2-2025.11.17 - WALPOA - Issued for Bid.pdf

EXISTING PARTITION

TO REMAIN

EXISTING PARTITION

TO BE DEMOLISHED

NEW PARTITION &

TYPE SYMBOL

1t

CEILING TYPE

CEILING HEIGHT

BUILDING SECTION

DESIGNATION

A101

1 Ref

R ef

1 Ref

R ef

SHEET REFERENCE

ELEVATION NAME/NUMBER

Room name

150 SF

Symbols Legend Abbreviations

CLG CEILING

COL COLUMN

CONC CONCRETE

CONST JT CONSTRUCTION JOINT

CONT CONTINUOUS

CPT CARPET

CTR CENTER

D

D.F. DRINKING FOUNTAIN

DEMO DEMOLITION

DIA DIAMETER

DIM DIMENSION

DN DOWN

DR DOOR

DTL DETAIL

DWG DRAWING

E

E EAST

E.I.F.S. EXTERIOR INSULATION FINISH SYSTEM

E.J. EXPANSION JOINT

E.W.C. ELECTRIC WATER COOLER

EA EACH

ELEC ELECTRIC(AL)

ELEV ELEVATOR

A/C AIR CONDITIONING

A.C.M. ALUMINUM COMPOSITE MATERIAL

A.C.T. ACOUSTICAL CEILING TILE

A.F.F. ABOVE FINISHED FLOOR

A.W.C. ACOUSTIC WALL COVERING

ABV ABOVE

ADD'L ADDITIONAL

ALT ALTERNATE

ALUM ALUMINUM

ANOD ANODIZED

APPROX APPROXIMATE(LY)

AVG AVERAGE

B

BD BOARD

BLDG BUILDING

BRG BEARING

BSMT BASEMENT

BTM BOTTOM

BTWN BETWEEN

BUR BUILT-UP ROOFING

BW BOTH WAYS

C

C.I.P. CAST-IN-PLACE

C.J. CONTROL JOINT

C.L. CENTER LINE

C.M.T. CERAMIC MOSAIC TILE

C.M.U. CONCRETE MASONRY UNIT

C.T. CERAMIC TILE

EQ EQUAL

EQUIP EQUIPMENT

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

F

F.E. FIRE EXTINGUISHER

F.E.C. FIRE EXTINGUISHER CABINET

F.F.E. FINISH FLOOR ELEVATION

FD FLOOR DRAIN

FDN FOUNDATION

FIN FL FINISH FLOOR

FL FLOOR

FT (') FOOT

FTG FOOTING

G

G.W.B. GYPSUM WALLBOARD

GALV GALVANIZED

H

H.M. HOLLOW METAL

HCP HANDICAP(PED)

HT HEIGHT

HORIZ HORIZONTAL

I

IN INCH(ES)

INCL INCLUDE(S)

INFO INFORMATION

INSUL INSULATION (INSULATED)

INT INTERIOR

J

JAN JANITOR

JT JOINT

L

LAV LAVATORY

LTG LIGHTING

M

M.B. MARKER BOARD

M.O. MASONRY OPENING

MAINT MAINTENANCE

MAS MASONRY

MAT'L MATERIAL

MAX MAXIMUM

MDF MEDIUM DENSITY FIBERBOARD

MDO MEDIUM DENSITY OVERLAY

MECH MECHANICAL

MEP MECHANICAL, ELECTRICAL, PLUMBING

MFR MANUFACTURER

MIN MINIMUM

MIR MIRROR

MISC MISCELLANEOUS

MR MOISTURE RESISTANT

MTD MOUNTED

MTL METAL

N

N.I.C. NOT IN CONTRACT

N.T.S. NOT TO SCALE

O

O.C. ON CENTER

O.D. OUTSIDE DIAMETER

OH OVERHEAD

OPNG OPENING

OPP OPPOSITE

ORIG ORIGINAL

P

P LAM PLASTIC LAMINATE

P.B. PIN BOARD

PERF PERFORATED

PERIM PERIMETER

PL PLATE

PLAS PLASTER

PLBG PLUMBING

PLWD PLYWOOD

PNL PANEL

PREFAB PREFABRICATED

PREFIN PREFINISHED

PT PAINT

PTD PAINTED

Q

Q.T. QUARRY TILE

QLTY QUALITY

QTY QUANTITY

R

R RISERS (STAIR)

r RADIUS

R.D. ROOF DRAIN

R.O. ROUGH OPENING

R.W.C. RAIN WATER CONDUCTOR

REINF REINFORCE(D)(ING)(MENT)

REQ'D REQUIRED

REV REVISION, REVISED

RFRIG REFRIGERATOR

RM ROOM

RUB RUBBER

S

S.A.B. SOUND ATTENUATION BLANKET

S.G.T. STRUCTURAL GLAZED TILE

S.P.R. SINGLE- PLY ROOFING

S.S.M. SOLID SURFACE MATERIAL

SCHED SCHEDULE

SECT SECTION

SEP SEPARATE

SF SQUARE FOOT

SHWR SHOWER

SIM SIMILAR

SPEC SPECIFICATIONS

SPEC'D SPECIFIED

SQ SQUARE

SS STAINLESS STEEL

STD STANDARD

STL STEEL

STOR STORAGE

STRUC STRUCTURAL

SUSP SUSPEND(ED)

T

T TREAD

T & G TONGUE AND GROOVE

T.E.S. TACTILE EXIT SIGN

T/ TOP OF

T/CONC TOP OF CONCRETE

T/FTG TOP OF FOOTING

T/JST TOP OF JOIST

T/STL TOP OF STEEL

T/WALL TOP OF WALL

TB TACK BOARD

T.B.R. TO BE REMOVED

THRES THRESHOLD

TLT TOILET

T.S. TACK STRIP

TYP TYPICAL

TZ TERRAZZO

U

U.H. UNIT HEATER

U.O.N. UNLESS OTHERWISE NOTED

U/S UNDERSIDE OF

V

V.T. VINYL TILE

VAR VARIES

VAT VINYL ASBESTOS TILE

VCT VINYL COMPOSITION TILE

VERT VERTICAL

V.I.F. VERIFY IN FIELD

VWC VINYL WALL COVERING

W

W.B. DRY ERASE WHITE BOARD

W.C. WATER CLOSET

W.W.F. WELDED WIRE FABRIC

W/ WITH

W/O WITHOUT

WD WOOD

WGT WEIGHT

WIN WINDOW

Y

YD YARD

VIEW REFERENCE SYMBOLS

DETAIL

WALL SECTION DESIGNATION

INTERIOR ELEVATION

SHEET REFERENCE

DETAIL NUMBER

SHEET REFERENCE

DETAIL NUMBER

SHEET REFERENCE

DETAIL NUMBER

A101

SHEET REFERENCE

ELEVATION NAME/NUMBER

BUILDING ELEVATION

Ref

1R ef

1 R ef

Ref

DRAWING SYMBOLS

ROOM IDENTIFICATION

ROOM NUMBER

AREA (WHERE

APPLIES)

DOOR SYMBOL & NUMBER

WINDOW TYPE INDICATOR

WINDOW TYPE

DESIGNATION

CEILING IDENTIFICATION

A.F.F.

1i

1'-0"

PARTITIONS

NEW DOOR/FRAME

1i

PARTITION TYPE

DESIGNATION

STRUCTURAL GRID IDENTIFICATION

0 GRIDLINE

DESIGNATION

LEVEL ELEVATION

LEVEL NAME

VERTICAL

DATUM

T.O.S. HP: 40'-0"

POINT ELEVATION

VERTICAL

DATUM

DESCRIPTION

EXISTING DOOR/FRAME

EXISTING DOOR

TO BE DEMOLISHED

DOORS

A

A300

A350

A500

D R

AW

N

B Y

Project Number

Drawing Number c M

KS

D

, L

LC

MKSD, LLC

1209 Hausman Road Suite A Allentown, PA 18104

610.366.2081 mksdarchitects.com

Silvia A. Hoffman, AIA Todd O. Chambers, AIA Jill P. Hewes, AIA Jessica E. Klocek, AIA a r c h i t e c t s

Project

Client

Project Team

Date

Drawing Title

Revisions

Structural Engineer Barry Isett & Associates, Inc.

5420 Crackersport Rd Allentown, PA 18104 Project Contact: Ty Cunningham, SE, PE P: (484) 866-4835 E: tcunningham@barryisett.com

MEP Engineer Barry Isett & Associates, Inc.

5420 Crackersport Rd Allentown, PA 18104 Project Contact: Rebecca Schleicher,EIT P: (484) 225-5021 E: rschleicher@barryisett.com

Aquatics Consultant Vincent Aquatics 1823 Deep Run Road Pipersville, PA 18947 Project Contact: Matt Long P: (215) 778-1912 E: mlong@vincentpools.com

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G001

Cover Sheet

Wild Acres Lakes Property and Homeowners Association

WALPOA - New Community Clubhouse

M

KS

D

06.16.25

20.193

100 Clubhouse Ln, Dingmans Ferry, PA 18328

06/16/2025 - Issued for Permit

Wild Acres Lakes Property and Homeowners Association New Community Clubhouse

Owner:

WILD ACRES LAKES PROPERTY

AND HOMEOWNERS ASSOCIATION

116 WILD ACRES DRIVE,

DINGMANS FERRY, PA 18328

CONTACT: LAURA M. JONES

TELEPHONE: (570) 828-7511

EMAIL: doo@wildacreslakes.org

Architect:

MKSD, LLC

1209 HAUSMAN RD., SUITE A

ALLENTOWN, PA 18104

CONTACT: NICK HEWES

TELEPHONE: (610) 366-2081

FAX: (610) 366-8399

EMAIL:nick@mksdarchitects.com

MEP Consultant

100 Clubhouse Ln, Dingmans Ferry, PA 18328

Drawing List: Location Map: Site / Campus Map:

