W912QR21R0013_Plans_Vol3-0000.pdf

US Army Corps of Engineers ®

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T EUS Army Corps of Engineers ®

SOLICITATION NO.:

CONTRACT NO.:

ISSUE DATE:

VOLUME:

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LOUISVILLE DISTRICT

W912QR-19-F-0263

WRIGHT-PATTERSON AFB, DAYTON, OHIO

IMPROVE FAMILY HOUSING

P2: 476088

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JANUARY 2021

1/21/21

18 February 2021

W912QR21R0013

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ARIMS: 200A DIsposition: Maintain for 15yrs after construction

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SHEET INDEX

SHEET

NUMBER SHEET NAME

ED102 FIRST FLOOR PLAN - ELECTRICAL - DEMOLITION

ED103 SECOND FLOOR PLAN - ELECTRICAL - DEMOLITION

ED104 THIRD FLOOR PLAN - ELECTRICAL - DEMOLITION

EL101 BASEMENT FLOOR CEILING PLAN - LIGHTING

EL102 FIRST FLOOR CEILING PLAN - LIGHTING

EL103 SECOND FLOOR CEILING PLAN - LIGHTING

EL104 THIRD FLOOR CEILING PLAN - LIGHTING

EP101 BASEMENT FLOOR PLAN - POWER

EP102 FIRST FLOOR PLAN - POWER

EP103 SECOND FLOOR PLAN - POWER

EP104 THIRD FLOOR PLAN - POWER

E-601 SCHEDULES - ELECTRICAL

E-602 SCHEDULES - ELECTRICAL

T-001 GENERAL INFORMATION - SYSTEMS

TD101 BASEMENT FLOOR PLAN - SYSTEMS - DEMOLITION

TD102 FIRST FLOOR PLAN - SYSTEMS - DEMOLITION

TD103 SECOND FLOOR PLAN - SYSTEMS - DEMOLITION

TD104 THIRD FLOOR PLAN - SYSTEMS - DEMOLITION

T-101 BASEMENT FLOOR PLAN - SYSTEMS

T-102 FIRST FLOOR PLAN - SYSTEMS

T-103 SECOND FLOOR PLAN - SYSTEMS

T-104 THIRD FLOOR PLAN - SYSTEMS

T-501 DETAILS - SYSTEMS

SHEET INDEX

SHEET

NUMBER SHEET NAME

G-001 COVER SHEET

G-002 DRAWING INDEX

GI001 CODE SUMMARY

GI002 FIRE PROTECTION / LIFE SAFETY CODE REVIEW

GI003 LIFE SAFETY PLAN

S-001 STRUCTURAL NOTES

S-002 STRUCTURAL NOTES

S-101 FOUNDATION PLAN

S-102 1ST FLOOR FRAMING PLAN

S-103 2ND FLOOR AND LOW ROOF FRAMING PLAN

S-104 3RD FLOOR FRAMING PLAN

S-105 ROOF FRAMING PLAN

S-106 SHEARWALL PLAN

S-501 FOUNDATION DETAILS

S-505 FRAMING DETAILS

S-506 FRAMING DETAILS

S-507 FRAMING DETAILS

A-001 GENERAL INFORMATION

AD101 BASEMENT DEMOLITION PLAN

AD102 1ST FLOOR DEMOLITION PLAN

AD103 2ND FLOOR DEMOLITION PLAN

AD104 3RD FLOOR DEMOLITION PLAN

AD105 ROOF DEMOLITION PLAN

A-101 BASEMENT PLAN

A-102 1ST FLOOR PLAN

A-103 2ND FLOOR PLAN

A-104 3RD FLOOR PLAN

A-105 ROOF PLAN

A-106 BASEMENT REFLECTED CEILING PLAN

A-107 1ST FLOOR REFLECTED CEILING PLAN

A-108 2ND FLOOR REFLECTED CEILING PLAN

A-109 3RD FLOOR REFLECTED CEILING PLAN

A-201 BUILDING ELEVATIONS

A-202 BUILDING ELEVATIONS

A-301 BUILDING SECTIONS

A-302 ENLARGED WALL SECTIONS

A-303 ENLARGED WALL SECTIONS

A-304 ENLARGED WALL SECTIONS

A-401 ENLARGED PLANS

A-402 ENLARGED PLANS

A-403 INTERIOR ELEVATIONS

A-404 INTERIOR ELEVATIONS

A-501 DETAILS

A-502 DETAILS

A-503 DETAILS

A-504 DETAILS

A-505 CASEWORK DETAILS

A-506 DETAILS

A-507 DETAILS

A-601 DOOR/WINDOW SCHEDULES & DOOR ELEVATIONS

A-602 HEAD AND JAMB DETAILS & WINDOW ELEVATIONS

A-603 HEAD AND JAMB DETAILS

I-110 TYPE B BASEMENT FINISH PLAN

I-111 TYPE B FIRST FLOOR FINISH PLAN

I-112 TYPE B SECOND FLOOR FINISH PLAN

I-113 TYPE B THIRD FLOOR FINISH PLAN

I-211 TYPE B FINISH ELEVATIONS

I-212 TYPE B FINISH ELEVATIONS

I-601 TYPE B FINISH SCHEDULES AND DETAILS

FX101 BASEMENT FIRE SPRINKLER PLAN

FX102 FIRST FLOOR FIRE SPRINKLER PLAN

FX103 SECOND FLOOR FIRE SPRINKLER PLAN

FX104 THIRD FLOOR FIRE SPRINKLER PLAN

P-001 GENERAL INFORMATION - PLUMBING

PD101 BASEMENT FLOOR PLAN - PLUMBING - DEMOLITION

PD102 FIRST FLOOR PLAN - PLUMBING - DEMOLITION

PD103 SECOND FLOOR PLAN - PLUMBING - DEMOLITION

P-101 BASEMENT FLOOR PLAN - SANITARY WASTE AND VENT

P-102 FIRST FLOOR PLAN - SANITARY WASTE AND VENT

P-103 SECOND FLOOR PLAN - SANITARY WASTE AND VENT

P-104 BASEMENT FLOOR PLAN - DOMESTIC WATER

P-105 FIRST FLOOR PLAN - DOMESTIC WATER

P-106 SECOND FLOOR PLAN - DOMESTIC WATER

P-501 DETAILS - PLUMBING

P-601 SCHEDULES - PLUMBING

P-901 DIAGRAMS - PLUMBING

M-001 NOTES, SYMBOLS AND ABBREVIATIONS - MECHANICAL

MD101 BASEMENT FLOOR PLAN - MECHANICAL - DEMOLITION

MD102 FIRST FLOOR PLAN - MECHANICAL - DEMOLITION

MD103 SECOND FLOOR PLAN - MECHANICAL - DEMOLITION

MD104 THIRD FLOOR PLAN - MECHANICAL - DEMOLITION

M-101 BASEMENT FLOOR PLAN - MECHANICAL

M-102 FIRST FLOOR PLAN - MECHANICAL

M-103 SECOND FLOOR PLAN - MECHANICAL

M-104 THIRD FLOOR PLAN - MECHANICAL

M-501 DETAILS - MECHANICAL

M-601 SCHEDULES - MECHANICAL

M-602 SCHEDULES - MECHANICAL

M-401 ENLARGED PLAN AND SECTIONS - MECHANICAL

M-901 3D - MECHANICAL ROOM

E-001 GENERAL INFORMATION - ELECTRICAL

ED101 BASEMENT FLOOR PLAN - ELECTRICAL - DEMOLITION

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UFC 1-200-01 - GENERAL BUILDING REQUIREMENTS, 20 JUNE 2016,

CHANGE 2, 01 NOV 2018

UFC 3-600-01 - FIRE PROTECTION ENGINEERING FOR FACILITIES, 8 AUG

2016, CHANGE 2, 25 MAR 2018

UFC 4-711-01 - FAMILY HOUSING, 10 AUG 2018

INTERNATIONAL RESIDENTIAL CODE (IRC), 2018 ED.

NFPA 13D - STANDARD FOR THE INSTALLATION OF SPRINKLER SYSTEMS

IN ONE- AND TWO-FAMILY DWELLINGS AND MANUFACTURED HOMES,

2019 ED.

NFPA AUTOMATIC SPRINKLER SYSTEMS FOR RESIDENTIAL

OCCUPANCIES HANDBOOK, 2016

NFPA 291 - RECOMMENDED PRACTICE FOR FIRE FLOW TESTING AND

MARKING OF HYDRANTS, 2019

WRIGHT-PATTERSON AIR FORCE BASE DESIGN GUIDE, MARCH 2016

MODIFICATIONS TO THE

APPLICABLE CODES PER UFC

USE / OCCUPANCY SINGLE-FAMILY DWELLING (DETACHED): RESIDENTIAL

MULTIPLE SINGLE-FAMILY DWELLING (ATTACHED): RESIDENTIAL

GARAGES*:

NEW DETACHED: RESIDENTIAL, ACCESSORY TO DWELLING UNIT

NEW ATTACHED: RESIDENTIAL

SHEDS - REPURPOSED EXISTING GARAGES FOR STORAGE:

RESIDENTIAL, ACCESSORY TO DWELLING UNIT

*SEE SHEET G-002 FOR TABLE OF NEW/EXISTING GARAGES/SHEDS

FIRE RESISTANT

CONSTRUCTION

1-HOUR FIRE-RESISTIVE CONSTRUCTION MUST BE PROVIDED

BETWEEN ATTACHED DWELLING UNITS AND BETWEEN DWELLING

UNITS AND ATTACHED PARKING/GARAGES. THIS SEPARATION

WILL BE BOTH VERITICAL AND HORIZONTAL. IT WILL BE

CONSTRUCTED AS A 1 HOUR FIRE BARRIER. ANY DOORS IN THE

FIRE RATED WALL WILL BE RATED A MINIMUM OF 45 MINUTES.

