REISSUED STRUCTURAL SET DRAWINGS (REVISED ADD. 1).pdf

PDF 2 MB Posted May 23, 2023

Attached to: IFB No. B6542-EY, Water Street Restaurant Renovations
Solicitation number: 15095
Issued by: York County, Winchester City, Virginia

About this file

Written by GovTribe AI · Apr 3, 2024

This document contains the reissued structural set drawings and general notes for the Water Street Restaurant Renovations project in Yorktown, Virginia. The project involves the renovation of two existing restaurants into a single restaurant, as outlined in the Contract Documents. The project is being procured by York County, Virginia through IFB No. B6542-EY.

The structural drawings provide details on the design criteria, foundation notes, cast-in-place concrete notes, concrete masonry notes, structural steel notes, and prefabricated metal-plate-connected wood truss notes for the project. The drawings specify the required live loads, snow loads, wind loads, and seismic loads, as well as the materials, construction, and inspection requirements for the structural elements. Contractors will need to coordinate the structural work with the architectural, civil, mechanical, plumbing, and electrical drawings and specifications.

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Other files

File	Type	Posted
HOBBS HVAC PROPOSAL.pdf	PDF	May 23, 2023
ADDENDUM 1.pdf	PDF	May 23, 2023
ATTACHMT. 'B' - 211005 WSR CONSTRUCTION DOC SPEC VOL-1 - 2023-04-14.pdf	PDF	May 23, 2023
ADDENDUM 3.pdf	PDF	May 23, 2023
ATTACHMT. 'C' - 211005 WSR CONSTRUCTION DOC SPEC VOL-2 - 2023-04-14.pdf	PDF	May 23, 2023
SOLICITATION DOCUMENT.pdf	PDF	May 23, 2023
ADDENDUM 2.pdf	PDF	May 23, 2023
ATTACHMT. 'A' - 211005 WSR CONSTRUCTION DOC DWGS - 2023-04-14 - COMPILED SET--.pdf	PDF	May 23, 2023
BID TALLY	—	May 23, 2023
SIGN-IN SHEET FROM MAY 19 PRE-BID.pdf	PDF	May 23, 2023
PRE-BID MEETING SIGN-IN SHEET.pdf	PDF	May 23, 2023
NO AWARD	—	May 23, 2023

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IIRISK CATEGORY

CLASSIFICATION OF BUILDING

SUPER IMPOSED ROOF DEAD LOADS - UNIFORM:

2 PSFSHEATHING

2 PSFCEILING

3 PSFROOFING

3 PSFDUCTS, LIGHTS, MISC. MECHANICAL

LIVE LOADS - UNIFORM:

100 PSFSLAB ON GRADE

20 PSFROOF

150 PSFMECHANICAL PLATFORM

300#ROOFS

300#GRATINGS

LIVE LOADS - CONCENTRATED:

15 PSFGROUND SNOW LOAD

15 PSFSLOPED ROOF LOAD

1.0THERMAL FACTOR (Ct) 1.0IMPORTANCE FACTOR (Is)

SNOW LOADS:

1.0EXPOSURE FACTOR (Ce)

115 MPHULTIMATE DESIGN WIND SPEED (VULT)

89 MPHNOMINAL DESIGN (VASD)[BASIC] WIND SPEED

±0.18INTERNAL PRESSURE COEFFICIENT

DEXPOSURE CATEGORY

WIND LOADS:

COMPONENT AND CLADDING PRESSURES:

58 PSFWALLS, ZONE 5 (10 SF)

90 PSFROOF, ZONE 3 (10 SF)

148 PSFPARAPET, END/CORNER (10 SF)

ULTIMATE WIND BASE SHEARS (FOR MWFRS):

11 KIPSVx 7 KIPSVy

COVERED OUTDOOR ENTRY:

DSITE CLASSIFICATION

ASEISMIC DESIGN CATEGORY

1.0IMPORTANCE FACTOR (IE)

SEISMIC LOADS:

SPECTRAL RESPONSE ACCELERATIONS:

0.103S 0.041S 0.165S 0.100S 0.110S 0.066S

EQUIVALENT LATERAL FORCEANALYSIS PROCEDURE

STEEL SYSTEMS NOT

SPECIFICALLY DETAILED FOR

SEISMIC RESISTANCE

LATERAL FORCE RESISTING SYSTEM

3.0RESPONSE MODIFICATION COEFFICIENT (R)

0.01SEISMIC RESPONSE COEFFICIENT (Cs)

2 KIPSULTIMATE SEISMIC BASE SHEAR (V)

WINDCONTROLLING LATERAL LOADS

LATERAL DESIGN CONTROL

1. THE STRUCTURAL DRAWINGS MUST BE USED IN CONJUNCTION WITH THE

ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS,

AND THE SPECIFICATIONS. THE CONTRACTOR MUST VERIFY THE REQUIREMENTS

OF OTHER TRADES AS TO SLEEVES, CHASES, HANGERS, INSERTS, ANCHORS,

HOLES, AND ADDITIONAL ITEMS TO BE PLACED OR SET IN THE STRUCTURAL

WORK.

2. THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE PROVISIONS

OF THE VIRGINIA CONSTRUCTION CODE, 2018 EDITION.

3. THE WORK OUTLINED IN SPECIFICATION SECTION 014100 IS SUBJECT TO SPECIAL

INSPECTIONS AS DESCRIBED IN THE TECHNICAL SPECIFICATIONS.

4. THE CONTRACTOR MUST PROVIDE TEMPORARY SHORING AND BRACING

REQUIRED TO ERECT AND HOLD THE STRUCTURE IN PROPER ALIGNMENT UNTIL

PERMANENT SUPPORTS AND LATERAL BRACING ARE IN PLACE.

5. PORTIONS OF THE STRUCTURE NOT ALTERED AND NOT AFFECTED BY THE

ALTERATION HAVE NOT BEEN REVIEWED FOR COMPLIANCE WITH THE CODE

REQUIREMENTS FOR A NEW STRUCTURE.

6. BEFORE PROCEEDING WITH WORK WITHIN THE EXISTING STRUCTURE, THE

CONTRACTOR MUST BECOME FAMILIAR WITH THE EXISTING STRUCTURAL

CONDITIONS. ANY SHORING OR BRACING SHOWN IS A PARTIAL AND SCHEMATIC

REPRESENTATION OF THAT REQUIRED. THE CONTRACTOR MUST BE SOLELY

RESPONSIBLE FOR THE DESIGN AND ERECTION OF ANY AND ALL SAFEGUARDS

NECESSARY TO PROTECT THE EXISTING STRUCTURE. THE CONTRACTOR MUST

PROVIDE SHORING, BRACING, AND OTHER SAFEGUARDS TO MAINTAIN ALL PARTS

OF THE STRUCTURE IN A SAFE CONDITION AT ALL TIMES DURING THE PROCESS

OF DEMOLITION AND CONSTRUCTION.

7. THE CONTRACTOR MUST FIELD VERIFY THE DIMENSIONS, ELEVATIONS, AND

OTHER REQUIREMENTS NECESSARY FOR THE PROPER CONSTRUCTION AND

ALIGNMENT OF THE NEW PORTIONS OF THE STRUCTURE TO THE EXISTING. ANY

DIMENSIONS SHOWN OF EXISTING STRUCTURES MUST BE CONSIDERED AS

APPROXIMATE AND ADEQUATE FOR BIDDING PURPOSES ONLY. THE

CONTRACTOR MUST MAKE ALL MEASUREMENTS NECESSARY FOR THE

FABRICATION AND ERECTION OF STRUCTURAL MEMBERS. DISCREPANCIES

MUST BE BROUGHT TO THE ATTENTION OF THE ARCHITECT.

8. DISCREPANCIES BETWEEN DRAWINGS, BETWEEN THE DRAWINGS AND THE

SPECIFICATIONS, OR WITHIN THE SPECIFICATIONS, MUST BE BROUGHT TO THE

ATTENTION OF THE ARCHITECT AND ENGINEER DURING THE BIDDING PROCESS

IN TIME TO PERMIT CLARIFICATION BY ADDENDUM. IF INCONSISTENCIES,

DISCREPANCIES OR CONTRADICTIONS IN THE CONTRACT DOCUMENTS ARE

DISCOVERED AFTER THE CLOSE OF BIDDING QUESTIONS, THE CONTRACTOR

MUST BE DEEMED BY SUBMITTAL OF HIS BID, TO HAVE BID THE MOST COSTLY AS

TO LABOR, MATERIALS, DURATION, SEQUENCE AND METHOD OF CONSTRUCTION

TO PROVIDE THE WORK.

9. PRIOR TO ISSUING THE STRUCTURAL DRAWINGS FOR ANY PURPOSE,

AUTHORIZATION MUST BE OBTAINED FROM THE STRUCTURAL ENGINEER OF

RECORD. WHEN AUTHORIZED, THE DOCUMENTS THAT ARE RELEASED MUST BE

CLEARLY IDENTIFIED WITH THE AUTHORIZED PURPOSE AND MUST INCLUDE THE

DATE OF RELEASE.