BARRY ISETT & ASSOCIATES, INC

5420 CRACKERSPORT RD

ALLENTOWN, PA 18104

CONTACT: REBECCA SCHLEICHER, EIT

TELEPHONE: (484) 225-5021

EMAIL: rschleicher@barryisett.com

PROJECT LOCATION PROJECT LOCATION

Structural Consultant

BARRY ISETT & ASSOCIATES, INC

5420 CRACKERSPORT RD

ALLENTOWN, PA 18104

CONTACT: ROSS SOTAK, PE

TELEPHONE: (484) 866-4871

EMAIL: rsotak@barryisett.com

Aquatics Consultant

VINCENT AQUATICS

1823 DEEP RUN RD

PIPERSVILLE, PA 18947

CONTACT: MATT LONG

TELEPHONE: (215) 766-7541 X 103

EMAIL: mlong@vincentpools.com

G001 Cover Sheet G002 Code Information & Life Safety Plan

S100 Notes S101 Foundation Plan & Schedules S102 Foundation Details S103 Roof Framing Plan & Schedules S104 Framing Details S300 Wall Sections S301 Unnamed

A001 Architectural Specifications A002 Architectural Specifications A003 Architectural Specifications A004 Architectural Specifications A005 Architectural Specifications A006 Architectural Specifications A100 Overall Floor Plan A100A Floor Plan - Zone A A100B Floor Plan - Zone B A102 Attic , Mezzanine, and Patio Plan A103 Roof Plan A200 Exterior Elevations A300 Building Sections A310 Wall Sections A312 Wall Sections A400 Reflected Ceiling Plan A511 Section Details A512 Plan Details A601 Finish Plan, Legend & Schedule A611 Door & Window Schedule A700 Interior Elevations & Details A702 Equipment Plan

M000 Mechanical Information Sheet M100 First Floor Plan - Mechanical M101 Roof Plan - Mechanical M400 Mechanical Details M500 Mechanical Schedules M600 Mechanical Specifications

P000 Plumbing Information Sheet P100 First Floor Plan - Domestic Water P101 First Floor Plan - Plumbing P102 Roof Plan - Plumbing P400 Plumbing Details P500 Plumbing Diagrams & Schedules P600 Plumbing Specifications

E000 Electrical Information Sheet E010 Site Plan - Electrical E100 First Floor Plan - Lighting E200 First Floor Plan - Power E201 Roof Plan - Power E400 Electrical Details and Schedules E500 Electrical Details E600 Electrical Specifications E601 Electrical Specifications

SP-0 Pool Area Plan SP-1 Pool Layout & Sections SP-2 Piping Schematic Filter Room, Hydraulic & Poping Schematics SP-3 Details SP-4 Electrical Schematic and Bonding

No. Date Description

DW

F.E.C.

F.E.C

F.

E.

C

165 SF

Bonus Room

277 SF

Kitchen

604 SF

Lobby

Main Room

Fireside Room

75 SF

Storage

131 SF

Pool Equipment

1089 SF

Pool 107A

168 SF

Women's

170 SF

Men's

131 SF

Sauna

260 SF

Storage

173 SF

Storage

135 SF

Men's

137 SF

Women's

370 SF

Activities

214 SF

Mechanical

64 SF

Corridor

EXIT

1,011 SF @ 15 SF/Occ.

= 67 Occupants

2 occs.

2 Occs.

8 occupants

1,162 SF @ 7 SF/Occ.

= 166 Occs.

1 Occ.

22 occupants

2,031 SF @ 15 SF/Occ.

= 135 occupants

3 Occs.

1 Occ.

170 max

78 occs.

EXIT

Allowable Egress

Actual Egress

EXIT

340 max

42 occs.

EXIT

170 max

2 occs.

EXIT

170 max

41 occs.

EXIT

170 max

41 occs.

EXIT

340 max

43 occs.

2025 SF

Pool Deck

EXIT

340 max

78 occs.

EXIT

340 max

81 occs.

H

R . R td . F ire W al l

H

R . R td . F ire W al lFE

1 Occ.1 Occ.

Fire Area 1 5,720sf 249 occupants

Fire Area 2 4,179sf 160 occupants

Fire Area 1 5,720sf 249 occupants

Fire Area 2 4,179sf 160 occupants

Fire extinguisher provided by contractor

5/8" GWB, both sides

Wood Stud

- 18 ga Steel 2-1/2" semi-recessed cabinet w/ white baked enamel finish

- Aluminum full glass (acrylic) door w/loc. and aluminum trim with rolled edges

- Provide black vinyl lettering vertically on face of glazing - "fire extinguisher"

- All aluminum has clear satin anodized finish

- Provide standard bracket for mounting of multi-purpose dry chemical extinguisher (2A:60B:C - 10lb), Basis of Design: Potter Roemer, Model 3010

Fire Extinguisher Cabinet Basis of Design: Potter Roemer, Model 7038

-Where no cabinet is scheduled for housing extinguisher, mount fire extinguisher on bracket @ 3' - 6" above finish floor.

TO

T

O P

O F

C

AB

IN

ET

4'

0"

Finish Floor

F I R E

E X T I N G U I S H E R

D R

AW

N

B Y

Project Number

Drawing Number c M

KS

D

, L

LC

MKSD, LLC

1209 Hausman Road Suite A Allentown, PA 18104

610.366.2081 mksdarchitects.com

Silvia A. Hoffman, AIA Todd O. Chambers, AIA Jill P. Hewes, AIA Jessica E. Klocek, AIA a r c h i t e c t s

Project

Client

Project Team

Date

Drawing Title

Revisions

Structural Engineer Barry Isett & Associates, Inc.

5420 Crackersport Rd Allentown, PA 18104 Project Contact: Ty Cunningham, SE, PE P: (484) 866-4835 E: tcunningham@barryisett.com

MEP Engineer Barry Isett & Associates, Inc.

5420 Crackersport Rd Allentown, PA 18104 Project Contact: Rebecca Schleicher,EIT P: (484) 225-5021 E: rschleicher@barryisett.com

Aquatics Consultant Vincent Aquatics 1823 Deep Run Road Pipersville, PA 18947 Project Contact: Matt Long P: (215) 778-1912 E: mlong@vincentpools.com

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G002

Code Information & Life Safety Plan

Wild Acres Lakes Property and Homeowners Association

WALPOA - New Community Clubhouse

AH

S

06.16.25

20.193

100 Clubhouse Ln, Dingmans Ferry, PA 18328

06/16/2025 - Issued for Permit

CODE INFORMATION: Municipality: Delaware Township

Project Summary:

This project includes the construction of the new Wild Acre Lakes Property Owner's Association clubhouse. At approximately 9,900 SF, the new clubhouse will feature a new meeting room, indoor swimming pool, and gather spaces.

PLUMBING FIXTURE COUNT

The occupant loads for the facility are calculated by using IBC Table 1004.1.2

OCCUPANTS:

TOTALS : (A-3) = 418 occs = 209 M , 209 F

PLUMBING FIXTURE REQUIREMENTS:

WC LAV FTN SERVICE SINK

(A-3) 1/125 1/65 1/200 1/500 1 2 M , 4 F 2 M , 2 F 2 1

PROVIDED FIXTURE COUNT :

WC : 5M, 5F

URINAL : 3

LAV : 4M, 4F

SERV. SINK : 1

FTN : 2

IBC 2015 Code Review

Review No. Code Information Section No. Requirement

0 - PROJECT DATA

0.01 Occupancy Group 302 / 304 Assembly Group A-3 Community Hall, Indoor Swimming pool without spectators seating

0.02 Construction Type 602 / T 601 VB

0.03 Automatic Sprinkler Systems 903 Not Required in Assembly Group A-3 Occupancy

1 - BUILDING CONSTRAINTS

1.01 Building Height, Allowable 504 / T 504.3 40 feet ( non sprinklered, VB construction)

1.02 Building Height, Proposed 30 feet

1.03 Number of Stories, Allowable 504 / T 504.3 1 story

1.04 Number of Stories, Proposed 1 story

1.05 Building Area, Allowable 506.2.3 Aa = [At + (NS x If)] x Sa

1.06 T 506.2 At = 9,500SF

1.07 T 506.2 NS = 9,500 SF

1.08 If = 0.75

1.09 Sa = 1

1.10 Aa = [9,500+(9,500x0.75 ] x 1

1.11 Aa = 16,625 SF

1.12 Frontage, Increase 506.3 If = 100 [F/P - 0.25] W/30

1.13 F = 468 feet

1.14 P = 468 feet

1.15 W = 30 feet

1.16 If = 0.75

1.17 Building Area, Proposed

1.18 First Floor - 9,896 SF

2 - FIRE RESISTANCE RATINGS

2.01 Fire Wall T 706.4 2 HR

2.02 Fire Barriers between Building Areas T 707.3.10 2 HR; not applicable

2.03 Separation of Occupancies T 508.4 Not Applicable

2.04 Structural Frame T 601 0 HR

2.05 Bearing Wall, Exterior T 601 0 HR

2.06 Bearing Wall, Interior T 601 0 HR

2.07 Non-Bearing Wall, Exterior T 601 0 HR

2.08 Fire Separation Distance T 602 >30'

2.09 Non-Bearing Partition, Interior T 601 0 HR

2.10 Floor Construction T 601 0 HR

2.11 Roof Construction T 601 0 HR

2.12 Shafts, Required Enclosure 713 Shafts required to protect openings and penetrations through floor/ceiling and roof/ceiling assemblies

2.13 Shafts, Rating 713.4 Not < 1 hr., connecting 4 stories or less, not < than the floor being penetrated; max 2 hours

2.14 Corridor Fire-Resistance Rating T 1020.1 0 HR w/ sprinkler system

2.15 Minimum Corridor Width T 1020.2 44 inches or 36 inches if serving an occupant load of less than 50

2.16 Vertical Exit, Rating 1023.2 not < 1 hr., connecting 4 stories or less, not < than the floor being penetrated; max 2 hours

2.17 Exterior Area of Rescue Assistance 1009.7

3 - OCCUPANCY

3.00 See Life Safety Plan for detailed Occupancy Count

3.01 Occupancy Load Total T 1004.1.1 Total - 448 Occupants

4 - EGRESS

4.01 Minimum number of exits T 1006.3.1 2 exits min. per floor (1-500 occupants); 3 exits min. per floor (501-1000 occupants); 4 exits min. per floor (>1000 occupants)

