCEMENT, LADDER TYPE, 1.7(9GA) ASTM A1064

ANCHOR RODS FOR MASONRY ASTM A307

2. THE LOAD BEARING CONCRETE MASONRY WALLS FOR THIS PROJECT WERE DESIGNED TO

SPAN VERTICALLY AND BE BRACED BY THE ROOF AND FLOOR FRAMING ELEMENTS OF THE

STRUCTURE. DURING CONSTRUCTION THE MASONRY CONTRACTOR SHALL PROVIDE LATERAL

BRACING UNTIL THE ROOF STRUCTURE IS INSTALLED AS RECOMMENDED BY ACI 530 AND THE

LATEST REVISION OF "STANDARD PRACTICE FOR BRACING MASONRY WALLS UNDER

CONSTRUCTION", PREPARED BY THE COUNCIL FOR MASONRY WALL BRACING. THIS BRACING IS

TO PREVENT UNNECESSARY STRESS OR DAMAGE TO THE MASONRY WALLS FROM LATERAL

LOADS, WHICH CAN OCCUR WHILE THE WALLS ARE NOT PROPERLY BRACED BY THE ROOF AND

FLOOR STRUCTURE.

3. SPLICE REINFORCING USING CONTACT LAPS TO THE LENGTHS INDICATED BELOW:

NP = NOT PERMITTED

NOTES TO SPECIFIER:

BASED ON 100% ALLOWABLE TENSILE STRESS IN REINFORCING (24,000 PSI)

LAP SPLICE CAN BE REDUCED (DIV BY 1.5) IF STRESS IS LESS THAN 80%

BARS GREATER THAN #9 ARE REQUIRED TO BE MECHANICALLY SPLICED

4. MASONRY MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE REQUIREMENTS OF

“SPECIFICATION FOR MASONRY STRUCTURES AND RELATED COMMENTARIES (ACI 530/ASCE

6/TM 602) PUBLISHED BY AMERICAN CONCRETE INSTITUTE, EXCEPT WHERE REQUIREMENTS

ARE EXCEEDED BY THESE CONTRACT DOCUMENTS.

5. THOROUGHLY MIX MORTAR AND GROUT INGREDIENTS IN ACCORDANCE WITH THE

REFERENCED ASTM ABOVE IN QUANTITIES NEEDED FOR IMMEDIATE USE. DO NOT USE ANTI-

FREEZE COMPOUNDS TO LOWER THE FREEZE POINT.

6. ALL LOAD BEARING MASONRY WALLS SHALL BE HAVE FULL MORTAR BED, HEAD AND COLLAR

JOINTS. LAY HOLLOW MASONRY UNITS WITH FACE SHELL BEDDING ON HEAD AND BED JOINTS.

7. HORIZONTAL JOINT REINFORCEMENT: ALL LOAD BEARING MASONRY WALLS SHALL BE

CONSTRUCTED WITH LADDER TYPE JOINT REINFORCEMENT AS FOLLOWS:

A. SPACED AT A MAXIMUM OF 16" ON CENTER IN WALL CONSTRUCTION.

B. LAP JOINT REINFORCEMENT ENDS MINIMUM 6 INCHES.

C. PLACE HORIZONTAL JOINT REINFORCEMENT ONE ROW ABOVE AND ONE ROW BELOW ALL

WALL OPENINGS.

D. PLACE CONTINUOUS JOINT REINFORCEMENT IN FIRST JOINT BELOW THE TOP OF THE WALL.

E. DO NOT CONTINUE HORIZONTAL JOINT REINFORCEMENT ACROSS CONTROL OR EXPANSION

JOINTS.

8. ALL LOAD BEARING REINFORCED UNIT MASONRY WALLS SHALL HAVE (1) #5 BAR VERTICALLY IN

GROUTED CELL AT ALL CORNERS, ENDS OF WALLS, WALL INTERSECTIONS, AND IMMEDIATELY

ADJACENT TO EACH SIDE OF CONTROL JOINTS AND WALL OPENINGS.

9. CONCRETE MASONRY UNIT CORES SHALL BE PLACED WITH CELLS IN VERTICAL ALIGNMENT. ALL

CORES CONTAINING REINFORCEMENT AND ANCHORS SHALL BE FILLED SOLID WITH GROUT.

GROUT ALL CELLS TO RECEIVE ANCHORS.

10. PROVIDE A MINIMUM OF 1/2" OF GROUT BETWEEN THE MAIN REINFORCING AND THE MASONRY

UNITS. ALL VERTICAL REINFORCEMENT SHALL BE CENTERED IN THE WALL UNLESS NOTED

OTHERWISE.

