J01 - Hiram King House Repairs_Const Plans.pdf

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MAHRUDS.NAIRDA REENIGNE

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HIRAM KING HOUSE STRUCTURAL REPAIRS

CONSTRUCTION DOCUMENTS

DESIGN TEAM

STRUCTURAL ENGINEER

STRUCTURAL CAPACITY, PC

ADRIAN S. DURHAM

226 WESTINGHOUSE BLVD.

SUITE 303

CHARLOTTE, NC 28273

(704) 900-8706

SHEET INDEX

GENERAL

G001 - COVER SHEET

G101 - INTERIOR REPAIR PLAN

G102 - SITE PLAN

S001 - GENERAL NOTES

S201 - FRONT PORCH FOUNDATION & FLOOR FRAMING REPAIR PLANS

S202 - SECOND FLOOR FRAMING/LOW & ROOF FRAMING REPAIR PLANS

S301 - FOUNDATION & FRAMING SECTIONS

S401 - FRAMING SECTIONS/DETAILING

VICINITY MAP - NTS

G001

COVER SHEET

STRUCTURAL

03/11/2024

REVIEWED BY:

FACILITIES PROGRAM MANAGER

NATIONAL FORESTS IN NC

RECOMMENDED BY:

DISTRICT RANGER

PISGAH RANGER DISTRICT

RECOMMENDED BY:

PUBLIC SERVICES STAFF OFFICER

NATIONAL FORESTS IN NC

APPROVED BY:

FOREST SUPERVISOR

NATIONAL FORESTS IN NC

SCALE: 1/4" = 1'-0"1/G101 INTERIOR REPAIR PLAN 2/G101 SCALE: NO SCALE

NOT USED

KITCHEN 105

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BACK PORCH/106

WEST ROOM/102

EAST ROOM/103

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INTERIOR

REPAIR PLAN

INTERIOR REPAIR SCHEDULE

REPAIR NOTES REMARKSROOM

100 REINSTALL EXISTING WALL SHEATHING BOARDS FROM OWNERS STORAGE

ACROSS FULL WIDTH OF FRONT 0F HOUSE

COMMENT

REMOVE AND REINSTALL EXISTING INTERIOR WALL FINISH BOARDS AS REQUIRED

TO INSTALL NEW DOOR OPENING HEADER

REMOVE EXISTING MOTION SENSOR DEVICE.3

REMOVE AND REINSTALL EXISTING INTERIOR WALL FINISH BOARDS AS REQUIRED

TO INSTALL NEW DOOR OPENING HEADER

105 11

REMOVE TWO EXISTING DAMAGED WOOD WALL FINISH BOARDS AND FURNISH/INSTALL

TWO WALL FINIH BOARDS:1 @ 8 12" x 2'-4 3 4", AND 1 @ 8 12" X 5'-6"

REINSTALL EXISTING 7 12"x2'-11"x 3 4" WOOD WALL FINISH BOARD

REINSTALL EXISTING 8"x22" FLUSH WALL FINISH BOARD BEHIND CABINET

REINSTALL EXISTING 8"x3'-6" FLUSH WALL FINISH BOARD AT CEILING LINE

REMOVE TWO EXISTING -WARPED WALL FINISH BOARDS AND FURNISH /INSTALL

TWO NEW FINISH BOARDS, EACH 8"x1'-10 12"x3

4"

REINSTALL EXISTING 5 1 4"x8'-4 12"x3

4" WOOD WALL FINISH BOARD

104 10 REMOVE AND REINSTALL EXISTING INTERIOR WALL FINISH BOARDS AS REQUIRED

TO INSTALL NEW DOOR OPENING HEADER

REINSTALL EXISTING 5 12"x6'-6"x3 4" WOOD WALL FINISH BOARD ABOVE HEARTH AT FIRST

AND SECOND FLOOR

5 9

G101

13 REINSTALL EXISTING WOOD WALL FINISH BOARDS ABOVE MANTEL AFTER STONE

REPOINTING HAS BEEN COMPLETED AND APPROVED.

13 REINSTALL EXISTING WOOD WALL FINISH BOARDS ABOVE MANTEL AFTER STONE

REPOINTING HAS BEEN COMPLETED AND APPROVED.

14 REHABILITATION AND REPAIR CHIMNEYS PER SECTION 13 01 01 -

FIREPLACE/CHIMNEY REHABILITATION AND REPAIR.

14 14

13 REINSTALL EXISTING WOOD WALL FINISH BOARDS ABOVE MANTEL AFTER STONE

REPOINTING HAS BEEN COMPLETED AND APPROVED.

14 REHABILITATION AND REPAIR CHIMNEYS PER SECTION 13 01 01 -

FIREPLACE/CHIMNEY REHABILITATION AND REPAIR.

14 REHABILITATION AND REPAIR CHIMNEYS PER SECTION 13 01 01 -

FIREPLACE/CHIMNEY REHABILITATION AND REPAIR.

03/11/2024

1/G102 SCALE: 1/16 = 1'-0"

SITE PLAN

SITE PLAN

PLAN NOTES:

1) REFER TO S001 FOR GENERAL NOTES.

2) PROPERTY LINES SHOWN ARE APPROXIMATE AND BASED ON TRANSYLVANIA COUNTY GIS. ALL DIMENSIONS

SHOULD BE FIELD VERIFIED BY GC PRIOR TO CONSTRUCTION.

KING HOUSE

COMMISSARY

CONTRACTOR PARKING

CONTRACTOR

ENTRANCE GATE

US

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TEMPORARY

CHAIN LINK

CONSTRUCTION FENCE

W/FREESTANDING

ANCHORS.

± 26'-0"

±40'-0"

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PORTABLE TOILET

LOCATION

G102

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1.0. GENERAL NOTES

1.1. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE DRAWINGS OF ALL OTHER DISCIPLINES AND THE SPECIFICATIONS. THE CONTRACTOR SHALL VERIFY THE REQUIREMENTS OF OTHER TRADES AS TO SLEEVES, CHASES, HANGERS, INSERTS, ANCHORS, HOLES AND OTHER ITEMS TO BE PLACED

OR SET IN STRUCTURAL WORK.