STRUCTURES DETACHED AND LOCATED A MINIMUM OF 5 FT FROM

THE LOT LINE OR OTHER STRUCTURES DO NOT REQUIRE FIRE

RESISTIVE SEPARATION.

INTERIOR FINISHES FLAME SPREAD: 200 OR LESS ON WALL AND CEILING FINISH

SMOKE DEVELOPED: 450 OR LESS ON WALL AND CEILING

FINISH.

FIRE PROTECTION

SYSTEMS

FIRE SPRINKLER SYSTEMS: BUILDINGS TO BE FULLY SPRINKLERED PER NFPA

13D. NFPA 13D ALLOWS SOME AREAS NOT TO BE PROTECTED BY SPRINKLER.

THESE LOCATIONS ARE NOTED ON THE DRAWINGS. GARAGES ARE NOT

REQUIRED TO BE SPRINKLERED. EXTERIOR STORAGE WITH NO ENTRY TO MAIN

DWELLING NOT REQUIRED TO BE SPRINKLERED.

FIRE ALARM SYSTEMS. A BUILDING FA SYSTEM IS NOT REQUIRED. SMOKE

ALARMS AND CARBON MONOXIDE ALARMS ARE TO BE PROVIDED AS INDICATED

BELOW. SEE ELECTRICAL PLANS FOR LOCATIONS PROVIDED. NFPA 13D DOES

NOT REQUIRE THAT THE SPRINKLER SYSTEM BE MONITORED FOR TAMPER

(NPFA 13D 7.1.2) OR FLOW (NFPA 13D 7.6) AS THE BUILDING IS EQUIPPED WITH

SMOKE ALARMS.

SMOKE ALARMS. MULTIPLE-STATION, INTERCONNECTED, HARD-WIRED, 120 VAC

WITH 9V BATTERY BACKUP SMOKE ALARMS SHALL BE PROVIDED INSIDE EACH

SLEEPING ROOM, OUTSIDE EACH SLEEPING AREA IN THE IMMEDIATE VICINITY

OF THE BEDROOMS AND AT LEAST ONE ON EACH FLOOR, INCLUDING THE

BASEMENT. SMOKE ALARMS ARE NOT REQUIRED IN CRAWL SPACES. SMOKE

ALARMS SHALL NOT BE INSTALLED WITHIN 3FT OF A BATHROOM WITH A TUB OR

SHOWER OR WITHIN 6FT OF PERMANENT INSTALLED COOKING APPLIANCES.

SMOKE ALARMS SHALL BE LISTED IN ACCORDANCE WITH UL 217 AND COMPLY

WITH NFPA 72 AND IRC R314.

CARBON MONOXIDE (CO) ALARMS. MULTIPLE-STATION, INTERCONNECTED,

HARD-WIRED, 120 VAC WITH 9V BATTERY BACKUP CO ALARMS SHALL BE

PROVIDED OUTSIDE EACH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE

BEDROOMS AND IN ROOMS WITH FUEL-FIRED APPLIANCES. CO ALARMS SHALL

BE LISTED IN ACCORDANCE WITH UL 2034 AND COMPLY WITH IRC R315.

COMBINATION SMOKE/CO ALARMS. COMBINATION SMOKE AND CO ALARMS

SHALL BE PERMITTED IN LIEU OF SMOKE ALARMS. COMBINATION SMOKE/CO

ALARMS SHALL BE LISTED IN ACCORDANCE WITH UL 2034 AND UL 217.

MEANS OF EGRESS EGRESS DOOR: AT LEAST ONE EGRESS DOOR SHALL BE PROVIDED

FOR EACH DWELLING UNIT. THE EGRESS DOOR SHALL BE SIDE-

HINGED AND SHALL PROVIDE A MINIMUM CLEAR WIDTH OF 32 INCHES

WHEN MEASURED BETWEEN THE FACE OF THE DOOR AND THE STOP,

WITH THE DOOR OPEN 90 DEGREES. THE MINIMUM CLEAR HEIGHT OF

THE DOOR OPENING SHALL NOT BE LESS THAN78 INCHES IN HEIGHT

MEASURED FROM THE TOP OF THE THRESHOLD TO THE BOTTOM OF

THE STOP. OTHER DOORS SHALL NOT BE REQUIRED TO COMPLY WITH

THESE MINIMUM DIMENSIONS. EGRESS DOORS SHALL BE READILY

OPENABLE FROM INSIDE THE DWELLING WITHOUT THE USE OF A KEY

OR SPECIAL KNOWLEDGE OR EFFORT.

STAIRWAYS: STAIRWAYS MUST BE A MINIMUM OF 36 INCHES WIDE

(CLEAR WIDTH). HANDRAILS CANNOT PROJECT MORE THAN 4 ½

INCHES INTO EITHER SIDE OF THE STAIRWAY. HEADROOM IN

STAIRWAYS MUST NOT BE LESS THAN 6’8”. STAIR RISE BETWEEN

FLOOR LEVELS OR LANDINGS MUST NOT EXCEED 147 INCHES.

EMERGENCY ESCAPE WINDOW: BASEMENTS, HABITABLE ATTICS, AND

EVERY SLEEPING ROOM IS REQUIRED TO HAVE AT LEAST ONE

OPERABLE EMERGENCY ESCAPE AND RESCUE OPENING. THE

OPENING MUST HAVE A MINIMUM OPENING AREA OF 5.7 SQUARE

FEET. THE NET HEIGHT MUST NOT BE LESS THAN 24 INCHES AND THE

NET CLEAR WIDTH MUST NOT BE LESS THAN 20 INCHES.

CEILING HEIGHTS MUST BE A MINIMUM OF 7’-0” (EXCEPT BASEMENTS

WHICH MUST BE A MINIMUM OF 6’-8”).

CONTINUOUS MEANS OF EGRESS. THE MEANS OF EGRESS MUST BE

CONTINUOUS AND UNOBSTRUCTED. IT MUST NOT REQUIRE TENANTS

TO PASS THROUGH THE GARAGE (IRC §R311.1).

HALLWAYS: HALLWAYS MUST BE AT LEAST 3 FEET WIDE (IRC §R311.6).

HANDRAILS: HANDRAILS MUST BE PROVIDED ON AT LEAST ONE SIDE

OF STAIRS WITH 4 OR MORE RISERS (IRC §R311.7.8). HANDRAILS

SHALL BE NOT LESS THAN 34 INCHES AND NOT MORE THAN 38 INCHES

ABOVE THE SLOPED PLANE ADJOINING THE TREAD NOSINGS.

HANDRAILS MUST NOT PROJECT MORE THAN 4 ½ INCHES ON EITHER

SIDE (IRC §R311.7.8.2). HANDRAILS MUST HAVE AT LEAST 1 ½ INCHES

OF SPACE BETWEEN THE HANDRAIL AND WALL.

CODES AND STANDARDS

REFERENCED HEREIN

UFC DOCUMENTS DESCRIBE HOW THE BUILDING AND LIFE

SAFETY CODES ARE TO BE APPLIED:

UFC 1-200-01, GENERAL BUILDING REQUIREMENTS

UFC 3-600-01, FIRE PROTECTION ENGINEERING FOR FACILITIES

UFC 4-711-01, FAMILY HOUSING

THE REQUIREMENTS ON THIS SHEET ARE BASED ON THESE

DOCUMENTS. WHERE THE UFC DOCUMENTS CONFLICT, THE

STRICTEST REQUIREMENT IS APPLIED.

THIS REVIEW IS APPLICABLE TO ALL HOUSING UNIT TYPES AND

GARAGES. SPECIFIC EXCEPTIONS ARE NOTED AS NEEDED.

BUILDING CODE VERSION INTERNATIONAL RESIDENTIAL CODE, 2018 EDITION*

*NOTE THAT IBC DIRECTS THE USER TO IRC (UFC

3-600-01 PER UFC 1-200-01 SECTION 1-4.2). IRC IS THE

PRIMARY CODE.

EXISTING FACILITY REQUIREMENTS ARE PROVIDED IN UFC

3-600-01 SECTION 34-6. SINCE THE RENOVATIONS IN THIS

FACILITY EXCEED 50% OF THE REPLACEMENT COST THE

FACILITY MUST COMPLY WITH REQUIREMENTS UNDER SECTION

34-6.1 WHICH INCLUDE THE FOLLOWING:

1-HOUR FIRE-RESISTIVE CONSTRUCTION MUST BE PROVIDED

BETWEEN DWELLING UNITS, AND BETWEEN THE DWELLING UNIT

AND ATTACHED PARKING.

SPRINKLER PROTECTION MUST BE PROVIDED THROUGHOUT

THE FACILITY, DESIGNED AND INSTALLED IN ACCORDANCE WITH

NFPA 13D.

MULTIPLE-STATION, INTERCONNECTED, HARD-WIRED, 120 VAC

SMOKE DETECTORS MUST BE PROVIDED INSIDE EACH SLEEPING

ROOM AND AT LEAST ONE ON EACH FLOOR, INCLUDING

BASEMENTS.

AIR FORCE ALLOWS INTERCONNECTED WIRELESS SMOKE

ALARMS FOR USE IN SINGLE-FAMILY HOUSING.

IRC APPENDIX J PROVIDES ADDITIONAL REQUIREMENTS AND

REQUIRES THAT THE CONSTRUCTION BE CLASSIFIED. WORK IS

PRIMARILY “ALTERATION” AND “REPAIR”; HOWEVER, SINCE THE

FACILITY CANNOT BE OCCUPIED DURING THIS WORK IT WILL BE

CLASSIFIED AS “RECONSTRUCTION” UNDER IRC AJ601. THIS WILL

REQUIRE THE FOLLOWING TO BE IMPLEMENTED:

NEWLY CONSTRUCTED ELEMENTS MUST COMPLY WITH THE

REQUIREMENTS OF THE IRC (SEE TWO EXCEPTIONS UNDER

AJ501.1 FOR WINDOWS AND ELECTRICAL EQUIPMENT).