4.02 Spaces with One Exit T 1006.2.1 Assembly Group A-3 Occupancy - spaces with 49 or less occupants

4.03 Maximum Common Path of Egress Travel Distance T 1006.2.1 75 ft. travel distance in Assembly Group A-3 (Non Sprinklered, OL<30)

5 - EGRESS WIDTH

5.01 Doorways, per Occupant served 1005.3.2 0.2" per occupant (36” door allows 170 occupants and 72” opening allows 340 occupants)

5.02 Doors, minimum size 1010.1 32” clear width = 34" door

5.03 Corridors, per Occupant served 1005.3.2 0.2” per occupant

5.04 Corridors, minimum size 1020.2 44" unless exceptions apply

5.05 Stairs, per Occupant served 1005.3.1 0.3” per occupant served

5.06 Stairs, minimum size 1011.2 44”

5.07 Stairs, Accessible egress 1009.3 48" min. clear between handrails

5.08 Area of Refuge 1009.3, Exception 5 Not Req'd in stariways in sprinklered bldg.

5.09 Two-way Communication 1009.8 Required at each landing serving each elevator on each accessible floor that is >1 stories above or below level of exit discharge

6 - EGRESS ACCESS DISTANCES

6.01 Exit Access Travel Distance

6.02 Most remote point to exit T 1017.2 200’ without sprinkler system

6.03 Common path Egress travel 1006.2.1 75’ without spinkler system

6.04 Dead End corridors 1020.4 20’ max

7 - INTERIOR FINISHES

7.01 Vertical Exits T 803.11 Class A

7.02 Exit Corridors T 803.11 Class A, Class B -Lobby

7.03 Rooms / Enclosed Spaces T 803.11 Class C

8 - FIRE PROTECTION

8.01 Where Required, by Use Group 903.2 Not required in Use Group A-3 Occupancy

9 - EMERGENCY PROVISIONS

9.01 Fire Alarm (by Use Group) 907.2.1 Manual req'd. for occupancy > 300 Group A

9.02 Emergency Lighting 1008 Required; 1 foot-candle average, 0.1 fc min.; exit access corridors, aisles in rooms requiring 2 exits, portion of exterior exit discharge immediately adjacent to the exit discharge doorways in buildings required to have 2 exits.

9.03 Emergency Lighting 1008.3 Illumination of means of egress, including exit discharge

9.04 Fire Extinguishers 906, T 906.3 1- 2A per 3,000 sf. max. floor area per unit of A

9.05 Fire Extinguishers 906, T 906.3 11,250 sf. max. floor area for fire extinguisher

9.06 Fire Extinguishers 906, T 906.3 75' max. travel distance to fire extinguisher

10 - HAZARDOUS AREAS

10.01 Furnace Rooms > 400,000 BTUH Output T 509 1 hr. separation or automatic sprinkler system, N/A

10.02 Boiler Rooms > 15 psi and 10hp T 509 1 hr. separation or automatic sprinkler system N/A

10.03 Laundry Rooms > 100sf T 509 1 hr. separation or automatic sprinkler system N/A

11 - ACCESSIBILITY

11.01 Scoping requirements 1103.1 All buildings, including associated sites, shall be accessible, unless specifically exempted.

11.02 Scoping requirements 1103.2.2 Work areas – 300 sq ft or less & elevated 7” + above f.f. where the elevation is essential to the function of the space shall be exempt from all requirements.

11.03 Scoping requirements 1103.2.9 Spaces frequented only by personnel for maintenance, repair or monitoring of equipment are not required to be accessible.

11.05 Accessible Route 1104.1 Site arrival point, see civil drawings

11.06 Accessible Route 1104.2 At least one accessible route shall connect accessible elements on the same site

11.07 Accessible Route 1104.3 Accessible route can not pass through kitchens, storage rooms, restrooms, closets, etc.

11.09 Accessible Route 1104.3.1.1 Common use circulation paths within employee work areas shall be accessible routes.

11.10 Accessible Entrances 1105.1 At least 60 % of all public entrances shall be accessible, All entrances used for emergency egress to be accessible

11.11 Parking & Passenger Loading 1106 Where parking is provided accessible parking shall be provided

11.12 Number of Parking Spaces T 1106.1 1 HC per 25

11.13 Van Accessible Spaces 1106.5 1 van accessible per 6 HC

11.14 Location 1106.6 Shortest route to accessible entry

11.18 Unisex Toilet 1109.3 At least 5% but not less than one sink provided in accessible spaces shall comply with ICC A117.1-2003

1/8" = 1'-0"1 Level 1 - Life Safety Plan

Room Schedule

Number Name Area Function of Space Load Factor Occupancy M Plumb.

Fixture Count W Plumb.

Fixture Count

100 Lobby 604 SF Circulation 0 0 0 0 101 Women's 137 SF Toilet 0 0 0 0 102 Men's 135 SF Toilet 0 0 0 0 103 Corridor 64 SF Circulation 0 0 0 0 104 Men's 170 SF Toilet 0 0 0 0 105 Women's 168 SF Toilet 0 0 0 0 106 Sauna 131 SF Business area 100 gross 2 0.04 0.04 107 Pool Deck 2025 SF Assembly

(unconcentrated) 15 net 136 0.91 1.7

107A Pool 1089 SF Swimming pools 50 gross pool/15 gross deck 112 0.1 1.4 108 Storage 173 SF Accessory Storage 300 1 0.01 0 109 Pool Equipment 131 SF Accessory Storage 300 gross 1 0.01 0 110 Main Room 1996 SF Assembly

(unconcentrated) 15 net 106 0.42 0.82

111 Storage 260 SF Gaming floors 11 gross 2 0.01 0.01 112 Mechanical 214 SF Accessory 0 0 113 Activities 370 SF Business area 100 gross 4 0.02 0.02 114 Fireside Room 1011 SF Assembly

(unconcentrated) 15 net 48 0.32 0.32

115 Kitchen 277 SF Business area 100 gross 3 0.06 0.06 116 Storage 75 SF Accessory Storage 300 gross 1 0.01 0.01 117 Bonus Room 165 SF Business area 100 gross 2 0.04 0.04 Totals 418 1.95 4.42

N

All construction has been designed to meet the provisions of the Pennsylvania Uniform Construction Code (UCC). The UCC Administration and Enforcement regulation has adopted the following codes for use throughout the Commonwealth of Pennsylvania, effective 2/14/2022.

Pennsylvania Uniform Construction Code

International Building Code 2018 (IBC 2018) excluding chapter 1 (most of its requirements are incorporated in Chapter 403 of the UCC regulation). Chapter 27 (Electrical) requires that all electrical components, equipment and systems in buildings and structures covered by the IBC comply with the requirements of NFPA 70-2017, National Electrical Code

Chapter 11, International Building Code 2018 Accessibility Requirements

International Energy Conservation Code 2018 (IECC 2018)

International Fire Code 2018 (IFC 2018) only to the extent referenced in Chapter 35 of the IBC 2018

International Mechanical Code 2018 (IMB 2018)

International Plumbing Code 2018 (IPC 2018)

American National Standard Accessible and Usable Buildings and Facilities 2009 (ICC A117.1-2009)

1 1/2" = 1'-0"2 Fire Extinguisher Cabinet Detail

DESIGN LOADS:

DESIGN FLOOR LIVE LOADS

ROOF LIVE LOAD 20 PSF

ROOF 20 PSF

FLOOR 15 PSF

SEISMIC IMPORTANCE FACTOR (Ie) 1.25

ADDITIONAL NOTES:

a. THE CONTRACTOR IS CAUTIONED AS TO NOT STORE ANY

CONSTRUCTION MATERIALS OR UNDERTAKE ANY CONSTRUCTION

OPERATION WILL EXCEED THE DESIGN LIVE LOAD CAPACITIES NOTED.

b. THE STRUCTURE HAS BEEN DESIGNED FOR THE DEAD AND LIVE

LOADS INDICATED ABOVE, ANY INCREASE OF LOADS DUE TO CHANGE

IN USAGE OR CONSTRUCTION MATERIALS, ETC. SHALL HAVE THE

WRITTEN APPROVAL OF THE ENGINEER.

c. THE STABILITY OF THE STRUCTURE IS DEPENDENT UPON THE

DIAPHRAGM ACTION OF THE ROOFS. THE CONTRACTOR IS

COMPLETELY RESPONSIBLE FOR THE METHODS OF CONSTRUCTION

AND SHALL PROVIDE ALL GUYS, BRACING AND SHORING REQUIRED TO

ACCOMMODATE ALL INTERIM LOADING CONDITIONS THROUGHOUT

THE CONSTRUCTION PHASE.

d. WEIGHT OF EQUIPMENT SHOWN ON THE STRUCTURAL DRAWINGS

HAVE BEEN CONSIDERED IN THE DESIGN OF THE FRAMING. ANY

ADDITIONAL EQUIPMENT NOT SHOWN ON THE STRUCTURAL

DRAWINGS AND EXCEEDING 300 POUNDS SHALL BE BROUGHT TO THE

ATTENTION OF THE ENGINEER FOR APPROVAL PRIOR TO

INSTALLATION.

