A2_-_24_0628_Fee_Church_100__CD_Combined.pdf

Mark Sheet REVISION Date Initial QUALITY DESIGN CERTIFICATION

Prepared in Accordance with Design

Development (Title I)

Variance from Design Development (Title I)

Approved by Superintendent on

Construction Drawing Not Preceded by Design Development (Title I)

OR

OR

Project Manager Date

CONSTRUCTION DOCUMENTS 100%

UNITED STATES

DEPARTMENT OF THE INTERIOR

NATIONAL PARK SERVICE

DENVER SERVICE CENTER

TITLE OF PROJECT

CONSTRUCTION DOCUMENTS FOR FEE MEMORIAL CHURCH

LOCATION WITHIN PARK

FEE MEMORIAL CHURCH

NAME OF PARK

CAMP NELSON NATIONAL MONUMENT

REGION COUNTY STATE

SOUTHEAST JESSAMINE

Drawing No.

Date

KENTUCKY

1 100% CONSTRUCTION DOCUMENTS6/28/24 LK

A/E FIRM

PRIME:

BAILEY EDWARD,

CHICAGO, IL

BACON FARMER

WORKMAN ENGINEERING

PADUCAH, KY

G004

3 G004

G004

G004

D101

FINISH

FLOOR

FLOOR

D102

FLOOR

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REMOVE METAL ROOF

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REMOVE WOOD SHINGLES

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RETAIN & REPAIR 25% EXISTING SKIP SHEATHING

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EXISTING RAFTER TO REMAIN

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NOTE: SALVAGE & REUSE CUPOLA ROOF

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DISASSEMBLE, AND SALVAGE WOOD SIDING. COMPLETE ENTIRE BUILDING

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EXISTING WOOD STUD TO REMAIN

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EXISTING LATH BOARD TO REMAIN

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WALL FINISH TO REMAIN

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CLEAN, REPAIR, REINSTALL SALVAGED AND (N) WOOD SIDING

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INSTALL PLYWOOD AT END WALLS, SEE STRUCTURAL DRAWINGS

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EXISTING WOOD STUD TO REMAIN

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EXISTING LATH BOARD TO REMAIN

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INTERIOR WALL FINISH TO REMAIN

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WEATHER BARRIER

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(N) WOOD LOUVER WOOD LOUVER SASH

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(N) WOOD FRAME VENT BOXWOOD FRAME VENT BOX

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(N) FIBERGLASS SCREEN CLOTHFIBERGLASS SCREEN CLOTH

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(N) DRIP SILLDRIP SILL

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(E) SIDINGSIDING

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(E) THRESHOLDTHRESHOLD

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(E) DOOR JAMBDOOR JAMB

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SEALANT

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SELF-ADHERING RUBBERIZED ASPHALT FLASHING

AutoCAD SHX Text SHEET METAL CAP OVER SELF ADHERING MEMBRANE OVER 3/4" CDX PLYWOOD, AND WOOD STUB FRAMING.

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2X4 WD. STUD FRAMING

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MASONRY VENEER CHIMNEY

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3/4" CDX PLYWOOD

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WEATHER BARRIER

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NOT FOR CONSTRUCTION

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DEMOLITION CUPOLA ROOF DETAIL

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DEMOLITION WALL DETAIL

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NEW WALL DETAIL

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CONCRETE STAIR DETAIL

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CUPOLA LOUVER DETAIL

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METAL CHIMNEY CAP

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NOT USED

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DATE:

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DESIGNED:

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TECH. REVIEW:

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SUB SHEET NO.

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PMIS/PKG NO.

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DRAWING NO.

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SHEET

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OF

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TITLE OF SHEET

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DETAILS

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WZ, LP

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KS

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FEE MEMORIAL CHURCH

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CAMP NELSON NATIONAL MONUMENT

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A900

1 X WOOD NEW TRIM, PAINT TO MATCH

EXISTING ADJACENT

NEW CUSTOM WOOD FRAME AND DOOR

PATCH AND REPAIR EXISTING WOOD

TRIM - EXTERIOR AND INTERIOR. TYP.

EXISTING CONDITIONS

** CONTRACTOR TO VERIFY CONDITIONS AFTER REMOVAL OF DOOR. IF CONDITIONS VARY FROM DOCUMENTS NOTIFY CO/COR

7"(E)

SECURE FRAME TO NEW WOOD FRAMING

BASE BID: WINDOW SCHEDULE

WINDOW # TYPE

DIMENSIONS

(V.I.F.)

MATERIAL ACTION KEY: 4=REPLACE; R=REPAIR; - = NO WORK

SILL FRAME SASH GLAZING SHEET METAL

SILL COVER PAINT NOTES: *SEE SPEC 08 01 52 WOOD WINDOW

RESTORATION

100 C 5' - 0" x 2' - 8" WD WD WD E X P1

PROVIDE TEMPORARY VINYL WRAPPED

PLYWOOD PANEL. SEE DETAIL 4/A902

101 A 3' - 6" x 8' - 5" WD WD WD E X P1

PROVIDE TEMPORARY VINYL WRAPPED

PLYWOOD PANEL. SEE DETAIL 4/A902

102 A 3' - 6" x 8' - 5" WD WD WD E X P1

PROVIDE TEMPORARY VINYL WRAPPED

PLYWOOD PANEL. SEE DETAIL 4/A902

103 A 3' - 6" x 8' - 5" WD WD WD E X P1

PROVIDE TEMPORARY VINYL WRAPPED

PLYWOOD PANEL. SEE DETAIL 4/A902

104 A 3' - 6" x 8' - 5" WD WD WD E X P1

PROVIDE TEMPORARY VINYL WRAPPED

PLYWOOD PANEL. SEE DETAIL 4/A902

105 A 3' - 6" x 8' - 5" WD WD WD E X P1

PROVIDE TEMPORARY VINYL WRAPPED

PLYWOOD PANEL. SEE DETAIL 4/A902

106 A 3' - 6" x 8' - 5" WD WD WD E X P1

PROVIDE TEMPORARY VINYL WRAPPED

PLYWOOD PANEL. SEE DETAIL 4/A902

107 A 3' - 6" x 8' - 5" WD WD WD E X P1

PROVIDE TEMPORARY VINYL WRAPPED

PLYWOOD PANEL. SEE DETAIL 4/A902

201 B 2' - 5" x 3' -8" WD WD WD E - P1 NEW: WD FRAME, WD SILL, METAL VENT.

202 B 2' - 5" x 3' -8" WD WD WD E - P1 REPAIR AND NEW METAL VENT.

DOOR SCHEDULE

Door # Type Dimensions

(V.I.F.)

Material

Notes:

Action

Location Hand Thickness Door Frame Sill Hardware Repair New Finish

D101 A Exterior Inward 5'-0" x 7'-0" x 1-3/4" 1-3/4" Wood Wood Metal H1

NEW DOOR SHALL MATCH HISTORIC 5-PANEL DOOR.

RESTORE FRAME AND JAMB CASING PER SPECIFICATION

08 01 53. X P1

D102 B Interior Right 3'-7" x 7'-0" x 1-3/4" EXIST. Wood Wood Metal H2

REPAIR EXISTING DOOR, FRAME AND JAMB CASING

ACCORDING TO SPECIFICATION 08 01 53. REHANG

SALVAGED DOOR. X P1

D103 C Exterior Left 3'-2-1/2" x 4'-8-1/2" 1--3/4" Fiberglass Wood Metal H3

NEW DOOR, FRAME AND THRESHOLD, NEW HARDWARE,

SEE DETAIL 5/A901 X P1

D104 C Interior Left 3'-2-1/2" x 4'-8-1/2" 1-3/4" Fiberglass Wood Metal H4

NEW DOOR, FRAME AND THRESHOLD, NEW HARDWARE,

SEE DETAIL 5/A901 X P1

OPTION 1: WINDOW SCHEDULE (REPAIR WOOD WINDOWS)

WINDOW # TYPE DIMENSIONS

MATERIAL EXTERIOR INTERIOR KEY: 4=REPLACE; R=REPAIR; - =NO WORK

SILL FRAME SASH GLAZING UP SASH LOW SASH BUTT

RAIL PART BD EXT

STOP CASING SILL/

SUBSILL

DRIP

CAP PAINT PULLIES TRIM NOTES: *SEE SPEC 08 01 52 WOOD WINDOW RESTORATION

100 C 5' - 0" x 2' - 8" WD WD WD E - - - R R R - - P1 - - REPAIR AND PAINT 101 A 3' - 6" x 8' - 5" WD WD WD E 4 R 4 4 R R 4 - P1 - - REPAIR AND PAINT 102 A 3' - 6" x 8' - 5" WD WD WD E R - 4 4 R R 4 - P1 - - L STILE 4; RIGHT STILE R., REPAIR AND PAINT

103 A 3' - 6" x 8' - 5" WD WD WD E R R - R R R&4 4 - P1 - - REPAIR AND PAINT 104 A 3' - 6" x 8' - 5" WD WD WD E - R - - - R 4 - P1 - - REPAIR AND PAINT 105 A 3' - 6" x 8' - 5" WD WD WD E R R 4 R - R&4 4 - P1 - - REPAIR AND PAINT 106 A 3' - 6" x 8' - 5" WD WD WD E 4 4 - 4 - R 4 - P1 - - REPAIR AND PAINT 107 A 3' - 6" x 8' - 5" WD WD WD E 4 4 4 4 4 4 4 - P1 - - REPAIR AND PAINT

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WINDOW TYPE A

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DOOR TYPE A PAIR OF 2/6 7/0 DOORS

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DOOR TYPE B SINGLE DOOR

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DOOR TYPE C SINGLE DOOR

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WINDOW TYPE B

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INTERIOR

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EXTERIOR

AutoCAD SHX Text VINYL-WRAPPED PLYWOOD PANEL VINYL SHALL HAVE REALISTIC PHOTO OF EXISTING WINDOW PRINTED AND MOUNTED TO PLYWOOD

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NEW 2X4 BLOCKING FRAME TO ALLOW FOR PLYWOOD INSTALLATION

AutoCAD SHX Text TEMPORARY PLYWOOD PANEL WITH 5"x7" VENT

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BLACK PAINTED ALUMINUM VENT

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VINYL WRAPPED PLYWOOD PANEL (TYP.)