STAIRWAYS MUST BE PROVIDED WITH ILLUMINATION IN

ACCORDANCE WITH R303.7. INTERIOR STAIRWAYS MUST BE

PROVIDED WITH ILLUMINATION OF NOT LESS THAN 1 FOOT

CANDLE. PROVIDE A WALL SWITCH AT EACH FLOOR WHERE THE

STAIRWAY HAS 6 OR MORE RISERS.

HANDRAILS ON EXIT STAIRWAYS WILL BE REPLACED TO

COMPLY WITH R311 ON AT LEAST ONE SIDE.

GUARDS WILL BE PROVIDED ON ANY PORTION OF STAIRS NOT

EQUIPPED WITH GUARDS IN ACCORDANCE WITH R312.

INTERIOR WALL AND CEILING FINISH IN WORK AREAS WILL

COMPLY WITH R302.9 OR SHALL BE REMOVED OR TREATED

WITH AN APPROVED FIRE-RETARDANT COATING. WALL AND

CEILING FINISHES MUST HAVE A FLAME SPREAD RATING OF 200

OR LESS. WALL AND CEILING FINISHES MUST HAVE A SMOKE

DEVELOPED INDEX OF NOT MORE THAN 450.

BUILDING

REHABILITATION

UFC 3-600-01

BUILDING

REHABILITATION

IRC

US Army Corps of Engineers ®

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FireLogix Engineering, Ltd.

215 North Broadway Street

Lebanon, Ohio 45036

(513) 206-9651 www.firelogix.com

THIS DRAWING IS FOR

REFERENCE ONLY. IT IS NOT

PART OF THE CONSTRUCTION

CONTRACT AND ALL

INFORMATION CONTAINED HERE

IS LOCATED ON THE

CONSTRUCTION DOCUMENTS.

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FireLogix Engineering, Ltd.

215 North Broadway Street

Lebanon, Ohio 45036

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FireLogix Engineering, Ltd.

215 North Broadway Street

Lebanon, Ohio 45036

(513) 206-9651 www.firelogix.com

GENERAL NOTES:

KEYED NOTES

1. THIS DRAWING IS FOR REFERENCE ONLY. IT IS NOT PART OF THE

CONSTRUCTION CONTRACT AND ALL INFORMATION CONTAINED HERE IS

LOCATED ON THE CONSTRUCTION DOCUMENTS.

2. EGRESS DOORS AND EMERGENCY ESCAPE / RESCUE OPENINGS ARE NOTED

ON THE LIFE SAFETY PLANS. SEE ARCHITECTURAL PLANS FOR DOOR AND

WINDOW DETAILS. SEE SHEET GI001 CODE SUMMARY AND GI002 FIRE

PROTECTION / LIFE SAFETY CODE REVIEW FOR ADDITIONAL CODE

INFORMATION.

3. SEE ELECTRICAL EP SERIES PLANS FOR SMOKE AND CARBON MONOXIDE

ALARMS.

4. SEE FIRE PROTECTION FX SERIES PLANS FOR FOR FIRE SPRINKLER.

LEGEND

3/32" = 1'-0"E1

BASEMENT LIFE SAFETY PLAN

3/32" = 1'-0"A1

FIRST FLOOR LIFE SAFETY PLAN

3/32" = 1'-0"E5

SECOND FLOOR LIFE SAFETY PLAN

3/32" = 1'-0"A5

THIRD FLOOR LIFE SAFETY PLAN

16'8' 32'0 16'8' 32'0

16'8' 32'016'8' 32'0

W

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CODES AND STANDARDS

THE FOLLOWING CODES AND STANDARDS HAVE BEEN USED AS THE BASIS FOR

DESIGN AND/OR SHALL BE UTILIZED BY THE CONTRACTOR TO ESTABLISH MINIMUM

LEVELS OF QUALITY AND CONSTRUCTION TECHNIQUES.

1. GENERAL

A. UFC 4-711-01, "FAMILY HOUSING," 8-10-2018.

B. INTERNATIONAL RESIDENTIAL CODE (IRC 2018).

C. AMERICAN SOCIETY OF CIVIL ENGINEERS, "MINIMUM DESIGN LOADS AND

ASSOCIATED CRITERIA FOR BUILDINGS AND OTHER STRUCTURES," (ASCE 7-16).

2. CONCRETE

A. AMERICAN CONCRETE INSTITUTE, "BUILDING CODE REQUIREMENTS FOR

STRUCTURAL CONCRETE" (ACI 318-16).

B. AMERICAN CONCRETE INSTITUTE, "SPECIFICATIONS FOR STRUCTURAL

CONCRETE," (ACI 301-16).

C. AMERICAN CONCRETE INSTITUTE, "GUIDE TO CONCRETE FLOOR AND SLAB

CONSTRUCTION" (ACI 302.1R-15).

3. WOOD

A. 2018 NATIONAL DESIGN SPECIFICATION (NDS) FOR WOOD CONSTRUCTION.

B. 2018 AMERICAN WOOD COUNCIL, "WOOD FRAME CONSTRUCTION MANUAL"

4. STEEL

A. AMERICAN INSTITUTE OF STEEL CONSTRUCTION, "STEEL CONSTRUCTION

MANUAL," FIFTEENTH EDITION.

B. AMERICAN INSTITUTE OF STEEL CONSTRUCTION, "SPECIFICATION FOR

STRUCTURAL STEEL ," (ANSI/AISC 360-16).

C. AMERICAN WELDING SOCIETY, "STRUCTURAL WELDING CODE-STEEL" (AWS

D1.1-2015).

THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING LOADS.

1. ROOF DEAD LOADS

CLAY TILE ROOF 12 PSF

ROOF SHEATHING 3 PSF

INSULATION 1 PSF

CEILINGS 3 PSF

MEP 2 PSF

DESIGN CRITERIA

3. ROOF LIVE LOADS

TOP CHORD UNIFORM LOAD (UNREDICIBLE) 20 PSF

BOTTOM CHORD UNIFORM LOAD (UNREDICIBLE) 10 PSF (NON-CONCURRENT

W/ TOP CHORD LIVE LOAD)

5. SNOW LOADS

GROUND SNOW LOAD (Pg) 20 PSF FLAT ROOF SNOW LOAD (Pf) 14 PSF

SLOPED ROOF SNOW LOAD 9 PSF (12:12 ROOF SLOPE)

14 PSF (4:12 ROOF SLOPE)

EXPOSURE FACTOR (Ce) 1.0 IMPORTANCE FACTOR (Is) 1.0 THERMAL FACTOR (Ct) 1.0 SLOPE FACTOR (Cs) 1.0 DRIFT SURCHARGE LOAD (Pd) 27 PSF

WIDTH OF DRIFT 6.5 FT

2. FLOOR DEAD LOADS

FLOOR TILE 5 PSF

FLOOR SHEATHING 3 PSF

INSULATION 1 PSF

CEILINGS 1 PSF

MEP 2 PSF

4. FLOOR LIVE LOADS

TYP. FLOOR 40 PSF

HABITABLE ATTIC 30 PSF

6. WIND LOADS

BUILDING

ULTIMATE DESIGN WIND SPEED (Vult) 107 MPH ALLOWABLE STRESS DESIGN WIND SPEED (Vasd) 83 MPH

RISK CATEGORY II

EXPOSURE CATEGORY C

INTERNAL PRESSURE COEFF. (GCpi) +/- 0.18

7. SEISMIC LOADS

RISK CATEGORY II

SEISMIC IMPORTANCE FACTOR (Ie) 1.0

0.2 SEC MAPPED SPECTRAL ACCELERATION (SS) 0.150

1.0 SEC MAPPED SPECTRAL ACCELERATION (S1) 0.070

SITE CLASS C

0.2 SEC DESIGN SPECTRAL ACCELERATION (SDS) 0.160

1.0 SEC DESIGN SPECTRAL ACCELERATION (SD1) 0.112

SEISMIC DESIGN CATEGORY B

1. SHALLOW FOUNDATION DESIGN IS BASED ON THE RECOMMENDATIONS REPORTED

IN THE SITE SPECIFIC GEOTECHNICAL EXPLORATION REPORT PREPARED BY

TERRACON CONSULTANTS, INC. DATED FEBURARY 28, 2020.

2. THE FOUNDATIONS WERE DESIGNED BASED ON THE FOLLOWING NET ALLOWABLE

SOIL BEARING PRESSURES:

A. ISOLATED SPREAD FOUNDATIONS 2,000 PSF

B. CONTINUOUS FOUNDATIONS 2,000 PSF

3. ALLOWABLE BEARING PRESSURES ARE BASED ON SITE PREPARATION AS

DISCUSSED IN THE GEOTECHNICAL REPORT. UNDOCUMENTED FILLS ARE EXPECTED

BELOW ALL NEW STRUCTURAL FOOTINGS AND SLABS AND SHALL BE UNDERCUT AND

REPLACED WITH NEW STRUCTURAL FILL (BASE BID SHALL INCLUDE PRICE FOR 2' OF

UNDERCUT AND FILL). THE DEPTH AND EXTENT OF UNDERCUTTING SHALL BE

DETERMINED BY GEOTECHNICAL PERSONNEL DURING CONSTRUCTION. RE-USE OF

EXCAVATED FILL AS STRUCTURAL FILL SHALL BE DETERMINED DURING REMOVAL BY

GEOTECHNICAL ENGINEER.