1.2. 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.

1.3. THE STRUCTURAL DRAWINGS HEREIN REPRESENT THE FINISHED STRUCTURE. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY GUYING AND BRACING REQUIRED TO ERECT AND HOLD THE STRUCTURE IN PROPER ALIGNMENT UNTIL ALL STRUCTURAL WORK AND CONNECTIONS HAVE BEEN COMPLETED. THE INVESTIGATION, DESIGN, SAFETY, ADEQUACY AND INSPECTION OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC. IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

1.4. THE ENGINEER SHALL NOT BE RESPONSIBLE FOR THE METHODS, TECHNIQUES AND SEQUENCES OF PROCEDURES TO PERFORM THE WORK. THE SUPERVISION OF THE WORK IS THE SOLE RESPONSIBILITY OF

THE CONTRACTOR.

1.5. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO APPROVAL BY THE

ENGINEER.

1.6. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTED IN

ACCORDANCE WITH THE SUPPLIER'S INSTRUCTIONS AND REQUIREMENTS.

1.7. LOADING APPLIED TO THE STRUCTURE DURING THE PROCESS OF CONSTRUCTION IS THE CONTRACTOR'S SOLE RESPONSIBILITY AND SHALL NOT EXCEED THE SAFE LOAD - CARRYING CAPACITY OF THE STRUCTURAL MEMBERS. THE LIVE LOADINGS USED IN THE DESIGN OF THIS STRUCTURE ARE INDICATED IN THE "DESIGN CRITERIA NOTES". DO NOT APPLY ANY CONSTRUCTION LOADS UNTIL STRUCTURAL FRAMING IS PROPERLY

CONNECTED TOGETHER AND UNTIL ALL TEMPORARY BRACING IS IN PLACE.

1.8. ALL ASTM AND OTHER REFERENCES ARE PER THE LATEST EDITIONS OF THESE STANDARDS, UNLESS

OTHERWISE NOTED.

1.9. UNLESS OTHERWISE INDICATED, ALL ITEMS NOTED TO BE DEMOLISHED SHALL BECOME THE CONTRACTOR'S

PROPERTY AND BE REMOVED FROM THE SITE.

1.10. CONTRACTOR SHALL VISIT THE SITE PRIOR TO BID TO ASCERTAIN CONDITIONS WHICH MAY ADVERSELY

AFFECT THE WORK OF COST THEREOF.

1.11. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE PROTECTION OR PERSONS AND PROPERTY EITHER ON OR ADJACENT TO THE PROJECT AND SHALL PROTECT SAME AGAINST INJURY, DAMAGE OR LOSS.

1.12. THE CONTRACTOR SHALL INFORM THE STRUCTURAL ENGINEER, CLEARLY AND EXPLICITLY IN WRITING, OF ANY DEVIATION OR SUBSTITUTION OF REQUIREMENTS OF THE CONTRACT DOCUMENTS. CONTRACTOR IS NOT RELIEVED OF ANY REQUIREMENTS OF THE CONTRACT DOCUMENTS BY VIRTUE OF THE STRUCTURAL ENGINEER'S REVIEW OF SHOP DRAWINGS, PRODUCT DATA, ETC., UNLESS THE CONTRACTOR HAS CLEARLY

AND EXPLICITLY INFORMED THE STRUCTURAL ENGINEER IN WRITING OF ANY DEVIATIONS OR

SUBSTITUTIONS AT TIME OF SUBMISSION, AND THE STRUCTURAL ENGINEER HAS GIVEN WRITTEN

APPROVAL FOR THE SPECIFIC DEVIATIONS OR SUBSTITUTIONS.

1.13. ALL THINGS WHICH, IN THE OPINION OF THE CONTRACTOR, APPEAR TO BE DEFICIENCIES, OMISSIONS, CONTRADICTIONS OR AMBIGUITIES IN THE DRAWINGS OR SPECIFICATIONS, THEN THE CONTRACTOR IS

RESPONSIBLE FOR CONTACTING THE STRUCTURAL ENGINEER. CORRECTIONS OR WRITTEN

INTERPRETATIONS SHALL BE ISSUED BEFORE AFFECTED WORK MAY PROCEED.

1.14. IF THE CONTRACTOR CANNOT CONSTRUCT ANY PORTION OF THE WORK IDENTIFIED IN THE DRAWINGS IN ACCORDANCE WITH THESE DRAWINGS AND SPECIFICATIONS, THEN THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING THE STRUCTURAL ENGINEER PRIOR TO PROCEEDING WITH THE WORK. WORK THAT DOES NOT COMPLY WITH THE DRAWINGS MAY REQUIRE REMOVAL, TESTING, OR ENGINEERING EVALUATION AT

THE CONTRACTOR'S EXPENSE

1.15. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS PRIOR TO ORDERING MATERIALS OR PROCEEDING WITH NEW WORK IN AREAS AFFECTED BY EXISTING CONDITIONS. STRUCTURAL ENGINEER SHALL BE

INFORMED IN WRITING OF CONFLICTS BETWEEN EXISTING AND PROPOSED NEW CONSTRUCTION.

1.16. CONTRACTOR IS RESPONSIBLE FOR COORDINATING ALL DIMENSIONS SHOWN ON THE CONTRACT

DOCUMENTS, INCONSISTENCIES ON THE STRUCTURAL DRAWINGS OR BETWEEN THE STRUCTURAL

DRAWINGS AND ANY OTHER CONTRACT, SHOP, FABRICATION, OR OTHER DRAWINGS OR INFORMATION SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER PRIOR TO PROCEEDING WITH

AFFECTED WORK.

2.0. CODES AND STANDARDS

2.1. NORTH CAROLINA EXISTING BUILDING CODE 2018 (NCEXBC 2018).

2.2. NORTH CAROLINA BUILDING CODE 2018 (NCBC 2018).

2.3. "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES", (ASCE 7-10).

2.4. BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318-14)

2.5. "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", (NDS 2015).