10. THESE STRUCTURAL DRAWINGS WERE PREPARED BASED, IN PART, ON

INFORMATION CONTAINED IN STRUCTURAL DRAWINGS PREPARED BY SPEIGHT

MARSHALL & FRANCIS LABELED 'RIVERWALK LANDING AT YORKTOWN

YORKTOWN COUNTY, VIRGINIA' DATED 09-29-03.

11. DESIGN CRITERIA:

GENERAL NOTES:

LIVE LOAD REDUCTION OF THE UNIFORMLY DISTRIBUTED FLOOR LIVE

LOADS HAS BEEN UTILIZED.

UNLESS OTHERWISE NOTED, CONCENTRATED LOADS ARE APPLIED

UNIFORMLY OVER 2'-6" x 2'-6" AREA.

S 1

MS M1

DS D1

1. FOUNDATIONS HAVE BEEN DESIGNED FOR A NET ALLOWABLE SOIL BEARING

PRESSURE OF 2000 PSF PER EXISTING STRUCTURAL DRAWINGS.

2. PRIOR TO PLACING FOUNDATION CONCRETE, ALL FOUNDATION EXCAVATIONS

MUST BE INSPECTED BY THE OWNER'S GEOTECHNICAL TESTING AGENCY

SPECIAL INSPECTOR TO EXPLORE THE EXTENT OF LOOSE, SOFT, EXPANSIVE, OR

OTHERWISE UNSATISFACTORY SOIL MATERIAL AND TO VERIFY DESIGN BEARING

PRESSURE. DIRECTION FOR CORRECTIVE ACTION WILL BE PROVIDED BY THE

OWNER'S GEOTECHNICAL TESTING AGENCY SPECIAL INSPECTOR WHERE

UNSATISFACTORY SOILS ARE PRESENT.

3. NO UNBALANCED BACKFILLING MUST BE DONE AGAINST MASONRY OR

CONCRETE WALLS UNLESS WALLS ARE SECURELY BRACED AGAINST

OVERTURNING, EITHER BY TEMPORARY CONSTRUCTION BRACING OR BY

PERMANENT CONSTRUCTION.

4. CONTROL GROUNDWATER AND SURFACE RUNOFF THROUGHOUT THE

CONSTRUCTION PROCESS. INUNDATION AND LONG TERM EXPOSURE OF

BEARING SURFACES WHICH RESULT IN DETERIORATION OF BEARING MUST BE

PREVENTED.

FOUNDATION NOTES:

1. CONCRETE MUST BE IN ACCORDANCE WITH AMERICAN CONCRETE INSTITUTE

(ACI) 301 AND 318.

2. CONCRETE MUST BE NORMAL WEIGHT AND MUST OBTAIN 28 DAY COMPRESSIVE

STRENGTHS AS FOLLOWS:

A. SLAB-ON-GRADE ............................................................ 3,500 PSI

B. CONCRETE NOT OTHERWISE NOTED.......................... 3,000 PSI

3. REINFORCING MATERIALS MUST BE AS FOLLOWS:

A. REINFORCING BARS - ASTM A615, GRADE 60, DEFORMED.

B. WELDED REINFORCING BARS - ASTM A706, GRADE 60.

C. WELDED WIRE REINFORCEMENT - ASTM A1064, WELDED STEEL WIRE

REINFORCEMENT; PROVIDE SHEET TYPE, ROLL TYPE IS NOT ACCEPTABLE.

4. ALL REINFORCING STEEL AND EMBEDDED ITEMS SUCH AS ANCHOR RODS AND

WELD PLATES MUST BE ACCURATELY PLACED AND ADEQUATELY TIED AND

SUPPORTED BEFORE CONCRETE IS PLACED TO PREVENT DISPLACEMENT

BEYOND PERMITTED TOLERANCES.

5. CONCRETE COVER TO REINFORCING STEEL MUST CONFORM TO THE MINIMUM

COVER RECOMMENDATIONS IN ACI 318, UNLESS THE DRAWINGS SHOW GREATER

COVER REQUIREMENTS.

6. LAP CONTINUOUS REINFORCING STEEL 57 X BAR DIAMETER, TYPICAL UNLESS

OTHERWISE NOTED.

CAST-IN-PLACE CONCRETE NOTES:

1. CONCRETE MASONRY MATERIALS AND CONSTRUCTION MUST CONFORM TO THE

AMERICAN CONCRETE INSTITUTE (ACI) 530.

2. CONCRETE MASONRY UNITS MUST CONFORM TO ASTM C90 AND MUST BE MADE

WITH NORMAL WEIGHT AGGREGATE. MINIMUM NET AREA COMPRESSIVE

STRENGTH OF MASONRY UNITS MUST BE 2,000 PSI AT 28 DAYS.

3. COMPRESSIVE STRENGTH OF MASONRY MUST BE DETERMINED BY THE UNIT

STRENGTH METHOD AS SET FORTH IN ACI 530.1. THE NET AREA COMPRESSIVE

STRENGTH OF MASONRY, f'm, MUST BE 2,000 PSI AT 28 DAYS.

4. MORTAR MUST BE TYPE 'M' OR 'S' AND MUST COMPLY WITH ASTM C270,

PROPORTIONS OR PROPERTIES SPECIFICATION.

5. GROUT MUST COMPLY WITH EITHER THE PROPORTIONS OR PROPERTIES

SPECIFICATION OF ASTM C476 AND THIS MIX MUST BE PROPORTIONED TO

OBTAIN A DOCUMENTED 28 DAY COMPRESSIVE STRENGTH OF 2,000 PSI, WITH AN

8-11 INCH SLUMP WHEN PLACED IN THE CONCRETE MASONRY UNITS.

6. REINFORCING STEEL MUST COMPLY WITH ASTM A615, GRADE 60. SHOP

FABRICATE REINFORCING BARS WHICH ARE SHOWN TO BE BENT OR HOOKED.

7. ALL BOND BEAMS, REINFORCED CELLS AND CELLS WITH EXPANSION BOLTS,

EMBED PLATES OR OTHER ANCHORS AND ALL CELLS BELOW GRADE MUST BE

GROUTED SOLID. GROUT PROCEDURE MUST COMPLY WITH ACI 530.1.

8. ALL CMU WALLS MUST BE REINFORCED CONTINUOUSLY FROM FOUNDATION TO

TOP OF WALL. WHERE REINFORCING IS INTERRUPTED, OFFSET AND LAP

ADDITIONAL BARS PER THE “TYPICAL OFFSET SPLICE AT MASONRY WALL

DETAILS.”

9. LAP ALL REINFORCING AS FOLLOWS UNLESS OTHERWISE NOTED:

10. PROVIDE MECHANICAL SPLICES FOR ALL BARS AT CONTRACTOR'S OPTION.

11. ALL NON-BEARING MASONRY WALLS MUST BE REINFORCED WITH #4 VERTICAL

BARS AT 40 INCHES ON CENTER, TYPICAL UNLESS OTHERWISE NOTED.

12. PROVIDE REINFORCING STEEL DOWELS OF THE SAME SIZE AND SPACING AS

VERTICAL REINFORCING FROM THE SUPPORTING STRUCTURE. DOWELS MUST

HAVE STANDARD ACI HOOKS.

13. PROVIDE STANDARD 9 GAGE TRUSS TYPE HORIZONTAL JOINT REINFORCING IN

CMU WALLS AT 16 INCHES ON CENTER AND IN TWO JOINTS IMMEDIATELY ABOVE

AND BELOW ALL OPENINGS, EXTENDING A MINIMUM OF 2 FEET BEYOND THE

JAMB ON EACH SIDE OF THE OPENING, EXCEPT AT CONTROL JOINTS.

BAR SIZE

12"

20"

8" CMU

12"

16"

10" CMU

12"

12" CMU

CONCRETE MASONRY NOTES:

NOTES:

1. ASSUMES 2" CLEAR MASONRY COVER.

REINFORCING CENTERED

1. STRUCTURAL STEEL MUST BE IN ACCORDANCE WITH THE AMERICAN INSTITUTE

OF STEEL CONSTRUCTION (AISC) 360.