4. ALL FOUNDATION BEARING SURFACES SHALL BE INSPECTED BY THE GEOTECHNICAL

ENGINEER PRIOR TO STEEL OR CONCRETE PLACEMENT TO ENSURE THAT THE

BEARING SURFACES ARE CONSISTENT WITH THE ALLOWABLE BEARING PRESSURES

NOTED.

5. CONTRACTOR SHALL KEEP ALL FREE STANDING WATER OUT OF EXCAVATION

CONTRACTOR SHALL PROVIDE DEWATERING MEASURES AS NECESSARY PRIOR TO

PLACING CONCRETE.

6. EXISTING SOIL WHICH IS DEEMED NON-USABLE BY THE GEOTECHNICAL ENGINEER

DUE TO FAILURE OF THE CONTRACTOR TO PROMPTLY DE-WATER THE SITE SHALL BE

REMOVED AND REPLACED WITH SUITABLE FILL AT THE CONTRACTOR’S EXPENSE.

7. DESIGN OF TEMPORARY AND PERMANENT SHORING FOR EXCAVATIONS SHALL BE

THE RESPONSIBILITY OF THE CONTRACTOR.

8. FOR WALLS OR GRADE WALLS HAVING FILL ON EACH SIDE, PROCEED WITH

BACKFILLING OPERATIONS SIMULTANEOUSLY IN UNIFORM LIFTS. DIFFERENTIAL

ELEVATION OF TOP OF LIFTS BETWEEN EACH SIDE SHALL NOT EXCEED 18 INCHES.

FOUNDATIONS

1. MINIMUM 28 DAY CONCRETE COMPRESSIVE STRENGTH SHALL BE AS FOLLOWS:

A. SPREAD & CONTINUOUS FOOTINGS, GRADE BEAMS 3,000 PSI

B. FOUNDATION WALLS 4,000 PSI

2. CONCRETE SHALL BE PROPORTIONED, BATCHED, MIXED, PLACED,

CONSOLIDATED, AND CURED IN ACCORDANCE WITH ACI 301, 304, 308, 309 AND 318.

3. ALL CONCRETE EXPOSED TO WEATHER SHALL BE AIR ENTRAINED (W/ 4-6% AIR

ENTRAINMENT).

4. WHERE STRIP/GRADE FOOTINGS OR WALLS INTERSECT COLUMN FOUNDATIONS,

LONGITUDINAL REINFORCEMENT SHALL BE CONTINUOUS THROUGH THE COLUMN

FOUNDATION.

5. UNLESS OTHERWISE SHOWN, THE CONCRETE CLEAR COVER AT ALL

REINFORCING STEEL SHALL BE:

A. CONCRETE CAST AGAINST EARTH 3"

B. CONCRETE EXPOSED TO EARTH OR WEATHER 2"

C. CONCRETE NOT EXPOSED TO EARTH OR WEATHER 3/4"

6. ALL CONCRETE SHALL BE MECHANICALLY VIBRATED IN ACCORDANCE WITH ACI

304 AND ACI 309.

7. PROVIDE 3/4"x3/4"x 45 DEGREE CHAMFERED CORNERS AT ALL EXPOSED

CONCRETE CORNERS UNO.

8. MAXIMUM WATER TO CEMENT RATIO SHALL BE AS FOLLOWS:

CONCRETE EXPOSED TO FREEZING & THAWING 0.55

CONCRETE SUBJECT TO DE-ICERS OR TO BE WATERTIGHT 0.40

ALL OTHER CONCRETE TYPES 0.55

CONCRETE

WOOD FRAMING

1. MATERIAL CERTIFICATES: FOR DIMENSION LUMBER SPECIFIED TO COMPLY WITH MINIMUM

ALLOWABLE UNIT STRESSES. INDICATE SPECIES AND GRADE SELECTED FOR EACH USE

AND DESIGN VALUES APPROVED BY THE AMERICAN LUMBER STANDARDS COMMITTEE

BOARD OF REVIEW.

2. U.N.O. ON PLANS SAWN LUMBER SHALL BE THE FOLLOWING MIN. GRADES. ANY LUMBER

SPECIES SUBSITUTIONS MUST BE APPROVED BY ENGINEER OF RECORD.

BEAMS/HEADERS (2x10 OR LARGER): SYP #1

STUD WALLS: SPF#2

ALL OTHER FRAMING: SYP #2

3. STACK LUMBER, PLYWOOD, AND OTHER PANELS; PLACE SPACERS BETWEEN EACH BUNDLE

TO PROVIDE AIR CIRCULATION. PROVIDE FOR AIR CIRCULATION AROUND STACKS AND

UNDER COVERINGS.

4. ENGINEERED WOOD PRODUCTS: PROVIDE ENGINEERED WOOD PRODUCTS ACCEPTABLE

TO AUTHORITIES HAVING JURISDICTION AND FOR WHICH CURRENT MODEL CODE

RESEARCH OR EVALUATION REPORTS EXIST THAT SHOW COMPLIANCE WITH BUILDING

CODE IN EFFECT FOR PROJECT.

L.V.L. MIN. PROPERTIES

E = 1,900,000 PSI

Fb = 2,600 PSI

P.S.L. MIN. PROPERTIES

E = 2,000,000 PSI

Fc // = 2,900 PSI

5. ALLOWABLE DESIGN STRESSES: PROVIDE ENGINEERED WOOD PRODUCTS WITH

ALLOWABLE DESIGN STRESSES, AS PUBLISHED BY MANUFACTURER, THAT MEET OR

EXCEED THOSE INDICATED. MANUFACTURER'S PUBLISHED VALUES SHALL BE DETERMINED

FROM EMPIRICAL DATA OR BY RATIONAL ENGINEERING ANALYSIS AND DEMONSTRATED BY

COMPREHENSIVE TESTING PERFORMED BY A QUALIFIED INDEPENDENT TESTING AGENCY.

6. GENERAL: PROVIDE FASTENERS OF SIZE AND TYPE INDICATED THAT COMPLY WITH

REQUIREMENTS SPECIFIED IN THIS ARTICLE FOR MATERIAL AND MANUFACTURE. WHERE

ROUGH CARPENTRY IS EXPOSED TO WEATHER, IN GROUND CONTACT, OR IN AREA OF HIGH

RELATIVE HUMIDITY, PROVIDE FASTENERS WITH HOT-DIP ZINC COATING COMPLYING WITH

ASTM A 153/A 153M.

NAILS, BRADS, AND STAPLES: ASTM F 1667.

POWER-DRIVEN FASTENERS: CABO NER-272.

WOOD SCREWS: ASME B18.6.1.

LAG BOLTS: ASME B18.2.1.

BOLTS: STEEL BOLTS COMPLYING WITH ASTM A 307, GRADE A, ; WITH ASTM A 563 HEX

NUTS AND, WHERE INDICATED, FLAT WASHERS.

7. SET ROUGH CARPENTRY TO REQUIRED LEVELS AND LINES, WITH MEMBERS PLUMB, TRUE

TO LINE, CUT, AND FITTED. FIT ROUGH CARPENTRY TO OTHER CONSTRUCTION; SCRIBE

AND COPE AS NEEDED FOR ACCURATE FIT. LOCATE FURRING, NAILERS, BLOCKING, AND

SIMILAR SUPPORTS TO COMPLY WITH REQUIREMENTS FOR ATTACHING OTHER

CONSTRUCTION.

8. DO NOT USE MATERIALS WITH DEFECTS THAT IMPAIR QUALITY OF ROUGH CARPENTRY OR

PIECES THAT ARE TOO SMALL TO USE WITH MINIMUM NUMBER OF JOINTS OR OPTIMUM

JOINT ARRANGEMENT.

9. SECURELY ATTACH ROUGH CARPENTRY WORK TO SUBSTRATE BY ANCHORING AND

FASTENING AS INDICATED.

10. USE COMMON WIRE NAILS, UNLESS OTHERWISE INDICATED. SELECT FASTENERS OF SIZE

THAT WILL NOT FULLY PENETRATE MEMBERS WHERE OPPOSITE SIDE WILL BE EXPOSED TO

VIEW OR WILL RECEIVE FINISH MATERIALS. MAKE TIGHT CONNECTIONS BETWEEN

MEMBERS. INSTALL FASTENERS WITHOUT SPLITTING WOOD; PREDRILL AS REQUIRED.

11. ATTACH ITEMS TO SUBSTRATES TO SUPPORT APPLIED LOADING. RECESS BOLTS AND

NUTS FLUSH WITH SURFACES, UNLESS OTHERWISE INDICATED. WHERE POSSIBLE, SECURE

ANCHOR BOLTS TO FORMWORK BEFORE CONCRETE PLACEMENT.

12. FRAMING STANDARD: COMPLY WITH AWC'S "WOOD FRAME CONSTRUCTION MANUAL"

UNLESS OTHERWISE INDICATED.

13. FRAMING WITH ENGINEERED WOOD PRODUCTS: INSTALL ENGINEERED WOOD PRODUCTS

TO COMPLY WITH MANUFACTURER'S WRITTEN INSTRUCTIONS.

14. DO NOT SPLICE STRUCTURAL MEMBERS BETWEEN SUPPORTS.

15. ARRANGE STUDS SO WIDE FACE OF STUD IS PERPENDICULAR TO DIRECTION OF WALL OR

PARTITION AND NARROW FACE IS PARALLEL. PROVIDE SINGLE BOTTOM PLATE AND

DOUBLE TOP PLATES USING MEMBERS OF 2-INCH NOMINAL THICKNESS WHOSE WIDTHS

EQUAL THAT OF STUDS, EXCEPT SINGLE TOP PLATE MAY BE USED FOR NON-LOAD-BEARING

PARTITIONS. ANCHOR PLATES TO SUPPORTING CONSTRUCTION, UNLESS OTHERWISE

INDICATED.