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WINDOW TYPE C

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NOT FOR CONSTRUCTION

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WINDOW TYPES

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DOOR TYPES

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GENERAL NOTES - NEW WORK

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1. CONTRACTOR SHALL VISIT THE SITE AND BECOME FAMILIAR WITH THE EXISTING CONDITIONS CONTRACTOR SHALL VISIT THE SITE AND BECOME FAMILIAR WITH THE EXISTING CONDITIONS PRIOR TO COMMENCING THE WORK. VERIFY-IN-FIELD ALL EXISTING CONDITIONS DIMENSIONS, ELEVATION HEIGHTS, CONSTRUCTION, AND BUILDING SYSTEMS PRIOR TO PROCEEDING WITH THE WORK. 2. CONTRACTOR SHALL NOTIFY THE CO/COR OF ANY AND ALL DISCREPANCIES BETWEEN THE CONTRACTOR SHALL NOTIFY THE CO/COR OF ANY AND ALL DISCREPANCIES BETWEEN THE CONTRACT DOCUMENTS AND EXISTING CONDITIONS PRIOR TO PROCEEDING WITH THE WORK. 3. REFER TO THE SPECIFICATIONS DIVISION 1, GENERAL REQUIREMENTS, FOR RELATED REFER TO THE SPECIFICATIONS DIVISION 1, GENERAL REQUIREMENTS, FOR RELATED CONSTRUCTION AND PROTECTION REQUIREMENTS. 4. REFER TO THE ARCHITECTURAL DRAWINGS “G” SERIES FOR PROJECT CRITERIA. ARCHITECTURAL REFER TO THE ARCHITECTURAL DRAWINGS “G” SERIES FOR PROJECT CRITERIA. ARCHITECTURAL G” SERIES FOR PROJECT CRITERIA. ARCHITECTURAL SERIES FOR PROJECT CRITERIA. ARCHITECTURAL ABBREVIATIONS, ARCHITECTURAL DIMENSIONING CONVENTIONS, ARCHITECTURAL GENERAL NOTES, DEFINITIONS, ARCHITECTURAL SYMBOLS AND NOTES. 5. HAZARDOUS MATERIAL NOTE: HAZARDOUS MATERIAL NOTE: 5.1. SEE ASBESTOS, LEAD BASED PAINT & HAZARDOUS MATERIAL SPECIFICATIONS REPORTS SEE ASBESTOS, LEAD BASED PAINT & HAZARDOUS MATERIAL SPECIFICATIONS REPORTS CONTAINED IN THE PROJECT MANUAL. 6. THE EXECUTION OF WORK CONSTITUTES ACCEPTANCE OF THE CONDITIONS. LATER CLAIMS THE EXECUTION OF WORK CONSTITUTES ACCEPTANCE OF THE CONDITIONS. LATER CLAIMS WILL NOT CONSTITUTE RELIEF FROM THE REQUIREMENTS OF THE SPECIFICATIONS UNDER THIS SECTION, NOR WILL EXTRA COMPENSATION BE PAID. 7. ALL NEW FOUNDATION AND STAIRS TO BE POURED IN EXISTING LOCATION. COORDINATE WITH ALL NEW FOUNDATION AND STAIRS TO BE POURED IN EXISTING LOCATION. COORDINATE WITH STRUCTURAL DRAWINGS.

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WINDOW PROTECTION DETAILS

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NOTE: PROVIDE A 5"W X 7"H VENT IN THE PLYWOOD INSIDE A MUNTIN AREA.

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DOOR JAMB

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DATE:

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DESIGNED:

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SUB SHEET NO.

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PMIS/PKG NO.

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DRAWING NO.

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SHEET

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OF

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DETAILS AND SCHEDULE

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WZ, LP

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FEE MEMORIAL CHURCH

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CAMP NELSON NATIONAL MONUMENT

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A902

8" T

YP

1 1/2"

8"

KENTUCKY BUILDING CODE, 2018 EDITION

ASCE STANDARD MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES: SEI/ASCE 7-10

BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, ACI 318-14

AISC MANUAL OF STEEL CONSTRUCTION 14TH EDITION

NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, 2015 EDITION

AWS D1.1 AND D1.3

CODES AND MANUALS

1. RISK CATEGORY: II

2. DEAD LOADS: MATERIALS ASSUMED IN THE DESIGN ARE SHOWN ON THE ARCHITECTURAL AND STRUCTURAL DRAWINGS. ANY CHANGES IN CONSTRUCTION MATERIALS FROM THOSE SHOWN ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS SHALL BE REPORTED BY THE GENERAL CONTRACTOR TO THE STRUCTURAL ENGINEER FOR VERIFICATION OF LOAD CARRYING CAPACITY OF

THE STRUCTURE.

3. LIVE LOADS:

A. FIRST FLOOR = 100 PSF; 2,000 LBS

B. ROOFS = 20 PSF

4. SNOW LOADS:

A. GROUND SNOW LOAD PG = 15 PSF

B. IMPORTANCE FACTOR IS = 1.0

C. EXPOSURE FACTOR CE = 1.1

D. THERMAL FACTOR CT = 1.2

E. FLAT ROOF SNOW LOAD PF = 20 PSF (INCLUDES 5 PSF RAIN-ON-SNOW SURCHARGE)

F. PITCHED ROOF SNOW LOAD PP = 20 PSF

5. WIND LOADS:

A. ULTIMATE WIND SPEED VULT = 115 MPH

B. NOMINAL WIND SPEED VASD = 89.1 MPH

C. EXPOSURE CATEGORY = C

D. INTERNAL PRESSURE COEFFICIENT = +-0.18

E. COMPONENTS AND CLADDING PRESSURES:

a. ROOF ZONE 1: 10 SQ.FT. = 27.2 PSF; -29.7 PSF WALLS ZONE 4: 10 SQ.FT. = 29.7 PSF; -32.2 PSF

b. ROOF ZONE 1: 20 SQ.FT. = 26.4 PSF; -28.2 PSF WALLS ZONE 4: 50 SQ.FT. = 26.6 PSF; -29.1 PSF

c. ROOF ZONE 1: 50 SQ.FT. = 25.4 PSF; -26.2 PSF WALLS ZONE 4: 100 SQ. FT. = 25.3 PSF; -27.8 PSF

d. ROOF ZONE 1: 100 SQ. Ft. = 24.7 PSF; -24.7 PSF WALLS ZONE 4: 500 SQ. Ft. = 22.2 PSF; -24.7 PSF

e. ROOF ZONE 2: 10 SQ. Ft. = 27.2 PSF; -34.7 PSF WALLS ZONE 5: 10 SQ. Ft. = 29.7 PSF; -39.8 PSF

f. ROOF ZONE 2: 20 SQ. Ft. = 26.4 PSF; -33.2 PSF WALLS ZONE 5: 50 SQ. Ft. = 26.6 PSF; -33.6 PSF

g. ROOF ZONE 2: 50 SQ. Ft. = 25.4 PSF; -31.2 PSF WALLS ZONE 5: 100 SQ. Ft. = 25.3 PSF; -30.9 PSF

h. ROOF ZONE 2: 100 SQ. Ft. = 24.7 PSF; -29.7 PSF WALLS ZONE 5: 500 SQ. Ft. = 22.2 PSF; -24.7 PSF

i. ROOF ZONE 3: 10 SQ. Ft. = 27.2 PSF; -34.7 PSF

j. ROOF ZONE 3: 20 SQ. Ft. = 26.4 PSF; -33.2 PSF

k. ROOF ZONE 3: 50 SQ. Ft. = 25.4 PSF; -31.2 PSF

l. ROOF ZONE 3: 100 SQ. Ft. = 24.7 PSF; -29.7 PSF

6. SEISMIC LOADS:

A. SITE CLASS = D

B. IMPORTANCE FACTOR IE = 1.0

C. SPECTRAL RESPONSE ACCEL. FOR SHORT PERIODS SS = 0.183

D. SPECTRAL RESPONSE ACCEL. FOR 1 SEC. PERIODS S1 = 0.094

E. DESIGN SPECTRAL RESPONSE ACCEL. FOR SHORT PERIODS SDS = 0.146

F. DESIGN SPECTRAL RESPONSE ACCEL. FOR 1 SEC. PERIODS SD1 = 0.107

G. SEISMIC DESIGN CATEGORY = B

H. SEISMIC FORCE RESISTING SYSTEM = LIGHT FRAME WOOD WALLS WITH STRUCTURAL WOOD

SHEAR PANELS

I. RESPONSE MODIFICATION FACTOR R = 6.5

J. SEISMIC RESPONSE COEFFICIENT CS = 0.023

K. ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE

L. DESIGN BASE SHEAR TBD

7. GEOTECHNICAL:

A. NET ALLOWABLE SOIL BEARING PRESSURE

= 40,000 PSF FOR FOOTINGS BEARING ON BEDROCK

DESIGN CRITERIA

1. BEFORE PROCEEDING WITH ANY WORK WITHIN THE EXISTING FACILITY, THE CONTRACTOR SHALL FAMILIARIZE HIMSELF WITH EXISTING STRUCTURAL AND OTHER CONDITIONS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE ALL NECESSARY BRACING, SHORING AND OTHER SAFEGUARDS TO MAINTAIN ALL PARTS OF THE EXISTING WORK IN A SAFE CONDITION DURING THE PROCESS OF DEMOLITION AND CONSTRUCTION AND TO PROTECT FROM DAMAGE THOSE PORTIONS OF THE EXISTING WORK WHICH

ARE TO REMAIN.