11. ALL MASONRY WALLS SHALL HAVE VERTICAL CONTROL JOINTS AT A MAXIMUM SPACING OF 25

FEET AS FOLLOWS:

A. COORDINATE CONTROL JOINTS WITH LOCATIONS INDICATED ON ARCHITECTURAL

DRAWINGS.

B. CONTROL JOINTS SHALL NOT INTERFERE WITH BEAMS, JOISTS, OR LINTEL BEARING.

C. PROVIDE PREFORMED EXTRUDED RUBBER CONTROL JOINT DESIGNED FOR MASONRY

WALLS CONFORMING TO ASTM D2000 2AA-805.

D. SEAL JOINT WITH SINGLE COMPONENT ELASTERMERIC POLYURETHANE SEALANT. COLOR

TO MATCH MORTAR JOINTS.

12. DOWELS IN FOOTINGS SHALL BE PLACED TO ALIGN WITH CORES CONTAINING REINFORCING

STEEL. COORDINATE PLACEMENT BEFORE CONSTRUCTION OF FOOTING BEGINS.

13. GROUT SOLID ALL CMU CORES BELOW ADJACENT GRADE OR BELOW SLAB ON GRADE

CONSTRUCTION.

14. DURING CONSTRUCTION OF WALLS, COVER TOPS OF WALLS, PARTIALLY COMPLETED MASONRY

AND ANY OPEN WALL CAVITIES AT SILLS OR HEADERS WITH WATERPROOF SHEETING AT THE

END OF EACH DAY'S WORK.

15. MASONRY WALL CONSTRUCTION TOLERANCES

A. MAXIMUM VARIATION FROM UNIT TO UNIT: 1/16"

B. MAXIMUM VARIATION FROM PLANE OF WALL: 1/4"

C. MAXIMUM VARIATION FROM PLUMB: 1/4"

D. MAXIMUM VARIATION FROM LEVEL COURSING: 1/8"

E. MAXIMUM VARIATION OF JOINT THICKNESS: 1/8"

F. MAXIMUM VARIATION FROM CROSS SECTIONAL THICKNESS OF WALL: 1/4"

16. BEAM BEARING CONDITIONS: FILL BLOCK CELLS SOLID WITH GROUT A DISTANCE OF 24"

BENEATH AND 12" EACH SIDE OF BEAM REACTIONS OR OTHER CONCENTRATED LOADS IF NOT

OTHERWISE REINFORCED. ALL BEAM AND JOIST POCKETS SHALL BE GROUTED SOLID OR

FILLED WITH CONCRETE MASONRY UNITS AFTER STEEL ERECTION IS COMPLETE.

BAR SIZE

#3

#4

#5

#6

#7

#8

#9

6" CMU

27"

36"

45"

54"

NP

NP

NP

8" CMU

27"

36"

45"

54"

63"

113"

NP

10" CMU

27"

36"

45"

54"

63"

72"

82"

12" CMU

27"

36"

45"

54"

63"

72"

82"

MINIMUM LAP SPLICE LENGTH

REINFORCED UNIT MASONRY

1. PROVIDE LINTELS ABOVE ALL WALL OPENINGS AND RECESSES GREATER THAN 12" WIDE AS

INDICATED IN THE PLANS AND LINTEL SCHEDULE.

2. OPENINGS NOT IDENTIFIED ON THE DOCUMENTS SHALL BE CONSTRUCTED IN A SIMILAR

MANNER TO THE SCHEDULED LOCATIONS THAT MATCH SPAN AND LOAD CONDITIONS. CONTACT

STRUCTURAL ENGINEER FOR CONFIRMATION.

3. LINTELS FOR BRICK NON-LOAD BEARING MASONRY PARTITION WALLS SHALL HAVE LINTELS IN

ACCORDANCE WITH THE FOLLOWING SCHEDULE:

ALL CMU BOND BEAM LINTELS SHALL HAVE A MINIMUM (2) #5 BARS PLACED 3" FROM THE

BOTTOM OF THE BLOCK AND GROUTED SOLID.

ALL STEEL ANGLE LINTELS ARE LONG LEG BACK TO BACK AND STITCH WELDED TOGETHER TOP

AND BOTTOM 3" LONG AT 12" ON CENTER MINIMUM.

4. ALL BOND BEAM LINTELS SHALL BE CONSTRUCTED USING BOND BEAM UNITS.

5. WALL OPENING JAMBS SHALL BE GROUTED SOLID FULL HEIGHT BELOW THE WIDTH OF THE

LINTEL BEARING, UNLESS NOTED OTHERWISE.