2.6. BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES", (AC1 530-13).

4.0. FOUNDATION NOTES

4.1. NO GEOTECHNICAL STUDY WAS PERFORMED FOR THIS PROJECT ON THIS SITE. FOUNDATION DESIGN IS

BASED UPON CODE RECOMMENDED SOIL CRITERIA.

4.2. ALL FOOTINGS HAVE BEEN DESIGN UPON A SOIL BEARING PRESSURE OF 2000 PSF PER CODE

RECOMMENDED SOIL CRITERIA.

4.3. ALL FOOTINGS SHALL BEAR ON UNDISTURBED, FIRM NATURAL SOIL OR COMPACTED FILL. ALL FOOTINGS

SHALL BE EVALUATED BY THE GEOTECHNICAL ENGINEER AND/OR TESTING AGENCY, INCLUDING

VERIFICATION OF ABOVE ASSUMED SOIL BEARING PRESSURE PRIOR TO POURING FOUNDATION CONCRETE.

4.4. UNLESS NOTED OTHERWISE, THE CENTERLINES OF COLUMN FOOTINGS SHALL COINCIDE WITH THE

CENTERLINE OF THE SUPPORTED COLUMN.

4.5. PRIOR TO COMMENCING ANY FOUNDATION WORK WORK, THE CONTRACTOR IS SOLELY RESPONSIBLE FOR COORDINATING WORK WITH ANY EXISTING UTILITIES. FOUNDATIONS SHALL BE LOWERED WHERE REQUIRED TO AVOID UTILITIES. STRUCTURAL ENGINEER MUST BE NOTIFIED IF FOOTINGS ARE LOWERED MORE THAN

1'-0" RELATIVE TO THAT WHICH IS SHOWN.

5.0. WOOD

5.1. ALL WOOD FRAMING SHALL BE SURFACED DRY AND USED AT 19% MAXIMUM MOISTURE CONTENT.

ALLOWABLE STRESSES SHALL BE IN ACCORDANCE TO NDS.

5.2. ALL WOOD FRAMING SHALL BE NO. 2 GRADE SOUTHERN PINE OR BETTER.

5.3. ALL FRAMING EXPOSED TO 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 DUE TO ON-SITE FABRICATION SHALL BE

BRUSHED WITH (2) COATS OF COPPER NAPHTHENATE SOLUTION CONTAINING A MINIMUM OF 2%

METALLIC COPPER IN SOLUTION PER AWPA STD. M4.

5.4. THE CONTRACTOR SHALL CAREFULLY SELECT LUMBER TO BE USED IN LOADBEARING APPLICATIONS. THE LENGTH OF SPLIT ON WIDE FACE OF 2 INCH NOMINAL LOADBEARING FRAMING SHALL BE LIMITED TO LESS THAN 50% OF THE WIDE FACE DIMENSION. THE LENGTH OF SPLIT ON THE WIDE FACE OF 3 INCH

NOMINAL AND THICKER LUMBER SHALL BE LIMITED TO 50% OF THE NARROW FACE DIMENSION.

5.5. PROVIDE TWO-PLY HEADER BEAMS OF THE SAME DEPTH AS JOISTS OR RAFTERS INDICATED ON PLAN

AROUND ALL OPENINGS IN THE PLYWOOD DECK UNLESS NOTED OTHERWISE.

5.6. STRUCTURAL STEEL PLATE CONNECTORS SHALL CONFORM TO ASTM A-36 SPECIFICATIONS AND BE 1/4 INCH THICK UNLESS SPECIFICALLY NOTED OTHERWISE ON PLAN/SECTION/ELEVATION AND OR DETAIL.

5.7. BOLTS CONNECTING WOOD MEMBERS SHALL BE ASTM A-307 AND BE 3/4 INCH DIAMETER UNLESS NOTED OTHERWISE. PROVIDE WASHERS FOR ALL BOLT HEADS AND NUTS IN CONTACT WITH WOOD SURFACES.

5.8. BOLT HOLES SHALL BE CENTERED AND DRILLED NOT MORE THAN 1/16 INCH LARGER THAN THE BOLT DIAMETER. BOLTED CONNECTIONS SHALL BE SNUGGED TIGHT BUT SHOULD NOT CRUSH WOOD UNDER

WASHERS.

5.9. 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 ALL ACCESSORIES PER MANUFACTURER'S REQUIREMENTS. ALL STEEL SHALL

HAVE A MINIMUM THICKNESS OF 0.04 INCHES PER ASTM A 446, GRADE A AND BE GALVANIZED (G60). METAL ACCESSORIES SHOULD NOT BE USED IN LOCATIONS WHERE THEY MIGHT BE VISIBLE BY THE PUBLIC.

5.10. HOLES AND NOTCHES DRILLED OR CUT INTO WOOD FRAMING SHALL NOT EXCEED THE REQUIREMENTS OF

N.C.B.C. 2012, SECTION 2308.9.

5.11. HIDDEN PLATES, ANCHORS, NAILS, BOTLS, NUTS, WASHERS AND OTHER MISCELLANEOUS HARDWARE SHALL BE HOT DIP GALVANIZED. COMMON CUT NAILS SHOULD BE INSTALLLED AT ALL EXPOSED CONNECTIONS.

3.0. DESIGN LOADS

3.1. ROOF LIVE LOAD : 20 PSF.

3.2. FRONT PORCH FLOOR LIVE LOAD: 60PSF

3.3. 2ND FLOOR LIVE LOAD : 25 PSF

3.4. GROUND SNOW LOAD : 20 PSF

6.0. CAST IN PLACE CONCRETE NOTES

6.1. CONCRETE MIXES SHALL BE DESIGNED PER ACI 301 CHAPTER 3, USING PORTLAND CEMENT CONFORMING TO ASTM C-150 OR C-595, AGGREGATE CONFORMING TO ASTM C-33, AND ADMIXTURES CONFORMING TO ASTM C-494, C-1017, C-618. C-989 AND C-260. CONCRETE

SHALL BE READY - MIXED IN ACCORDANCE WITH ASTM C-94.