16. CONSTRUCT CORNERS AND INTERSECTIONS WITH THREE OR MORE STUDS. PROVIDE

BLOCKING AND FRAMING AS INDICATED AND AS REQUIRED TO SUPPORT FACING

MATERIALS, FIXTURES, SPECIALTY ITEMS, AND TRIM.

17. PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT MIDHEIGHT OF WALLS MORE THAN 96

INCHES HIGH, USING MEMBERS OF 2-INCH NOMINAL THICKNESS AND OF SAME WIDTH AS

WALL OR PARTITIONS.

18. FIRE BLOCK CONCEALED SPACES OF WOOD-FRAMED WALLS AND PARTITIONS AT EACH

FLOOR LEVEL AND AT CEILING LINE OF TOP STORY. WHERE FIRE BLOCKING IS NOT

INHERENT IN FRAMING SYSTEM USED, PROVIDE CLOSELY FITTED WOOD BLOCKS OF 2-INCH

NOMINAL THICK LUMBER OF SAME WIDTH AS FRAMING MEMBERS.

19. FOR NON-LOAD-BEARING PARTITIONS, PROVIDE DOUBLE-JAMB STUDS WITH HEADERS NOT

LESS THAN 4-INCH NOMINAL DEPTH FOR OPENINGS 48 INCHES AND LESS IN WIDTH, 6-INCH

NOMINALDEPTH FOR OPENINGS 48 TO 72 INCHES IN WIDTH, 8-INCH NOMINAL DEPTH FOR

OPENINGS 72 TO 120 INCHES IN WIDTH, AND NOT LESS THAN 10-INCH NOMINAL DEPTH FOR

OPENINGS 10 TO 12 FEET IN WIDTH.

20. PROVIDE STAIR FRAMING MEMBERS OF SIZE, SPACE, AND CONFIGURATION INDICATED OR, IF NOT INDICATED, TO COMPLY WITH THE FOLLOWING REQUIREMENTS:

STRINGER SIZE: 2-BY-12-INCH NOMINAL-SIZE, MINIMUM.

NOTCHING: NOTCH STRINGERS TO RECEIVE TREADS, RISERS, AND SUPPORTS; LEAVE AT

LEAST 5 INCHES OF EFFECTIVE DEPTH.

STRINGER SPACING: AT LEAST 3 STRINGERS FOR EACH 36-INCH CLEAR WIDTH OF STAIR.

21. PROVIDE BLOCKING BETWEEN PLYWOOD JOINTS ON EXTERIOR WALLS (AND INTERIOR

SHEARWALLS) WHERE HORIZONTAL PANEL JOINTS DO NOT ALIGN WITH HORIZONTAL

FRAMING (I.E. HEADERS/RIM JOISTS).

22. AT MINIMUM, PROVIDE NAILING AS DIRECTED BY THE IRC FOR VARIOUS CONDITIONS

UNLESS NOTED OTHERWISE ON PLANS.

23. PROVIDE 1/2" PLYWOOD CUT TO MATCH HEADER DEPTH BETWEEN EA. PLY OF STANDARD

SAWN LUMBER HEADERS.

24. PROVIDE ADJUSTABLE VENEER WIRE TIES (9 GA. MIN. THICKNESS) WITH A HOOK

EMBEDDED INTO THE MORTAR JOINT EXTENDING 2" MIN. INTO MORTAR JOINT W/ 5/8" MIN.

MORTAR COVER. FASTEN TO SUPPORTING FRAMING W/ #10 WOOD SCREWS PER IRC

TABLE R703.8.4(2).

1. STRUCTURAL PERFORMANCE: PROVIDE METAL-PLATE-CONNECTED WOOD TRUSSES

CAPABLE OF WITHSTANDING DESIGN LOADS WITHIN LIMITS AND UNDER CONDITIONS

INDICATED.

2. MAXIMUM DEFLECTION UNDER DESIGN LOADS: ROOF TRUSSES: TOTAL VERTICAL

DEFLECTION OF L/360 OF SPAN OR 1/2" WHICHEVER IS LESS.

3. SHOP DRAWINGS: SHOW LOCATION, PITCH, SPAN, CAMBER, CONFIGURATION, AND

SPACING FOR EACH TYPE OF TRUSS REQUIRED; SPECIES, SIZES, AND STRESS GRADES

OF LUMBER; SPLICE DETAILS; TYPE, SIZE, MATERIAL, FINISH, DESIGN VALUES,

ORIENTATION, AND LOCATION OF METAL CONNECTOR PLATES; AND BEARING DETAILS.

BWSC TO APPROVE PRIOR TO INSTALLATION.

4. FOR INSTALLED PRODUCTS INDICATED TO COMPLY WITH DESIGN LOADS, INCLUDE

STRUCTURAL ANALYSIS DATA SIGNED AND SEALED BY THE QUALIFIED PROFESSIONAL

ENGINEER RESPONSIBLE FOR THEIR PREPARATION. BWSC TO APPROVE PRIOR TO

INSTALLATION.

5. PRODUCT CERTIFICATES: FOR METAL-PLATE-CONNECTED WOOD TRUSSES, SIGNED BY

OFFICER OF TRUSS FABRICATING FIRM.

6. QUALIFICATION DATA: FOR METAL-PLATE MANUFACTURER AND FABRICATOR.

7. METAL CONNECTOR-PLATE MANUFACTURER QUALIFICATIONS: A MANUFACTURER THAT

IS A MEMBER OF TPI AND THAT COMPLIES WITH TPI QUALITY-CONTROL PROCEDURES

FOR MANUFACTURE OF CONNECTOR PLATES PUBLISHED IN TPI 1.

8. MANUFACTURER'S RESPONSIBILITIES INCLUDE PROVIDING PROFESSIONAL

ENGINEERING SERVICES NEEDED TO ASSUME ENGINEERING RESPONSIBILITY.

9. ENGINEERING RESPONSIBILITY: PREPARATION OF SHOP DRAWINGS AND

COMPREHENSIVE ENGINEERING ANALYSIS BY A QUALIFIED PROFESSIONAL ENGINEER.

10. FABRICATOR QUALIFICATIONS: SHOP THAT PARTICIPATES IN A RECOGNIZED QUALITY-

ASSURANCE PROGRAM THAT INVOLVES INSPECTION BY SPIB (SOUTHERN PINE

INSPECTION BUREAU), TIMBER PRODUCTS INSPECTION, TPI, OR OTHER INDEPENDENT

TESTING AND INSPECTING AGENCY ACCEPTABLE TO ARCHITECT AND AUTHORITIES

HAVING JURISDICTION.

11. SOURCE LIMITATIONS FOR CONNECTOR PLATES: OBTAIN METAL CONNECTOR PLATES

THROUGH ONE SOURCE FROM A SINGLE MANUFACTURER.

12. COMPLY WITH TPI RECOMMENDATIONS TO AVOID DAMAGE AND LATERAL BENDING.

PROVIDE FOR AIR CIRCULATION AROUND STACKS AND UNDER COVERINGS.

13. INSPECT TRUSSES SHOWING DISCOLORATION, CORROSION, OR OTHER EVIDENCE OF

DETERIORATION. DISCARD AND REPLACE TRUSSES THAT ARE DAMAGED OR

DEFECTIVE.

14. CUT TRUSS MEMBERS TO ACCURATE LENGTHS, ANGLES, AND SIZES TO PRODUCE

CLOSE-FITTING JOINTS.

15. FABRICATE METAL CONNECTOR PLATES TO SIZES, CONFIGURATIONS, THICKNESSES,

AND ANCHORAGE DETAILS REQUIRED TO WITHSTAND DESIGN LOADS FOR TYPES OF

JOINT DESIGNS INDICATED.

16. ASSEMBLE TRUSS MEMBERS IN DESIGN CONFIGURATION INDICATED; USE JIGS OR

OTHER MEANS TO ENSURE UNIFORMITY AND ACCURACY OF ASSEMBLY WITH JOINTS

CLOSELY FITTED TO COMPLY WITH TOLERANCES IN TPI.

17. POSITION MEMBERS TO PRODUCE DESIGN CAMBER INDICATED. FABRICATE WOOD

TRUSSES WITHIN MANUFACTURING TOLERANCES IN TPI 1.

18. CONNECT TRUSS MEMBERS BY METAL CONNECTOR PLATES LOCATED AND SECURELY

EMBEDDED SIMULTANEOUSLY IN BOTH SIDES OF WOOD MEMBERS BY AIR OR

HYDRAULIC PRESS.

19. INSTALL WOOD TRUSSES ONLY AFTER SUPPORTING CONSTRUCTION IS IN PLACE AND

IS BRACED AND SECURED.

20. BEFORE INSTALLING, SPLICE TRUSSES DELIVERED TO PROJECT SITE IN MORE THAN

ONE PIECE.

21. HOIST TRUSSES IN PLACE BY LIFTING EQUIPMENT SUITED TO SIZES AND TYPES OF

TRUSSES REQUIRED, EXERCISING CARE NOT TO DAMAGE TRUSS MEMBERS OR JOINTS

BY OUT-OF-PLANE BENDING OR OTHER CAUSES.

22. INSTALL AND BRACE TRUSSES ACCORDING TO TPI RECOMMENDATIONS AND AS

INDICATED. INSTALL TRUSSES PLUMB, SQUARE, AND TRUE TO LINE AND SECURELY

FASTEN TO SUPPORTING CONSTRUCTION.

23. SPACE TRUSSES AS INDICATED; ADJUST AND ALIGN TRUSSES IN LOCATION BEFORE

PERMANENTLY FASTENING.

24. ANCHOR TRUSSES SECURELY AT BEARING POINTS; USE METAL FRAMING ANCHORS.

INSTALL FASTENERS THROUGH EACH FASTENER HOLE IN METAL FRAMING ANCHOR

ACCORDING TO MANUFACTURER'S FASTENING SCHEDULES AND WRITTEN

INSTRUCTIONS.