6. ALL LINTELS SHALL HAVE A MINIMUM OF 4" END BEARING, UNLESS NOTED OTHERWISE.

7. ALL STEEL LINTEL ASSEMBLIES IN EXTERIOR WALL CONSTRUCTION SHALL BE HOT-DIP

GALVANIZED PER ASTM A123, UNLESS NOTED OTHERWISE.

8. BEARING PLATES NOT REQUIRED FOR STEEL LINTELS, UNLESS NOTED OTHERWISE.

OPENING WIDTH MASONRY OPTION STEEL OPTION

1'-0 TO 2'-0"

>2'-0" TO 4'-0"

>4'-0" TO 6'-0"

>6'-0" TO 8'-0"

8" DEEP BOND BEAM 5/16"x7"PLATE

(2)L3 1/2x3 1/2x1/4

(2)L4x3 1/2x5/16(LLV)

(2)L5x3 1/2x5/16(LLV)

8" DEEP BOND BEAM

8" DEEP BOND BEAM

16" DEEP BOND BEAM

REINFORCED UNIT MASONRY - LINTELS

1. THE GENERAL STRUCTURAL NOTES ARE INTENDED TO SUPPLEMENT THE DRAWINGS AND

SPECIFICATIONS. SHOULD CONFLICTS EXIST BETWEEN THESE DRAWINGS AND THE

SPECIFICATIONS NOTIFY THE ENGINEER OF ANY SUCH CONFLICTS.

2. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ALL PROJECT DRAWINGS AND

SPECIFICATIONS. REFER TO ALL DRAWINGS FOR THE COORDINATION OF THE WORK IN THIS

PROJECT.

3. THE INTENT OF THESE PLANS AND NOTES IS TO PRESENT THE PROJECT REQUIREMENTS.

MAJOR DETAILS HAVE BEEN SHOWN ON THE DRAWINGS. HOWEVER, CERTAIN MINOR DETAILS

MUST BE WORKED OUT IN THE FIELD OR SHOP DRAWING PROCESS BY THE CONTRACTOR.

4. UNLESS NOTED OTHERWISE, DETAILS SHOWN ON DRAWINGS ARE TO BE CONSIDERED TYPICAL

FOR ALL SIMILAR CONDITIONS.

5. THE STRUCTURE IS DESIGNED TO BE STABLE AND SELF-SUPPORTING AFTER THE BUILDING IS

FULLY ERECTED AND ALL CONNECTIONS ARE COMPLETED. UNLESS NOTED OTHERWISE, THE

DRAWINGS DO NOT INDICATE THE MEANS AND METHODS OF CONSTRUCTION. IT IS SOLELY THE

CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE ERECTION PROCEDURE AND SEQUENCING

TO ENSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION.

THIS INCLUDES THE ADDITION TEMPORARY BRACING, GUYS AND TIE-DOWNS NECESSARY FOR

THE ERECTION PROCESS.

6. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO FOLLOW THE APPLICABLE SAFETY CODES

AND REGULATIONS DURING ALL PHASES OF CONSTRUCTION.

7. CONTRACTOR'S CONSTRUCTION AND ERECTION SEQUENCE SHALL CONSIDER THE EFFECTS OF

THERMAL MOVEMENTS OF THE STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD.

8. EXISTING CONDITIONS:

A. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND CONDITIONS

RELATING TO EXISTING CONSTRUCTION AND EXISTING SERVICES ON SITE. THE

CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND LOCATIONS OF EXISTING COLUMNS,

WALLS, OPENINGS, ETC, WITH THE ARCHITECTURAL DRAWINGS PRIOR TO PROCEEDING

WITH THE WORK. ANY DISCREPANCIES WITH THE CONTRACT DOCUMENTS SHALL BE

REPORTED TO THE ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH THE AFFECTED

PART OF THE WORK.

B. DURING CONSTRUCTION THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS WHICH

ARE NOT KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION (DISCOVERY).

SUCH CONDITIONS MAY INTERFERE WITH THE NEW CONSTRUCTION OR REQUIRE

PROTECTION AND/OR SUPPORT OF EXISTING WORK DURING CONSTRUCTION. IT MAY ALSO

CONSIST OF DAMAGED OR DETERIORATION OF STRUCTURAL MATERIALS OR COMPONENTS

WHICH COULD JEOPARDIZE THE STRUCTURAL INTEGRITY OF THE BUILDING(S). THE

CONTRACTOR SHALL NOTIFY THE ENGINEER OF ALL DISCOVERIES WHICH MAY INTERFERE

WITH THE PROPER EXECUTION OF THE WORK OR JEOPARDIZE THE STRUCTURAL INTEGRITY

OF THE BUILDING(S) PRIOR TO PROCEEDING WITH THE WORK RELATED TO SUCH

DISCOVERIES.