2. THE CONTRACTOR SHALL FIELD VERIFY THE DIMENSIONS, ELEVATIONS, ETC. NECESSARY FOR THE PROPER CONSTRUCTION AND ALIGNMENT OF THE NEW PORTIONS OF THE WORK TO THE EXISTING WORK. THE CONTRACTOR SHALL MAKE ALL MEASUREMENTS NECESSARY FOR FABRICATION AND ERECTION OF STRUCTURAL MEMBERS ANY DISCREPANCY SHALL BE IMMEDIATELY BROUGHT TO

THE ATTENTION OF THE ENGINEER.

3. WELDING TO AND WITHIN AN EXISTING FACILITY PRESENTS POTENTIAL HAZARDS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY

TO PROVIDE ALL NECESSARY MEANS TO MITIGATE THESE HAZARDS.

4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND ERECTION OF ALL SHORING NECESSARY TO SAFEGUARD THE EXISTING STRUCTURE. THE CONTRACTOR SHALL SUBMIT A DETAILED PLAN FOR SHORING, BRACING AND PROTECTION OF THE EXISTING CONSTRUCTION. THE PLAN SHALL INCLUDE A CONSTRUCTION SEQUENCE, BEAR THE SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE THE PROJECT IS LOCATED IN, AND BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO BEGINNING

THE WORK.

EXISTING CONSTRUCTION

1. ALL FOOTINGS SHALL BEAR ON UNDISTURBED, FIRM NATURAL SOIL OR COMPACTED FILL CAPABLE OF SUPPORTING A DESIGN BEARING PRESSURE AS INDICATED IN THE DESIGN CRITERIA. ALL FOUNDATION EXCAVATIONS SHALL EVALUATED BY THE

GEOTECHNICAL ENGINEER / TESTING AGENCY PRIOR TO POURING FOUNDATION CONCRETE.

2. FOR INFORMATION ON SOIL CONDITION AND SPECIAL SOIL CONDITIONS ON EXCAVATION, FILLING, AND BACKFILLING SEE THE GEOTECHNICAL EXPLORATION REPORT. FOR CONDITIONS WHERE ENGINEERED FILL IS REQUIRED, PLACEMENT AND

COMPACTION SHALL BE OVERSEEN BY THE TESTING AGENCY.

3. THE INFORMATION INCLUDED IN THE GEOTECHNICAL EXPLORATION REPORT MAY BE USED BY THE CONTRACTOR FOR THEIR GENERAL INFORMATION ONLY. THE ARCHITECT AND STRUCTURAL ENGINEER WILL NOT BE RESPONSIBLE FOR THE ACCURACY

OR APPLICABILITY OF SUCH DATA THEREIN.

4. TOP OF FOOTING ELEVATION SHALL BE AS SHOWN ON THE FOUNDATION PLAN. THESE ELEVATIONS ARE A MAXIMUM AND SHALL

BE LOWERED AS REQUIRED TO OBTAIN THE REQUIRED DESIGN BEARING PRESSURE.

5. ALL SPREAD FOOTINGS SHALL BE CENTERED BENEATH THE PIERS. ALL CONTINUOUS WALL FOOTINGS SHALL BE CENTERED

BENEATH THE WALLS, UNLESS NOTED OTHERWISE.

6. ALL COLUMN PIERS SHALL BE CENTERED BENEATH COLUMNS AND POURED MONOLITHICALLY WITH THE FOUNDATION WALLS, UNLESS NOTED OTHERWISE.

7. NO UNBALANCED BACKFILLING SHALL BE DONE AGAINST FOUNDATION WALLS UNLESS WALLS ARE SECURELY BRACED AGAINST

OVERTURNING, EITHER BY TEMPORARY BRACING OR BY PERMANENT CONSTRUCTION.

8. PRIOR TO COMMENCING ANY FOUNDATION WORK, COORDINATE WORK WITH ANY EXISTING UTILITIES. FOUNDATIONS SHALL BE

LOWERED WHERE REQUIRED TO AVOID UTILITIES.

9. ALL RETAINING WALLS SHALL HAVE AT LEAST 12" OF FREE DRAINING GRANULAR BACKFILL, FULL HEIGHT OF WALL. PROVIDE CONTROL JOINTS IN RETAINING WALLS AT APPROXIMATELY EQUAL INTERVALS NOT TO EXCEED 25 FEET NOR 3 TIMES THE WALL

HEIGHT. PROVIDE EXPANSION JOINTS AT EVERY FOURTH CONTROL JOINT.

10. PLACE FOOTINGS IN THE SAME DAY EXCAVATIONS ARE OPENED. IF THIS IS NOT POSSIBLE, ADEQUATELY PROTECT THE EXPOSED MATERIAL IN THE BASES OF THE FOOTING EXCAVATIONS FROM ANY DETRIMENTAL CHANGE IN CONDITION SUCH AS DISTURBANCE FROM RAIN OR FREEZING. PREVENT SURFACE RUNOFF FROM ENTERING EXCAVATIONS.

11. MECHANICAL OPENINGS THROUGH CONCRETE WALLS & SLABS LARGER THAN 8 INCHES IN DIAMETER, NOT SHOWN ON THE STRUCTURAL DRAWINGS, MUST BE APPROVED BY THE ENGINEER. OPENINGS 8 INCHES IN DIAMETER OR LESS SHALL HAVE AT LEAST 1 FOOT CLEAR BETWEEN OPENINGS UNLESS APPROVED BY THE ENGINEER. COORDINATE THE INSTALLATION OF

SLEEVES WITH THE CONSTRUCTION OF FORMWORK & INSTALLATION OF REINFORCING STEEL.

12. ALL OPENINGS THROUGH CONCRETE FOOTINGS, CONCRETE FOUNDATION WALLS, AND CMU FOUNDATION WALLS NOT SHOWN ON PLAN MUST BE COORDINATED AND APPROVED BY S.E.O.R. COORDINATE THE INSTALLATION OF SLEEVES WITH THE

CONSTRUCTION FORMWORK AND INSTALLATION OF REINFORCING STEEL.

13. ALL VERTICAL REINFORCEMENT DOWELS IN WALLS AND PIERS SHALL BE TIED TO THE BOTTOM REINFORCEMENT MAT OF THE FOOTINGS. "FLOATING" THE DOWELS INTO PLACE DURING CONCRETE PLACEMENT WILL NOT BE PERMITTED.

FOUNDATION

1. ALL REINFORCING STEEL SHALL BE FABRICATED AND PLACED IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318), AND DETAILS AND DETAILING OF CONCRETE REINFORCEMENT (ACI 315).

2. ALL REINFORCEMENT ANCHORAGES AND LAP SPLICES SHALL MEET THE REQUIREMENTS OF ACI 318-14.

3. FIELD BENDING OF REINFORCEMENT IS PROHIBITED.

4. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60; EXCEPT STIRRUPS, TIES AND INDICATED FIELD-BENT BARS, WHICH SHALL CONFORM TO ASTM A615 GRADE 40.

5. TENSION AND COMPRESSION LAPS IN REINFORCING SHALL BE IN ACCORDANCE WITH ACI 318, CHAPTER 12. THE MINIMUM LAP SHALL

BE 30 BAR DIAMETERS (18" MINIMUM), UNLESS NOTED OTHERWISE ON THE DRAWINGS.

6. ALL HORIZONTAL REINFORCING IN FOOTINGS, WALLS AND BEAMS SHALL BE CONTINUOUS AROUND CORNERS OR HAVE BENT (CORNER) BARS OF THE SAME SIZE AND SPACING AS THE HORIZONTAL BARS AND LAP 30 BAR DIAMETERS (24” MINIMUM).

7. CONCRETE COVER FOR REINFORCING SHALL BE AS FOLLOWS UNLESS OTHERWISE NOTED:

A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"

B. CONCRETE CAST AGAINST FORMS BUT EXPOSED TO EARTH OR WEATHER:

a. BARS LARGER THAN NO. 5: 2”

b. BARS NO. 5 OR SMALLER: 1 1/2”

C. SLAB ON GRADE: 1 1/2” FROM TOP OF SLAB

D. STRUCTURAL SLABS ON METAL DECK: 1” FROM TOP OF SLAB

8. FORM TIES SHALL BE EITHER OF THE THREADED OR SNAP-OFF TYPE SO THAT NO METAL WILL BE LEFT WITHIN 1 INCH OF THE SURFACE OF THE WALL. FOLLOWING REMOVAL OF FORM TIES, RECESSES ARE TO BE CAREFULLY FILLED AND POINTED WITH

MORTAR.

9. REINFORCING SHALL NOT BE TACK WELDED OR WELDED IN ANY MANNER UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL

PLANS.

10. BAR SUPPORTS AND SPACERS FOR REINFORCING SHALL BE PROVIDED IN ACCORDANCE WITH ACI 315. REINFORCING SHALL BE SECURELY TIED TO SUPPORTS. DO NOT INSERT REINFORCEMENT INTO CONCRETE DURING CONCRETE PLACEMENT.