6.2. CONCRETE SHALL CONFORM TO THE FOLLOWING COMPRESSIVE STRENGTH, SLUMP AND UNIT WEIGHT RATIO REQUIREMENTS:

ELEMENT MIN. f'c (28 DAYS) SLUMP*(IN.) UNIT WEIGHT (PCF)

FOOTINGS 3000 PSI 2 -4 145

6.3. 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.

6.4. WATER REDUCING ADMIXTURE SHALL BE USED IN ALL CONCRETE.

6.5. AIR ENTRAINING ADMIXTURE IN ACCORDANCE WITH ACI 318 TABLE 4.4.1 SHALL BE USED IN ALL CONCRETE EXPOSED TO FREEZE/THAW

CYCLES DURING CONSTRUCTION AND/OR SERVICE CONDITIONS.

6.6. WATER/CEMENT RATIO SHALL NOT EXCEED 0.45 FOR ANY CONCRETE SUBJECTED TO FREEZE/THAW CYCLES.

6.7. ALL PUMPED CONCRETE SHALL HAVE A WATER/CEMENT RATIO LESS THAN 0.50 AND SHALL CONTAIN A HIGH RANGE WATER REDUCING

ADMIXTURE (SUPERPLASTICIZER).

6.8. IN NO CASE SHALL A CONCRETE MIX HAVE A STRENGTH LESS THAN AND A WATER/CEMENT RATIO THAT EXCEEDS THE FOLLOWING:

f'c (MIN) MAX w/c RATIO

3000 PSI 0.55

6.9. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 60, U.N.O.

6.10. ALL WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A-185.

6.11. ALL REINFORCING STEEL SHALL BE SET AND TIED IN PLACE PRIOR TO POURING OF CONCRETE. DO NOT FIELD BEND BARS PARTIALLY

EMBEDDED IN HARDENED CONCRETE UNLESS SPECIFICALLY INDICATED OR APPROVED BY THE ENGINEER.

6.12. REINFORCING STEEL, INCLUDING HOOKS AND BENDS, SHALL BE DETAILED IN ACCORDANCE WITH ACI 315. ALL REINFORCING STEEL

INDICATED AS BEING CONTINUOUS (CONT.) SHALL BE LAPPED "LTS" PER EMBEDMENT AND LAP SPLICE SCHEDULE UNLESS OTHERWISE

NOTED.

6.13. UNLESS NOTED OTHERWISE. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT:

A) CONCRETE CAST AGAINST THE EARTH - 3 INCHES

B) SLAB ON GRADE - 1-1/2 INCHES

C) CONCRETE EXPOSED TO EARTH OR WEATHER - 2 INCHES

D) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND - 1-1/2 INCHES

6.14. BAR SUPPORTS AND HOLDING BARS SHALL BE PROVIDED FOR ALL REINFORCING STEEL TO INSURE MINIMUM CONCRETE COVER AND

PLACEMENT. BAR SUPPORTS SHALL BE PLASTIC TIPPED OR STAINLESS STEEL.

6.15. ALL EDGES OF PERMANENTLY EXPOSED CONCRETE SURFACES SHALL BE CHAMFERED 3/4 INCHES UNLESS NOTED OTHERWISE.

IN ORDER TO AVOID CONCRETE SHRINKAGE CRACKING, THE MAXIMUM LENGTH OF SLAB CAST IN ANY ONE CONTINUOUS POUR SHALL BE

LIMITED TO 80 FEET.

6.16. CONSTRUCTION JOINTS, REQUIRED TO FACILITATE CONSTRUCTION, ARE SUBJECT TO THE APPROVAL OF THE STRUCTURAL ENGINEER AND MAY REQUIRE ADDITIONAL REINFORCING. SUCH JOINTS SHALL PASS CONTINUOUSLY THROUGH THE JOINT.

6.17. REFER TO ARCHITECTURAL DRAWINGS FOR DOOR AND WINDOW OPENINGS, DRIPS, REGLETS, WASHES, MASONRY ANCHORS, BRICK LEDGE ELEVATIONS, SLAB DEPRESSIONS, MISCELLANEOUS EMBEDDED PLATES, BOLTS, ANCHORS ANGLES AND ETC.

6.18. REFER TO ARCHITECTURAL DRAWINGS FOR CONCRETE FINISHES. WHERE FINISH IS NOT SPECIFIED, CONFORM TO REQUIREMENTS OF ACI301.

6.19. REFER TO PLUMBING, MECHANICAL AND ELECTRICAL DRAWINGS FOR UNDERFLOOR, PERIMETER AND OTHER DRAINS AND FOR SLEEVES, OUTLET BOXES, CONDUIT, ANCHORS AND ETC. THE VARIOUS TRADES ARE RESPONSIBLE FOR THEIR RESPECTIVE ITEMS.

7.0. MASONRY

7.1. MASONRY CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE "SPECIFICATIONS FOR MASONRY STRUCTURES".

7.2. HOLLOW LOAD-BEARING MASONRY UNITS SHALL CONFORM TO ASTM C-90, GRADE N-1 AND BE MADE WITH LIGHTWEIGHT AGGREGRATE. THE MINIMUM

PRISM COMPRESSIVE STRENGTH (f'm) SHALL BE 1550 PSI AT AN AGE OF 28 DAYS, AS DETERMINED BY THE UNIT STRENGTH METHOD OF ACI 530.1.

7.3. FILL ALL BOND BEAMS AND REINFORCED CELLS SOLIDLY WITH GROUT. GROUT SHALL CONFORM TO ASTM C-476 AND SHALL OBTAIN A MINIMUM 28 DAY

COMPRESSIVE STRENGTH OF 2500 PSI.

7.4. REINFORCING STEEL SHALL BE BE IN ACCORDANCE WITH ASTM A-615, GRADE 60. SHOP FABRICATE REINFORCING BARS WHICH ARE SHOWN TO BE HOOKED

OR BENT. PROVIDE A MINIMUM LAP SPLICE PER "CMU LAP SPLICE SCHEDULE" (SEE TYPICAL DETAILS) AT ALL SPLICES, UNLESS INDICATED OTHERWISE THE USE OF MASONRY-CEMENT MORTAR IS STRICTLY PROHIBITED. MORTAR SHALL CONFORM TO ASTM C-270, TYPE S FOR NEW CMU UNITS. ALL MORTAR SHALL MEET THE "PROPORTION SPECIFICATION" OF ASTM C-270 AND BE MADE WITH PORTLAND CEMENT/LIME (NON AIR-ENTRAINED). TYPE N

MORTAR SHOULD BE USED FOR ALL REPOINTING WORK.