2. STRUCTURAL STEEL MUST COMPLY WITH THE FOLLOWING SPECIFICATIONS:

A. STRUCTURAL STEEL SHAPES, PLATES AND BARS UNLESS OTHERWISE

NOTED - ASTM A36, Fy = 36 KSI B. STRUCTURAL STEEL W-SHAPES - ASTM A992, Fy = 50 KSI

C. HOLLOW STRUCTURAL SECTIONS (HSS):

a. SQUARE AND RECTANGULAR - ASTM A500, GRADE C, Fy = 50 KSI

b. ROUND - ASTM A500, GRADE C, Fy = 46 KSI

D. ANCHOR RODS - ASTM F1554, GRADE 36

E. HIGH STRENGTH BOLTS - ASTM A325 (TYPICAL UON)

F. WASHERS - ASTM F436

G. NUTS - ASTM A563

3. UNLESS OTHERWISE NOTED, ALL REQUIRED DESIGN STRENGTHS AND

REACTIONS INDICATED ARE BASED ON THE "LOADING COMBINATIONS USING

STRENGTH DESIGN OR LOAD AND RESISTANCE FACTOR DESIGN" PER SECTION

1605.2 OF THE BUILDING CODE.

4. UNLESS OTHERWISE NOTED, BEAM CONNECTIONS MUST BE AISC "SIMPLE

SHEAR CONNECTIONS" WITH ASTM A325 BOLTS. DESIGN CONNECTIONS FOR THE

REACTIONS (LRFD FACTORED LOADING) SHOWN ON THE DRAWINGS AND THE

MINIMUM NUMBER OF BOLTS SHOWN BELOW. IF NO REACTION IS SHOWN,

DESIGN CONNECTIONS FOR REACTIONS AND THE MINIMUM NUMBER OF BOLTS

SHOWN BELOW.

5. REFER TO THE SPECIFICATIONS FOR REQUIREMENTS OF "DELEGATED DESIGN"

CONNECTIONS.

6. FOR STRUCTURAL STEEL CONNECTIONS INDICATED AS "DELEGATED DESIGN",

INCLUDE STRUCTURAL CALCULATIONS SIGNED AND SEALED BY THE QUALIFIED

PROFESSIONAL ENGINEER REGISTERED IN THE RESPONSIBLE FOR THEIR

PREPARATION. IN ADDITION, THE PROFESSIONAL ENGINEER RESPONSIBLE FOR

CONNECTION DESIGN MUST REVIEW THE SHOP DRAWINGS PRIOR TO SUBMITTAL

TO VERIFY THAT THE CONNECTIONS AS DETAILED ON THE SHOP DRAWINGS

COMPLY WITH THE CONNECTION DESIGN REQUIREMENTS OF THE FINAL

CALCULATIONS. A REVIEW LETTER, SIGNED AND SEALED BY THE PROFESSIONAL

ENGINEER RESPONSIBLE FOR CONNECTION DESIGN MUST BE PROVIDED WITH

THE SHOP DRAWINGS AND CALCULATION SUBMITTAL STATING THAT THIS

REVIEW AND VERIFICATION HAS BEEN COMPLETED.

7. DELEGATED DESIGN CONNECTIONS ARE AS FOLLOWS:

A. MOMENT FRAMES

8. WELDING MUST BE IN ACCORDANCE WITH AWS D1.1, "STRUCTURAL WELDING

CODE - STEEL." WELD ELECTRODES MUST BE E70XX LOW HYDROGEN. UNLESS

OTHERWISE NOTED, PROVIDE CONTINUOUS FILLET WELDS WITH MINIMUM SIZE

REQUIRED BY TABLE J2.4 AISC 360.

9. STRUCTURAL STEEL SCHEDULED TO RECEIVE SPRAYED-ON FIREPROOFING

MUST NOT BE PRIME PAINTED.

10. HOT-DIP GALVANIZE AFTER FABRICATION THE FOLLOWING:

A. ANGLES AND PLATES SUPPORTING MASONRY IN EXTERIOR WALLS.

B. LINTELS AND LINTEL ASSEMBLIES SUPPORTING MASONRY IN EXTERIOR

WALLS.

C. ALL STEEL EXPOSED TO WEATHER IN THE FINAL CONSTRUCTION.

D. ITEMS IDENTIFIED AS GALVANIZED ON ARCHITECTURAL OR STRUCTURAL

DRAWINGS.

11. STEEL MEMBERS MUST BE SPLICED ONLY WHERE INDICATED OR APPROVED.

STRUCTURAL STEEL NOTES:

W12 AND W14

W10

BEAM SIZE

25 KIPS

DESIGN

REACTION (LRFD)

MIN # OF BOLTS

25 KIPS

43 KIPS

C O M M O

N W

LTH OF

V I

R G I N I A

P R O F

SS IONAL EN

E E R

Structural Engineers 1519 Summit Ave., Suite 101

Richmond, VA 23230

804.346.3935 - lynchmykins.com

All ideas, designs, arrangements and plans indicated or represented by this drawing are property of ENTEROS DESIGN, PC; created, evolved and developed for the sole use of this project. These ideas, design arrangements and/or plans shall not be used by or disclosed to any person, firm or corporation for any purpose without written permission from ENTEROS DESIGN, PC. Written dimensions on these drawings shall have precedence over scaled dimensions. Contractors shall verify and be responsible for all dimensions and conditions on the job. The Architect must be notified of any variations from the dimensions and conditions shown on these drawings.

7 NORTH 25TH STREET

RICHMOND, VA 23223

804.861.1200 P

4/14/23

W A

R E

A U

R A

N T

Y O

R K

N V

S0.01

PROJ. NO.: 211005

DATE: 04/14/23

DRAWN BY: BRW

GENERAL NOTES

CONSTRUCTION

DOCUMENTS

Lic. No. 017580

JOHN H. HANCOCK

REVISIONS

# DATE DESCRIPTION

1 05/09/2023 ADDENDUM 1

1. ROUGH CARPENTRY MUST BE IN ACCORDANCE WITH THE AMERICAN WOOD

COUNCIL (AWC) "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION."

2. UNLESS OTHERWISE NOTED, USE 'COMMON' NAILS AND ALL NAILING MUST

CONFORM TO THE "FASTENING SCHEDULE" TABLE 2304.10.1 OF THE BUILDING

CODE.

3. WOOD FRAMING MEMBERS MUST COMPLY WITH PS 20 "AMERICAN SOFTWOOD

LUMBER STANDARD" AND THE FOLLOWING REQUIREMENTS:

A. MOISTURE CONTENT - SEASONED, WITH 19 PERCENT MAXIMUM MOISTURE

CONTENT.

B. GRADE - NO. 2, OR BETTER UNLESS OTHERWISE NOTED.

C. SPECIES - SPRUCE-PINE-FUR UNDER NLGA RULES.

4. WOOD STRUCTURAL PANELS (WSP) MUST COMPLY WITH PS 1 "U.S. PRODUCT

STANDARD FOR CONSTRUCTION AND INDUSTRIAL PLYWOOD" FOR PLYWOOD

CONSTRUCTION PANELS AND THE FOLLOWING REQUIREMENTS:

A. EXTERIOR WALL AND SHEAR WALL SHEATHING: 7/16" INCH, APA RATED

SHEATHING, EXTERIOR EXPOSURE DURABILITY CLASSIFICATION.

B. ROOF SHEATHING: 9/16" INCH, APA RATED SHEATHING, EXTERIOR

EXPOSURE DURABILITY CLASSIFICATION. PROVIDE TONGUE-AND-GROOVE

EDGES OR USE "PLY-CLIPS" AT MID-SPAN BETWEEN EACH SUPPORT.

5. ALL WOOD FRAMING MEMBERS PERMANENTLY EXPOSED TO THE WEATHER AND

ALL SILL PLATES IN CONTACT WITH CONCRETE MUST BE PRESERVATIVE-

TREATED. REFER TO THE SPECIFICATIONS.

6. METAL FRAMING ANCHORS, HOLD DOWNS, HURRICANE TIES, HANGERS, ETC.

MUST COMPLY WITH ASTM A653 AND BE CAPABLE OF SUPPORTING THE

REACTIONS SHOWN. WHERE PRODUCTS OF A SPECIFIC MANUFACTURER ARE

SHOWN, EQUAL PRODUCTS OF ANOTHER MANUFACTURER MAY BE USED IF

APPROVED.

7. UNLESS OTHERWISE NOTED, ATTACH BLOCKING AND NAILERS TO STEEL

FRAMING USING 3/16 INCH DIAMETER POWDER ACTUATED FASTENERS AT 24

INCHES ON CENTER OR 1/2 INCH DIAMETER BOLTS AT 48 INCHES ON CENTER.

STAGGER FASTENERS TO ALTERNATE SIDES OF BEAM WEB.

8. WHERE MULTIPLE FRAMING MEMBERS ARE INDICATED, SCAB CONTINGENT

MEMBERS TOGETHER WITH 16d NAILS AT 12 INCHES ON CENTER, ALTERNATING

AT 2 INCHES FROM EACH EDGE.

9. ALL CONNECTION HARDWARE IN CONTACT WITH PRESERVATIVE TREATED

WOOD MUST BE HOT-DIP GALVANIZED COATED.