GOVERNING DESIGN CODE

2018 INTERNATIONAL BUILDING CODE

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

BUILDING RISK CATEGORY

DESIGN ROOF LIVE LOADS

DESIGN DEAD LOADS - NOT INCL. STRUCTURE SELF WEIGHT

SEISMIC DESIGN DATA

DESIGN WIND LOAD PARAMETERS

MECHANICAL UNIT LOADS SEE MECH DWGS

STAIRS AND EXITS 100 PSF

HANDRAILS, GUARDS AND GRAB BARS PER 1607.8

GROUND SNOW LOAD (Pg) 50 PSF

DESIGN ROOF SNOW LOADS

FLAT ROOF SNOW LOAD (Pf) 43 PSF

SNOW EXPOSURE FACTOR (Ce) 1.0

SNOW LOAD IMPORTANCE FACTOR (Is) 1.10

THERMAL FACTOR (Ct) 1.10

SNOW DRIFT SEE DIAGRAM

UNBALANCED ROOF SNOW LOADS

ROOF SLOPE FACTOR (Cs) 1.0

SLOPED ROOF SNOW LOAD 43 PSF

WINDWARD SNOW LOAD 13 PSF

LEEWARD SNOW LOAD EXTENDING 8'-0" FROM RIDGE 74 PSF

III

LEEWARD SNOW LOAD 8'-0" FROM RIDGE EXTENDING TO EAVE 43 PSF

MINIMUM UNIFORM DESIGN SNOW LOAD (NOT REDUCIBLE) 43 PSF

ULTIMATE DESIGN WIND SPEED (Vult) 119 MPH

ALLOWABLE STRESS DESIGN WIND SPEED (Vasd) 93 MPH

INTERNAL PRESSURE COEFFICIENT +/- 0.18

WIND EXPOSURE CATEGORY - PLAN WEST-EAST B

MAPPED SPECTRAL ACCELERATION (Ss)

MAPPED SPECTRAL ACCELERATION (S1)

SITE CLASS

DESIGN SPECTRAL RESPONSE COEFF. (Sds)

DESIGN SPECTRAL RESPONSE COEFF. (Sd1)

SEISMIC DESIGN CATEGORY

PLAN NORTH-SOUTH DIRECTION

SEISMIC FORCE RESISTING SYSTEM

DESIGN BASE SHEAR (V)

0.19

0.05

D

0.20

0.09

B

LIGHT FRAME WOOD

SHEAR WALLS

7.5 KIPS

ANALYSIS PROCEDURE EQUIV. LATERAL FORCE

RESPONSE MODIFICATION COEFF. (R)

SEISMIC RESPONSE COEFF. (Cs) 0.0385

PLAN WEST-EAST DIRECTION

SEISMIC FORCE RESISTING SYSTEM

DESIGN BASE SHEAR (V) 7.5 KIPS

RESPONSE MODIFICATION COEFF. (R) 6.5

SEISMIC RESPONSE COEFF. (Cs) 0.0385

WIND EXPOSURE CATEGORY - PLAN NORTH-SOUTH B

ROOF RAIN LOADS

INTENSITY (i) 3.0 IN/HR

LIGHT FRAME WOOD

SHEAR WALLS

6.5

ATTIC 40 PSF

GENERAL NOTES

1. THE CONTRACTOR IS ADVISED THAT ALL PLANS, DIMENSIONS, AND DETAILS DEPICT

FIELD CONDITION AS SHOWN. MINOR VARIATIONS ARE TO BE EXPECTED AND ANY

DEVIATIONS FROM THE CONTRACT DOCUMENTS SHALL BE APPROVED BY THE

ARCHITECT IN WRITING PRIOR TO PROCEEDING.

2. THE CONTRACTOR SHALL FIELD CHECK AND VERIFY ALL DIMENSIONS AND

ELEVATIONS OF EXISTING WORK PRIOR TO FABRICATION OF ANY NEW MATERIALS.

IF THE EXISTING FIELD CONDITIONS DO NOT PERMIT THE INSTALLATION OF THE

WORK IN ACCORDANCE WITH THE DETAILS SHOWN, THE CONTRACTOR SHALL

NOTIFY THE ENGINEER IMMEDIATELY AND PROVIDE A SKETCH OF THE CONDITION

WITH THEIR PROPOSED MODIFICATION OF THE DETAILS GIVEN ON THE CONTRACT

DOCUMENTS. DO NOT COMMENCE WORK UNTIL CONDITION IS RESOLVED AND

MODIFICATION IS APPROVED BY THE ENGINEER.

3. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF

UTILITIES IN THE IMMEDIATE VICINITY OF CONSTRUCTION SO AS TO PREVENT

DAMAGE TO THEM. SHOULD DAMAGE TO SUCH UTILITIES OCCUR, THE CONTRACTOR

SHALL BE REQUIRED TO REPAIR SUCH DAMAGE AT THEIR OWN EXPENSE AND TO

THE SATISFACTION OF THE OWNER.

4. SHOP DRAWINGS FOR ALL STRUCTURAL ELEMENTS SHOWN ON THE CONTRACT

DOCUMENTS MUST BE SUBMITTED BY THE GENERAL CONTRACTOR AND REVIEWED

BY THE ENGINEER. IF THE CONTRACTOR OR OWNER FAILS TO OBTAIN ENGINEER'S

REVIEW OF THE SHOP DRAWINGS, THE ENGINEER WILL NOT BE RESPONSIBLE FOR

THE STRUCTURAL CERTIFICATION AND DESIGN OF THE PROJECT. SHOP DRAWINGS

ARE REVIEWED BY THE ENGINEER AS A CONVENIENCE TO THE GENERAL

CONTRACTOR AND ARE NOT A CONTRACT DOCUMENT.

5. LOADS GREATER THAN THE DESIGN LIVE LOADS SHALL NOT BE PLACED ON THE

STRUCTURE. A CONCRETE STRUCTURE MAY NOT SUPPORT IT'S DESIGN LIVE LOAD

FOR 28 DAYS. CONTRACTOR SHALL SUPPORT ADJACENT STRUCTURES, UTILITIES,

AND EXCAVATIONS AS REQUIRED. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS

FOR ALL TEMPORARY FORM WORK, SHEETING, SHORING AND UNDERPINNING

SEALED BY A PROFESSIONAL ENGINEER AS A PART OF THE CONTRACTOR'S WORK.

6. THE CONTRACTOR SHALL CONSULT THE ARCHITECTURAL, MECHANICAL, AND

ELECTRICAL DRAWINGS FOR THE QUANTITY, LOCATION, AND DIMENSION OF HOLES

THROUGH FLOOR AND ROOF: CHASES, INSERTS, OPENINGS, SLEEVES, WASHERS,

DRIPS, REVEALS, DEPRESSIONS AND OTHER PROJECT REQUIREMENTS. REFER TO

ARCHITECTURAL DRAWINGS FOR THE FOLLOWING INFORMATION:

a. LOCATION AND THICKNESS OF MASONRY PARTITIONS

b. FULL EXTENT OF MASONRY INFILL AREAS

c. LOCATION AND THICKNESS OF STUD PARTITIONS

d. LOCATION AND SIZE OF WINDOWS, DOORS AND WALL OPENINGS

e. STAIRS, FLOOR AND WALL FINISHES

f. DETAIL DIMENSIONS AND SECTION DETAILS AS REQUIRED

7. THIS STRUCTURE HAS BEEN DESIGNED TO BE SELF-SUPPORTING AND STABLE

AFTER THE CONSTRUCTION OF THE BUILDING IS TO BE COMPLETED. THE STABILITY

OF THE STRUCTURE PRIOR TO COMPLETION IS SOLELY THE RESPONSIBILITY OF

THE CONTRACTOR. THIS RESPONSIBILITY EXTENDS TO ALL RELATED ASPECTS OF

THE CONSTRUCTION ACTIVITY INCLUDING, BUT NOT LIMITED TO, ERECTION

METHODS, ERECTION SEQUENCE, TEMPORARY BRACING, FORMS, SHORING, USE OF

EQUIPMENT AND SIMILAR CONSTRUCTION PROCEDURES.

8. THE CONTRACTOR SHALL BE RESPONSIBLE TO DETERMINE ALLOWABLE

CONSTRUCTION LOADS AND TO PROVIDE DESIGN AND CONSTRUCTION OF

FALSEWORK, FORMWORK, STAGING, BRACING, SHEETING, SHORING, AND

UNDERPINNING AS NECESSARY TO PREVENT ANY LATERAL OR VERTICAL

MOVEMENTS TO, AND TO INSURE THE STRUCTURAL INTEGRITY OF EXISTING

BUILDINGS, STREETS, AND ANY EXISTING UTILITY LINES.

9. BRACING, SHEETING, SHORING, ETC., REQUIRED TO INSURE THE STRUCTURAL

INTEGRITY OF THE EXISTING BUILDINGS OR NEW CONSTRUCTION, SIDEWALKS,

UTILITIES ETC., SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER ENGAGED BY

THE CONTRACTOR. DETAILED SIGNED AND SEALED SHOP DRAWINGS SHALL BE

PREPARED INDICATING ALL WORK TO BE PERFORMED. SUBMIT THE SHOP

DRAWINGS IN ACCORDANCE WITH THE CONTRACT REQUIREMENTS.

SHOP DRAWINGS

1. DUPLICATION/PHOTOCOPYING OF THESE STRUCTURAL DRAWINGS SHALL NOT BE

PERMITTED FOR SHOP DRAWINGS. THIS INCLUDES PARTIAL AND/OR COMPLETE

DUPLICATION OF PLAN SHEETS AS BACKGROUNDS FOR SHOP DRAWINGS. ALL

SECTIONS INCLUDED IN THESE CONTRACT DRAWINGS MAY NOT BE

DUPLICATED/PHOTOCOPIED ON ANY SHOP DRAWINGS.