7.5. UNLESS OTHERWISE INDICATED, ALL WALLS SHALL BE LAID IN RUNNING BOND. BOND CORNERS AND INTERSECTIONS OF LOAD-BEARING WALLS.

7.6. PROVIDE VERTICAL REINFORCING BARS AT ALL WALL CORNERS, INTERSECTIONS AND OPENING EDGES. MASONRY WALLS SHALL BE CONSTRUCTED IN

ACCORDANCE WITH THE "LOW LIFT" DETAILS INDICATED.

7.7. PROVIDE REBAR DOWELS FROM FOUNDATIONS TO MATCH VERTICAL REINFORCING SIZE. DOWELS SHALL HAVE STANDARD 90 DEGREE HOOKS AND LAP

WITH THE FIRST LIFT OF REINFORCING.

7.8. PROVIDE HORIZONTAL BOND BEAMS WITH CONTINUOUS REINFORCING AS INDICATED. DISCONTINUE ALL HORIZONTAL REINFORCING AT CONTROL JOINTS

EXCEPT FOR THE BOND BEAMS AT BEARING ELEVATIONS.

7.9. PROVIDE STANDARD 9 GAGE HORIZONTAL JOINT REINFORCING AT 16" ON CENTER IN ALL WALLS. PROVIDE TRUSS TYPE JOINT REINFORCEMENT FOR ALL

CONCRETE MASONRY. COORDINATE BRICK TIE BACK REQUIREMENTS WITH THE ARCHITECTURAL DRAWINGS. UNLESS NOTED OTHERWISE, STOP ALL

HORIZONTAL JOINT REINFORCEMENT AT CONTROL JOINTS.

7.10. PROVIDE BOND BEAM LINTELS AND BRICK SHELF ANGLES ABOVE ALL WALL OPENINGS PER TYPICAL DETAILS. SEE ARCHITECTURAL DRAWINGS FOR

LOCATIONS OF ALL DOOR AND WINDOW OPENINGS.

7.11. THE MASONRY CONTRACTOR SHALL PROVIDE ALL REQUIRED TEMPORARY WALL BRACING DURING CONSTRUCTION (SEE "GENERAL STRUCTURAL NOTES").

7.12. ALL MASONRY WALLS CELLS OR CAVITIES INDICATED AS REINFORCED SHALL BE GROUTED FOR THE FULL HEIGHT OF THE WALL, UNLESS SPECIFICALLY NOTED

OTHERWISE, ON THE DRAWINGS. UN-REINFORCED WALLS INDICATED AS GROUTED SHALL BE GROUTED FULL HEIGHT, UNLESS SPECIFICALLY NOTED

OTHERWISE.

7.13. ALL MASONRY CELLS OR CAVITIES BELOW GRADE SHALL BE GROUTED SOLID.

7.14. MASONRY CONTRACTOR SHALL PROVIDE FOR AND COORDINATE WITH OTHER TRADES FOR PLACEMENT OF ALL ITEMS TO BE EMBEDDED OF BUILT INTO

THE MASONRY.

GENERAL

NOTES

S001

SCALE: 1/4" = 1'-0"1/S201 FRONT PORCH FOUNDATION REPAIR PLAN 2/S201 SCALE: 1/4" = 1'-0"

FRONT PORCH FLOOR FRAMING REPAIR PLAN

4'-0" CANTILEVER

6x6 BEAM

4x6 BEAM

EX

. 2 x8 B

EA

M

EX

. 2 x8 B

EA

M

EX

. 2 x8 B

EA

M

6x

BE

AM

(2 ) 2 x8 B

EA

M

EXISTING 2x8 CONT. LEDGER

EXISTING 6x6 BEAM

2x

ST

RI

NG

ER

2x

ST

RI

NG

ER

2x

ST

RI

NG

ER

CU

T

DO

W

N 4 1 2"

AT

SH

AL

LO

W P

OI

NT

1'- 0"

2/S301

ADD 0'-8"x1'-4" FULLY

GROUTED CMU PIER

EXTENSION (3) SIDES

ADD FULLY GROUTED

0'-8"x1'-4" CMU PIER

EXTENSION (2) SIDES,

TYP, U.N.O.

EXISTING LOG

PIERS, TYP.

1/ S3

1'-0"

TYP.

6x6 POST - TYP.

1'-6"x1'-6"x0'-10"

CONCRETE FOOTING -

REFER TO NOTE 3

EXISTING 2x8

FLOOR JOIST

EXISTING 2x8

FLOOR JOIST

EXISTING 2x8

FLOOR JOIST

EXISTING 2x8

FLOOR JOIST

EXISTING 2x8

FLOOR JOIST

EXISTING 2x8

FLOOR JOIST

EXISTING 2x8

FLOOR JOIST

EXISTING 2x8

FLOOR JOIST

EXISTING 2x8

FLOOR JOIST

EXISTING 2x8

FLOOR JOIST

EXISTING 2x8

FLOOR JOIST

EXISTING 2x8

FLOOR JOIST

3/S301

PROVIDE 6x6 POST

AT EXISTING BEAM, TYP.