11. DECK CHAIRS SHALL BE PROVIDED FOR ALL WELDED WIRE FABRIC.

12. PROVIDE FOOTING DOWELS FOR VERTICAL WALL REINFORCEMENT. DOWELS SHALL BE THE SAME SIZE & SPACING AS THE VERTICAL WALL REINFORCEMENT, UNLESS NOTED OTHERWISE, WITH LAP SPLICES AS INDICATED ON THE APPLICABLE SECTIONS. THIS WILL INCLUDE REINFORCEMENT ON EITHER SIDE OF DOORS & WINDOWS, PILASTERS UNDER LINTELS, ADDITIONAL REINFORCEMENT AT CORNERS &INTERSECTIONS OF REINFORCED WALLS, & ANY OTHER VERTICAL CMU WALL REINFORCEMENT INDICATED ON THE PLANS. INSTALL DOWELS IN THE FOOTING FORMS BEFORE CONCRETE IS PLACED, SUPPORTED & TIED SECURELY IN PLACE.

INSTALLATION OF DOWELS AFTER THE CONCRETE IS PLACED WILL NOT BE PERMITTED.

13. FOUNDATION WALL REINFORCEMENT SHALL BE CONTINUOUS THROUGH COLUMN PIERS. WALL FOOTING REINFORCEMENT SHALL BE CONTINUOUS THROUGH SPREAD FOOTINGS. PROVIDE CORNER BARS FOR ALL FOUNDATION WALLS AND WALL FOOTINGS.

REINFORCING STEEL

1. ALL ADHESIVE (EPOXY) FOR POST INSTALLED ANCHORS AND/OR REBAR INTO CONCRETE SHALL BE HILTI HIT-HY 200 ADHESIVE ANCHORING SYSTEM, SIMPSON SET-XP EPOXY-TIE ANCHORING SYSTEM, ITW RED HEAD EPCON G6+ ADHESIVE ANCHORING SYSTEM, OR APPROVED EQUAL. INSTALLATION SHALL BE PER MANUFACTURER’S RECOMMENDATIONS.

2. ALL ADHESIVE (EPOXY) FOR POST INSTALLED ANCHORS AND/OR REBAR INTO GROUT FILLED MASONRY SHALL BE HILTI HIT-HY 270 MASONRY ADHESIVE ANCHORING SYSTEM, SIMPSON SET-XP EPOXY-TIE ANCHORING SYSTEM, ITW RED HEAD EPCON G6+ ADHESIVE ANCHORING SYSTEM, OR APPROVED EQUAL. INSTALLATION SHALL BE PER MANUFACTURER’S RECOMMENDATIONS.

3. ALL ADHESIVE (EPOXY) FOR POST INSTALLED ANCHORS AND/OR REBAR INTO HOLLOW MASONRY AND/OR BRICK SHALL BE HILTI HIT- HY 270 ADHESIVE ANCHORING SYSTEM, SIMPSON SET-XP EPOXY-TIE ANCHORING SYSTEM, OR APPROVED EQUAL. INSTALLATION

SHALL BE PER MANUFACTURER’S RECOMMENDATIONS.

4. ALL POST INSTALLED MECHANICAL ANCHORS INTO CONCRETE SHALL BE HILTI KWIK HUS EZ SCREW ANCHOR, SIMPSON TITEN HD SCREW ANCHOR, ITW RED HEAD TAPCON LDT ANCHOR, OR APPROVED EQUAL. INSTALLATION SHALL BE PER MANUFACTURER’S

RECOMMENDATIONS.

5. ALL POST INSTALLED MECHANICAL ANCHORS INTO GROUT FILLED MASONRY SHALL BE HILTI KWIK HUS EZ SCREW ANCHOR, SIMPSON TITEN HD SCREW ANCHOR, ITW RED HEAD TAPCON LDT ANCHOR, OR APPROVED EQUAL. INSTALLATION SHALL BE PER

MANUFACTURER’S RECOMMENDATIONS.

6. ANCHOR LENGTHS SHOWN FOR ATTACHMENT TO CONCRETE AND/OR MASONRY ARE REQUIRED EMBEDMENT LENGTHS. THE CONTRACTOR SHALL PROVIDE ANCHORS WITH ADDITIONAL LENGTH TO FACILITATE THE REQUIRED CONNECTION.

7. SUBMIT ALL PROPOSED ANCHORING SYSTEMS INCLUDING ICC-ES REPORTS TO STRUCTURAL ENGINEER FOR REVIEW PRIOR TO

INSTALLATION.

POST INSTALLED ANCHORS

WOOD FRAMING

1. DIMENSIONAL LUMBER SHALL BE SOUTHER PINE SPIB NO. 1 OR BETTER FOR 2x8 OR LARGER AND SPIB NO. 2 FOR 2x6 OR SMALLER.

ALL MATERIAL SHALL BE SURFACE DRY AND USED AT 19% MAXIMUM MOISTURE CONTENT.

2. ENGINEERED WOOD SECTIONS (LVL'S) SHALL BE IN ACCORDANCE WITH ASTM D5456, 1.9E-2600FB GRADE.

3. ALL FRAMING EXPOSED TO THE WEATHER OR IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE-TREATED IN ACCORDANCE WITH THE AMERICAN WOOD PRESERVERS ASSOCIATION SPECIFICATIONS. WHERE POSSIBLE, ALL CUTS AND HOLES SHOULD BE COMPLETED BEFORE TREATMENT, CUTS AND HOLES DUE TO ON-SITE FABRICATION SHALL BE TREATED.

4. THE CONTRACTOR SHALL CAREFULLY SELECT LUMBER TO BE USED IN LOAD-BEARING APPLICATIONS. THE LENGTH OF SPLIT ON THE WIDE FACE OF 2“ NOMINAL LOAD-BEARING FRAMING SHALL BE LIMITED TO LESS THAN 1/2 OF THE WIDE FACE DIMENSION. THE LENGTH OF SPLIT ON THE WIDE FACE OF 3” NOMINAL AND THICKER LUMBER SHALL BE LIMITED TO 1/2 OF THE NARROW FACE DIMENSION.

5. PROVIDE DOUBLE JOISTS UNDER ALL PARTITIONS WHICH RUN PARALLEL WITH JOISTS AND UNDER ALL CONCENTRATED LOADS FROM

FRAMING ABOVE.

6. REFER TO PLAN AND SCHEDULES FOR HEADER REQUIREMENTS AT OPENINGS.

7. BOLT HOLES SHALL BE CAREFULLY CENTERED AND DRILLED NOT MORE THAN 1/16" LARGER THAN THE BOLT DIAMETER. BOLTED CONNECTIONS SHALL BE SNUG TIGHT BUT NOT TO THE EXTENT OF CRUSHING WOOD UNDER WASHER.

8. PREFABRICATED METAL JOIST HANGERS, HURRICANE CLIPS, HOLD-DOWN ANCHORS AND OTHER ACCESSORIES SHALL BE AS MANUFACTURED BY "SIMPSON STRONG-TIE COMPANY", OR APPROVED EQUAL. INSTALL ACCESSORIES PER THE MANUFACTURER'S

REQUIREMENTS.

9. ALL WOOD SHEATHING CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE ENGINEERED WOOD ASSOCIATION (APA)

SPECIFICATIONS.

10. INSTALL ALL WOOD SHEATHINGS WITH THE LONG DIMENSION OF THE PANEL ACROSS SUPPORTS AND WITH PANEL CONTINUOUS OVER TWO OR MORE SPANS. STAGGER PANEL END JOINTS. ALLOW 1/8" SPACING AT PANEL ENDS AND EDGES UNLESS OTHERWISE

RECOMMENDED BY THE SHEATHING MANUFACTURER.

SPECIAL INSPECTIONS - STRUCTURAL

ITEM

REQUIRED

NO REMARKS

X Not req'd. if the Fabricator is approved in accordance with Section 1704.2.5.1.

FABRICATORS

See Sections 1704.6.1 and 1704.6.2 for seismic and wind requirements.

Not req'd.

See Section 1705.3 for req'd verifications and inspections.

SECTION YES

1704.2.5.1

1704.6

1705.2

1705.3

1705.4

1705.5

1705.6

1705.7

1705.11

1705.13

X

X

X

X

STRUCTURAL OBSERVATIONS

STEEL CONSTRUCTION

CONCRETE CONSTRUCTION

MASONRY CONSTRUCTION

WOOD CONSTRUCTION

SOILS

DRIVEN DEEP FOUNDATIONS

INSPECTIONS FOR WIND

RESISTANCE

TESTING & QUALIFICATION FOR

SEISMIC RESISTANCE

PER CHAPTER 17 OF THE 2018 KENTUCKY BUILDING CODE

X

X

X

X

X

See Table 1705.6 for required verifications and inspections.

Not used.

1705.8

CAST-IN-PLACE DEEP

FOUNDATIONS

X

1705.9 HELICAL PILE FOUNDATIONS X

1705.12

INSPECTIONS FOR SEISMIC

RESISTANCE X

Not req'd.

See Section 1705.12 for required verifications and inspections.

See Table 1705.13 for required verifications and inspections.

See Section 1705.5 for req'd verifications and inspections.

See Table 1705.8 for required verifications and inspections.

Not used.

See Section 1705.11 for required verifications and inspections.