2. ORIGINAL SHOP DRAWINGS SHALL BE SUBMITTED FOR THE ARCHITECT/ENGINEER

REVIEW FOR THE FOLLOWING ITEMS AND AS PER THE SPECIFICATIONS:

a. CONCRETE AND MASONRY REINFORCING

b. SLAB ON GRADE CONTROL JOINT LAYOUT

c. CONCRETE MIX DESIGNS

• FOUNDATIONS

• RETAINING WALLS

• ELEVATED SLABS

• SLAB ON GRADE LISTING FIBER MESH REINFORCEMENT & DOSAGE RATE

d. MASONRY CERTIFICATIONS AND GROUT DESIGN

e. STEEL JOIST AND DECKING

f. STRUCTURAL STEEL

g. LIGHT GAGE METAL FRAMING

h. PRECAST CONCRETE

3. CONTRACTOR SHALL SUBMIT, FOR REVIEW, DRAWINGS AND CALCULATIONS FOR

ALL PERFORMANCE ASSEMBLIES IDENTIFIED IN THE GENERAL NOTES AND SPECIFIC

MATERIAL NOTES AS WELL AS LISTED BELOW: THE DESIGN OF THESE ASSEMBLIES

IS THE RESPONSIBILITY OF THE CONTRACTOR'S ENGINEER REGISTERED IN THE

PROJECT'S JURISDICTION. ALL SUBMITTALS SHALL BEAR THIS ENGINEER'S SEAL

AND SIGNATURE. REVIEW SHALL BE FOR GENERAL CONFORMANCE WITH THE

PROJECT REQUIREMENTS AS INDICATED ON THE DRAWINGS AND IN THE GENERAL

NOTES.

a. METAL STAIRS AND METAL RAILINGS: DESIGNS SHALL TAKE INTO ACCOUNT

ALL VERTICAL AND LATERAL LOADS REQUIRED BY APPLICABLE BUILDING

CODES. WHERE HEADERS OR OTHER TYPES OF STRUCTURAL MEMBERS

HAVE BEEN DESIGNATED BY THE STRUCTURAL ENGINEER OF RECORD TO

SUPPORT THE STAIRS, THE CONNECTIONS FROM THE STAIRS SHALL BE

DESIGNED SO THAT NO ECCENTRIC OR TORSIONAL FORCES ARE INDUCED

IN THESE STRUCTURAL MEMBERS. THE CONTRACTOR SHALL BE

RESPONSIBLE FOR FURNISHING AND INSTALLING HARDWARE AS REQUIRED

BY THE STAIR DESIGN.

CONTRACTOR SHALL VERIFY ALL CONDITIONS

AND DIMENSIONS FOR THE ENTIRE PROJECT

BEFORE PROCEEDING WITH THE WORK.

A.F.F. Above Finish Floor BCX Bottom Chord Extension B.O.F. Bottom of Footing B.S. Brick Shelf Elevation (plans) B.S. Both Sides (sections) CANT. Cantilever CJ Control Joints CL Center Line CMU Concrete Masonry Units CONT. Continuous DIA. Diameter DBA Deformed Bar Anchor E.E. Each End E.F. Each Face E.S. Each Side E.W. Each Way EXIST Existing F.F. Finish Floor F.S. Flat Strap GA Gage GALV Galvanized HORIZ Horizontal HSS Hollow Structural Section L Angle

ABBREVIATION LIST

LG Long LLH Long Leg Horizontal LLV Long Leg Vertical LSH Long Side Horizontal LSV Long Side Vertical N.T.S. Not To Scale o.c. On Center PL Plate REINF. Reinforcing REM. To Remain S.F. Step Footing STIFF PL Stiffener Plate T.B.R. To Be Removed T&B Top and Bottom T.F. Top of Footing T.O.S. Top of Steel T.O.W. Top of Wall T.P. Top of Pier TYP Typical U.N.O. Unless Noted Otherwise VERT. Vertical V.I.F. Verify In Field WWF Welded Wire Fabric XE Extended End - Type R

CONTRACTOR NOTE

CONCRETE WALL SHALL BE IN PLACE A MINIMUM OF 14 DAYS

BEFORE BACKFILLING. AT CONTRACTOR'S OPTION, BACKFILL MAY

BE PLACED AGAINST WALL THAT HAS BEEN TEMPORARILY SHORED;

HOWEVER, CONTRACTOR SHALL BE RESPONSIBLE FOR CORRECTING

ANY MOVEMENT OF WALL DUE TO BACKFILLING.

FOUNDATIONS AND BACKFILL

1. SOIL BEARING CAPACITY OF 2,000 PSF WAS UTILIZED IN THE DESIGN OF THE

FOUNDATION SYSTEM.

2. SLAB ON GRADE DESIGN BASED ON MODULUS OF SUBGRADE REACTION OF 100 PCI.

3. PLACE EXTERIOR FOOTINGS AND FROST WALLS EXPOSED TO WEATHER AT LEAST

48" BELOW THE ADJACENT OUTSIDE FINISHED GRADE TO PROTECT FROM FROST

DAMAGE.

4. THE OWNER SHALL ENGAGE THE SERVICES OF A REGISTERED PROFESSIONAL

GEOTECHNICAL ENGINEER OR CERTIFIED INSPECTION FIRM TO MONITOR AND

INSPECT ALL EARTH WORK AND TO PERFORM THE SPECIAL INSPECTIONS

REQUIRED BY THE SCHEDULE OF SPECIAL INSPECTIONS. THE GEOTECHNICAL

ENGINEER SHALL SUPERVISE THE PLACING OF THE COMPACTED FILL AND ALL THE

MATERIALS AND EQUIPMENT USED FOR THIS PURPOSE. THE GEOTECHNICAL

ENGINEER SHALL CERTIFY, BY SEAL AND SIGNATURE, THAT THE EARTH-WORK IS IN

ACCORDANCE WITH THE GEOTECHNICAL REPORT, PLANS AND SPECIFICATIONS.

5. THE SUB-FLOOR MATERIALS SHALL CONSIST OF AT LEAST FOUR TO SIX INCHES OF

GRAVEL OR CRUSHED STONE. THE SUB-FLOOR MATERIALS SHALL BE COMPACTED

BY AT LEAST FOUR COVERAGES OF A HEAVY-DUTY VIBRATORY ROLLER OR UNTIL

NO FURTHER COMPACTION IS OBSERVED. SEE THE DRAWINGS AND

SPECIFICATIONS FOR THE VAPOR BARRIER SIZE, TYPE AND LOCATION.

6. PRIOR TO CONCRETE PLACEMENT THE FOUNDATION BOTTOM SHALL BE

COMPACTED USING A WALK BEHIND VIBRATORY ROLLER OR GAS-POWERED

TAMPER.

7. IF SOIL OF THE BEARING CAPACITY NOTED ABOVE IS NOT ENCOUNTERED AT THE

ELEVATIONS SHOWN ON PLAN, UNSUITABLE SOILS SHALL BE REMOVED AND

REPLACED WITH STRUCTURAL FILL IN ACCORDANCE WITH THE GEOTECHNICAL

ENGINEER'S DIRECTION.

8. IF BEDROCK IS ENCOUNTERED AT OR ABOVE FOUNDATION SUBGRADE ELEVATION,

THE BEDROCK SURFACE SHALL BE OVER EXCAVATED A MINIMUM OF SIX INCHES

AND BACKFILLED WITH CRUSHED STONE TO THE SUBGRADE ELEVATION.

9. THE GEOTECHNICAL ENGINEER SHALL APPROVE SAMPLES OF ALL CONTRACTOR

PROPOSED COMPACTED FILL MATERIAL. IMPORTED STRUCTURAL FILL SHALL BE

FREE OF ORGANIC MATTER, ASH, CINDERS AND DEMOLITION DEBRIS.

10. CONTROL OF MOISTURE FOR PLACING FILL WILL BE BASED ON THE RESULTS OF

ASTM D-1557 MODIFIED PROCTOR TESTS.

11. ALL COMPACTED FILL SHALL HAVE A DENSITY OF AT LEAST 98% OF MAXIMUM DRY

DENSITY AS DETERMINED BY THE ASTM D-1557 MODIFIED PROCTOR TEST. PLACING

OF FILL WITH MOISTURE CONTENT OUTSIDE THE LIMITS FOR PROPER COMPACTION

SHALL NOT BE PERMITTED.

12. THE EXISTING SUBGRADE IN ALL FILL AND CUT AREAS SHALL BE COMPACTED TO A

FIRM, STABLE CONDITION AS DETERMINED BY THE GEOTECHNICAL ENGINEER,

PRIOR TO PLACEMENT OF FILLS AND EXCAVATION FOR FOOTINGS.

13. FILL MATERIAL SHALL BE PLACED IN LOOSE LIFTS NOT EXCEEDING 8" IN THICKNESS

AND SHALL BE MIXED, SPREAD, AND PLACED IN SUCH A WAY AS TO PRODUCE A

UNIFORM THICKNESS OF MATERIAL AFTER PLACING.

14. EACH LAYER OF FILL MATERIAL SHALL BE COMPACTED ON ALL PORTIONS OF THE

SURFACE OF EACH LIFT OF FILL BY RUBBER TIRE ROLLERS, SHEEP'S FOOT

ROLLERS, VIBRATORY ROLLERS, ETC. AS NECESSARY TO ATTAIN THE MAXIMUM DRY

DENSITY NOTED ABOVE AND AS APPROVED BY THE GEOTECHNICAL ENGINEER.

15. WHENEVER IN PLACE DENSITIES ARE FOUND TO BE BELOW LIMITS ACCEPTABLE TO

THE GEOTECHNICAL ENGINEER, ADDITIONAL ROLLING TO PRODUCE THE SPECIFIED

DENSITIES SHALL BE REQUIRED.

16. PLACING OF FILL WHEN FREE WATER IS STANDING ON THE EXISTING SURFACE

SHALL NOT BE PERMITTED.

17. PLACING OF FILL IN A FROZEN CONDITION OR ON TOP OF FROZEN MATERIAL SHALL

NOT BE PERMITTED.

18. SUBGRADE SUITABILITY SHALL BE VERIFIED BY GEOTECHNICAL ENGINEER WITHIN

24 HOURS PRIOR TO PLACING CONCRETE FOUNDATIONS AND CONCRETE SLABS ON

GRADE TO CONFIRM THAT NO DETERIORATION HAS OCCURRED SUBSEQUENT TO

TESTING PERFORMED AT TIME OF FILL PLACEMENT. UNSUITABLE CONDITIONS

SHALL BE CORRECTED PER GEOTECHNICAL ENGINEER'S RECOMMENDATION.

19. EXCAVATIONS SHOULD BE BACKFILLED OR HAVE CONCRETE PLACED AS SOON AS

POSSIBLE DURING CONSTRUCTION TO MINIMIZE ADVERSE AFFECTS TO SUBGRADE

CONDITIONS. GRADING DEPRESSIONS SHOULD BE AVOIDED.