C. DURING THE CONSTRUCTION PROCESS, IT SHALL BE SOLELY THE CONTRACTOR'S

RESPONSIBILITY TO MAINTAIN THE INTEGRITY OF THE EXISTING STRUCTURE AND TO

PROTECT IT FROM DAMAGE ANY PORTIONS THAT ARE TO REMAIN.

D. CONTRACTOR SHALL INVESTIGATE THE SITE DURING EARTHWORK OPERATIONS FOR FILL

MATERIAL OR BURIED STRUCTURES. IMMEDIATELY, NOTIFY THE ENGINEER IF ANY SUCH

MATERIALS OR STRUCTURES ARE DISCOVERED.

9. STRUCTURAL COORDINATION

A. MECHANICAL, ELECTRICAL OR PLUMBING LOADS, OPENINGS AND SUPPORT FRAMING ARE

SHOWN FOR BIDDING PURPOSES ONLY. CONTRACTOR SHALL OBTAIN APPROVAL OF THE

MECHANICAL, ELECTRICAL OR PLUMBING CONTRACTOR BEFORE PROCEEDING WITH SUCH

PORTION OF THE WORK.

B. THE CONTRACTOR SHALL VERIFY THE SIZE AND LOCATION OF ALL OPENINGS, HOLES AND

SLEEVES THROUGH FOUNDATIONS AND OTHER STRUCTURAL ELEMENTS WITH THE

MECHANICAL, ELECTRICAL AND PLUMBING CONTRACTORS. NO OPENINGS SHALL PASS

THROUGH STRUCTURAL MEMBERS UNLESS SHOWN ON THE DRAWINGS OR APPROVED BY

THE ENGINEER.

C. EXCESS COST DUE TO VARIATION IN THE STRUCTURE TO ACCOMMODATE A SUBSTITUTION

OR ALTERNATE MANUFACTURER(S) FROM THE LISTED BASIS OF DESIGN SHALL BE BORNE

BY THE CONTRACTOR.

10. BEFORE SUBMITTING A BID, EACH BIDDER SHALL VISIT THE SITE AND BECOME FULLY

ACQUAINTED WITH THE EXISTING CONDITIONS, CONSTRUCTION REQUIREMENTS,

RESTRICTIONS, QUANTITIES AND EQUIPMENT NECESSARY TO COMPLETE THE WORK. THE BID

SHALL INCLUDE ALL ITEMS REQUIRED TO COMPLETE THE WORK WITHIN THE EXISTING

CONDITIONS. DISRUPTION OF THE OWNERS NORMAL ACTIVITIES AROUND THE CONSTRUCTION

SITE SHALL BE KEPT TO A MINIMUM.

11. THE COST OF ADDITIONAL DESIGN WORK DUE TO ERRORS AND OMISSIONS BY THE

CONTRACTOR DURING CONSTRUCTION SHALL BE BORNE BY THE RESPONSIBLE CONTRACTOR.

12. ANY ENGINEERING DESIGN PROVIDED BY OTHER AND SUBMITTED FOR REVIEW OR RECORD

SHALL BEAR THE STAMP AND SIGNATURE OF A PROFESSIONAL STRUCTURAL ENGINEER

REGISTERED IN THE STATE WHERE THE PROJECT EXISTS.

13. CONTRACTOR SHALL COORDINATE WORK SCHEDULES WITH THE OWNER TO ESTABLISH

CONSTRUCTION SEQUENCING AROUND ANY OCCUPIED AREAS. CONTRACTOR SHALL NOT

PROCEED TO OCCUPIED AREAS UNTIL AUTHORIZED BY THE OWNER.

14. ALL ELEMENTS AND SURFACES DAMAGED BY DEMOLITION, BUT NOT SCHEDULED FOR REMOVAL

SHALL BE REPAIRED AND REFINISHED TO MATCH THE ADJACENT SURFACES AT NO ADDITIONAL

COST TO THE OWNER.

15. CONTRACTOR SHALL REMOVE ALL DEBRIS AND WASTE MATERIALS RESULTING FROM

CONSTRUCTION FROM THE SITE, UNLESS NOTED OTHERWISE.

16. CONTRACTOR SHALL MINIMIZE CREATION OF DUST, DIRT AND WINDBORNE DEBRIS FROM

BLOWING ACROSS THE SITE AND ONTO ADJACENT SITES.