STRUCTURAL SHEET LIST

1. THE DRAWINGS, SPECIFICATIONS AND OTHER DOCUMENTS AND MAGNETIC MEDIA (PLANS) PREPARED BY BFW ENGINEERING & TESTING, INC. (ENGINEER) FOR THIS PROJECT ARE INSTRUMENTS OF THE ENGINEER'S SERVICE, AND MAY BE USED SOLELY WITH RESPECT TO THIS PROJECT AND, UNLESS OTHERWISE PROVIDED, THE ENGINEER SHALL BE DEEMED THE AUTHOR OF THESE PLANS AND RETAIN ALL COMMON LAW RIGHTS, TITLES AND INTEREST THEREIN. THE OWNER SHALL BE PERMITTED TO RETAIN COPIES, INCLUDING REPRODUCIBLE COPIES, OF THE ENGINEER'S DRAWINGS, SPECIFICATIONS, OTHER DOCUMENTS AND MAGNETIC MEDIA FOR INFORMATION & REFERENCE IN CONNECTION WITH THE OWNER'S USE AND OCCUPANCY OF THE PROJECT. THE ENGINEER'S DRAWINGS, SPECIFICATIONS, OTHER DOCUMENTS AND MAGNETIC MEDIA SHALL NOT BE USED BY THE OWNER OR OTHERS ON OTHER PROJECTS, FOR ADDITIONS TO THIS PROJECT OR FOR COMPLETION OF THE PROJECT BY OTHERS, EXCEPT BY AGREEMENT IN WRITING AND WITH APPROPRIATE COMPENSATION, WAIVER OF CLAIMS AND INDEMNITY TO THE ENGINEER. BFW ENGINEERING & TESTING, INC. SHALL NOT BE LIABLE FOR ANY HARM OR DAMAGE SUFFERED BY ANY PARTY BY REASON OF THE UNAUTHORIZED USE OF THESE PLANS. BFW ENGINEERING & TESTING, INC. EXPRESSLY RESERVES IT'S COPYRIGHTS IN THESE PLANS. THESE PLANS MAY NOT BE REPRODUCED, CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER, INCLUDING SHOP DRAWINGS, NOR MAY THEY BE ASSIGNED OR OTHERWISE MADE AVAILABLE TO ANY THIRD PARTY WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN CONSENT

OF BFW ENGINEERING & TESTING, INC.

2. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL

REQUIREMENTS OF THE CONTRACT DOCUMENTS INTO THE SHOP DRAWINGS AND FIELD WORK.

3. STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE, AND, EXCEPT WHERE SPECIFICALLY SHOWN, DO NOT INDICATE THE METHOD OR MEANS OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, PROCEDURES, TECHNIQUES AND SEQUENCE.

4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL SAFETY PRECAUTIONS AND REGULATIONS DURING THE WORK.

THE ENGINEER WILL NOT ADVISE ON NOR ISSUE DIRECTION AS TO SAFETY PRECAUTIONS AND PROGRAMS.

5. COORDINATE DIMENSIONS OF ALL OPENINGS, DEPRESSIONS, BLOCKOUTS, ETC. WITH ARCHITECTURAL DRAWINGS, DRAWINGS FROM OTHER DISCIPLINES, PROJECT SHOP DRAWINGS, AND FIELD CONDITIONS PRIOR TO SHOP DRAWING SUBMITTAL.

6. SEE ARCHITECTURAL PLANS FOR INTERIOR NON-BEARING PARTITION WALLS. PARTITION FRAMING SHALL BE CONNECTED TO THE PRIMARY STRUCTURE TO ALLOW FOR VERTICAL LIVE LOAD DEFLECTIONS OF SPAN/360 FOR FLOOR FRAMING AND SPAN/240 FOR

ROOF FRAMING.

7. CONTRACTOR’S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER THE EFFECTS OF THERMAL

MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD.

8. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD.

9. DO NOT SCALE DRAWINGS.

10. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL NOTES, AND SPECIFICATIONS, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. DETAILS NOTED "TYPICAL” APPLY TO ALL SIMILAR CONDITIONS. WHERE NO SPECIFIC DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM

TO SIMILAR WORK ELSEWHERE ON THE PROJECT.

11. SHOP DRAWINGS SHALL BE FURNISHED AND REVIEWED BEFORE ANY FABRICATION OR ERECTION IS STARTED. THE CONTRACTOR SHALL REVIEW AND APPROVE SHOP DRAWINGS PRIOR TO SUBMITTAL TO THE ARCHITECT FOR REVIEW. POORLY EXECUTED SHOP

DRAWINGS WILL BE REJECTED AND SHALL BE RESUBMITTED.

12. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING SAFE AND ADEQUATE SHORING FOR ALL PARTS OF THE STRUCTURE DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR STABILITY UNDER FINAL

CONFIGURATION.

13. PERIODIC SITE OBSERVATION BY THE STRUCTURAL ENGINEER IS SOLELY FOR THE PURPOSE OF DETERMINING IF THE WORK OF THE CONTRACTOR IS PROCEEDING IN ACCORDANCE WITH THE STRUCTURAL CONTRACT DOCUMENTS. THIS LIMITED SITE OBSERVATION SHOULD NOT BE CONSTRUED AS EXHAUSTIVE OR CONTINUOUS TO CHECK THE QUALITY OR QUANTITY OF THE WORK, BUT RATHER PERIODIC IN AN EFFORT TO GUARD THE OWNER AGAINST DEFECTS OR DEFICIENCIES IN THE WORK OF THE CONTRACTOR.

14. NOTCHING OR CUTTING ANY STRUCTURAL MEMBER IN THE FIELD IS PROHIBITED.

15. THE CONTRACTOR SHALL VERIFY THE SIZE AND LOCATION OF FOUNDATIONS UNDER MECHANICAL AND ELECTRICAL EQUIPMENT AS REQUIRED. NO CONCRETE PADS SHALL BE LOCATED ON ROOF UNLESS SHOWN ON THE STRUCTURAL DRAWINGS.

16. BACKFILL SHALL NOT BE PLACED BEHIND RETAINING WALLS UNTIL CONCRETE HAS ATTAINED 100 PERCENT OF DESIGN STRENGTH.

GENERAL

1. ALL CONCRETE SHALL CONFORM TO THE SPECIFICATIONS FOR STRUCTURAL CONCRETE, ACI 301.

2. ALL EXPOSED EDGES OF CONCRETE SHALL HAVE A 3/4” CHAMFER UNLESS NOTED OTHERWISE.

3. NORMAL WEIGHT CONCRETE:

A. F’C = 4500 PSI @ 28 DAYS - ALL EXPOSED EXTERIOR CONCRETE FLAT WORK (I.E., SLABS, EQUIPMENT PADS, ETC.).

B. F’C = 4000 PSI @ 28 DAYS - ALL INTERIOR CONCRETE (I.E. FOOTINGS, PEDESTALS, RETAINING WALLS, ETC.).

C. F’C = 4000 PSI @ 28 DAYS - ALL INTERIOR SLABS ON GRADE.

D. F’C = 4000 PSI @ 28 DAYS - ALL CONCRETE FILL OVER METAL DECK.

4. USE AIR-ENTRAINING ADMIXTURE IN ALL CONCRETE, EXCEPT AIR ENTRAINMENT SHALL BE OMITTED FROM CONCRETE SLABS TO

RECEIVE A STEEL TROWEL FINISH.

5. THE CONTRACTOR SHALL NOT CAST STEM WALLS OR RETAINING WALLS AGAINST EXCAVATED VERTICAL SIDE SURFACES.

6. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301, "SPECIFICATION FOR STRUCTURAL CONCRETE BUILDINGS". HOT WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 305. COLD WEATHER CONCRETING SHALL BE IN

ACCORDANCE WITH ACI 306.

7. UNLESS OTHERWISE NOTED, ALL ONE WAY SLABS SHALL BE REINFORCED AS FOLLOWS:

A. BOTTOM REINFORCING #4 @ 16" O.C. (BETWEEN SUPPORTS)

B. TOP REINFORCING #4 @ 12" O.C. (CENTERED ON SUPPORTS)

C. TEMP. REINFORCING #4 @ 18" O.C. (TRANSVERSE BOTTOM)

8. IN ORDER TO AVOID CONCRETE SHRINKAGE CRACKING, PLACE CONCRETE SLABS IN AN ALTERNATING LANE PATTERN. THE MAXIMUM

LENGTH OF SLAB CAST IN ANY ONE CONTINUOUS POUR SHALL BE LIMITED TO 80 FEET.

9. FORMWORK SHALL REMAIN IN PLACE UNTIL CONCRETE HAS OBTAINED AT LEAST 90% OF ITS 28 DAY COMPRESSIVE STRENGTH. THE

CONTRACTOR SHALL PROVIDE ALL SHORING AND RESHORING.

10. CONCRETE MATERIALS:

A. PORTLAND CEMENT: ASTM C150, TYPE I or TYPE III

B. AGGREGATES: ASTM C33

C. AIR ENTRAINING ADMIXTURE: ASTM C260

D. WATER: ASTM C94

11. CONCRETE MIXTURES:

A. MAXIMUM W/C RATIO: 0.50

B. SLUMP LIMIT: 4 INCHES (8 INCHES FOR CONCRETE WITH VERIFIED SLUMP OF 2 TO 4 INCHES BEFORE ADDING HIGH-RANGE

WATER-REDUCING ADMIXTURE (ASTM C494) OR PLASTICIZING ADMIXTURE (ASTM C494), PLUS OR MINUS 1 INCH.

C. AIR CONTENT: 6.0%, PLUS OR MINUS 1.5% AT POINT OF DELIVERY FOR 1-INCH NOMINAL MAXIMUM AGGREGATE SIZE.

D. AIR CONTENT: DO NOT ALLOW AIR CONTENT OF TROWEL-FINISHED FLOORS TO EXCEED 3 PERCENT.

12. PROTECT FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE COLD OR HOT TEMPERATURES, FOR A

MINIMUM OF 7 DAYS.