10. POWDER ACTUATED FASTENERS (PAF) MUST HAVE A MINIMUM ALLOWABLE

CAPACITY INTO THE BASE MATERIAL AS FOLLOWS UNLESS OTHERWISE NOTED:

A. STEEL: SHEAR = 600 LBS

TENSION = 250 LBS

B. CONCRETE: SHEAR = 260 LBS

TENSION = 255 LBS

ROUGH CARPENTRY NOTES:

1. PREFABRICATED METAL-PLATE-CONNECTED WOOD TRUSSES MUST BE IN

ACCORDANCE WITH THE AMERICAN FOREST AND PAPER ASSOCIATION (AF&PA)

"NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" AND THE TRUSS

PLATE INSTITUTE (TPI) "NATIONAL DESIGN STANDARDS FOR METAL-PLATE-

CONNECTED WOOD TRUSS CONSTRUCTION".

2. SUBMIT SHOP DRAWINGS SIGNED AND SEALED BY A VIRGINIA LICENSED

PROFESSIONAL ENGINEER RESPONSIBLE FOR THE DESIGN OF PREFABRICATED

METAL-PLATE-CONNECTED WOOD TRUSSES. SHOP DRAWINGS MUST INCLUDE

DESIGN LOADINGS AND REACTIONS APPLIED TO THE SUPPORTING STRUCTURE.

INCLUDE ALL TRUSS SPLICE DETAILS AND TRUSS-TO-TRUSS CONNECTION

DETAILS. SECONDARY BENDING STRESSES IN TRUSS TOP AND BOTTOM CHORDS

DUE TO MEMBER LOADS MUST BE CONSIDERED IN THE DESIGN.

3. WOOD TRUSS FRAMING MEMBERS MUST COMPLY WITH PS 20 "AMERICAN

SOFTWOOD LUMBER STANDARD" AND MUST BE SIZED BY THE MANUFACTURER

FOR THE LOADS INDICATED.

4. METAL CONNECTOR PLATES MUST COMPLY WITH ASTM A446, GRADE A WITH

COATING AS SPECIFIED.

5. WOOD TRUSS DESIGN LOADS MUST BE AS INDICATED IN "GENERAL NOTES" AND

AS FOLLOWS:

A. TOP CHORD DEAD LOAD: 10 PSF (PLUS ADDITIONAL 5 PSF AT

SUPERIMPOSED ROOF FRAMING AREAS).

B. WIND LOAD: WHEN CALCULATING NET UPLIFT REACTIONS, USE MAXIMUM

RESISTING DEAD LOAD = 7 PSF ON TOP CHORD AND 0 PSF ON BOTTOM

CHORD.

C. BOTTOM CHORD DEAD LOAD: 5 PSF.

6. WHERE MULTIPLE TRUSSES ARE INDICATED, SCAB CONTINGENT TRUSS

MEMBERS TOGETHER WITH 16d NAILS AT 12 INCHES ON CENTER.

7. IN ADDITION TO THE TRUSS BRACING SHOWN, THE CONTRACTOR MUST PROVIDE

ALL TEMPORARY AND PERMANENT BRACING AS REQUIRED FOR SAFE ERECTION

OF THE TRUSSES, OR AS RECOMMENDED BY THE MANUFACTURER. THE

GUIDELINES SET FORTH IN THE TRUSS PLATE INSTITUTE PUBLICATION "BRACING

WOOD TRUSSES, COMMENTARY AND RECOMMENDATIONS" MUST BE

CONSIDERED AS MINIMUM REQUIREMENTS.

8. PROVIDE ALL ADDITIONAL BRACING OF BOTH WEB AND CHORD MEMBERS

REQUIRED BY THE TRUSS SHOP DRAWINGS.

9. ALL CONNECTION HARDWARE FOR TRUSS-TO-TRUSS CONNECTIONS AND TRUSS

TO SUPPORTING STRUCTURE CONNECTIONS MUST BE SUPPLIED BY THE

MANUFACTURER.

10. FOR ADJACENT TRUSSES WHERE THE WEB CONFIGURATION IS CAPABLE OF

CONTAINING A RECTANGLE 42 INCHES HIGH BY 24 INCHES WIDE OR GREATER

BETWEEN TOP OF THE BOTTOM CHORD AND THE BOTTOM OF ANY OTHER TRUSS

MEMBER, SUCH AREAS MUST HAVE THE BOTTOM CHORD DESIGNED FOR A LIVE

LOAD OF 20 PSF IN ADDITION TO ANY OTHER LOADS SHOWN.

PREFABRICATED METAL-PLATE-

CONNECTED WOOD TRUSS NOTES:

AFF

ARCH

BEJ

BLDG

BOD

BOT, B

BRG

BTWN

C TO C

CFMF

CLR

CMU

COL

CONC

CONN

CONSTR

CONT

COORD

CTR

CTRD

DBL

DCJ

DIA, Ø

DWGS

ELEV

EMBED

EOD

EOS

EXIST

EXP

EXT

FDN

FF EL

FIN

FIN FLR

FOB

FOC

FOM

FOS

FRMG

FTG

FV, ±

GALV

GEN

GR BM

HORIZ

HSS

ABOVE FINISHED FLOOR

ARCHITECT

BAR DIAMETER

BRACED FRAME

BUILDING EXPANSION JOINT

BUILDING

BEAM

BOTTOM OF DECK

BOTTOM

BEARING

BETWEEN

CENTER TO CENTER

COLD-FORMED METAL

FRAMING

CONTROL JOINT

CENTERLINE

CLEAR

CONCRETE MASONRY UNIT

COLUMN

CONCRETE

CONNECTION

CONSTRUCTION

CONTINUOUS

COORDINATE

CENTER

CENTERED

CURTAIN WALL

DOUBLE

DOWELED CONSTRUCTION

JOINT

DIAMETER

DOUBLE JOIST

DRAWINGS

EACH

EACH FACE

EXPANSION JOINT

ELEVATION

ELEVATOR

EMBEDMENT

EDGE OF DECK

EDGE OF SLAB

EQUAL

EACH WAY

EXISTING

EXPANSION

EXTERIOR

FLOOR DRAIN

FOUNDATION

FACE OF

FINISHED FLOOR

ELEVATION

FINISH

FINISHED FLOOR

FACE OF BUILDING

FACE OF CONCRETE

FACE OF MASONRY

FACE OF SLAB/ STUD

FRAMING

FOOTING

FIELD VERIFY

GALVANIZED

GENERAL

GRADE BEAM

HIGH

HOOK

HORIZONTAL

HOLLOW STRUCTURAL

SECTION

HEIGHT

HVY

INT

JBE

KCJ

LLH

LLV

LSH

LSV

LTWT

LWC

MAS

MATL

MAX

MECH

MFR

MID

MIN

MOD

MOS

NOM

NTS

OPH

OPNG

PAF

PAR

PEMB

PEN

PERP

REF

REINF

REQD

REQMTS

SCHED

SGB

SIM

SOG

SPF

STD

TBE

T&B T&G

THK

TOC

TOF

TOM

TOP

TOS

TYP

UON

VERT

WSP

WWR

HEAVY

INTERIOR

JOIST BEARING ELEVATION

JOINT

KEYED CONSTRUCTION JOINT

LOW

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONG SIDE HORIZONTAL

LONG SIDE VERTICAL

LIGHTWEIGHT

LIGHTWEIGHT CONCRETE

MASONRY

MATERIAL

MAXIMUM

MECHANICAL

MOMENT FRAME

MANUFACTURER

MIDDLE

MINIMUM

MODIFY

MIDDEPTH OF SLAB

NOMINAL

NOT TO SCALE

ON CENTER

OPPOSITE HAND

OPENING

POWDER ACTUATED

FASTENER

PARALLEL

PIECE

PRE-ENGINEERED METAL

BUILDING

PENETRATE, PENETRATION

PERPENDICULAR

PLATE

RADIUS

REFERENCE, REFER TO

REINFORCE, REINFORCED,

REINFORCING

REQUIRED

REQUIREMENTS

SCHEDULE

STEPPED FOOTING

STEPPED GRADE BEAM

SIMILAR

SAWED JOINT

SLOPE

SLAB-ON-GRADE

SIDEPLATE FRAME

STANDARD

TRUSS BEARING ELEVATION

TOP & BOTTOM

TONGUE AND GROOVE

THICKNESS

TOP OF CONCRETE

TOP OF FOOTING

TOP OF MASONRY

TOP OF PEDESTAL

TOP OF STEEL

THICKENED SLAB

TYPICAL

UNLESS OTHERWISE NOTED

VERTICAL

WITH

WORKING POINT

WOOD STRUCTURAL PANEL(S)

WELDED WIRE REINFORCING

ABBREVIATIONS:

XXX#

= TOP OF STEEL ELEVATION MEASURED

FROM REFERENCED FINISHED FIRST

FLOOR ELEVATION = 0'-0"

= TOP OF MASONRY ELEVATION MEASURED

FROM REFERENCED FINISHED FIRST

FLOOR ELEVATION = 0'-0"