17. CONTRACTOR SHALL COVER ANY EXTERIOR OPENING WITH TEMPORARY CLOSURES WHEN NOT

WORKING ON SITE TO PROTECT THE INTERIOR SPACES FROM WEATHER, INSECTS, RODENTS

AND INTRUDERS.

GENERAL NOTES

A P

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F5 S300

A

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A5 S300

C5 S301

C6 S300

A5 S301

TEMPORARY SHORING WALL

F6 S301

A5 S302

C6 S302

F5 S302

MATERIALS BEING STORED BY

FACILITY WILL BE MOVED BY

FACILITY PRIOR TO CONSTRUCTION

F5 S300

A

S

A5 S300

C5 S301

C6 S300

A5 S301

F6 S301

A5 S302

C6 S302

F5 S302

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01/4" = 1'-0"A6

BASEMENT FLOOR PLAN (FFE = 89'-11")

6'

N

01/4" = 1'-0"C6

FIRST FLOOR PLAN (FFE = 100'-0")

6'

F5 S300

A

S

A5 S300

C5 S301

C6 S300

A5 S301

F6 S301

A5 S302

C6 S302

F5 S302

REMOVE THE OUTSIDE 2 WYTHES

OF BRICK AND INSTALL NEW

BRICK WITH HORIZONTAL

REINFORCEMENT AT 16" O.C.

TOOTH-IN NEW BRICK

INTO EXISTING BRICK

REPOINT FAILED AND

DETERIORATED MORTAR

JOINTS BETWEEN WINDOWS

REFERENCE LINES

REMOVE AND SALVAGE WINDOW,

SILL AND TRIM FOR REINSTALLATION

AFTER REPAIR TO WALL, PREPARE

AND PAINT EXTERIOR SURFACES OF

WINDOW, REPLACE BROKEN PANES

OF GLASS WITH LIKE GLAZING

REMOVE AND SALVAGE STORM

WINDOW FOR REINSTALLATION AFTER

REPAIRS TO WALL IS COMPLETE

TOOTH-IN NEW BRICK

INTO EXISTING BRICK

REPOINT CRACKED

MORTAR JOINTS BETWEEN

WINDOW AND NEW BRICK

REMOVE ENTIRE WALL AND

INSTALL NEW BRICK WALL

V .I

.F

TIE NEW BRICK TO

EXISTING BRICK

STORAGE RACKING TO BE

MOVED BY FACILITY PRIOR

TO CONSTRUCTION

F5 S300

A

S

A5 S300

C5 S301

C6 S300

A5 S301

F6 S301

A5 S302

C6 S302

F5 S302

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01/4" = 1'-0"A6

SECOND FLOOR PLAN (FFE = 112'-2")

6'

N

01/4" = 1'-0"C6

ROOF PLAN

6'

100' - 0"

FIRST FLOOR

112' - 2"

SECOND FLOOR

F5 S300

89' - 11"

BASEMENT

122' - 2"

ROOF

A5 S300

C5 S301

C6 S300

A5 S301

18'-10"

" 9

AREA TO BE FULLY AND PARTIALLY

DEMOLISHED AND REBUILT

F6 S301

A5 S302

C6 S302

F5 S302

REMOVE AND SALVAGE WINDOWS FOR

REINSTALLATION AFTER MASONRY WALL REPAIRS

ARE COMPLETED, PAINT THE EXTERIOR SURFACES

OF WINDOWS TO MATCH EXISTING WINDOW COLOR

REMOVE AND SALVAGE STONE SILL FOR

REINSTALLATION AFTER MASONRY WALL

REPAIRS ARE COMPLETE

EXISTING MASONRY PILASTER

EXISTING MASONRY PILASTER

EXISTING CORBELED MASONRY

EXTENT OF AREA OF THE

ENTIRELY NEW MASONRY WALL,

REMAINDER OF AREA ONLY THE

OUTSIDE (2) WYTHES TO BE

REPLACED

OUTLINE OF PILASTER

TOOTH-IN NEW BRICK

WITH EXISTING

ALIGN BOTTOM WITH

BRICK COURSING

ALIGNS WITH EDGE OF PILASTER

SEE FLOOR PLAN FOR

SHORING REQUIREMENTS

SALVAGE BRICK FOR USE IN THE

NEW WALL, MIX IN REINSTALLED

BRICK WITH NEW BRICK

LOCATION OF MOCK-UP

ALIGN NEW BRICK

COURSING WITH EXISTING

BRICK COURSING

AREA OF REPAIR

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01/2" = 1'-0"A6

EAST WALL ELEVATION

3'