13. REFER TO STRUCTURAL SCHEDULE FOR CONCRETE SPLICE LENGTHS.

14. NEW PERIMTER GRADE BEAM FOUNDATIONS WALLS WILL REQUIRE FORMLINERS TO ATTEMPT TO REPLICATE EXISTING FOUNDATION

WALL WOOD FORMS. REFER TO ARCH'L FOR MORE INFORMATION.

CAST-IN-PLACE CONCRETE

1. THE SLAB-ON-GRADE CONSTRUCTION SHALL BE 4” NORMAL WEIGHT CONCRETE ON PLASTIC VAPOR RETARDER ON 4” OF COMPACTED POROUS AGGREGATE FILL. REINFORCE THE SLAB WITH WWF 6x6-W2.9XW2.9 (FLAT SHEETS ONLY). WWF SHALL BE ADEQUATELY SUPPORTED BY AND TIED TO WIRE SLAB BOLSTERS. THE USE OF MASONRY BLOCKS TO SUPPORT THE WWF IS

PROHIBITED.

2. ALL WELDED WIRE FABRIC SHALL BE IN ACCORDANCE WITH ASTM A-185. LAP ADJOINING PIECES AT LEAST ONE FULL MESH.

3. SLAB JOINTS SHALL BE FILLED WITH APPROVED MATERIAL. THIS SHOULD TAKE PLACE AS LATE AS POSSIBLE, PREFERABLY 4 TO 6 WEEKS AFTER THE SLAB HAS BEEN CAST. PRIOR TO FILLING, REMOVE ALL DEBRIS FROM THE SLAB JOINTS, THEN FILL IN

ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AS FOLLOWS:

A. 6" SLABS - FILL WITH EPOXY RESIN

B. OTHER SLABS - FILL WITH FIELD MOLDED OR ELECTROMETRIC SEALANT

4. WALKWAYS AND OTHER EXTERIOR SLABS ARE NOT INDICATED ON THE STRUCTURAL DRAWINGS. SEE THE SITE PLAN AND ARCHITECTURAL DRAWINGS FOR LOCATIONS, DIMENSIONS, ELEVATIONS, JOINTING DETAILS AND FINISH DETAILS.

SLAB-ON-GRADE

DATE:

DESIGNED:

TECH. REVIEW:

SUB SHEET NO.

PMIS/PKG NO.

DRAWING NO.

SHEET

TITLE OF SHEET

OF

SCALE

0 4 8

SCALE OF FEET

A

HWP

PMH

FEE MEMORIAL CHURCH

CAMP NELSON NATIONAL MONUMENT

322222B

190070

NOT FOR

CONSTRUCTION S001 STRUCTURAL NOTES

SHEET

06/28/24

SHEET

NO. SHEET TITLE

DRAWN

BY

CHECKED

BY

S001 STRUCTURAL NOTES SHEET HWP PMH

SD101 DEMO AND TEMPORARY SHORING PLANS HWP PMH

S100 FOUNDATION PLAN HWP PMH

S200 FIRST FLOOR FRAMING PLAN HWP PMH

S300 ROOF FRAMING PLAN HWP PMH

S400 STRUCTURAL DETAILS HWP PMH

S401 STRUCTURAL DETAILS HWP PMH

S402 STRUCTURAL DETAILS HWP PMH

S500 TRUSS REINFORCEMENT DETAILS HWP PMH

S501 TRUSS REINFORCEMENT DETAILS HWP PMH

S600 STRUCTURAL SCHEDULES HWP PMH

# OF SHTS: 11

www.bfwengineers.comCOPYRIGHT © 2024 BACON, FARMER, WORKMAN ENGINEERING & TESTING, INC.

Paducah, KY Murray, KY Lexington, KY Marion, IL Champaign, IL Springfield, IL Cape Girardeau, MO Lewisburg, TN Belleville, IL

907 ARROW RD., SUITE 2 CHAMPAIGN, IL 61821 P: 217.530.4283

Nashville, TN Evansville, IN

E.2

E.A

E.3 E.4 E.5 E.6

S400

S400

DEMO EXISTING FOUNDATION WALL

AND FOOTING AROUND ENTIRE

PERIMETER. REFER TO TYPICAL

DETAILS FOR DIMENSIONS AND

FIELD VERIFY ALL (TYP.)

S400

S400

POSSIBLE JACKING POINT

AND TEMPORARY SUPPORT

LOCATION (TYP.)

POSSIBLE JACKING POINT

AND TEMPORARY SUPPORT

LOCATION (TYP.)

E.1

(FIELD VERIFY)

5'-8 7/8"

(FIELD VERIFY)

5'-11"

(FIELD VERIFY)

6'-0 7/8"

(FIELD VERIFY)

12'-3"

(FIELD VERIFY)

5'-7 7/16"

(FIELD VERIFY)

35'-7 3/16"

EXIST. 8"x10"

CONC. COL.

EXIST. 8"x10"

CONC. COL.

EXIST 15"x9.5"

CONC. COL.

6x6 WOOD

COL.

S400

OWNER. REFER TO ARCH'L FOR MORE INFO.

18" WIDE SECTION OF EXISTING FND. WALL TO

BE CAREFULLY REMOVED AND SAVED FOR

E.2

E.A

E.3 E.4 E.5 E.6E.1

LOADS ALONG PERIMETER:

• DL (FLOOR + WALL + ROOF ) = 540 LB/FT

• RLL = 260 LB/FT

• SL = 260 LB/FT

• FLOOR LL = 120 LB/FT

LOADS ALONG PERIMETER:

• DL (FLOOR + WALL + ROOF) = 350 LB/FT

• RLL = 40 LB/FT

• SL = 40 LB/FT

• FLOOR LL = 40 LB/FT

LOADS ALONG INTERIOR BEAM LINE:

• DL (FLOOR ) = 180 LB/FT

• FLOOR LL = 240 LB/FT

NOTES:

1. LOADS PROVIDED ON THIS PLAN FOR EACH

CATEGORY ARE UNFACTORED.

2. TEMPORARY SHORING DESIGNER TO CALCULATE

WIND/SEISMIC FOR THE TEMPORARY CONDITIONS.

3. TEMPORARY SHORING DESIGNER TO SUBMIT ALL

CALCS TO E.O.R. AND ARCHITECT FOR REVIEW.

S400

LOADS ALONG PERIMETER:

• DL (FLOOR + WALL + ROOF) = 350 LB/FT

• RLL = 40 LB/FT

• SL = 40 LB/FT

• FLOOR LL = 40 LB/FT

LOADS ALONG PERIMETER:

• DL (FLOOR + WALL + ROOF ) = 540 LB/FT

• RLL = 260 LB/FT

• SL = 260 LB/FT

• FLOOR LL = 120 LB/FT

DATE:

DESIGNED:

TECH. REVIEW:

SUB SHEET NO.

PMIS/PKG NO.

DRAWING NO.

SHEET

TITLE OF SHEET

OF

SCALE

0 4 8

SCALE OF FEET

A

HWP

PMH

FEE MEMORIAL CHURCH

CAMP NELSON NATIONAL MONUMENT

322222B

190070

NOT FOR

CONSTRUCTION SD101 DEMO AND TEMPORARY

SHORING PLANS

06/28/24

1/4" = 1'-0"

DEMO AND TEMPORARY SHORING PLAN

PLAN NOTES - TEMPORARY SHORING AND DEMO

1. Temporary shoring and jacking of the wood framed superstructure shall be a delegated design, designed by a professional engineer licensed in the Commonwealth of Kentucky. Shoring plan shop drawings and calculations shall be submitted for review to E.O.R. and architect.

2. Contractor can cut notch in top of existing foundation wall in order to install and extend steel beam temporary shoring through to lift the superstructure. Coordinate proposed notches with E.O.R. and architect for review and approval.

3. A schematic example of possible temporary shoring support lines are shown on plan in blue. Another layout is acceptable and can be submitted with shop drawings.

4. Once wood superstructure is adequately supported, it will likely need to be jacked up and raised in height to allow space for demo and new construction below the building. Some excavation of soils around the existing building will likely also be required.

5. Please note the existing grade slopes multiple feet across the structure, so efforts will vary on different sides of the structure.

6. There may be an advantage to reinforcing the existing first floor wood framing before shoring and jacking the building. Refer to first floor framing plan for floor reinforcements.

7. Refer to loading plan on this sheet for minimum loads required to be used to design temporary shoring support and associated notes.

8. Once superstructure is adequately shored, demo existing interior concrete, stone, and wood columns and any footings present.