= TRUSS BEARING ELEVATION MEASURED

FROM REFERENCED FINISHED FIRST

FLOOR ELEVATION = 0'-0"

= JOIST BEARING ELEVATION MEASURED

FROM REFERENCED FINISHED FIRST

FLOOR ELEVATION = 0'-0"

= BOTTOM OF DECK ELEVATION MEASURED

FROM REFERENCED FINISHED FIRST

FLOOR ELEVATION = 0'-0"

= MECHANICAL UNIT SUPPORTED ABOVE

FRAMING (WEIGHT IN POUNDS) -

COORDINATE W/ MECH DWGS

= MECHANICAL UNIT SUPPORTED BELOW

FRAMING (WEIGHT IN POUNDS) -

COORDINATE W/ MECH DWGS

= FLOOR / ROOF OPENING

= TOP OF FOOTING ELEVATION MEASURED

FROM REFERENCED FINISHED FIRST

FLOOR ELEVATION = 0'-0"

(-X'-X")

= TOP OF PILE CAP / GRADE BEAM ELEVATION

MEASURED FROM REFERENCED FINISHED

FIRST FLOOR ELEVATION = 0'-0"

= TOP OF EXISTING FOOTING ELEVATION

MEASURED FROM REFERENCED FINISHED

FIRST FLOOR ELEVATION = 0'-0"

<-X'-X">

= TOP OF SLAB ELEVATION MEASURED

FROM REFERENCED FINISHED FIRST

FLOOR ELEVATION = 0'-0"

= CHANGE IN ELEVATION -

REF ARCH DWGS FOR DIMENSIONS

= DIRECTION OF SLOPE

KCJ, CJ, OR SJ LINE ON PLAN=

WARP LINE OF ROOF DECK=

S F

PIPE

PIPE CROSSING FOOTING=

PLAN KEY NOTE MARK=

COLUMN GRID MARK=

SECTION/DETAIL MARK=

SECTION/DETAIL NUMBER/LETTER

SHEET NUMBER WHERE

SECTION/DETAIL MARK IS DRAWN

MOMENT CONNECTION=

JOIST BOTTOM CHORD EXTENSION=

BEAM BOTTOM FLANGE BRACE=

BEAM SPLICE=

KNUCKLED BEAM=

HORIZONTAL BRIDGING=

CROSS BRIDGING=

TRUSS MARK=T-X

BEARING PLATE MARK=BP-X

CONCRETE / STEEL LINTEL MARK=L-X

WALL FOOTING MARK=WFX

COLUMN FOOTING MARK=CFX

FIELD VERIFY=±

S-X

SLAB MARK / SPAN DIRECTION=

(-X'-X")

PLAN LEGEND:

W16x26 (36) [2"]

BEAM SIZE

NUMBER OF

HEADED STUDS

CAMBER

REACTION (KIPS)

COMPOSITE BEAM NOTATION=

70k 35k

TOS = +X'-X"

TOM = +X'-X"

TBE = +X'-X"

JBE = +X'-X"

BOD = +X'-X"

X'-X"

SHEAR WALL MARK=SW-X

BEARING WALL MARK=BW-X

OVERBUILT FRAMING=

1. COLD-FORMED METAL FRAMING MUST BE IN ACCORDANCE WITH THE AMERICAN

IRON AND STEEL INSTITUTE (AISI) "NORTH AMERICAN STANDARD FOR COLD-

FORMED STEEL FRAMING - GENERAL PROVISIONS".

2. SUBMIT SHOP DRAWINGS SIGNED AND SEALED BY A VIRGINIA LICENSED

PROFESSIONAL ENGINEER RESPONSIBLE FOR THE DESIGN OF COLD-FORMED

METAL FRAMING. SHOP DRAWINGS MUST INCLUDE DESIGN LOADINGS AND

REACTIONS APPLIED TO THE SUPPORTING STRUCTURE. INCLUDE PLACING

DRAWINGS FOR FRAMING MEMBERS SHOWING SIZE AND GAGE DESIGNATIONS,

NUMBER, TYPE, LOCATION AND SPACING. INDICATE CONNECTIONS,

SUPPLEMENTAL STRAPPING, BRACING, SPLICES, BRIDGING, ACCESSORIES AND

DETAILS AND CONSTRUCTION SEQUENCE REQUIRED FOR PROPER AND SAFE

INSTALLATION. INCLUDE ALL TRUSS SPLICE DETAILS AND TRUSS TO TRUSS

CONNECTION DETAILS. SECONDARY BENDING STRESSES IN TRUSS TOP AND

BOTTOM CHORDS DUE TO MEMBER LOADS MUST BE CONSIDERED IN THE

DESIGN.

3. WELDING MUST BE IN ACCORDANCE WITH AWS D1.3, "STRUCTURAL WELDING

CODE - SHEET STEEL". TOUCH UP ALL WELDS WITH SPECIFIED COATING

SYSTEMS.

4. COLD-FORMED METAL FRAMING MEMBERS MUST CONFORM TO ASTM C955, AND

BE FORMED OF CORROSION-RESISTANT STEEL CONFORMING TO ASTM A653 AND

ASTM C955 WITH A MINIMUM YIELD STRENGTH OF 33 KSI FOR 43 MIL AND

THINNER MEMBERS AND 50 KSI FOR ALL OTHER MEMBERS.

5. MEMBER SECTION PROPERTIES MUST CONFORM TO PART 'I' OF THE "COLD-

FORMED STEEL DESIGN MANUAL."

6. COLD-FORMED METAL FRAMING MEMBERS, HEADERS AND CONNECTIONS

SHOWN ON STRUCTURAL AND ARCHITECTURAL DRAWINGS ARE SCHEMATIC

ONLY AND MUST BE DESIGNED TO MEET PERFORMANCE SPECIFICATION

REQUIREMENTS.

7. PROVIDE BRIDGING LINES AT 4'-0" MAXIMUM ON CENTER IN ALL WALLS UNLESS

OTHERWISE INDICATED. BRIDGING MUST BE FULLY INSTALLED AND ANCHORED

AT ENDS BEFORE SUPERIMPOSING LOADS ONTO THE STUDS.

8. COLD-FORMED METAL FRAMING DESIGN LOADS MUST BE AS INDICATED IN THE

"GENERAL NOTES".

COLD-FORMED METAL FRAMING NOTES:

1. ALL POST INSTALLED ANCHORS INDICATED ON THE DRAWINGS ARE BY HILTI,

INC, AND MUST BE CONSIDERED THE BASIS OF DESIGN PRODUCT. WHERE NOT

EXPLICITLY INDICATED IN THE DRAWINGS, THE FOLLOWING

ANCHORS/ADHESIVES MUST BE USED:

A. ANCHORAGE TO CONCRETE

1. ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE:

a. HILTI HIT-HY 200 SAFE SET SYSTEM WITH HILTI HOLLOW DRILL BIT

(TE-CD OR TE-YD) AND VC 20/40 VACUUM SYSTEM (VC 20-U OR

VC40U) WITH STEEL THREADED ROD PER ICC ESR-3187.

2. SCREW ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE:

a. HILTI KWIK HUS EZ SCREW ANCHORS PER ICC ESR-3027.

B. REBAR DOWELING INTO CONCRETE

1. ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE:

a. HILTI HIT-HY 200 SAFE SET SYSTEM WITH HILTI HOLLOW DRILL BIT

(TE-CD OR TE-YD) AND VC 20/40 VACUUM SYSTEM (VC 20-U OR VC

40-U) WITH CONTINUOUSLY DEFORMED REBAR PER ICC ESR-3187.

C. ANCHORAGE TO SOLID GROUTED MASONRY

1. ADHESIVE ANCHORS USE:

a. HILTI HIT-HY 270 MASONRY ADHESIVE ANCHORING SYSTEM (ICC

PENDING).

b. STEEL ANCHOR ELEMENT MUST BE HILTI HAS-E CONTINUOUSLY

THREADED ROD.

2. MECHANICAL ANCHORS USE:

a. HILTI KWIK HUS EZ SCREW ANCHORS PER ICC ESR 3056.

2. ALTERNATE POST INSTALLED ANCHOR PRODUCTS MAY BE SUBMITTED TO THE

ENGINEER FOR REVIEW AND POSSIBLE APPROVAL. ALL SUBSTITUTION

REQUESTS MUST BE ACCOMPANIED BY AN ICC ESR SHOWING COMPLIANCE WITH

THE RELEVANT BUILDING CODE FOR SEISMIC USES, LOAD RESISTANCE,

INSTALLATION CATEGORY, AND COMPREHENSIVE INSTALLATION INSTRUCTIONS.

ADHESIVE ANCHOR EVALUATION WILL ALSO CONSIDER CREEP, IN-SERVICE

TEMPERATURE AND INSTALLATION TEMPERATURE. ALTERNATE PRODUCTS MAY

REQUIRE MODIFICATIONS TO ANCHOR DIAMETER, SPACING, AND EMBEDMENT.

3. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN

THE ANCHOR PACKAGING.

4. THE CONTRACTOR MUST ARRANGE FOR AN ANCHOR MANUFACTURER'S

REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF

THEIR ANCHORING PRODUCTS SPECIFIED. THE STRUCTURAL ENGINEER OF

RECORD MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THE

CONTRACTOR'S PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO

THE COMMENCEMENT OF ANCHOR INSTALLATION.

5. ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ADJACENT

ANCHORS AND PROXIMITY OF ANCHORS TO EDGE OF CONCRETE. INSTALL

ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED

ON THE DRAWINGS.

6. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT

WITH SPECIFIC ANCHOR LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT

THE BARS CAN BE CUT, THE CONTRACTOR MUST LOCATE THE POSITION OF THE

REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE ANCHORS, BY

FERROSCAN OR GPR.

7. ALL POST INSTALLED ANCHORS REQUIRE CONTINUOUS INSPECTIONS BY THE

OWNER'S MATERIALS TESTING AGENCY TO VERIFY INSTALLATION HAS BEEN

PERFORMED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN

INSTRUCTIONS.

POST-INSTALLED ANCHOR NOTES:

C O M M O

N W

LTH OF

V I

R G I N I A

P R O F

SS IONAL EN

E E R

Structural Engineers 1519 Summit Ave., Suite 101

Richmond, VA 23230

804.346.3935 - lynchmykins.com

7 NORTH 25TH STREET

RICHMOND, VA 23223

804.861.1200 P

4/14/23

W A

R E

A U

R A

N T

Y O

R K

N V

S0.02

PROJ. NO.: 211005

DATE: 04/14/23

DRAWN BY: BRW

GENERAL NOTES

CONSTRUCTION

DOCUMENTS

Lic. No. 017580

JOHN H. HANCOCK

REVISIONS

D E F G H I J K L M N O P Q R

7.1

7.8

9.1

8.1

4.5

2.1

S3.02

0.5

R.1

1.9

CBA

2.4

4.8

AA AB

CF4

CF3 CF3 CF3

CF3

CF4 CF3 CF3 CF4

CF4 CF4

CF3 CF3

CF5

CF4 CF4

CF5

CF3

CF4

CF3

CF5

CF4

CF3

CF5 CF5 CF5

CF5CF5

CF4

CF3

CF4

CF5 CF5 CF4 CF5

CF4

CF3

22'-11" 1'-2" 8'-11" 12'-8" 8'-11" 8'-9 1/2" 7'-3" 8'-9 1/2" 22'-6" 8'-9 1/2" 7'-3" 8'-9 1/2" 22'-6" 8'-6" 3'-0"

1'-0 1/2"

14'-5"

1'-0 1/2"

3'-0" 4'-6" 12'-0"

HSS6x 6x

HSS6x6x3/8

HSS6x 6x

HSS5x 5x

HSS6x 6x

HSS6x6x1/4HSS6x 6x

HSS4x 4x

HSS8x 8x

HSS6x 6x

HSS6x6x3/8 HSS6x

6x 3/

8 HSS6x6x3/8

HSS6x6x3/8

HSS6x 6x

HSS5x 5x

HSS6x 6x

CF3

CF3CF3

CF3

CF3CF3CF3

CF3

CF3CF3CF3

CF3

CF4 CF3 CF3 CF4

CF4 CF3

CF3

CF3CF4

CF4CF3CF3CF4

CF3

S3.01

WF2

N.1 N.9

11.1

12.4

14'-5"

CF3 CF3

CF3CF3

HSS6x 6x

TYP O

F 4

WF2

W F

05 05

WF2.5 (TYP UON)

CF3 CF3

CF3

CF3 CF3 CF3 CF3 CF3 CF3 CF3 CF3 CF3

S3.03

S F

WF2.5 (TYP UON)

WF2

WF2.5 (TYP UON)

3 EQ SPACES

COORD W/ ARCH

3 EQ SPACES 3 EQ SPACES

8'-6"

COORD W/ ARCH

3 EQ SPACES 2 EQ SPACES

S3.01

TYP

-2

'-0

2'-0

-2

'-0

T Y

S F

( -2 '-0

( -4 '-0

S F

-1

'-4

( -3 '-4

W F

( -2 '-0

TYP

< -2'-0" >

TYP

S F

S F (

-1 '-4

-3

S F

S F (

-1 '-4

-3

'-4

'-0

T Y

P3'-0"

( -2'-0" ) ±

S3.04

52'-0 1/8"

11'-7 7/8" 28'-8 3/8" 11'-7 7/8"

14'-4 1/4"

S3.04

S3.01

EQ EQ EQ

0'-8 1/4" 1'-4 7/8"

01 TYP

TYP

( -4 '-0

( -2

'-0

C O M M O

N W

LTH OF

V I

R G I N I A

P R O F

SS IONAL EN

E E R

Structural Engineers 1519 Summit Ave., Suite 101

Richmond, VA 23230

804.346.3935 - lynchmykins.com

7 NORTH 25TH STREET

RICHMOND, VA 23223

804.861.1200 P

4/14/23

W A

R E

A U

R A

N T

Y O

R K

N V

S1.01

PROJ. NO.: 211005

DATE: 04/14/23

DRAWN BY: BRW

FOUNDATION PLAN

CONSTRUCTION

DOCUMENTS

FOUNDATION / SLAB-ON-GRADE PLAN NOTES

A. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS TO NONBEARING

WALLS, WALL CONTROL JOINTS AND OPENINGS.

B. UNLESS OTHERWISE NOTED, ALL ELEVATIONS ARE BASED ON A FINISHED

FIRST FLOOR REFERENCE ELEVATION OF 0'-0". ACTUAL FINISHED FLOOR

ELEVATION IS 7.90'± (MATCH EXISTING). REFER TO ARCHITECTURAL

DRAWINGS FOR FINISHED FLOOR MATERIAL.

C. TOP OF ALL NEW FOOTINGS SHALL BE AT ELEVATION -1'-4" UNLESS

OTHERWISE NOTED.

D. NOT ALL UTILITY LOCATIONS ARE SHOWN ON PLAN. THE CONTRACTOR

SHALL COORDINATE THE LOCATIONS, SIZES, AND INVERTS OF UTILITIES. AT

LOCATIONS WHERE UTILITIES PASS BELOW THE TOP OF FOOTING

ELEVATION, STEP THE TOP OF FOOTING DOWN ON EACH SIDE PER THE

"STEPPED FOOTING DETAIL" AND SLEEVE THE UTILITY THROUGH THE

FOUNDATION WALL. THE CONTRACTOR MAY, AT THEIR OPTION, SLEEVE

THE UTILITY THROUGH THE FOUNDATION PER THE "UTILITY SLEEVE

DETAIL." ALL PENETRATIONS IN MASONRY WALLS GREATER THAN 1'-4"

REQUIRE A BOND BEAM LINTEL.

E. UNLESS OTHERWISE INDICATED, EXTEND WALL FOOTINGS A MINIMUM OF 6

INCHES BEYOND ENDS OF WALLS.

F. SLAB-ON-GRADE JOINTS SHALL BE SAWED JOINTS OR KEYED

CONSTRUCTION JOINTS UNLESS SPECIFICALLY DENOTED TO BE KEYED

CONSTRUCTION JOINTS. CONTRACTOR SHALL COORDINATE ALL SLAB

JOINTS WITH JOINTS IN BONDED FLOOR FINISHES. REFER TO

ARCHITECTURAL DRAWINGS FOR FLOOR FINISH JOINT LOCATIONS.

G. PLACE 1 - #4 x 3’-0” IN MIDDLE OF SLAB AT REENTRANT CORNERS WHERE A

SLAB CONTROL JOINT DOES NOT OCCUR.

H. REFER TO ARCHITECTURAL DRAWINGS FOR EXACT LIMITS OF SLAB

DEPRESSIONS.

J. FLOOR DRAINS AND FLOOR SINKS ARE NOT SHOWN ON PLAN. REFER TO

PLUMBING DRAWINGS FOR LOCATIONS.

K. REFER TO CIVIL DRAWINGS FOR EXTERIOR CONCRETE SLABS AND PAVING.

KEY NOTES

01 REFER TO TYPICAL DETAIL AT INTERSECTION OF NEW AND EXISTING

FOOTINGS.

05 ASSUMED EXISTING STEEL COLUMNS AND FOUNDATION AT COVERED

OUTDOOR AREA. FIELD VERIFY.

16 REMOVE ASSUMED EXISTING WOOD STUD WALL AND REPLACE WITH NEW

6" CFMF STUD WALL.