NOT TO SCALEF2

EAST FACADE

112' - 2"

SECOND FLOOR

89' - 11"

BASEMENT

122' - 2"

ROOF

4'-0"

3/4" BULGE

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1'-1 1/2"

EXTERIOR FACE OF BRICK

INTERIOR FACE OF BRICK WALL

REFERENCE LINES

REMOVE THE 2 OUTSIDE WYTHES

OF BRICK, INSTALL NEW BRICK,

MATCH BOND AND COURSING OF

EXISTING WALL

ALIGN WITH EXISTING

BRICK COURSING

FIRST COURSE UNDER

CORBELED CORNICE

VERIFY IN FIELD

CORBELED CORNICE

EXISTING GUTTER

INSIDE FACE OF

WALL REFERENCE

FACE OF PILASTER REFERENCE

EXTERIOR FACE OF

WALL REFERENCE

INSIDE WYTHE OF

BRICK TO REMAIN

HORIZONTAL

REINFORCEMENT AT 16" O.C.

TIE NEW MASONRY TO EXISTING

REMOVE PORTIONS OF THE CEILING TO

PROPERLY INSTALL SHORING WALL,

REINSTALL REMOVED PORTION OF

CEILING AFTER TEMPORARY WALL IS

REMOVED.

TEMPORARY SHORING WALL

REMOVE PORTIONS OF THE CEILING TO

PROPERLY INSTALL SHORING WALL,

REINSTALL REMOVED PORTION OF

CEILING AFTER TEMPORARY WALL IS

REMOVED.

TEMPORARY SHORING WALL

REMOVE PORTIONS OF THE CEILING TO

PROPERLY INSTALL SHORING WALL,

REINSTALL REMOVED PORTION OF

CEILING AFTER TEMPORARY WALL IS

REMOVED.

TEMPORARY SHORING WALL

100' - 0"

FIRST FLOOR

112' - 2"

SECOND FLOOR

89' - 11"

BASEMENT

122' - 2"

ROOF

1 9/16" BULGE

A P

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B U

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E L

E N

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H

EXTERIOR FACE OF BRICK PILASTER

INTERIOR FACE OF BRICK

REFERENCE LINES

INSIDE WYTHE OF

BRICK TO REMAIN

REMOVE THE 2 OUTSIDE

WYTHES OF BRICK, INSTALL

NEW BRICK

ALIGN WITH EXISTING

BRICK COURSING

HORIZONTAL

REINFORCEMENT AT 16" O.C.

TIE NEW MASONRY TO EXISTING

100' - 0"

FIRST FLOOR

112' - 2"

SECOND FLOOR

89' - 11"

BASEMENT

122' - 2"

ROOF

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1 1/8" BULGE

EXTERIOR FACE OF BRICK

INTERIOR FACE OF BRICK

REFERENCE LINES

REMOVE BRICK AND

REPLACE WITH NEW BRICK

INSIDE WYTHE OF

BRICK TO REMAIN

ALIGN WITH EXISTING

BRICK COURSING

HORIZONTAL

REINFORCEMENT AT 16" O.C.

TIE NEW MASONRY TO EXISTING

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01/2" = 1'-0"A5

SECTION 1

3' 01/2" = 1'-0"C6

SECTION 2 - AT PIER

3' 01/2" = 1'-0"F5

SECTION 3

3'

SEE A5/S300 FOR ADDITIONAL INFORMATION

PERTAINING TO THIS WALL SECTION

SEE A5/S300 FOR ADDITIONAL INFORMATION

PERTAINING TO THIS WALL SECTION

112' - 2"

SECOND FLOOR

89' - 11"

BASEMENT

122' - 2"

ROOF

G2 S500

G5 S500

G3 S500

REFERENCE LINES

NEW BRICK WALL (3 WYTHES)

NEW BRICK (OUTSIDE 2 WYTHES)

REMOVE, SALVAGE AND REINSTALL

WOOD WINDOW AND TRIM, PAINT

OUTSIDE OF WINDOW

HORIZONTAL

REINFORCEMENT AT 16" O.C.

TIE NEW MASONRY TO EXISTING

100' - 0"

FIRST FLOOR

112' - 2"

SECOND FLOOR

89' - 11"

BASEMENT

122' - 2"

ROOF

REFERENCE LINES

REMOVE ENTIRE WALL AND

REPLACE WITH NEW BRICK

INSIDE WYTHE OF

BRICK TO REMAIN

HORIZONTAL

REINFORCEMENT AT 16" O.C.