LOCATE POST TO

ALLOW WOOD SKIRTING

TO BE PUT BACK AS

ORIGINALLY DETAILED

EXISTING (2) 2x8 EXISTING (2) 2x8 EXISTING (2) 2x8 EXISTING (2) 2x8

EX

IS

TI

NG

(2 ) 2 x8

EX

IS

TI

NG

(2 ) 2 x8

PROVIDE 6x6 POST

AT EXISTING BEAM

2x

BE

AM

2x

BE

AM

2x

BE

AM

(3) 2x10

DROPPED

(2 ) 2 x1

DR

OP

PE

D

(2 ) 2 x1

DR

OP

PE

D

6x6 BEAM 6x6 BEAM 6x6 BEAM 6x6 BEAM

(2 ) 2 x8

BE

AM

(2

) 2 x8

B

EA

M (2

) 2 x8

BE

AM

(2 ) 2 x8

BE

AM

(2) 2x8

BEAM

(2) 2x8

BEAM

(2) 2x8 BEAM

(2 ) 2 x8 B

EA

M

(2 ) 2 x8 B

EA

M

(2) 2x8 BEAM (2) 2x8 BEAM

(2) 2x8 BEAM (2) 2x8 BEAM

(2 ) 2 x8

BE

AM

(2

) 2 x8

BE

AM

(2 ) 2 x1

BE

AM

(1 ) 2 x8 B

EA

M

(2 ) 2 x8 B

EA

M 6x

BE

AM

2x 8 F

LO

OR

JO

IST

S A T 1

8" O

.C.

2x 8 F

LO

OR

JO

IST

S A T 1

8" O

.C.

2x 8 F

LO

OR

JO

IST

S A T 1

8" O

.C.

2x 8 F

LO

OR

JO

IST

S A T 1

8" O

.C.

2x 8 F

LO

OR

JO

IST

S A T 1

8" O

.C.

(2 ) 2 x8 B

EA

M

(2 ) 2 x8 B

EA

M

2x8 (FULL SAWN FLOOR JOISTS AT 24" O.C.)

NOTE #4

NOTE #4

NOTE #4

NORTH NORTH

CHIMNEY WORK -

REFERENCE

CHECKED BY:

DRAWN BY:

DATE:

PROJECT:

REVISIONS:

Y N

AP

MO

C

GNIREENIGNE

DERETSI

GE R

ACLARUTCUR

TS

ANILORACHTRON

C-3406

CERT. NO.

PACIT

Y, PC

H

IR

AM

K

IN

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H O

U

SE

ST

R

U C

TU

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033700

ANILORACHTRON

REV # DATE DESCRIPTION

2023.999.0010

03/11/2024

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FRONT PORCH

FDN & FLOOR

FRAMING

REPAIR PLAN

PLAN NOTES:

1) FOR GENERAL NOTES REFER TO SHEET S101

2) G.C. TO REMOVE EXISTING FLOOR DECKING AS REQUIRED TO MAKE REPAIRS.

3) FIELD COORDINATE POST AND FOOTING LOCATION WITH LOCATION OF EXISTING

LOG POST WHICH ARE TO REMAIN. NEW POST ARE TO BE LOCATED WITHIN 1'-0"

ON EITHER SIDE OF EXISTING.

4) REINSTALL EXISTING WOOD SHEATHING BOARDS FROM OWNER'S STORAGE.

INSTALL BOARDS IN THEIR ORIGINAL LOCATIONS.

PLAN NOTES:

1) FOR GENERAL NOTES REFER TO SHEET S101

2) G.C. TO REMOVE EXISTING FLOOR DECKING AS REQUIRED TO MAKE REPAIRS.

3) EXISTING FLOOR DECKING TO BE REINSTALLED BY G.C. AFTER COMPLETION AND

ENGINEERING REVIEW OF REPAIRS.

S201

EXISTING 2x4 CEILING JOISTS AT 24" O.C.

(2) 2x6

EXISTING POSTS TO

REMAIN.

4/ S3

5/ S3

SCALE: 1/4" = 1'-0"1/S202 SECOND FLOOR FRAMING/LOW ROOF PLAN 2/S202 SCALE: 1/4" = 1'-0"

ROOF FRAMING REPAIR PLAN

EXISTING 2x8 FLOOR JOISTS AT (+/-) 18" O.C.

EX

IST

IN

G

2x 8 F

LO

OR

JO

IST

S A T (

-) 2

4" O

.C.

EXISTING 2x4 RAFTERS AT (+/-) 24" O.C.

EX

IST

IN

G

2x 4 R

AF

TE

RS

AT

" O

.C.

7/ S3

(2) 2x8 HEADER

FIELD VERIFY

FLOOR JOIST

EXTENSION

STEEL REINFORCEMENT PLATE, AT

EXISTING (2) 2x4 BEAM. STEEL

REINFORCEMENT PLATE CAN BE

TERMINATED 1'-0" FROM POST AT

EACH END. TYP BETWEEN EACH POST.

8/ S3

REPAIR 1ST STORY WALL

REFER TO 1/S401

REPAIR 2ND STORY WALL

REFER TO 1/S401

4/ S3

EXISTING 2x4 RAFTERS AT 24" O.C.

FIELD VERIFY

STEEL REINFORCEMENT PLATE, AT

EXISTING (2) 2x4 BEAM. STEEL

REINFORCEMENT PLATE CAN BE

TERMINATED 1'-0" FROM POST AT

EACH END. TYP BETWEEN EACH POST.

FLOOR JOIST BLOCKING

CEILING JOIST BLOCKING

FLOOR JOIST BLOCKING

EXISTING 2x6 RAFTERS AT 24" O.C.

RAFTER EXTENSION -

TYP. (6) PLACES

NORTH NORTH

CHECKED BY:

DRAWN BY:

DATE:

PROJECT:

REVISIONS:

Y N

AP

MO

C

GNIREENIGNE

DERETSI

GE R

ACLARUTCUR

TS

ANILORACHTRON

C-3406

CERT. NO.

PACIT

Y, PC

H

IR

AM

K

IN

G

H O

U

SE

ST

R

U C

TU

R

AL

R

EP

AI

R S

ASD

RW

MAHRUDS.NAIRDA REENIGNE

LANOISSEFORP

SEAL

033700

ANILORACHTRON

REV # DATE DESCRIPTION

2023.999.0010

03/11/2024

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PLAN NOTES:

1) REFER TO SHEET S101 FOR GENERAL NOTES.

2) PROVIDE (2) 2x8 BLOCKING BELOW EXISTING JOIST AND BETWEEN STUDS FROM RIGHT EXTERIOR WALL TO INTERIOR

HALL WAY WALLS.