20. WATER SHALL BE PREVENTED FROM ENTERING OPEN EXCAVATIONS. ANY

ACCUMULATED WATER SHALL BE REMOVED AS SOON AS POSSIBLE. IT IS

RECOMMENDED THAT CONCRETE BE PLACED THE SAME DAY THE EXCAVATION IS

MADE.

21. THE CONTRACTOR SHALL PROVIDE FOR DEWATERING AS REQUIRED DURING

EXCAVATION AND CONSTRUCTION.

CONCRETE

1. ALL WORK SHALL CONFORM TO THE "SPECIFICATIONS FOR STRUCTURAL

CONCRETE" (AMERICAN CONCRETE INSTITUTE, ACI 301) AND THE "BUILDING CODE

REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318), LATEST EDITIONS, UNLESS

NOTED OTHERWISE IN THE DRAWINGS OR PROJECT SPECIFICATIONS.

2. CONSTRUCTION TOLERANCES SHALL CONFORM TO THE "SPECIFICATION FOR

TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS" (ACI 117), LATEST

EDITION.

3. SHOP DRAWINGS SHALL BE PREPARED IN ACCORDANCE WITH THE "GUIDE TO

PRESENTING REINFORCING STEEL DESIGN DETAILS" (ACI 315) AND THE "ACI

DETAILING MANUAL" (SP-066), LATEST EDITIONS.

4. CONCRETE MATERIALS SHALL BE PROVIDED IN ACCORDANCE WITH THE

FOLLOWING SPECIFICATIONS:

• PORTLAND CEMENT ASTM C150

• HYDRAULIC CEMENT ASTM C1157

• FLY ASH AND NATURAL POZZOLAN ASTM C618

• SLAG CEMENT ASTM C989

• SILICA FUME ASTM C1240

• NORMAL WEIGHT AGGREGATE ASTM C33

• LIGHTWEIGHT AGGREGATE ASTM C330

• MIXING WATER ASTM C1602

• ADMIXTURES

• WATER REDUCTION AND SETTING TIME MODIFICATION ASTM C494

• PRODUCING FLOWING CONCRETE ASTM C107

• AIR ENTRAINMENT ASTM C260

• INHIBITING CHLORIDE-INDUCED CORROSION ASTM C1582

5. REINFORCING MATERIALS:

• REINFORCING BARS PLAIN-STEEL ASTM A615, GRADE 60, DEFORMED

• REINFORCING BARS LOW-ALLOY-STEEL ASTM A706, DEFORMED

(WELDABLE)

• REINFORCING BARS EPOXY-COATED ASTM A775

• WELDED WIRE FABRIC ASTM A1064

• EPOXY-COATED WELDED WIRE FABRIC ASTM A884, CLASS A COATING

6. REINFORCING SHALL COMPLY WITH ACI FOR FABRICATING, PLACING, AND

SUPPORTING REINFORCEMENT, AND THE FOLLOWING:

• BAR SPLICE LOCATIONS SHALL CONFORM TO ACI 318

• HORIZONTAL REINFORCING BARS IN WALLS AND FOOTINGS SHALL BE

CONTINUOUS AROUND CORNERS.

• UNLESS DETAILED CALCULATIONS ARE PROVIDED, REINFORCING BARS

DEVELOPMENT LENGTHS, EMBEDMENT DEPTHS AND LAP SPLICE DISTANCES

FOR f'c = 4000psi, NORMAL-WEIGHT CONCRETE, SHALL BE PER BELOW

7. EMBEDDED AND MISCELLANEOUS STEEL SHALL COMPLY WITH ASTM A36.

8. ALL EXPOSED CONCRETE CORNERS SHALL BE CHAMFERED 3/4" AT 45 DEGREES

UNLESS NOTED OTHERWISE.

9. SHALLOW INTERIOR FOUNDATIONS AND SLABS ON GRADE ARE NOT DESIGNED FOR

OR INTENDED TO BE EXPOSED TO FREEZE/THAW CYCLING OR RESIST FROST

HEAVE FORCES. GENERAL CONTRACTOR TO COORDINATE CONSTRUCTION AND

PROVIDE INTERIOR FOOTINGS BELOW FROST PENETRATION AS REQUIRED FOR

WINTER CONSTRUCTION.

10. PROVIDE CONSTRUCTION / CONTROL JOINT INSTALLATION PLAN AND PLACEMENT

SEQUENCE PLAN SUBMITTALS FOR REVIEW OF STRUCTURAL ENGINEER OF

RECORD PRIOR TO PLACING CONCRETE.

11. PROVIDE WALL AND SLAB THRU-SLEEVE PLAN SUBMITTALS FOR REVIEW OF

STRUCTURAL ENGINEER OF RECORD PRIOR TO PLACING CONCRETE.

12. CORE-DRILLING CONCRETE WALLS, SLABS, BEAMS OR COLUMNS WITHOUT

REINFORCING LOCATION SCANS AND PRIOR APPROVAL OF STRUCTURAL ENGINEER

OF RECORD SHALL NOT BE PERMITTED.

13. CONDUITS AND PIPES SHALL NOT BE EMBEDDED IN ELEVATED CONCRETE SLABS

SUPPORTED BY METAL DECK OR CONCRETE SLABS ON GRADE.

14. FIBER REINFORCED CONCRETE SHALL COMPLY WITH "GUIDE TO DESIGN WITH

FIBER-REINFORCED CONCRETE" (ACI 544.4), LATEST EDITION. DESIGN

CALCULATIONS SHALL BE SUBMITTED AS PER THE SHOP DRAWING NOTES AND

SPECIFICATIONS.

15. NON-SHRINK GROUT SHALL CONFORM TO ASTM C1107 AND ACHIEVE A MINIMUM 28

DAY COMPRESSIVE STRENGTH OF 8,000 psi.

16. STRUCTURAL ADHESIVES SHALL ONLY BE USED WITH PRIOR PERMISSION OF THE

STRUCTURAL ENGINEER OF RECORD OR AS SHOWN ON CONSTRUCTION

DOCUMENTS. THE BASIS OF DESIGN FOR ADHESIVES IS HY-200 BY "HILTI" OR SET BY

"SIMPSON" - THE USE OF ANY OTHER STRUCTURAL ADHESIVES SHALL BE SUBJECT

TO REVIEW BY THE EOR PRIOR TO INSTALLATION.

17. MINIMUM WIRE WELDED FABRIC REQUIREMENTS FOR SLABS:

• 3-1/2" FLOOR SLAB ON METAL DECK 66-W2.9xW2.9

• 5" FLOOR SLAB ON METAL DECK 66-W2.9xW2.9

• 4" FLOOR SLAB ON GRADE 66-W2.9xW2.9

• 5" FLOOR SLAB ON GRADE 44-W4.0xW4.0

18. COLD-WEATHER CONCRETE PLACEMENT SHALL COMPLY WITH THE PROVISIONS OF

ACI 306R. THE USE OF CALCIUM CHLORIDE, SALT, AND OTHER MATERIALS

CONTAINING ANTI- FREEZE AGENTS OR CHEMICAL ACCELERATORS SHALL NOT

BE PERMITTED UNLESS ACCEPTED IN THE MIX DESIGN.

19. HOT-WEATHER CONCRETE PLACEMENT SHALL COMPLY WITH THE PROVISIONS OF

ACI 305.

20. MINIMUM CONCRETE CLEAR COVER SHALL BE PROVIDED FOR REINFORCEMENT

PER ACI AND THE FOLLOWING:

• CONCRETE CAST AGAINST EARTH & PERMANENTLY 3"

EXPOSED

• CONCRETE EXPOSED TO EARTH OR WEATHER

#6 & LARGER 2"

#5 & SMALLER 1-1/2"

• CONCRETE NOT EXPOSED TO WEATHER OR GROUND

SLABS, WALLS, AND JOINTS 3/4"

BEAMS AND COLUMNS 1-1/2"

BAR LOCATION

VERT. & HORIZ. WALL BARS

FOOTING TOP BARS

FOOTING BOTTOM BARS

BAR SIZE

#3 ld ls ldh

20" 25" 8"

15" 19" 8"

#4 ld ls ldh

25" 33" 10"

19" 25" 10"

#5 ld ls ldh

32" 41" 12"

24" 31" 12"

REBAR LAP SPLICE LENGTHS

20" 25" 8" 25" 33" 10" 32" 41" 12"

VERT. & HORIZ. WALL BARS

FOOTING TOP BARS

FOOTING BOTTOM BARS

#6 ld ls ldh

38" 50" 15"

29" 38" 15"

#7 ld ls ldh

55" 71" 17"

42" 54" 17"

#8 ld ls ldh

62" 81" 19"

47" 62" 19"

38" 50" 15" 55" 71" 17" 62" 81" 19"

NOTE:

• VALUES ABOVE ARE FOR NORMAL WEIGHT CONCRETE ONLY.

• ld = MINIMUM TENSION DEVELOPMENT LENGTH

• ldh = MINIMUM 90 DEGREE HOOKED BAR DEVELOPMENT LENGTH

• ls = MINIMUM LENGTH OF LAP SPLICES IN TENSION

BAR SIZE

CONCRETE MIX DESIGN CRITERIA

FOOTINGS AND

FOUNDATION WALLS

INTERIOR SLABS ON

GRADE

EXPOSURE

CLASS

F1,S0,W0,C1

MAX. w/c

RATIO

0.55

MIN. f'c

3,500

AIR

CONTENT

5%

CEMENT

TYPE

I or II

INTERIOR ELEVATED

SLABS

EXTERIOR SLABS

F0,S0,W0,C1 0.50 4,000 N/A I or II

F0,S0,W0,C1 0.50 4,000 N/A I or II

F3,S0,W0,C2 0.40 5,000 6% I or II

STRUCTURAL STEEL

1. DESIGN, FABRICATION AND ERECTION OF THE STRUCTURAL STEEL SHALL COMPLY

WITH THE LATEST EDITION OF THE FOLLOWING STANDARDS, EXCEPT WHERE MORE

STRINGENT REQUIREMENTS ARE SHOWN:

• AISC "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF

STRUCTURAL STEEL FOR BUILDINGS", INCLUDING THE "COMMENTARY" AND

SUPPLEMENTS THERETO AS ISSUED.