1/4" = 1'-0"

TEMPORARY SHORING LOADING PLAN

NORTH

NORTH

E.2

E.A

E.3 E.4 E.5 E.6

S401

S401

S401

S401

S401

___________ 2

S401

S401

S401

S401

S401

47'-10 3/4"

'-2

/2

E.1

(FIELD VERIFY)

46'-4 3/4"

N.A

N.D

EXIST. CONT. (4) PLY - 1.75" x 9.5" BEAM EXIST. CONT. (4) PLY - 1.75" x 9.5" BEAM EXIST. CONT. (4) PLY - 1.75" x 9.5" BEAM

18" CONC. PIER

24" CONC. PIER

24" CONC. PIER24" CONC. PIER

24" CONC. PIER

24" CONC. PIER 24" CONC. PIER 24" CONC. PIER 24" CONC. PIER

24" CONC. PIER

24" CONC. PIER

N.1 N.6

(F

IE

LD

V

E R

IF

Y

'-8

/2

(F

IE

LD

V

E R

IF

Y

5' -8

/8

(F

IE

LD

V

E R

IF

Y

5' -8

/8

(F

IE

LD

V

E R

IF

Y

5' -8

/8

(F

IE

LD

V

E R

IF

Y

5' -8

/8

24" CONC. PIER

N.5

24" CONC. PIER

N.2 N.3

(FIELD VERIFY)

6'-4 11/16"

(FIELD VERIFY)

5'-2 1/2"

(FIELD VERIFY)

6 3/8"

(FIELD VERIFY)

5'-11"

(FIELD VERIFY)

5'-1 13/16"

(FIELD VERIFY)

11 1/16"

(FIELD VERIFY)

5'-4 1/16"

(FIELD VERIFY)

5'-4 1/16"

(FIELD VERIFY)

1'-6 7/8"

(FIELD VERIFY)

4'-2 3/4"

(FIELD VERIFY)

1'-4 3/4"

(FIELD VERIFY)

4'-4 7/8"

NOTE: THE TOP OF THE EXISTING

FOUNDATION WALL AROUND THE

PERIMETER IS ASSUMED TO BE 100'-0". SEE

DETAILS FOR EXISTING ELEVATIONS TO BE

FIELD VERIFIED. TOP OF NEW GRADE BEAM

TO BE 100'-0" AROUND PERIMETER U.N.O.

S400

MECH. ROOM FIN. FLOOR

EL. = 95'-8" (F.V.)

STAIRS AT ENTRY STOOP

RE: TYPICAL DETAIL AND ARCH'L

S402

S402

C L

N.C

18" CONC. PIER

N.B

24" CONC. PIER

24" CONC. PIER

N.4

18" CONC. PIER

PROVIDE 4" x 4" x 16" VOID IN

CONCRETE FOR FALSE VENT

INSTALLATION. REFER TO ARCH'L

FOR MORE DETAILS (TYP.)

REFER TO ARCH'L FOR

DOOR OPENING EXTENTS

AND LOCATION

18" CONC. PIER

S402

15'-3 5/8" 1'-4" 1'-4" 15'-3 5/8"

4" 4"

REFER TO ARCH'L FOR

OPENING EXTENTS AND

LOCATION

N.5.5

EXTERIOR CONCRETE

APRON FOR EXTERIOR

DOORWAY3'

-0

3'-8"

MECH. ROOM SLAB-ON-GRADE

CONSTRUCTION LEGEND

6x6-W2.9xW2.9

CENTERED IN SLAB

(FLAT SHEETS ONLY)

CAST-IN-PLACE

CONCRETE SLAB

PLASTIC VAPOR

RETARDER

COMPACTED POROUS

AGGREGATE

COMPACTED SUBGRADE

.4"

4"

NOTE: WWF SHALL BE ADEQUATELY SUPPORTED BY AND TIED TO WIRE SLAB

BOLSTERS PRIOR TO POURING CONCRETE. THE USE OF MASONRY BLOCKS TO

SUPPORT THE WWF IS PROHIBITED.

DATE:

DESIGNED:

TECH. REVIEW:

SUB SHEET NO.

PMIS/PKG NO.

DRAWING NO.

SHEET

TITLE OF SHEET

OF

SCALE

0 4 8

SCALE OF FEET

A

HWP

PMH

FEE MEMORIAL CHURCH

CAMP NELSON NATIONAL MONUMENT

322222B

190070

NOT FOR

CONSTRUCTION S100 FOUNDATION PLAN

06/28/24

1/4" = 1'-0"

FOUNDATION PLAN

C1

COLUMN & MARK

RE: SCHEDULE

WALL FOOTING

STEM WALL

SLAB EDGE

1'-0"

WALL FOOTING STEP & MARK

DIMENSION REPRESENTS STEP HEIGHT "D"

RE: TYP. STEPPED FOOTING DETAIL

LL

STRUCTURAL WALL

RE: WALL TYPE SCHEDULE

PILASTER

RE: PLAN NOTES & WALL SCHEDULE

LINTEL OVER WALL OPENING

LINTEL TYPE DESIGNATION

LL = LOOSE LINTEL (RE: SCHEDULE)

ML = MASONRY LINTEL (RE: SCHEDULE)

SL# = STEEL LINTEL (RE: SCHEDULE)

WALL TYPE MARK

RE: SCHEDULE

P1 F1

PIER & MARK

RE: SCHEDULE

FOUNDATION & MARK

RE: SCHEDULE

GENERAL PLAN LEGEND

E.2

E.A

E.3 E.4 E.5 E.6

(FIELD VERIFY)

46'-4 3/4"

S401

(FIELD VERIFY)

EXISTING 1 3/4" x 9 1/2" FLOOR JOISTS @ 24" O.C.

H1H1H1

H1H1H1

H

S401

ALL EXISTING PERIMETER WOOD STUD WALLS TO REQUIRE

ONE NEW SISTERED 2x4 STUD FULL HEIGHT TO ALL EXISTING

STUDS AND NEW 1/2" WOOD SHEATHING (STRUCTURAL 1,

EXPOSURE 1) APPLIED TO THE EXTERIOR SIDE OF THE

PERIMETER WALL (TYP.)

REFER TO ARCH'L FOR INSTRUCTIONS ON REMOVAL AND

REPLACEMENT OF EXISTING WALL SIDING AND REFER TO

SCHEDULE FOR REQ'D SHEAR WALL INFORMATION (TYP.)

STUDS SISTERING TO BE (2) 10d ANILS AT 16" O.C. ALONG

HEIGHT OF SISTERED STUD.

SISTER (1) ADDITIONAL 2x10 MEMBER TO ALL FLOOR

FRAMING MEMBERS (OPTION 1) OR PROVIDE (1) CENTERED

IN BETWEEN EACH FLOOR MEMBER (OPTION 2).

REFER TO TYPICAL SISTERING DETAIL (TYP.)

S401

S401

S401

S401

E.1

N.A

N.D

EXIST. CONT. (4) PLY - 1.75" x 9.5" BEAM EXIST. CONT. (4) PLY - 1.75" x 9.5" BEAM EXIST. CONT. (4) PLY - 1.75" x 9.5" BEAM

N.1 N.6

S401

S401

S401

S401

(F

IE

LD

V

E R

IF

Y

'-8

/2

(F

IE

LD

V

E R

IF

Y

'-4

/1

6"

(F

IE

LD

V

E R

IF

Y

5' -8

/8

(F

IE

LD

V

E R

IF

Y

5' -8

/8

N.5N.2 N.3

(FIELD VERIFY)

6'-4 11/16"

(FIELD VERIFY)

5'-2 1/2"

(FIELD VERIFY)

6 3/8"

(FIELD VERIFY)

5'-11"

(FIELD VERIFY)

5'-1 13/16"

(FIELD VERIFY)

11 1/16"

(FIELD VERIFY)

10'-8 1/8"

(FIELD VERIFY)

1'-6 7/8"

(FIELD VERIFY)

4'-2 3/4"

(FIELD VERIFY)

1'-4 3/4"

(FIELD VERIFY)

4'-4 7/8"

NOTE: GRID ANNOTATION: PREFIX "N"

CORRESPONDS TO NEW GRIDLINE AND

PREFIX "E" TO ESTIMATED EXISTING

GRIDLINE LOCATIONS.

NOTE: THE EXISTING FLOOR ELEVATION VARIES FROM FRONT TO BACK

AND SIDE TO SIDE ABOUT 3" WITH THE LOCATION TOWARDS THE MIDDLE

OF THE FLOOR, AND LOWER ELEVATIONS AROUND THE PERIMETER, WITH

THE LOWEST ALONG THE SOUTHEAST END. BE SURE TO JACK THE FLOOR

TO APPROPRIATE ELEVATIONS BEFORE REINFORCING THE FLOOR SO THE

FINISHED PRODUCT CAN BE WITHIN A TYPICAL LEVEL TOLERANCE WHEN

CONNECTED TO NEW FOUNDATIONS.

S400

STAIRS AT ENTRY STOOP W/

CONTINUOUS REINFORCED

CONCRETE CORBEL BELOW

RE: TYPICAL DETAIL AND ARCH'L

S402

S402

N.C

N.B

N.4

FIELD VERIFY ALL EXISTING

HEADER SIZES WHEN REMOVING

SIZING. IF EXISTING HEADER IS

NOT AT LEAST THE SIZE AND

QUANTITY AS SCHEDULED, THEN

PROVIDE NEW HEADER PER

SCHEDULE. (TYP.)

NOTE: EVEN THOUGH SHEAR

WALL DETAIL EXTENTS ONLY

EXTEND THE LENGTH SHOWN,

THE ENTIRE WALL TO BE

SHEATHED PER NOTE BELOW

TO ACHIEVE CONSISTANT

WALL THICKNESS.

SHEAR WALL HOLDDOWN SYMBOL (TYP.)

REFER TO SCHEDULE AND DETAILS FOR MORE INFORMATION.

HOLDDOWNS TO BE PLACED WITHIN 18" OF END OF WALLS

AND EDGES OF DOORWAYS. (NINE HOLDDOWNS TOTAL)

WOOD OVER-FRAMING NOT SHOWN FOR CLARITY

S402

N.5.5

ALL EXISTING PERIMETER WOOD STUD WALLS TO REQUIRE

ONE NEW SISTERED 2x4 STUD FULL HEIGHT TO ALL EXISTING

STUDS AND NEW 1/2" WOOD SHEATHING (STRUCTURAL 1,

EXPOSURE 1) APPLIED TO THE EXTERIOR SIDE OF THE

PERIMETER WALL (TYP.)