3) 2ND FLOOR FRAMING RATED FOR 25PSF LIVE LOADING.

SECOND FLOOR

FRAMING/LOW &

ROOF FRAMING

REPAIR PLANS

S202

5/S301 SECTION

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

SECTION

SCALE: 3" = 1'-0"9/S301 SECTION

SCALE: 3/4" = 1'-0"10/S301 SECTION

SCALE: 3/4" = 1'-0"11/S301 SECTION

SCALE: 3/4" = 1'-0"12/S301

7/S301 SECTION

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

1/S301 SECTION

SCALE: 3/4" = 1'-0" 3/S301 SECTION

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

SECTION

SCALE: 3" = 1'-0"6/S301 SECTION

SCALE: 3/4" = 1'-0"8/S301

SECTION

SCALE: 3/4" = 1'-0"2/S301 SECTION

SCALE: 3/4" = 1'-0"4/S301

1'-6"x 1'-6"x1'-0"

CONCRETE FOOTING

W/ (2) #4 EACH WAY

6x6 WOOD PT POST

3"

CL

R.

CO

VE

R, TY

P.

1'- 0"

1'-6"

EXISTING 6x6 WOOD

BEAM

EXISTING 16"x16"

CMU PIER

8"x16" FULLY

GROUTED CMU PIER

EXISTING WOOD

STUDS

PROVIDE P.T. WOOD SHIMS

AS REQUIRED

1'-0" MIN. 1'-0" MIN.

M

AT

CH

EX

IST

IN

G

EXISTING WOOD DECKING.

G.C. TO REMOVE DECKING

FOR CRAWL SPACE REPAIRS.

AFTER REPAIRS EXISTING

DECKING MAY BE

RE-INSTALLED

EXISTING

2x8 BEAM

EXISTING PURLINS AND

WOOD SHEATHING TO

REMAIN

EXISTING 2x4 STUD WALL

EXISTING

2x4 FRONT PORCH RAFTERS

AT 24" O.C.

EXISTING PURLINS AND

WOOD SHEATHING TO

REMAIN

EXISTING 4x4 POST

TO REMAIN

EXISTING 2x4 TOP

PLATE (REMOVE AND

NOTCH MEMBERS TO

INSTALL STEEL PLATE)

EXISTING

2x4 RAFTERS AT 24" O.C.

(CONTRACTOR TO REMOVE AND

REINSTALL IN SAME SEQUENCE)

2" LONG x 1 4" THICK CONT. STEEL

PLATE

(2) 2 1 2" LONG -

2" DIA. THRU. BOLTS,

RECESSED SPACED AT

24" O.C. STAGGERED 12"

EXISTING

WOOD SHEATHING

REFER TO 6/S301

FOR CONNECTION

NEW 2x8. ATTACH TO

EXISTING BEAM WITH (3)

ROWS #12 WOOD SCREWS

AT 12" O.C.

EXISTING 2x8 FLOOR

JOIST. CUT BACK AS REQ'D.

TO INSTALL NEW 2x8 BEAM.

ATTACH TO NEW BEAM WITH

(4) #12 WOOD SCREWS EACH

SIDE.

EXISTING FLOOR

DECK BOARDS

EXISTING 2x8 FLOOR

JOISTS AT (+/-)18" O.C.

(2) 2x8 BLOCKING BETWEEN STUDS.

ATTACH TO STUDS W/(3) #10 WOOD

SCREWS EACH SIDE AND EACH END

EXISTING 2x4 STUDS

2'-0" MIN.

2x4 RAFTER EXTENSION

ATTACH TO EXISTING RAFTER

W/ (2) ROWS 12d NAILS AT 3" O.C.

EXISTING 2x8 FLOOR JOISTS

(2) 2x8 BLOCKING. TOE

NAIL TO EACH SIDE TO EXISTING

STUD W/ (4) 12d NAILS. TYPICAL

AT RAFTERS AND CEILING JOISTS

EXISTING

2x4 CEILING JOIST AT 24" O.C.

TOE NAIL EACH SIDE TO (2) 2x8 BLOCKING W/ (4) 12d NAILS

REMOVE AND RE-INSTALL EXISTING WOOD SIDING AND

SHEATHING AS REQ'D TO INSTALL RAFTER EXTENSIONS

EXISTING 2x4 TOP PLATE

ATTACH RAFTER EXTENSION

TO EXISTING STUD W/ (4)

TIMBERLOK SCREWS

EXISTING 2x4 RAFTERS

AT MAIN ROOF

EXISTING FLOOR

DECK BOARDS

2x8 FLOOR JOISTS AT (+/-)18" O.C.

(2) 2x8 BLOCKING BETWEEN STUDS.

ATTACH TO STUDS W/(3) #10 WOOD

SCREWS EACH SIDE AND EACH END

EXISTING 2x4 STUDS

2x8 FLOOR JOIST EXTENSION.

ATTACH TO EXISTING STUD

W/ (6) #10 SCREWS

ATTACH TO BLOCKING W/

(3) 12d TOE NAILS

3'-0"

(6) TIMBERLOK SCREWS TOP

AND BOTTOM

PROVIDE 2x8 BLOCKING BELOW

FLOOR JOISTS. ATTACH TO STUDS

W/ (3) #10 WOOD SCREWS EACH

SIDE AND EACH END

9/S301

SHIP LAP JOINT

SIMPSON ABA66

POST BASE

REMOVE AND RE-INSTALL EXISTING WALL

FINISHES AS REQ'D. TO IMPLEMENT

STRUCTURAL REPAIR

REMOVE AND RE-INSTALL EXISTING WALL

FINISHES AS REQ'D. TO IMPLEMENT

STRUCTURAL REPAIR

1"

3 4"

1"

(2) 1 1 2" LONG DIA. THRU

BOLTS, RECESSED

INFILL RECESS WITH

WOOD EPOXY FILLER

2 12" LONG x 1 4" THICK

STANLESS STEEL PLATE

GLUED TO EXISTING

WOOD PLATE

EXISTING 2x4 BOTTOM

PLATE - NOTCHED 3 4"

FOR STEEL PLATE

EXISTING 2x4 TOP PLATE

CUT AS REQ'D TO

INSTALL STEEL PLATE

1 2"

CL

R.