TIE NEW MASONRY TO EXISTING

100' - 0"

FIRST FLOOR

112' - 2"

SECOND FLOOR

89' - 11"

BASEMENT

122' - 2"

ROOF

G2 S500

REFERENCE LINES

NEW BRICK WALL (3 WYTHES)

NEW BRICK (OUTSIDE 2 WYTHES)

REMOVE, SALVAGE AND REINSTALL

WOOD WINDOW AND TRIM, PAINT

OUTSIDE OF WINDOW

G5 S500

E3 S500

HORIZONTAL

REINFORCEMENT AT 16" O.C.

TIE NEW MASONRY TO EXISTING

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01/2" = 1'-0"A5

SECTION 4

3' 01/2" = 1'-0"C5

SECTION 5

3' 01/2" = 1'-0"F6

SECTION 6

3'

INSIDE WYTHE OF

BRICK TO REMAIN

SEE A5/S300 FOR ADDITIONAL INFORMATION

PERTAINING TO THIS WALL SECTION

SEE A5/S300 FOR ADDITIONAL INFORMATION

PERTAINING TO THIS WALL SECTION

112' - 2"

SECOND FLOOR

89' - 11"

BASEMENT

122' - 2"

ROOF

REFERENCE LINES

REMOVE THE OUTSIDE 2

WYTHES OF BRICK, REPLACE

WITH NEW BRICK

HORIZONTAL

REINFORCEMENT AT 16" O.C.

TIE NEW MASONRY TO EXISTING

100' - 0"

FIRST FLOOR

112' - 2"

SECOND FLOOR

89' - 11"

BASEMENT

122' - 2"

ROOF

REFERENCE LINES

REMOVE THE OUTSIDE 3

WYTHES OF BRICK, REPLACE

WITH NEW BRICKS

INSIDE WYTHE OF

BRICK TO REMAIN

HORIZONTAL

REINFORCEMENT AT 16" O.C.

TIE NEW MASONRY TO EXISTING

100' - 0"

FIRST FLOOR

112' - 2"

SECOND FLOOR

89' - 11"

BASEMENT

122' - 2"

ROOF

REFERENCE LINES

EXISTING WALL

TO REMAIN

SELECT DEMOLITION REQUIRED TO

EXPOSE FLOOR STRUCTURE THAT IS

TO BE TEMPORARILY SUPPORTED,

ANY DEMOLITION IS TO BE REPAIRED

BY CONTRACTOR AT END OF PROJECT

SELECT DEMOLITION REQUIRED TO

EXPOSE ROOF STRUCTURE THAT IS

TO BE TEMPORARILY SUPPORTED,

ANY DEMOLITION IS TO BE REPAIRED

BY CONTRACTOR AT END OF PROJECT

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01/2" = 1'-0"A5

SECTION 7

3' 01/2" = 1'-0"C6

SECTION 8 - AT PIER

3' 01/2" = 1'-0"F5

SECTION 9

3'

SEE A5/S300 FOR ADDITIONAL INFORMATION

PERTAINING TO THIS WALL SECTION

SEE A5/S300 FOR ADDITIONAL INFORMATION

PERTAINING TO THIS WALL SECTION

1'-1 1/2" V.I.F.

OUTSIDE (2) WYTHES OF THE EXISTING

BRICK WALL TO BE REMOVED AND

REPLACED, SEE ELEVATION FOR EXTENTS

EXISTING FLOOR JOIST, TO REMAIN

FLOOR BEARING BRICK

COURSE, DO NOT DISTURB

OUTSIDE (2) WYTHES OF THE EXISTING

BRICK WALL TO BE REMOVED AND

REPLACED, SEE ELEVATION FOR EXTENTS

EXISTING INSIDE WYTHE OF

MASONRY TO REMAIN,

REPOINT JOINTS

REPOINT JOINTS AT BEARING

REMOVE, SALVAGE AND

REINSTALLED EXISTING WINDOW

REINSTALLED STONE SILL,

PROVIDE NEW STAINLESS

STEEL ANCHORS

OUTSIDE (2) WYTHES OF THE EXISTING

BRICK WALL TO BE REMOVED AND

REPLACED, SEE ELEVATION FOR EXTENTS

EXISTING INSIDE WYTHE OF

MASONRY TO REMAIN,

REPOINT JOINTS

REMOVE AND REINSTALL

WOOD TRIM

REMOVE AND REINSTALL

WINDOW SILL

SEAL JOINTS AT JAMBS

NEW MEMBRANE

FLASHING WITH

STAINLESS STEEL DRIP

WEEP TUBES AT 12" O.C.