21 CMU PIER. REFER TO SECTION 2/S3.01 FOR PIER REINFORCING.

22 EXISTING UTILITY LINE. STEP FTG AND CORE NEW WALL FOOTING AS

REQUIRED FOR COORDINATION. REFER TO TYPICAL PIPE SLEEVE DETAILS

ON S5.01.

23 EXISTING UTILITY LINE. GC MUST COORDINATE THEIR EXCAVATION IN THIS

AREA TO AVOID DISTURBANCE OF EXISTING UTILITY LINE.

1/8" = 1'-0"

FOUNDATION PLAN

COLUMN FOOTING SCHEDULE

MARK

SIZE REINFORCING

REMARKSLENGTH WIDTH DEPTH BOTTOM TOP

CF3 3' - 0" 3' - 0" 1'-0" 3 - #5 EW - -

WALL FOOTING SCHEDULE

MARK

SIZE REINFORCING

REMARKSWIDTH DEPTH CONTINUOUS TRANSVERSE

WF2 2' - 0" 1'-0" 2 - #5 BOT #5 AT 48" OC BOT -

WF2.5 2' - 6" 1'-0" 3 - #5 BOT #5 AT 48" OC BOT -

Lic. No. 017580

JOHN H. HANCOCK

REVISIONS

7.1

7.8

9.1

8.1

4.5

2.1

S3.02

0.5

R.1

1.9

CBA

2.4

4.8

AA AB

S3.01

N.1 N.9

11.1

12.4

S3.03

S3.01

S3.04

TYP

S3.04

C O M M O

N W

LTH OF

V I

R G I N I A

P R O F

SS IONAL EN

E E R

Structural Engineers 1519 Summit Ave., Suite 101

Richmond, VA 23230

804.346.3935 - lynchmykins.com

7 NORTH 25TH STREET

RICHMOND, VA 23223

804.861.1200 P

4/14/23

W A

R E

A U

R A

N T

Y O

R K

N V

S1.02

PROJ. NO.: 211005

DATE: 04/14/23

DRAWN BY: BRW

SLAB ON GRADE

PLAN

CONSTRUCTION

DOCUMENTS

1/8" = 1'-0"

SLAB ON GRADE PLAN

FOUNDATION / SLAB-ON-GRADE PLAN NOTES

A. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS TO NONBEARING

WALLS, WALL CONTROL JOINTS AND OPENINGS.

B. UNLESS OTHERWISE NOTED, ALL ELEVATIONS ARE BASED ON A FINISHED

FIRST FLOOR REFERENCE ELEVATION OF 0'-0". ACTUAL FINISHED FLOOR

ELEVATION IS 7.90'± (MATCH EXISTING). REFER TO ARCHITECTURAL

DRAWINGS FOR FINISHED FLOOR MATERIAL.

C. TOP OF ALL NEW FOOTINGS SHALL BE AT ELEVATION -1'-4" UNLESS

OTHERWISE NOTED.

D. NOT ALL UTILITY LOCATIONS ARE SHOWN ON PLAN. THE CONTRACTOR

SHALL COORDINATE THE LOCATIONS, SIZES, AND INVERTS OF UTILITIES. AT

LOCATIONS WHERE UTILITIES PASS BELOW THE TOP OF FOOTING

ELEVATION, STEP THE TOP OF FOOTING DOWN ON EACH SIDE PER THE

"STEPPED FOOTING DETAIL" AND SLEEVE THE UTILITY THROUGH THE

FOUNDATION WALL. THE CONTRACTOR MAY, AT THEIR OPTION, SLEEVE

THE UTILITY THROUGH THE FOUNDATION PER THE "UTILITY SLEEVE

DETAIL." ALL PENETRATIONS IN MASONRY WALLS GREATER THAN 1'-4"

REQUIRE A BOND BEAM LINTEL.

E. UNLESS OTHERWISE INDICATED, EXTEND WALL FOOTINGS A MINIMUM OF 6

INCHES BEYOND ENDS OF WALLS.

F. SLAB-ON-GRADE JOINTS SHALL BE SAWED JOINTS OR KEYED

CONSTRUCTION JOINTS UNLESS SPECIFICALLY DENOTED TO BE KEYED

CONSTRUCTION JOINTS. CONTRACTOR SHALL COORDINATE ALL SLAB

JOINTS WITH JOINTS IN BONDED FLOOR FINISHES. REFER TO

ARCHITECTURAL DRAWINGS FOR FLOOR FINISH JOINT LOCATIONS.

G. PLACE 1 - #4 x 3’-0” IN MIDDLE OF SLAB AT REENTRANT CORNERS WHERE A

SLAB CONTROL JOINT DOES NOT OCCUR.

H. REFER TO ARCHITECTURAL DRAWINGS FOR EXACT LIMITS OF SLAB

DEPRESSIONS.

J. FLOOR DRAINS AND FLOOR SINKS ARE NOT SHOWN ON PLAN. REFER TO

PLUMBING DRAWINGS FOR LOCATIONS.

K. REFER TO CIVIL DRAWINGS FOR EXTERIOR CONCRETE SLABS AND PAVING.

KEY NOTES

11 ALTERNATE: NEW THICKENED SLAB AT NEW

AQUARIUM. REFER TO ARCH DWGS.

19 NEW THICKENED SLAB AT SCREEN WALLS. REFER TO

ARCH DWGS FOR THE STEEL FRAME

20 4" CONCRETE SLAB-ON-GRADE OVER VAPOR

RETARDER AND 4" DEPTH OF POROUS FILL UNLESS

OTHERWISE INDICATED. REINFORCE SLAB WITH

6x6-W2.1xW2.1 WELDED WIRE REINFORCING PLACED 1"

CLEAR BELOW TOP OF SLAB. MAINTAIN

REINFORCEMENT IN POSITION ON BOLSTERS, CHAIRS

OR SPACERS DURING CONCRETE PLACEMENT.

24 REMOVE AND REPLACE EXISTING CONCRETE SLAB AS

REQUIRED FOR INSTALLATION OF NEW CONDUITS.

REFER TO TYPICAL SLAB REMOVAL AND REPLACEMENT

DETAIL.

34 NEW HOUSEKEEPING PAD FOR STORAGE TANKS.

COORDINATE SIZE WITH MEP DWGS. REFER TO

TYPICAL HOUSEKEEPING PAD ON S5.01.

37 THICKENED SLABS ARE UNDER NEW COLD FORMED

METAL FRAMING WALLS SUPPORTING THE

MECHANICAL PLATFORM ABOVE-REF ARCH FOR

LOCATION. REFERENCE TYPICAL DETAIL ON S5.01

Lic. No. 017580

JOHN H. HANCOCK

REVISIONS

# DATE DESCRIPTION

1 05/09/2023 ADDENDUM 1

7.1

7.8

9.1

8.1

4.5

2.1

S3.02

W16x40 W16x40 W16x40

W x

W16x40 W16x40 W16x40

W x

HSS12x4x1/4 HSS12x4x1/4

H S

S x x /4

HSS12x4x1/4

W x

W12x19 W12x19 W12x19

W16x26

W12x19 W12x19 W12x19

W16x26

H S

S x x /4

H S

S x x /4

W x

W x 2 HSS12x6x1/2 - L

HSS12x6x5/16 - L

W16x26

HSS12x6x1/2 - L

H S

S x x /4

W10x33

W x

W10x33

H S

S x x /4

W10x33

W12x40

W16x26

H S

S x x /4

W x

HSS12x4x1/4

W x

22'-11"

1'-2"

8'-11" 12'-8" 8'-11" 8'-9 1/2" 7'-3" 8'-9 1/2" 22'-6" 8'-9 1/2" 7'-3" 8'-9 1/2" 22'-6" 8'-6" 3'-0"

1'-0 1/2"

14'-5"

1'-0 1/2"

3'-0" 4'-6" 12'-0" 6"

9 3/4"

S3.02

0.5

R.1

1.9

CBA

2.4

4.8

AA AB

W10x33

H S

S x x /4

W10x33

W16x26

W18x46

W x

H S

S x x /4

H S

S x x /4

W x

W12x35

W x

W12x35 W12x35

W x

W12x35 W12x35 W12x35

W x

W12x35 W12x35 W12x35

W12x35

S3.01

N.1 N.9

11.1

12.4

W14x22

S3.01

W10x33

W x

03 (4) 2x12

02 02

S3.03

1515 15

RTU-1 - MAX

WT = 2500#

RTU-2 - MAX

WT = 2500#

RTU-3 - MAX

WT = 2500#

RTU-4 - MAX

WT = 2500#

HP-1 - MAX

WT = 700#

MAU-3 - MAX

WT = 2500#

S3.01

SIM TO

S3.02

S3.03

TOS = +9'-10"

UON

TOS = +10'-9 1/2"

S3.01

SIM TO

W x

W10x33

2x12 - DBL 26

LOW

W x

W10x12

W8x18

S1.03

TYP

25 25

S3.03

S3.01

S3.03 _________ 40

2x12 - DBL

1 1 1

Q R

S3.03

SIM

C O M M O

N W

LTH OF

V I

R G I N I A

P R O F

SS IONAL EN

E E R

Structural Engineers 1519 Summit Ave., Suite 101

Richmond, VA 23230

804.346.3935 - lynchmykins.com

7 NORTH 25TH STREET

RICHMOND, VA 23223

804.861.1200 P

4/14/23

W A

R E

A U

R A

N T

Y O

R K

N V

S1.03

PROJ. NO.: 211005

DATE: 04/14/23

DRAWN BY: BRW

ROOF FRAMING

PLAN

CONSTRUCTION

DOCUMENTS

FRAMING PLAN NOTES

A. REFER TO FOUNDATION PLAN AND ARCHITECTURAL DRAWINGS FOR

DIMENSIONS NOT SHOWN.