25. SECURELY CONNECT EACH TRUSS PLY REQUIRED FOR FORMING BUILT-UP GIRDER

TRUSSES.

26. INSTALL AND FASTEN PERMANENT BRACING DURING TRUSS ERECTION AND BEFORE

CONSTRUCTION LOADS ARE APPLIED. ANCHOR ENDS OF PERMANENT BRACING WHERE

TERMINATING AT WALLS OR BEAMS.

27. INSTALL WOOD TRUSSES WITHIN INSTALLATION TOLERANCES IN TPI 1.

28. DO NOT CUT OR REMOVE TRUSS MEMBERS.

29. REPLACE WOOD TRUSSES THAT ARE DAMAGED OR DO NOT MEET REQUIREMENTS. DO

NOT ALTER TRUSSES IN FIELD.

30. THE ROOF TRUSSES AND CONNECTIONS SHALL BE A DELEGATED REGISTERED

ENGINEER AND THE DRAWINGS SHALL BEAR THE ENGINEER'S SEAL. SUBMIT DESIGN

DRAWINGS PER SPECIFICATIONS- INCLUDE TRUSS LAYOUT, DESIGN LOADS, MEMBER

STRESSES, CONNECTION SUMMARY, AND REQUIRED BRIDGING/BRACING

WOOD TRUSSES

1. GENERAL NOTES AND TYPICAL DETAILS DESCRIBE GENERAL CRITERIA APPLICABLE TO

ALL SIMILAR CONDITIONS THROUGHOUT THE PROJECT REGARDLESS OF WHETHER OR

NOT THEY ARE SPECIFICALLY REFERENCED IN THE PLANS OR DETAILS.

2. DO NOT SCALE DRAWINGS. IF DIMENSIONS ARE IN QUESTION, THE CONTRACTOR

SHALL BE RESPONSIBLE FOR OBTAINING CLARIFICATION FROM THE STRUCTURAL

ENGINEER BEFORE CONTINUING WITH CONSTRUCTION.

3. CONTRACTOR SHALL COORDINATE THE STRUCTURAL DOCUMENTS WITH THE

ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION AND CIVIL

DOCUMENTS. ARCHITECT/STRUCTURAL ENGINEER SHALL BE NOTIFIED OF ANY

DISCREPANCY.

4. THE CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR COMPLIANCE WITH THE

CONTRACT DOCUMENTS, FOR DIMENSIONS TO BE CONFIRMED AT THE JOBSITE, FOR

FABRICATION PROCESSES, AND FOR THE MEANS, METHODS, TECHNIQUES,

SEQUENCES AND PROCEDURES OF CONSTRUCTION.

5. NO SUBSTITUTIONS OF MATERIAL WILL BE ALLOWED WITHOUT WRITTEN PERMISSION

FROM THE ENGINEER.

6. SHOP DRAWINGS SHALL NOT BE REVIEWED FOR APPROVAL UNLESS CHECKED BY THE

FABRICATOR AND APPROVED BY THE CONTRACTOR.

7. CONTRACTOR SHALL COMPLY WITH LOCAL, STATE, FEDERAL AND OWNERS SAFETY

REGULATIONS WHILE WORKING. STRUCTURAL ENGINEER DOES NOT ASSUME ANY

RESPONSIBILITY FOR CONSTRUCTION SITE SAFETY.

8. CONTRACTOR SHALL REFER TO THE PROJECT SPECIFICATIONS FOR ADDITIONAL

REQUIREMENTS

9. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS, DIMENSIONS, AND

ELEVATIONS BEFORE STARTING WORK. NOTIFY STRUCTURAL ENGINEER OF ANY

DISCREPANCY. NOTIFY STRUCTURAL ENGINEER IN WRITING OF CONDITIONS

ENCOUNTERED IN THE FIELD CONTRADICTORY TO THOSE SHOWN ON THE

STRUCTURAL CONTRACT DOCUMENTS.

10. DESIGN OF TEMPORARY SHORING FOR EXISTING WALLS OR JOISTS IS THE

RESPONSIBILITY OF THE CONTRACTOR.

11. TESTING OF EXISTING BRICK SHALL BE PERFORMED ON A REPRESENTATIVE AREA TO

BE DEMOLISHED PER ASTM C67 AND OTHER RELEVANT STANDARDS. PROVIDE

INFORMATION TO STRUCTURAL ENGINEER REGARDING EXISTING MASORY PRISM

STRENGTH, AND MORTAR FLEXURAL BOND/SHEAR STRENGTH PRIOR TO MAJOR

DEMOLITION.

12. INFILLED/REPAIRED BRICK SHALL BE REPLACED WITH SALAVAGED BRICK FROM

DEMOLITION. ALL NEW BRICK WORK SHALL BE TOOTHED IN TO EXISTING, NEW

MASONRY MORTAR SHALL MATCH EXISTING MORTAR MIX.

13. EXISTING DAMAGED FRAMING, CUT JOISTS, CRACKED BRICK, OR OTHERWISE

UNUSUAL CONDITIONS SHALL BE REPORTED TO THE ENGINEER OF RECORD FOR

REVIEW.

MISCELLANEOUS

1. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60 (DEFORMED).

2. WELDED WIRE REINFORCEMENT (WWR) SHALL CONFORM TO ASTM A1064 AND SHALL

BE PROVIDED IN FLAT SHEETS ONLY. FABRIC SHALL LAP TWO FULL MESHES AND BE

SECURELY FASTENED AT EACH SIDE AND EACH END.

3. DETAILING, FABRICATION AND ERECTION OF REINFORCING STEEL, UNLESS

OTHERWISE NOTED, SHALL CONFORM TO ACI 315, "DETAILS AND DETAILING OF

REINFORCED CONCRETE STRUCTURES", SP-66, THE CRSI, "MANUAL OF STANDARD

PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES" AND ACI 318.

4. REINFORCING STEEL SHALL BE CONTINUOUS ACROSS ALL CONSTRUCTION JOINTS

UNO.

5. REINFORCING STEEL SHALL NOT BE HEATED OR WELDED AND MUST BE DRY AND FREE

OF CONTAMINANTS SUCH AS RUST, DIRT, GREASE, AND PROTECTIVE COATINGS.

6. ALL BAR SPLICES SHALL BE CLASS B TENSION SPLICES IN ACCORDANCE WITH ACI 318.

REINFORCING STEEL FOR CONCRETE

ABBREVIATIONS

AB ANCHOR BOLT

ADD'L ADDITIONAL

AFF ABOVE FINISH FLOOR

ALT ALTERNATE

APPROX APPROXIMATE, APPROXIMATELY

ARCH ARCHITECT, ARCHITECTURAL

B/ BOTTOM OF

BLDG BUILDING

BM BEAM

BO BOTTOM OF

BOD BASIS OF DESIGN

BOT BOTTOM

BP BASEPLATE

BRG BEARING

CC CENTER TO CENTER

CJ CONTROL JOINT, CONSTRUCTION JOINT

CL CENTER LINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONT CONTINUOUS

CP COMPLETE PENETRATION

DIA DIAMETER

DIAG DIAGONAL

DL DEAD LOAD

DO DITTO

DWG DRAWING

EOS EDGE OF SLAB

EA EACH

EF EACH FACE

EL ELEVATION

EOR ENGINEER OF RECORD

EW EACH WAY

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

FD FLOOR DRAIN

FDN FOUNDATION

FIN FLR FINISHED FLOOR

FTG FOOTING

GA GAUGE

GALV GALVANIZE, GALVANIZED

HDD HEADED

HORIZ HORIZONTAL

INT INTERIOR

JT JOINT

K KIPS

KSF KIPS PER SQUARE FOOT

KSI KIPS PER SQUARE INCH

L ANGLE

LG LONG

LL LIVE LOAD

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LVL LAMINATED VENEER LUMBER

LW LIGHT-WEIGHT

MANUF MANUFACTURER

MAS MASONRY

MATL MATERIAL

MAX MAXIMUM

MIN MINIMUM

MTL METAL

NIC NOT IN CONTRACT

NTS NOT TO SCALE

NW NORMAL-WEIGHT

OC ON CENTER

OPNG OPENING

OPP OPPOSITE

PAF POWDER ACTUATED FASTENER

PC PRECAST CONCRETE

PEJF PRE-MOLDED EXPANSION JOINT FILLER

PEMB PRE-ENGINEERED METAL BUILDING

PL PLATE

PREFAB PREFABRICATED

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PSL PARALLEL STRAND LUMBER

PT PRESERVATIVE TREATED

RD ROOF DRAIN

REF REFER, REFERENCE

REINF REINFORCING

REQD REQUIRED

RET RETAINING

SCHED SCHEDULE

SECT SECTION

SIM SIMILAR

SLV SHORT LEG VERTICAL

SOG SLAB-ON-GRADE

SPEC SPECIFICATIONS

STIFF STIFFENER

SQ SQUARE

STD STANDARD

STL STEEL

SYM SYMMETRICAL

T&B TOP AND BOTTOM

T&G TONGUE AND GROOVE

T/ TOP OF

THDD THREADED

TO TOP OF

TRANS TRANSVERSE

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VIF VERIFY IN FIELD

VERT VERTICAL

W/ WITH

W/O WITHOUT

WP WORKING POINT

WWR WELDED WIRE REINFORCING

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STRUCTURAL STEEL

1. STRUCTURAL STEEL (W-SHAPES) SHALL CONFORM TO ASTM A992.

2. STRUCTURAL STEEL (NON W-SHAPES) AND PLATES - ASTM A36, UNO.

3. HOLLOW STRUCTURAL SHAPES SHALL CONFORM TO THE FOLLOWING:

SQUARE AND RECTANGULAR - ASTM A500, GRADE C (Fy = 50 KSI)

STEEL PIPE – ASTM A53, GRADE B

4. UNO ALL HIGH STRENGTH BOLTS SHALL BE 3/4 INCH DIAMETER, ASTM A325.

5. STRUCTURAL STEEL DESIGN, DETAILING, FABRICATION AND ERECTION SHALL

CONFORM TO:

A. AISC, "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION

OF STRUCTURAL STEEL FOR BUILDINGS."