• AISC "SPECIFICATIONS FOR ARCHITECTURALLY EXPOSED STRUCTURAL

STEEL".

• AISC "SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A-325 OR

A-490 BOLTS".

• AMERICAN WELDING SOCIETY (AWS) D1.1 "STRUCTURAL WELDING CODE-

STEEL"

• AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES".

• ACI 318-"BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"

2. THE OWNER SHALL ENGAGE A TESTING AND INSPECTION AGENCY TO PERFORM

THE SPECIAL INSPECTIONS REQUIRED BY THE SCHEDULE OF SPECIAL

INSPECTIONS.

3. ALL CONNECTIONS SHALL BE DESIGNED BY THE FABRICATOR'S ENGINEER FOR THE

FORCES INDICATED. ALL FORCES NOTED ON THE DRAWINGS ARE ASD VALUES.

DESIGN CALCULATIONS SHALL BE SUBMITTED AS PER THE SHOP DRAWING NOTES

AND SPECIFICATIONS.

4. STEEL MATERIALS SHALL BE PROVIDED IN ACCORDANCE WITH THE FOLLOWING

SPECIFICATIONS

• WIDE FLANGE STEEL SHAPES ASTM A-992

• OTHER ROLLED STEEL SHAPES ASTM A-36

• HSS (TUBULAR SHAPES ) ASTM A-500 GRADE B

• STEEL PIPE ASTM A-53, TYPE E OR S, GRADE B

• BOLTS ASTM F3125, GRADE F1852, TYPE 1

• ANCHOR RODS ASTM F1554 GR36

• SHEAR STUDS ASTM A29, TYPE A

5. SEAMS OF HSS SECTIONS SHALL BE MADE WITH CONTINUOUS FULL PENETRATION

BUTT WELDS.

6. MEMBERS INDICATED AS AESS STEEL ON THE PLANS SHALL CONFORM TO THE

SPECIFICATIONS FOR ARCHITECTURALLY EXPOSED STRUCTURAL STEEL.

CONTRACTOR SHALL VERIFY WITH ARCHITECT IF MOCK UPS ARE REQUIRED

BEFORE PROCEEDING WITH FABRICATION AND / OR ERECTION.

7. PROVIDE CONTINUOUS MINIMUM SIZED FILLET WELDS PER AISC. FILLER MATERIALS

SHALL HAVE A MINIMUM YIELD STRENGTH OF 58 KSI. EXPOSED WELDS SHALL BE

GROUND SMOOTH.

8. ALL EXTERIOR EXPOSED STRUCTURAL STEEL SHALL BE GALVANIZED UNLESS

NOTED OTHERWISE.

9. STRUCTURAL STEEL SURFACE PREPARATION SHALL CONFORM TO SSPC-SP3.

MEMBERS SHALL BE PAINTED WITH A SHOP PRIMER UNLESS NOTED OTHERWISE.

10. SHOP AND FIELD HOLES SHALL BE PUNCHED OR DRILLED.

11. GENERAL CONTRACTOR SHALL VERIFY ALL ROOFTOP EQUIPMENT SIZES, WEIGHTS

AND LOCATIONS AND COORDINATE FRAMING FOR EQUIPMENT AND ROOF

PENETRATION OPENINGS WITH THE STEEL FABRICATOR AND M.E.P. CONTRACTOR.

(+/-0'-0") W00X00S [00] c=0.00 in (+/-0'-0")

T.O.S.

ELEVATION

AT BEAM END

MEMBER TYPE

AND SIZE

NUMBER OF

LONG SHEAR

STUDS WELDED

TO TOP OF BEAM

CAMBER

EXAMPLE: SLOPING W33x118, 80 STUDS, CAMBER 0.75 IN (-0'-10") W33x118s [80] c=0.75 in (0'-4")

W00X00 [00] c=0.00 in

SLOPING

T.O.S.

ELEVATION

AT BEAM END

MEMBER TYPE

AND SIZE

NUMBER OF LONG SHEAR STUDS

WELDED TO TOP OF BEAM

CAMBER

(+/-0'-0")

T.O.S.

ELEVATION

EXAMPLE: W33x118, 80 STUDS, CAMBER 0.75 IN W33x118 [80] c=0.75 in

(-1'-4")

WOOD

1. DESIGN OF ALL WOOD FRAMING SHALL BE BASED UPON ALLOWABLE STRESS

DESIGN, IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION FOR WOOD

CONSTRUCTION, LATEST EDITION

2. FABRICATION, ERECTION, AND BRACING SHALL BE IN ACCORDANCE WITH THE

NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, LATEST EDITION.

3. ALL LUMBER SHALL HAVE GRADE IDENTIFIED ON THE LABEL OF AN APPROVED

LUMBER GRADING AGENCY COMPLYING WITH DOC PS20 OR EQUIVALENT.

4. ALL STEEL TIMBER FASTENINGS AND JOIST HANGERS SHALL BE A MINIMUM OF 16

GA. GALVANIZED STEEL WITH A RATED LOAD CAPACITY EQUAL TO OR EXCEEDING

THE IMPOSED LOADING REQUIREMENTS.

5. ALL WOOD MEMBERS IN CONTACT WITH CONCRETE OR MASONRY SHALL BE

PRESSURE TREATED LUMBER UNLESS NOTED OTHERWISE.

6. ANCHOR ALL SILL PLATES WITH 1/2" ANCHOR BOLTS WITH 3" HOOK AND MIN. 7"

EMBEDMENT SPACED AT 48" o.c. OR 1/2" SIMPSON TITEN HD WITH MIN. 5" EMBEDMENT SPACED AT 48" o.c. OR EQUAL

7. PROVIDE SOLID BRIDGING OR A CONTINUOUS HEADER AT THE BEARING OF ROOF

OR FLOOR JOISTS ON SILL PLATES.

8. PROVIDE DOUBLE JOISTS ON EACH SIDE OF ANY ROOF OR FLOOR JOIST WHICH IS

INTERRUPTED BY AND OPENING OR OTHER CONSIDERATIONS. UNLESS NOTED

OTHERWISE, NO MORE THAN ONE ROOF OR FLOOR JOIST SHALL BE INTERRUPTED

WITHOUT CONSULTING THE ENGINEER.

9. ALL DOUBLE JOISTS SHALL BE SPIKED TOGETHER WITH 2 ROWS OF 10d NAILS @ 16" o.c.

10. ALL WOOD BEAMS MADE UP OF 3 OR MORE MEMBERS SHALL BE BOLTED TOGETHER

WITH 1/2" BOLTS @ 16" o.c. STAGGERED TOP & BOTTOM.

11. PROVIDE A MINIMUM OF TWO POSTS TO SUPPORT ALL WOOD HEADERS, POST

DEPTH SHALL MATCH WALL CONSTRUCTION.

12. WOOD MEMBERS SHALL BE DESIGNED TO ACCOMMODATE AND SUPPORT

MECHANICAL UNITS AS SHOWN ON THE MECHANICAL DRAWINGS.

13. WOOD STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS FOR ITS

TYPE IN DOC PS 1 OR PS 2.

14. WOOD SHEATHING SHALL MEET THE REQUIREMENTS OF THE PLYWOOD DESIGN

SPECIFICATION PUBLISHED BY THE APA, LATEST EDITION.

15. ALL WOOD SHEATHING SHALL BE APA RATED.

16. ALL FLOOR AND ROOF SHEATHING SHALL BE CONTINUOUS OVER A MINIMUM OF 3

SPANS.

17. WOOD TRUSS JOISTS AND GLULAM BEAMS ARE TO BE DESIGNED BY THE

MANUFACTURER TO THE LOADS AND DEFLECTIONS SPECIFIED. DESIGN

CALCULATIONS SHALL BE SUBMITTED AS PER THE SHOP DRAWING NOTES AND

SPECIFICATIONS.

18. ALL HOLES IN WOOD JOISTS SHOULD BE COORDINATED WITH MECHANICAL AND

VERIFIED TO ME ACCEPTABLE BY MANUFACTURER DOCUMENTATION.

19. MINIMUM WOOD FASTENINGS SHALL CONFORM TO IBC TABLE 2304.10.1 UNLESS

NOTED OTHERWISE.

20. MINIMUM WOOD MEMBER DESIGN VALUES SHOWN IN TABLE BELOW:

MINIMUM WOOD DESIGN VALUES (PSI)

SAWN LUMBER (2"-4" THICK)

STRUCTURAL COMPOSITE

LUMBER (PSL)

Fb

1,000

2,600

FC

Parallel

1,450

2,510

FC

Perpendicular

FV

E

1,600,000

2,000,000

MOISTURE

CONTENT

19%

16%

WOOD TRUSSES

1. WOOD TRUSSES ARE TO BE MANUFACTURED IN ACCORDANCE WITH ANSI/TPI 1

"NATIONAL DESIGN STANDARD FOR METAL-PLATE-CONNECTED WOOD TRUSS

CONSTRUCTION", LATEST EDITION.

2. SIGNED AND SEALED SHOP DRAWINGS AND DESIGN CALCULATIONS SHALL BE

SUBMITTED AS PER THE SHOP DRAWING NOTES AND SPECIFICATIONS.

CALCULATIONS SHALL INCLUDE, BUT ARE NOT LIMITED TO:

a. DESCRIPTION OF THE DESIGN CRITERIA

b. ENGINEERING ANALYSIS DEPICTING STRESS AND DEFLECTION

REQUIREMENTS FOR EACH TRUSS APPLICATION

c. SELECTION OF TRUSS COMPONENTS AND ACCESSORIES

d. VERIFICATION OF ATTACHMENT TO STRUCTURE AND/OR ADJACENT

FRAMING COMPONENTS

e. NOTE: TRUSS CONFIGURATIONS SHOWN ON PLANS ARE APPROXIMATE

3. CUTTING, DRILLING, OR NOTCHING ANY OF THE TRUSS MEMBERS IS NOT

PERMITTED WITHOUT APPROVAL FROM THE TRUSS DESIGNER.

4. PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING AND THE METHOD

OF ANCHORING OR RESTRAINING TO PREVENT LATERAL MOVEMENT OF ALL TRUSS

MEMBERS SHALL BE ACCOMPLISHED AT MINIMUM BY DETAILS IN ACCORDANCE

WITH BCSI-B3 "PERMANENT RESTRAINT/BRACING OF CHORDS & WEB MEMBERS"

AND/OR BCSI-B7 "TEMPORARY & PERMANENT RESTRAINT/BRACING FOR PARALLEL

CHORD TRUSSES"

5. ANY BRACING REQUIRED IN EXCESS OF BCSI-B3 OR BCSI-B7 SHALL BE PROVIDED BY

THE TRUSS DESIGNER.

6. WOOD TRUSSES SHALL BE CONFIGURED TO ACCOMMODATE MECHANICAL UNIT

LOCATIONS, DUCTWORK RUNS, CATWALKS & STORAGE LOCATIONS. COORDINATE

WITH MECHANICAL & ARCHITECTURAL DRAWINGS.

7. WOOD TRUSSES TO BE DESIGNED FOR CRITERIA IN TABLE BELOW.

WOOD TRUSS DESIGN

CRITERIA

TCLL (PSF)

TCDL (PSF)

ATTIC

ROOF

BREAKDOWN

BCLL (PSF) 40 --

BCDL (PSF) 10 10

TOTAL (PSF) 108 68

LL DEFLECTION (TYP.) L/480 L/480

LL DEFLECTION (@ TILE) L/720 --

TL DEFLECTION (TYP.) L/240 L/240

L00-0a

STUD SIZE

EXAMPLES:

SINGLE WALL, LOAD

BEARING, 2x6 STUD,

(2) STUDS, IDENTIFIER a

DOUBLE WALL, LOAD

BEARING, 2x4 STUD,

(3) STUDS, IDENTIFIER c

SINGLE WALL, SHEAR

WALL, 2x6 STUD, (2) STUDS, IDENTIFIER c

DOUBLE WALL, SHEAR

WALL, 2x4 STUD,

(1) STUDS, IDENTIFIER a

WOOD WALL IDENTIFICATION

WALL TYPE

2L00-0a

STUD SIZEWALL TYPE

NUMBER OF

WALLS

LOAD BEARING

S00-0a

STUD SIZEWALL TYPE

2S00-0a

STUD SIZEWALL TYPE

NUMBER

OF WALLS

SHEAR

L26-2a

2L24-3c

S26-2c

2S24-1a

NUMBER OF STUDS

WALL IDENTITY

(SEE SCHEDULE)

NUMBER OF STUDS

WALL IDENTITY

(SEE SCHEDULE)

NUMBER OF STUDS

WALL IDENTITY

(SEE SCHEDULE)

NUMBER OF STUDS

WALL IDENTITY

(SEE SCHEDULE)

CONCRETE MASONRY

1. ALL MATERIALS AND CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF

TMS 402/ACI 530/ASCE 5: BUILDING CODE REQUIREMENTS FOR MASONRY

STRUCTURES LATEST EDITION.

2. THE OWNER SHALL ENGAGE A TESTING AND INSPECTION AGENCY TO PERFORM

THE SPECIAL INSPECTIONS REQUIRED BY THE SCHEDULE OF SPECIAL

INSPECTIONS.

3. HOLLOW MASONRY UNITS SHALL BE GRADE N-1 CONFORMING TO ASTM C-90,

UNLESS NOTE OTHERWISE WITH A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI

(MASONRY ASSEMBLY F'm = 2,000 PSI).

4. ALL FILL FOR MASONRY WALLS SHALL BE PEA GRAVEL CONCRETE OR GROUT

CONFORMING TO ASTM C476 WITH A MINIMUM GROUT STRENGTH OF 3,000 PSI AT 28

DAYS. FILL SHALL BE PLACED IN 5'-0" LIFTS IN ACCORDANCE TO INTERNATIONAL

MASONRY INSTITUTE GUIDELINES AND ACI 530.1 / ASCE 6 FOR LOW LIFT GROUTING.

5. ALL MORTAR SHALL BE TYPE "M" CONFORMING TO ASTM C270 WITH A MINIMUM

COMPRESSIVE STRENGTH OF 2,500 PSI AT 28 DAYS.

6. ALL MORTAR FOR MASONRY OTHER THAN VENEER SHALL BE PORTLAND CEMENT

LIME MORTAR, NOT MASONRY CEMENT.

7. VERTICAL WALL REINFORCING SHALL BE INTERMEDIATE GRADE DEFORMED BARS

OF NEW BILLET STEEL CONFORMING TO ASTM A-615, GRADE 60.

8. JOINT REINFORCING SHALL BE 0.148" RODS MIN. CONFORMING TO ASTM A-951.

9. ALL MORTAR JOINTS IN MASONRY WALLS (HORIZONTAL AND VERTICAL) SHALL BE

FULL MORTAR BEDDING.

10. ALL SECTIONS OF BEARING WALLS HAVING A HORIZONTAL PLAN DIMENSION OF 2'-0"

OR LESS SHALL BE OF SOLID (CONCRETE FILLED) MASONRY CONSTRUCTION FOR

THE FULL HEIGHT OF THE WALL SECTION.

11. PROVIDE A MINIMUM OF ONE COURSE OF SOLID BLOCK UNDER ALL JOIST AND SLAB

BEARING ENDS FOR THE FULL WIDTH OF THE WALL, UNLESS NOTED OTHERWISE.

12. BRACE AND SHORE ALL NEW MASONRY WALLS AS REQUIRED UNTIL ROOF AND

FLOOR DECKS HAVE BEEN COMPLETELY INSTALLED.

13. THE TOP OF ALL MASONRY WALLS SHALL BE BRACED TO THE STEEL FRAMING. SEE

TYPICAL DETAILS ON FRAMING SECTIONS AND DETAIL DRAWINGS.

14. BACKFILL AGAINST MASONRY WALLS SHALL BE PLACED AT EQUAL HEIGHTS ON

EACH SIDE OF WALL UP TO FINAL GRADE.

15. QUALITY ASSURANCE PROGRAM TO BE PROVIDED PER SECTION 3.1 OF TMS 402/ACI

16. FILL ALL BLOCK CORES SOLID FROM FOUNDATION TO SLAB ON GRADE.

17. BOND BEAMS WITH HORIZONTAL REINFORCEMENT NOT LESS THAN (2) #5 REBAR

SHALL BE PROVIDED CONTINUOUSLY AT STRUCTURALLY CONNECTED ROOF AND

FLOOR LEVELS, AT THE TOP OF WALLS, AT THE BOTTOM OF WALLS OR IN THE TOP

OF THE FOUNDATION WHEN DOWELING INTO THE WALL.

18. ALL MASONRY WORK TO BE EXECUTED IN HOT OR COLD WEATHER SHALL BE IN

CONFORMANCE WITH THE RECOMMENDATIONS FOR COLD WEATHER

CONSTRUCTION FOUND IN TMS 402/ACI 530 WITH THE FOLLOWING ADDITIONS: FOR

ALL CONDITIONS WHEN TEMPERATURES FALL BELOW 40 DEGREES F, THE

TEMPERATURE OF THE NEWLY LAID MASONRY OR NEWLY GROUTED MASONRY

SHALL BE MAINTAINED ABOVE 30 DEGREES F FOR A MINIMUM OF 24 HOURS USING

THE METHODS DESCRIBED IN TMS 402/ACI 530.

19. UNLESS NOTED OTHERWISE ON THE DRAWINGS OR IN THE SPECIFICATIONS, THE

FOLLOWING MINIMUM REINFORCING SHALL BE USED. ALL CORES WITH

REINFORCING SHALL BE GROUTED SOLID.

MINIMUM WALL REINFORCING

BENEATH STEEL BEAMS

BENEATH STEEL OR CONCRETE LINTELS

REINFORCING

(2) #5 BARS - (1) PER CORE

(1) #5 BAR

LOCATION

INTERIOR NON-LOAD BEARING WALLS

VERTICAL

HORIZONTAL

CORNERS, EA. SIDE OF EA. OPENING, ENDS OF

WALLS, EA. SIDE OF EXPANSION/CRACK

CONTROL JOINTS

TOP OF WALL, BOTTOM AND TOP OF EA.

OPENING

#4 BARS @ 48" o.c.

JOINT REINFORCING @ 16" o.c.

(1) #5 BAR

(1) #5 BAR - EXTEND 24" OR 40

BAR DIAMETERS PAST OPENING

BAR SIZE

LAP SPLICE LENGTH *

#3 #4 #5

REBAR LAP SPLICE LENGTHS

22" 29" 36" 44" 51" 58"

#6 #7 #8

* UNLESS NOTED OTHERWISE

WALL

THICKNESS

STEEL LINTEL SCHEDULE FOR NON-LOADBEARING

AND LOADBEARING MASONRY WALLS

CLEAR SPAN

4'-0" or Less

L3 1/2x3 1/2x5/16"

(2) L3 1/2x2 1/2x3/8" -or- WT7x11

W8x10 w/ 1/4"x0'-9" PL.

(3) L4x3 1/2x3/8" (LLV) -or- W8x10 w/

1/4"x0'-9" PL.

4'-1" to 6'-0"

L4x3 1/2x5/16" (LLV)

(2) L3 1/2x2 1/2x3/8" -or- WT7x11

W8x10 w/ 1/4"x0'-9" PL.

(3) L4x3 1/2x3/8" (LLV) -or- W8x10 w/

1/4"x0'-9" PL.

6'-1" to 8'-0"

L5x3 1/2x5/16" (LLV)

(2) L3 1/2x2 1/2x3/8" -or- WT7x11

W8x10 w/ 1/4"x0'-9" PL.

(3) L5x3 1/2"x5/16" (LLV) -or- W8x10 w/

1/4"x0'-11" PL.

8'-1" to 10'-0"

L5x3 1/2x5/16" (LLV)

WT7x11

W8x10 w/ 1/4"x0'-7"

PL.

W8x10 w/ 1/4"x0'-9"…