2'-0"

4"4"4"4"4"4"2"

3 4" 3 4"

EXISTING 2x4 STUDSEXISTING 2x4 RAFTER

(2) ROWS #12

COUNTERSUNK SCREWS

AT 4" O.C. SCREW HEAD TO BE

COVERED W/ WOOD EPOXY

2x4 RAFTER EXTENSION

EXISTING WOOD SHEATHING -

REMOVE AS REQUIRED TO

INSTALL RAFTER EXTENSION

CONNECTION TO EXISTING TO

EXISTING STUD

CHECKED BY:

DRAWN BY:

DATE:

PROJECT:

REVISIONS:

YN

AP

MO

C

GNIREENIGNE

DERETSI

GE R

ACLARUTCUR

TS

ANILORACHTRON

C-3406

CERT. NO.

PACIT

Y, PC

H

IR

AM

K

IN

G

H O

U

SE

ST

R

U C

TU

R

AL

R

EP

AI

R S

ASD

RW

MAHRUDS.NAIRDA REENIGNE

LANOISSEFORP

SEAL

033700

ANILORACHTRON

REV # DATE DESCRIPTION

2023.999.0010

03/11/2024

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FOUNDATION &

FRAMING

SECTIONS

S301

1/S401

AXONOMETRIC VIEW OF NEW FLASHING AT

CHIMNEY SHOULDERS

NO SCALE3/S401 4/S401 5/S401 6/S401

2ND FLOOR WALL AT NORTH ROOM - EXISTING CONDITION

SCALE: 3/4" = 1'-0"2/S4012ND FLOOR WALL ELEVATION AT NORTH ROOM

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

3'- 0"

FINISHED 2ND

FLOOR ELEVATION

ADD EXISTING STUD TO

EACH, EXISTING FULL

LENGTH STUD UP TO NEW

HORIZONTAL PLATE

(2) 2x8 HEADER ABOVE

FIRE PLACE

2x4 STUDS AT 16" O.C.

(MAX.) TYP., UP TO (2)

2x4 HORIZONTAL PLATE

2x4 CONT. HORIZONTAL

PLATE

(2) 2x4 EACH SIDE OF

EXISTING OPENING

2x4 STUDS AT 16" O.C.

(MAX.) TYP., FRAME UP

TO GABLE END RAFTER

NOT USED

NO SCALE

NOT USED

NO SCALE

PLAN OF NEW FLASHING AT EXISTING CHIMNEYS

SCALE: 3" = 1'-0"

CORNER OF

CHIMNEY

OUTER FACE

OF CHIMNEY

CHIMNEY

SHOULDER

VERTICAL SIDE

OF CHIMNEY

TOP OF CONTINUOUS

BASE FLASHING OF

L.C. COPPER

IF NO WOOD SHEATHING,

PROVIDE LEAD COATED

COPPER SHEET BACK-UP

FACE OF CHIMNEY

WOOD SIDING

REMOVED AND

REINSTALLED

DIM.VARIES

CLEAT

VE

RT

IC

AL

DI

M

VA

RI

ES

BOTTOM OF

CONTINUOUS BASE

FLASHING OF L.C.

COPPER

SEE DETAIL #1

FOR TYPICAL CLEAT

AND COUNTERFLASHING

ASSEMBLY W/SEALANT

REINSTALL EXISTING WINDOWS WITH NEW

BENT COPPER WEATHERSTRIPPING IN

EXISTING OPENINGS.

GENERAL NOTE: WHERE EXISTING INSULATION IS

DISTURBED BY NEW FRAMING WORK, REMOVE THIS

INSULATION AND FINISH/INSTALL NEW R11

FIBERGLASS INSULATION BATTS WITH KRAFT PAPER

FACING AS SPECIFIED.

FULL LENGTH STUDS -

REMOVE AND REPLACE

EXISTING INSULATION AND

WALL BOARDS AS REQUIRED

TO INSTALL NEW

REINFORMCEMENT STUDS

4" M

IN

2" MIN.

EXISTING INTERIOR

BOARD FINISH

EXISTING

WALL

FRAMING

COPPER FASTENER

LAP ICE AND WATER

SHIELD FABRIC OVER

COUNTERFLASHING

EXISTING SIDING REMOVED

AND REINSTALLED AS

REQ'D TO INSTALL

COUNTERFLASHING

LEAD COATED COPPER

COUNTERFLASHING

INSTALL LEAD COATED COPPER

FLASHING WHERE WALL

ADJOINS CHIMNEY. HEM

COUNTERFLASHING OVER CON'T.

LEAD COATED COPPER CLEAT

FASTEN CLEAT TO WALL WITH

COPPER NAILS OR SCREWS. DO

NOT FASTEN FLASHING TO WALL

OR CHIMNEY

IF NO SHEATHING, PROVIDE

LEAD COATED COPPER SHEET

BACK UP NOTE: REMOVE AND REINSTALL

ONE FULL SIDING BOARD AT EACH

SIDE OF CHIMNEY, FULL HEIGHT

SEALANT

BACKER ROD COMPATIBLE

WITH SEALANT

EXISTING STONE CHIMNEY

NOTE: DETAIL SHOWN PARTIALLY EXPLODED

CHECKED BY:

DRAWN BY:

DATE:

PROJECT:

REVISIONS:

YN

AP

MO

C

GNIREENIGNE

DERETSI

GE R

ACLARUTCUR

TS

ANILORACHTRON

C-3406

CERT. NO.

PACIT

Y, PC

H

IR

AM

K

IN

G

H O

U

SE

ST

R

U C

TU

R

AL

R

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ASD

RW

MAHRUDS.NAIRDA REENIGNE

LANOISSEFORP

SEAL

033700

ANILORACHTRON

REV # DATE DESCRIPTION

2023.999.0010

03/11/2024

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FRAMING

SECTIONS/

DETAILING

S401