B. AISC, "CODE OF STANDARD PRACTICE", INCLUDING COMMENTARY

C. AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 AND

A490 BOLTS"

6. WELDING SHALL CONFORM TO AWS D1.1 "STRUCTURAL WELDING CODE" AND BE

PERFORMED BY CERTIFIED WELDERS USING E70XX WELDING ELECTRODES.

7. REMOVE RUST, DIRT, PAINT AND GALVANIZING FROM STEEL PRIOR TO WELDING.

8. WELDS SHOWN ON STRUCTURAL DRAWINGS ARE MINIMUM DESIGN REQUIREMENTS.

USE THE MINIMUM WELD SIZE PER AISC WHERE WELD SIZE IS NOT INDICATED. THE

FABRICATOR’S SHOP DRAWINGS SHALL REFLECT WELDS IN ACCORDANCE WITH AWS /

AISC REQUIREMENTS.

9. BOLTED CONNECTIONS SHALL BE BEARING TYPE WITH THREADS INCLUDED IN THE

SHEAR PLANE. BOLTS SHALL BE TIGHTENED USING THE "SNUG TIGHT" METHOD. USE

ONE HARDENED WASHER UNDER THE TURNED ELEMENT.

10. BEAM CONNECTIONS SHALL BE STANDARD, SIMPLE SHEAR CONNECTIONS WITH

DOUBLE FRAMING ANGLES UNO. IN NO CASE SHALL THE

LENGTH OF THE FRAMED CONNECTION BE LESS THAN ONE-HALF OF THE "T"

DIMENSION OF THE BEAM WEB.

11. CONNECTION ANGLES SHALL BE 5/16" MINIMUM THICKNESS.

12. MINIMUM BOLTED CONNECTION SHALL BE AS FOLLOWS:

MEMBER DEPTH:

6" - 10" USE 2 ROWS OF BOLTS

12" - 18" USE 3 ROWS OF BOLTS

13. ALL BOLTED CONNECTION HOLES ARE TO BE STANDARD HOLES. SHORT SLOTTED

HOLES ARE NOT PERMITTED (I.E. HOLE DIA. = BOLT DIA. + 1/16")

14. NO OPENINGS SHALL BE CUT IN STRUCTURAL MEMBERS UNLESS SPECIFICALLY

DETAILED IN THE STRUCTURAL DRAWINGS.

15. THE STRUCTURE IS DESIGNED FOR A COMPLETED CONDITION ONLY AND THEREFORE

MAY REQUIRE ADDITIONAL SUPPORT TO MAINTAIN STABILITY BEFORE COMPLETION.

16. ALL STEEL IN PERMANENT CONTACT WITH MASONRY OR CONCRETE SHALL BE

GALVANIZED. ALL STEEL FASTENERS INTO MASONRY ON CONCRETE SHALL BE

GALVANIZED (INTERIOR) OR STAINLESS STEEL (EXTERIOR).

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F3 F3 F3 F3

F3F3

F3F3

F3 F3

16"x16" CONC. PIER W/ (4) #6 VERT.

BARS AND #4 TIES @ 12" (3 TIES @

3" TOP OF PIER) T/PIER ELEV = -0'-6"

TURNDOWN SLAB

EDGE TO 3'-4"

BELOW GRADE

C 7X14.75

CONTRACTOR VERIFY EXISTING

FOOTING SIZE/CONDITION

UNDER NEW COLUMN PRIOR TO

INSTALLATION

WF2

EXISTING ASSUMED CONCRETE

FOOTING

EXISTING ASSUMED CONCRETE

FOUNDATION WALL

WF2

WF2

ASSUMED EXISTING CONCRETE

TURNDOWN FOOTING

T/SLAB

ELEVATION, MATCH

GARAGE FLOOR

(APPROX. -1'-5")

IN NEW BREEZEWAY, PROVIDE 4"

NORMAL WT. CONCRETE SLAB-

ON-GRADE REINFORCED WITH 6x6 W2.9xW2.9 W.W.F. PROVIDE MIN.

6" COMPACTED STONE BASE

UNDER 15 MIL. POLY. VAPOR

RETARDER. PROVIDE AND

INSTALL SHRINKAGE CONTROL

JOINTS AS SPECIFIED IN DETAILS

MATCH EXISTING

B/FTG ELEVATION

S T

E M

S H

E L F

MATCH EXISTING

B/FTG ELEVATION

T/SHELF

ELEVATION = 4" MIN. BELOW

SURROUNDING GRADE

8' - 0 1/4"

6' - 11 1/2"

/8

/8

6' - 11 3/8"

135.00°

34' - 0"

10' - 4 3/8"

F36 F36

B/FTG ELEVATION

= 3'-4" MIN. BELOW

GRADE, TYP.

PROVIDE 4" NORMAL WT.

CONCRETE SLAB-ON-GRADE

REINFORCED WITH 6x6 W2.9xW2.9 WWF PROVIDE MIN. 6"

COMPACTED STONE BASE

UNDER 15 MIL. POLY. VAPOR

RETARDER. PROVIDE AND

INSTALL SHRINKAGE CONTROL

JOINTS AS SPECIFIED IN

DETAILS.

3' - 0" 9' - 0" 10' - 0" 9' - 0" 3' - 0"

MATCH EXISTING B/FTG

ELEVATION TYP.

T/STEM EL. = -0' - 11"

T/SLAB

ELEVATION = -1'-5"

D1

S-501

F1

S-501

A3

S-501

A1

S-501

11 3/8" T/WALL @ DOOR = -1'-11"

SLAB CONTROL JOINT

7' - 9 1/4" 10' - 4" 9' - 10 3/4"

E5

S-501

SLAB CONTROL

JOINT

PROVIDE #4x2'-6"

BAR @ CENTER OF

SLAB @ CORNERS

OF SLAB ISOLATION

JOINT (TYP.)

UNFINISHED CRAWLSPACE

W/ 15 MIL VAPOR BARRIER

OVER 4" CRUSHED STONE

OVER NATIVE SOIL

PROVIDE #5x36" LONG DOWELS @

12" OC VERT. DRILL AND EPOXY TO

EXISTING FOUNDATION WALL W/ 8"

EMBED INTO EXISTING

FOUNDATION (TYP.)

T/SHELF

ELEVATION = 4" MIN. BELOW

SURROUNDING GRADE

F O

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IN

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W A

L L

S H

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S T

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T/STEM EL. = -1' - 3"

A5

S-501

A7

S-501

EXISTING B/FTG

ELEVATION = -4'-8" VIF

EXISTING B/FTG

ELEVATION = -11'-5" VIF

FACE OF

EXISTING BRICK

1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, LAYOUT, SPAN DIRECTION,

ETC. OF EXISTING ELEMENTS SHOWN IN FIELD. ANY DISCREPANCIES SHALL

BE REPORTED TO THE ARCHITECT/ENGINEER OF RECORD.

2. ELEVATIONS ARE REFERENCED FROM THE FIRST LEVEL TOP OF SUBFLOOR

DATUM ELEVATION OF 0'-0". SEE CIVIL DRAWINGS FOR EQUIVALENT MEAN

SEA LEVEL ELEVATION.

3. CONTRACTOR TO COORDINATE FOUNDATION LAYOUT WITH PLUMBING AND

OTHER UNDERGROUND UTILITIES. STEP/LOWER FOUNDATIONS AS

NECESSARY TO PREVENT CONFLICTS.

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3/16" = 1'-0"A1

FOUNDATION PLAN

8'4' 16'0 8'4' 16'0

GENERAL NOTES:

CONTINUOUS FOOTING SCHEDULE

MARK

DIMENSIONS REINFORCING

WIDTH THICKNESS BOTTOM TOP

WF2 2' - 0" 1' - 0" (3) #5 CONT. W/ #4 TIES @ 36" TRANS. -

SPREAD FOOTING SCHEDULE

MARK

DIMENSIONS

THICKNESS

REINFORCING

WIDTH LENGTH BOTTOM TOP

F3 3' - 0" 3' - 0" 1' - 0" (4) #5 EW -

F36 3' - 0" 6' - 0" 1' - 0" (4) #5 LW, (7) #5 SW -

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UP

2x12 JOISTS @

16" OC MAX.

EXISTING JOISTS SHALL BE CUT AS

REQUIRED TO INSTALL NEW FACE

MOUNT HANGERS TO NEW BEAM

H S S5X5X1/4

H S S5X5X1/4

H S S5X

5X 1/

H S S5X

5X 1/

H S S5X

5X 1/

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5X 1/

H S S5X

5X 1/

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H S S5X5X1/4

C 7X14.75

BEAR ON EXISTING ASSUMED

TIMBER TOP PLATE, OR PROVIDE

NEW POCKET W/ DOUBLE 2X PT

PLATE W/ 6" BEARING

TRIPLE 1 3/4"x9 1/4" LVL

HEADER (FLUSH)

DOUBLE 1 3/4"x9 1/4"

LVL HEADER (FLUSH)

(F L U

S H

C 7X14.75

H S S5X

5X 1/

EXISTING ASSUMED

JOISTS @ 16" OC VIF

W X

PROVIDE 2X4 WOOD-KNEE

WALLS @ 16" OC W/ PT SILL

PLATES AND 3/4" T&G

PLYWOOD SHEATHING @

RAISED FLOOR AREA IN

BREEZEWAY (HATCHED

AREA)

PS

L

PO

ST

NEW PARTIAL DEPTH BEAM POCKET

MAY BE REQUIRED IN EXISTING

CONC. FOUNDATION WALL FOR

BEAM BEARING PLATE, VIF

NEW 2x JOIST SISTERED

TO EXISTING

C 7X14.75

F9

S-501

F9

S-501

F8

S-506

D9

S-501

D1

S-506

F4

S-505 D9

S-505

SIM.