REMOVE STORM WINDOW,

REINSTALL AFTER REPAIR TO

WALL IS COMPLETE

SEAL JOINT

REMOVE AND REINSTALLED

EXISTING WINDOW

NEW (3) WYTHE MASONRY WALL. SEE

ELEVATION FOR EXTENTS

REMOVE AND REINSTALL

WOOD TRIM

SEAL JOINTS

AROUND PERIMETER

SEAL JOINTS

AROUND PERIMETER

EXISTING CORBELED

MASONRY WALL TO

REMAIN

NEW LINTEL, SEE DETAIL

E4/S500 FOR MORE

INFORMATION

REMOVE BLIND AND

REINSTALL AFTER WALL

REPAIRS ARE COMPLETE

REMOVE STORM WINDOW,

REINSTALL AFTER REPAIR TO

WALL IS COMPLETE

HEADER COURSE

ABOVE WINDOW

REMOVE AND REINSTALLED

EXISTING WINDOW BACK IN ITS

ORIGINAL POSITION

NEW (3) WYTHE MASONRY WALL. SEE

ELEVATION FOR EXTENTS

REMOVE AND REINSTALL

WOOD TRIM

SEAL JOINTS

AROUND PERIMETER

SEAL JOINTS

AROUND PERIMETER

STONE SILL BELOW

REMOVE STORM WINDOW,

REINSTALL AFTER REPAIR TO

WALL IS COMPLETE

REMOVE AND REINSTALLED

EXISTING WINDOW BACK IN ITS

ORIGINAL POSITION

NEW (3) WYTHE MASONRY WALL. SEE

ELEVATION FOR EXTENTS

REMOVE AND REINSTALL

WOOD TRIM

SEAL JOINTS

AROUND PERIMETER

SEAL JOINTS

AROUND PERIMETER

STONE SILL BELOW

REMOVE STORM WINDOW,

REINSTALL AFTER REPAIR TO

WALL IS COMPLETE

EXISTING WYTHE OF

BRICK TO REMAIN,

REPOINT CRACKED

MORTAR JOINTS

WINDOW AND TRIM TO BE

REMOVED, SALAVAGE AND

REINSTALLED UPON COMPLETION

OF THE WALL REPAIRS

WINDOW SILL TO BE REMOVED,

SALVAGED AND REINSTALLED

BRICK TO BE REMOVED AND

NEW BRICK INSTALLED

SHOWS SEVERITY OF THE WALL MOVEMENT. ALSO

SHOWS THE WINDOW MOVED OUT WITH THE WALL.

REMOVE, SALVAGE AND REINSTALL BLINDS

REMOVE, SALVAGE AND REINSTALL WINDOW

REMOVE, SALVAGE AND

REINSTALL WINDOW SILL

REMOVE, SALVAGE AND

REINSTALL WINDOW TRIM

BRICK TO BE REMOVED AND

NEW FACE BRICK INSTALLED

REMOVE, SALVAGE AND REINSTALL BLINDS

REMOVE, SALVAGE AND REINSTALL WINDOW

BRICK TO BE REMOVED AND

NEW FACE BRICK INSTALLED

NOTE HEADER COURSE

ABOVE WINDOW

REMOVE, SALVAGE AND

REINSTALL WINDOW SILL

REMOVE, SALVAGE AND

REINSTALL WINDOW TRIM

BRICK TO BE REMOVED AND

NEW FACE BRICK INSTALLED

EXISTING BRICK TO REMAIN,

REPOINT CRACKED JOINTS

REPLACED CRACKED BRICK

WITH SALVAGED BRICK

REMOVE, SALVAGE AND

REINSTALL WOOD AND

ASSOCIATED TRIM,

CONTRACTOR'S OPTION

REPLACE DAMAGED TRIM

BRICK WIDTH

MATCH

L3x3x1/4xCONT

PL1/4x11xCONT

3/16 3-12

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03" = 1'-0"G6

WALL DETAIL

6"

03" = 1'-0"G5

WINDOW SILL

6"

03" = 1'-0"G2

WINDOW HEAD

6"

03" = 1'-0"G3

WINDOW JAMB

6"03" = 1'-0"E3

WINDOW JAMB

6"

NOT TO SCALEE2

PIER BETWEEN WINDOWS

NOT TO SCALED2

WINDOW SILL AT JAMB

NOT TO SCALEB2

WINDOW HEAD AT PIER

NOT TO SCALEA2

WALL BELOW WINDOW SILL

03" = 1'-0"E4

LINTEL DETAIL

6"