REFER TO ARCH'L FOR INSTRUCTIONS ON REMOVAL AND

REPLACEMENT OF EXISTING WALL SIDING AND REFER TO

SCHEDULE FOR REQ'D SHEAR WALL INFORMATION (TYP.)

STUDS SISTERING TO BE (2) 10d ANILS AT 16" O.C. ALONG

HEIGHT OF SISTERED STUD.

SW-1

SW-1

S W

-1

S W

-1

FLOOR SISTERING CONSTRUCTION

EXISTING FLOOR JOIST (TYP.)

RE: PLAN & DETAILS

EXISTING FLOOR WOOD PLANKS

NOTE: JACK AND LEVEL EXISTING FLOOR MEMBERS BEFORE SISTERED JOISTS

ARE PROVIDED. FASTEN NEW JOIST TO EXISTING WITH (3) ROWS OF 10d NAILS

SPACED AT 16" O.C.

SISTERED FLOOR

JOIST

DATE:

DESIGNED:

TECH. REVIEW:

SUB SHEET NO.

PMIS/PKG NO.

DRAWING NO.

SHEET

TITLE OF SHEET

OF

SCALE

0 4 8

SCALE OF FEET

A

HWP

PMH

FEE MEMORIAL CHURCH

CAMP NELSON NATIONAL MONUMENT

322222B

190070

NOT FOR

CONSTRUCTION S200 FIRST FLOOR FRAMING

PLAN

06/28/24

1/4" = 1'-0"

FIRST FLOOR FRAMING PLAN

(FIELD VERIFY)

WOOD TRUSSES @ 25" O.C. MAX.

S500

S501

REINFORCE THESE (3) TRUSSES UNDER BELL

TOWER WITH ADDITIONAL MEMBERS AS

SHOWN IN TYPICAL REINFORCEMENT DETAIL.

EXISTING WOOD ROOF PLANKS TO BE

REMOVED AND REPLACED AS PER

TYPICAL DETAIL. APPROXIMATELY 20%

OF SKIP SHEATHING TO BE REPLACED.

EXISTING WALLS OF CUPOLA WILL

REQUIRE SISTERED 2x4 STUDS AND NEW

1/2" WOOD SHEATHING (STRUCTURAL 1,

EXPOSURE 1) APPLIED TO THE EXTERIOR

SIDE OF THE PERIMETER WALLS (TYP.)

REINFORCE (2) TRUSSES THAT SUPPORT

CHIMNEY WITH ADDITIONAL MEMBERS AS

SHOWN IN TYPICAL REINFORCEMENT DETAILS

RE: ARCHITECTURAL FOR CHIMNEY LOCATION

ALL RIDGES SHALL HAVE (2) 2x4 BLOCKING

SPANNING BETWEEN TRUSSES AND

RUNNING PARALLEL TO RIDGE

ALL TRUSSES SHALL HAVE HOLD

DOWN CONNECTORS AT ALL

BEARING LOCATIONS. SEE DETAILS

FOR MORE SPECIFIC INFORMATION.

S400

S400

REINFORCE (2) TRUSSES THAT SUPPORT

CHIMNEY WITH ADDITIONAL MEMBERS AS

SHOWN IN TYPICAL REINFORCEMENT DETAILS

RE: ARCHITECTURAL FOR CHIMNEY LOCATION

S500

NEW SHEATHING ON GABLE END

WALL. REFER TO FIRST FLOOR

FRAMING PLAN AND STRUCTURAL

SCHEDULE FOR INFORMATION

NEW SHEATHING ON GABLE END

WALL. REFER TO FIRST FLOOR

FRAMING PLAN AND STRUCTURAL

SCHEDULE FOR INFORMATION

N.5.5

ROOF DECK CONSTRUCTION LEGEND

ON WOOD FRAMING OR TRUSSES

ROOF SHEATHING PANELS SHALL BE INSTALLED IN A CASE 1 STAGGERED LAYOUT

PER IBC, AND INDIVIDUAL PANEL EDGES FASTENED TO FRAMING AND BLOCKING

WITH (1) ROWS OF 10d NAILS AT 6" O.C. AND THE FIELD OF THE INDIVIDUAL PANELS FASTENED TO FRAMING WITH 10d NAILS AT 12" O.C. SHEATHING SHALL BE

INSTALLED OVER EXISTING AND NEW SKIP SHEATHING PER DETAIL 8/S400.

WOOD TRUSS FRAMING

RE: PLAN & DETAILS

3/4" STRUCTURAL I, EXPOSURE I,

APA RATED OSB

SISTERED WOOD TRUSS

FRAMING

DATE:

DESIGNED:

TECH. REVIEW:

SUB SHEET NO.

PMIS/PKG NO.

DRAWING NO.

SHEET

TITLE OF SHEET

OF

SCALE

0 4 8

SCALE OF FEET

A

HWP

PMH

FEE MEMORIAL CHURCH

CAMP NELSON NATIONAL MONUMENT

322222B

190070

NOT FOR

CONSTRUCTION S300 ROOF FRAMING PLAN

06/28/24

1/4" = 1'-0"

ROOF FRAMING PLAN

1 1/2" KEYWAY

REINF. TO BE CONT.

THROUGH JOINT

T /3

T O

T /5

E Q

U A

L E

Q U

A L

CAULK JOINTS

w/ SEALANT

1" x 1/2" DEEP

GROOVE ON EXPOSED

FACE(S) OF WALL @

CONST. AND CONTROL JOINTS.

ALIGN GROOVES

WHEN PRESENT ON

BOTH WALL FACES

NOTE:

MAXIMUM SPACING BETWEEN CONSTRUCTION JOINTS TO BE 60'-0".

MAXIMUM SPACING BETWEEN CONTROL JOINTS TO BE 20'-0" U.N.O.

C O

N S

T R

U C

T

IO

N

JO

IN

T

C O

N T

R O

L

JO

IN

T

NOTE: REFER TO ARCH'L FOR FORMLINERS USED TO REPLICATE

ORIGINAL WOOD FORMWORK ON FOUNDATION WALLS.

STANDARD HOOK

PLAN AT CHANGE IN WALL THICKNESSPLAN AT WALL OFFSET

PLAN AT WALL CORNER PLAN AT INTERSECTION

WHERE REINF. ARE DIFFERENT,

BEND & LAP LARGER SIZE BARS

EXTEND ALL HORIZ. BARS

INTO WALLS & HOOK OR

PROVIDE KEY & EQUIVALENT

DOWELS AS SHOWN

LAP SPLICE

STANDARD

HOOK

2' -0

2'

-0

LAP SPLICE2'-0"

LAP SPLICE

2' -0

LAP SPLICE LAP SPLICE

NOTE: REFER TO ARCH'L FOR FORMLINERS USED TO REPLICATE

ORIGINAL WOOD FORMWORK ON FOUNDATION WALLS.

DEPTH

STUD PACK NOTES:

1.) ADJACENT NAILS ARE DRIVEN FROM

OPPOSITE SIDES OF THE STUD PACK.

2.) ALL NAILS PENETRATE AT LEAST 3/4

OF THE THICKNESS OF THE LAST

LAMINATION STUD.

3.) 15D < END DISTANCE < 18D

4.) 20D < S < T 5.) 10D < R < 20D

6.) 5D < EDGE DISTANCE < 20D

7.) TWO OR MORE LONGITUDINAL ROWS

OF NAILS ARE PROVIDED WHEN DEPTH>3T

D = NAIL DIAMETER

T = THICKNESS OF EACH INDIVIDUAL STUD

S = SPACING BETWEEN ADJACENT NAILS

IN A ROW

R = SPACING BETWEEN ROWS OF FASTENERS

D

IS

T A

N C

E E

N D

T EDGE DISTANCE

S

R

EXISTING STUD WALL TO BE

REINFORCED. REFER TO

PLAN & OTHER DETAILS

EXISTING SKIP SHEATHING ROOFING. REFER

TO NOTE ON PLAN FOR ESTIMATED % OF

REMOVAL AND REPLACEMENT. AFTER

REMOVAL OF EXISTING DETERIORATED SKIP

SHEATHING, REPLACE W/ RIPPED 2xs AS

REQ'D TO PROVIDE CONTINUOUS SOLID

BOTTOM LAYER FOR NEW SHEATHING TO

FASTEN THROUGH (TYP.)

WOOD SHEATHING

RE: PLAN LEGEND

REFER TO PLAN AND OTHER

DETAILS FOR TRUSS

REINFORCEMENT (TYP.)

NEW ROOF SHEATHING WILL REQUIRE CONTINUOUS AND

CONSISTANT SUPPORT ALONG SUPPORTS. SAND AND SHIM

EXISTING SHIMS AS NEEDED TO CREATE CONSISTANT THICKNESS.

FILL IN GAPS BETWEEN SHIMS OVER TRUSSES WITH RIPPED 2x

MATERIAL TO MATCH DEPTH OF ADJACENT EXISTING SKIP

SHEATHING. USE 10d NAILS FOR FASTENING WOOD ROOF

SHEATHING THROUGH SKIP SHEATHING AND INTO TRUSS

FRAMING. REFER TO PLAN FOR FASTENING REQUIRMENTS.

EXISTING FLOOR JOIST

RE: PLAN

EXISTING 1 3/4" x 9 1/2" SILL

PLATE

EXISTING STUD WALL

RE: PLAN

EXISTING FOUNDATION WALL

RE: PLAN

1'-0" (F.V.)

(FIELD VERIFY)

FIN. FLOOR = 101' - 0"

T.O. FDN. WALL

EL. = 100' - 0"

EXISTING1 3/4" x 9 1/2"

RIM BOARD

RE: PLAN

EXISTING INTERIOR AND

EXTERIOR…