C1

S-505

9' - 0" 9' - 0"

4x

PT P

O

ST

4x

PT P

O

ST

CENTER NEW POSTS

ON EXISTING ASSUMED

SOLID 8" BRICK

PARTIAL-HEIGHT WALL

4x

PT P

O

ST

4x

PT P

O

ST

4x

4x

P.T . P

O

ST

P.T . P

O

ST

EXISTING ASSUMED CONCRETE

PORCH

REMOVE EXISTING CAST IRON PORCH

COLUMNS AND REPLACE WITH NEW

PT POSTS SHOWN. PROVIDE POST

BASE SIMILAR TO W/ 6"

ANCHOR EMBEDMENT TO ASSUMED

SOLID CONCRETE BASE

/D9 S-501

3.

5X

5.

A5

S-501

A7

S-501

2x12 PT LEDGER

1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, LAYOUT, SPAN DIRECTION,

ETC. OF EXISTING ELEMENTS SHOWN IN FIELD. ANY DISCREPANCIES SHALL

BE REPORTED TO THE ARCHITECT/ENGINEER OF RECORD.

2. ALIGN TOP OF NEW FLOOR SHEATHING WITH EXISTING FLOOR SHEATHING.

3. EXISTING DIAGONALLY SHEATHED PLANK SUBFLOOR TO REMAIN. NEW

SUBFLOOR SHALL BE 3/4" T&G APA STRUCTURAL 1 RATED SHEATHING.

FASTEN TO SUPPORTING FRAMING W/ CODE APPROVED ADHESIVE AND 10d

NAILS @ 12" OC FIELD, 6" OC EDGE.

4. ALL NEW EXTERIOR WALLS SHALL BE 2x6 SPF #2 (OR BETTER) STUDS @ 16"

OC

5. EXTERIOR WALL SHEATHING SHALL BE MINIMUM 15/32" APA STRUCTURAL 1

RATED SHEATHING (FULLY BLOCKED). FASTEN TO SUPPORTING FRAMING

W/ 8d NAILS @ 12" OC FIELD, 6" OC EDGE UNLESS NOTED OTHERWISE.

6. SHADED WALLS INDICATE NEW OR ASSUMED EXISTING INTERIOR BEARING

WALLS. CONCTRACTOR TO VERIFY LAYOUT OF EXISTING BEARING WALLS

PRIOR TO DEMOLITION.

7. ALL BEARING WALL JAMB STUDS AND WOOD POSTS SHALL RUN

CONTINUOUS TO EXISTING OR NEW FOUNDATION WALL. SEE DETAIL

FOR DETAIL @ FLOOR SPLICE.

8. NEW FLUSH WOOD BEAMS IN EXISTING FLOOR SYSTEM SHALL MATCH

NEAREST SOLID LUMBER OR LVL BEAM DEPTH. SIZE SHOWN ON PLAN IS

MINIMUM DEPTH ALLOWED.

9. REFER TO ARCHITECTURAL PLANS FOR ADDITIONAL DIMENSIONS.

10. SEE DETAIL FOR REQUIRED FLOOR-TO-WALL ANCHORAGE AT

EXISTING JOISTS TO EXISTING BRICK WALLS.

11. SEE ARCHITECTURAL FOR EXISTING LINTELS THAT REQUIRE

REPLACEMENT. SEE DETAILS AND EXISTING LINTEL REPLACEMENT

SCHEDULE ON STRUCTURAL DETAIL SHEETS.

12. AT CONTRACTORS OPTION, NEW WOOD FRAMING OTHER THAN

BEAMS/HEADERS IN EXISTING FRAMING MAY BE SUBSTITUTED WITH COLD-

FORMED STEEL FRAMING. SYSTEM SHALL BE A DELEGATED DESIGN AND

STAMPED SHOP DRAWINGS AND CALCULATIONS SHALL BE PROVIDED TO

THIS ENGINEER FOR REVIEW.

/A1 S-505

/E1 S-507

US Army Corps of Engineers ®

SHEET ID

U S

A R

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N E

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E D

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F

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B

A

D A

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D E

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N

*** SAFETY PAYS ***

*** SUPPORT VALUE ENGINEERING - IT PAYS ***

F

IL

E N

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E

F

IL

E N

U M

B E

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PLAN NORTH

S-102

S

T F

L O

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F R

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IN

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P L

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W R

IG

H

T -P

A T

T E

R S

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A F

B

D A

Y T

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L O

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L E

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IS

T R

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D

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IN

L U

T H

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IN

G P

L

L O

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R -1

-F

-0

CERTIFIED FINAL SUBMITTAL

IM

P

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IN

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TYPE B

3/16" = 1'-0"A1

1ST FLOOR FRAMING

8'4' 16'0 8'4' 16'0

GENERAL NOTES:

BRETT CARTER

S T

A

TE OF O

H

IO

P R

O F E

S

S IONA L EN

G

IN

E

E R

KROUSKOP

PE.57962

R E

GIST ERE

D

1/21/2021

W

2Q R

R

-0

DN

UP

DN

DN

PT 2X12 LEDGER

2X8 RAFTERS @ 16" OC MAX

PRE-ENGINEERED WOOD

TRUSSES @ 24" OC

H S S5X5X1/4 H

S S5X

5X 1/

4H S S5X5X1/4 H

S S5X

5X 1/

H S S5X

5X 1/

H S S5X

5X 1/

H S S5X

5X 1/

H S S5X

5X 1/

4H S S5X5X1/4

H S S5X5X1/4

H S S5X5X1/4

H S S5X5X1/4

PRE-ENGINEERED WOOD

GIRDER TRUSS

PROVIDE CUSTOM SADDLE BRACKET

WELDED TO TOP OF COLUMN FOR

BEAM ATTACHMENT, SEE DETAIL

W8X24

DOUBLE L6x3 1/2"x5/16" L.L.V.

C 7X

.7

W X

EXISTING JOISTS SHALL BE

CUT AS REQUIRED TO

INSTALL NEW FACE MOUNT

HANGERS TO NEW BEAM

TPL. 2x6 HEADER (TYP.)

PROVIDE PROFILED 6x6 POST @

ANGLED CORNERS, WITH 1"

NOTCH FOR HEADER BEARING

EXISTING ASSUMED

JOISTS @ 16" OC VIF

H S S5X5X1/4 H

S S5X

5X 1/

CONT. TRIPLE 1 3/4"X9 1/2"

LVL (TYP.)

DBL. 2x8 HEADER

PRE-ENGINEERED WOOD

TRUSSES @ 24" OC

DBL. PT 2x8 HEADER

4x4 PT POST

PT 2X12 LEDGER

2x8 PT RAFTERS @ 16" OC

DOUBLE PT 2X10

HIP BEAM

PROVIDE DOUBLE

2x6 POST BETWEEN

EACH WINDOW TO

BOTTOM OF BEAM

HEADER (TYP.)

TRIPLE 2x8 HEADER

VALLEY SET TRUSS OVERBUILD.

ROOF SHEATHING SHALL BE

CONTINUOUS UNDERNEATH

C 7X14.75

TRIPLE 1 3/4"x 9 1/4" LVL BEAM

F9

S-505

F4

S-506

F4

S-505

D8

S-506

E1

S-505

B8

S-506

B8

S-505 F1

S-506

C1

S-506

F1

S-506

/F9 S-505

P.T . P

O

ST

P.T . P

O

ST

4x

4x

REMOVE EXISTING CAST IRON PORCH

COLUMNS AND REPLACE WITH NEW

PT POSTS SHOWN. PROVIDE POST

CAP TO EXISTING BEAM SIM. TO /E1 S-505

1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, LAYOUT, SPAN DIRECTION,

ETC. OF EXISTING ELEMENTS SHOWN IN FIELD. ANY DISCREPANCIES SHALL

BE REPORTED TO THE ARCHITECT/ENGINEER OF RECORD.

2. EXISTING DIAGONALLY SHEATHED PLANK SUBFLOOR TO REMAIN. NEW

SUBFLOOR SHALL BE 3/4" T&G APA STRUCTURAL 1 RATED SHEATHING.

FASTEN TO SUPPORTING FRAMING W/ CODE APPROVED ADHESIVE AND 10d

NAILS @ 12" OC FIELD, 6" OC EDGE.

3. ALL NEW EXTERIOR WALLS SHALL BE 2x6 SPF #2 (OR BETTER) STUDS @ 16" O.C.

4. EXTERIOR WALL SHEATHING SHALL BE MINIMUM 15/32" APA STRUCTURAL 1

RATED SHEATHING (FULLY BLOCKED). FASTEN TO SUPPORTING FRAMING

W/ 8d NAILS @ 12" OC FIELD, 6" OC EDGE UNLESS NOTED OTHERWISE.

5. SHADED WALLS INDICATE NEW OR ASSUMED EXISTING INTERIOR BEARING

WALLS. CONTRACTOR TO VERIFY LAYOUT OF EXISTING BEARING WALLS

PRIOR TO DEMOLITION.

6. NEW ROOFS SHALL BE SHEATHED WITH 19/32" APA STRUCTURAL I RATED

SHEATHING W/ RSRS-03 NAILS @ 12" OC FIELD, 6" O.C. EDGE.

7. TYP. TRUSS/RAFTER BEARING ELEVATION…