B. PREFABRICATED WOOD TRUSSES AT 24" OC MAXIMUM.

C. TOP OF ROOF STEEL ELEVATIONS ARE SHOWN ON PLAN.

INTERMEDIATE ELEVATIONS SHALL BE STRAIGHT LINES BETWEEN

GIVEN ELEVATIONS. INTERPOLATE AS REQUIRED FOR INTERMEDIATE

BEARING ELEVATIONS, UNLESS OTHERWISE NOTED.

D. COORDINATE AND VERIFY ALL MEMBER LOCATIONS, DIMENSIONS,

WEIGHTS, OPENING SIZES, AND CURB DIMENSIONS FOR ALL

MECHANICAL EQUIPMENT WITH THE ACTUAL EQUIPMENT FURNISHED.

INCLUD THIS INFORMATION ON THE JOIST AND STRUCTURAL STEEL

SHOP DRAWINGS.

KEY NOTES

02 NEW PREFABRICATED ROOF TRUSSES AT 24" OC MAX.

03 ROOF OVERFRAMING. REFER TO TYPICAL BUILT-UP ROOF FRAMING DETAILS

04 EXISTING 2X8 AT 16" OC.

07 ASSUMED EXISTING STEEL STRUCTURE HSS BEAMS AT COVERED OUTDOOR AREA. CONTRACTOR TO FIELD VERIFY.

08 ASSUMED EXISTING STEEL HSS BEAMS AT ROOF RIDGE AT COVERED OUTDOOR AREA. CONTRACTOR TO FIELD VERIFY.

09 ASSUMED EXISTING STEEL HSS POST UP AT EXISTING HSS BEAMS AT COVERED OUTDOOR AREA. CONTRACTOR TO FIELD

VERIFY.

10 EXISTING FRAMING.

12 EXISTING 72" +/- DEEP FLAT WOOD ROOF TRUSSES AT 16" OC.

13 EXISTING PREFABRICATED WOOD ROOF TRUSSES AT 16" OC.

14 EXISTING 2X12 WOOD RAFTERS AT 16" OC.

15 NEW CFMF BULKHEAD SUSPENDED FROM EXISTING STEEL BEAMS. DESIGN OF BULKHEAD BY CFMF SPECIALTY ENGINEER.

18 NEW KITCHEN HOOD WITH A MAXIMUM WEIGHT OF 1000 LBS WITH 8 ATTACHMENT POINTS. PROVIDE BLOCKING BETWEEN EXIST TRUSSES AT ATTACHMENT POINTS. REFER TO TYPICAL KITCHEN HOOD SUPPORT DETAILS ON S5.02.

25 PREFABRICATED OUTLOOKER TRUSSES AT 24" OC MAX.

26 NEW OPENING FOR NEW VENTILATOR.

27 CUPOLA, REFER TO ARCHITECTURAL DRAWINGS. PREFABRICATED TRUSS FABRICATOR TO DESIGN ROOF TRUSSES TO

SUPPORT NEW CUPOLA.

28 2x8 AT 16" OC.

30 (2) 1 3/4"x12 1/4" LVL.

31 (2) - 2x8.

32 FRAME OUT OPENING WITH (2) 2x8.

33 NEW OAP-1, AHU-1, & AHU-2 UNITS LOCATED ON NEW MECHANICAL PLATFORM. COORDINATE WITH MEP AND ARCH DWGS.

35 ADD 2X4 BLOCKING BETWEEN RAFTERS OR TRUSS TOP CHORD ALONG RTU CURB.

36 REPLACE EXISTING WOOD BEAM WITH NEW STEEL BEAM. SHORE EXISTING CONSTRUCTION AS REQUIRED.

40 FRAME NEW BEAM TO EXISTING WITH STANDARD 2 BOLT SHEAR PLATE CONN

42 HSS 4X4X1/4 FOR TRUSS SUPPORT. WELD ALL AROUND TO COL FLANGE WITH 1/4" FILLETS

43 2X12 AT 16" O/C

44 SISTER EACH TRUSS TOP CHORD UNDER MECHANICAL UNITS WITH A CONTINUOUS 2X12 FULL LENGTH BETWEEN BEARING POINTS. SISTER EACH OF THE TRUSS VERTICALS OVER THE BEAMS WITH A NEW 2X4 TIGHT TO THE BOTTOM OF THE 2X12 AND

THE BOTTOM PLATE.

1/8" = 1'-0"

ROOF FRAMING PLAN

1/8" = 1'-0"

MECHANICAL PLATFORM

Lic. No. 017580

JOHN H. HANCOCK

REVISIONS

# DATE DESCRIPTION

1 05/09/2023 ADDENDUM 1

30.5

EXIST BEAM - REF

PLAN

OVERBUILT ROOF

TRUSS - REF PLAN

AND TYP DETAILS

NEW ROOF TRUSS

BTWN EXIST

RAFTERS - REF PLAN

CONT 2x6 NAILER

ATTACHED TO STEEL

BEAM W/ (2) 3/16" DIA PAF

AT 6" O/C EA SIDE OF BM

WEB

BEAM - REF PLAN

PRECAST CONC

CAP - REF ARCH

DWGS

BRICK VENEER -

REF ARCH

DWGS

8" CMU GROUTED

SOLID W/ #4 AT

40" OC

CONT CMU BOND

BEAM W/ (2) #4

EXIST WALL AND

FTG TO REMAIN

2x4 NAILER PL

ATTACHED TO STEEL

BEAM W/(2) 3/16" PAF IN

EA SECTION

ALUMINUM CLIPS BY PATIO

ENCLOSURE FABRICATOR

ON BOTH SIDES OF POST

W/ 1/2"Ø STAINLESS STEEL

THREADED ROD W/ HILTI

HIT-HY 200 (2 1/2" EMBED

INTO CONC SOG)

ALUMINUM POST

FOR VINYL PATIO

ENCLOSURE - REF

ARCH DWGS

VINYL PATIO

ENCLOSURE - REF

ARCH DWGS

2x4 BLOCKING BTWN

TRUSSES AT

ALUMINUM POSTS

1/2"Ø STAINLESS STEEL

THRU BOLT IN LONG-

SLOTTED VERT HOLE IN

ALUMINUM POST TO

ALLOW FOR VERT SLIP

HOLD-DOWNS BY

TRUSS MFR (TYP)

EXIST ROOF RAFTER TO

REMAIN, TRIM END OF

ROOF RAFTER AS NEEDED

FOR NEW CONSTRUCTION

BUT MAINTAIN FULL

BEARING

NEW WINDOW

ASSEMBLY - REF

ARCH DWGS

WALL FTG - REF

PLAN AND SCHED

EXIST PAVERS

ON EXIST SLAB-

ON-GRADE

TOP OF

MASONRY - REF

ARCH DWGS

BLOCKING PANEL

B/W ROOF TRUSSES -

REF TYP DETAILS

ROOF SHEATHING -

REF GENERAL

NOTES AND TYP

DETAILS

EXIST ROOF SHEATHING,

TO REMAIN

ADJUSTABLE FRAMING

CLIPS AT 12" OC TO ATTACH

NEW ROOF SHEATHING TO

EXISTING ROOF SHEATHING

COORDINATE W/ ARCH DWGS

19'-11" ±

1:6

1'-4"

2X BLOCKING B/W

ROOF TRUSSES

AT TOP AND

BOTTOM CHORD

TOP OF MAS , REF

ARCH

TRUSS BRG

=9'-11 1/2"

REF ARCH

H2.5A

HURRICANE

TIE

2X4 BET TRUSSES

ROOF TRUSSES-

SPACE TO FALL

BTWN EXIST

RAFTER ON

LINE 3

CONT 2X6 OVER ROOF

SHEATHING NAIL TO EA

RAFTER W/ 2 12d NAILS

PROVIDE A HORIZ ROW OF 2" DIA

VENTILATION HOLES AT 4" OC IN THE

SHEATHING W/ BUG SCREENING

20.5

EXIST HSS BEAM -

REF PLAN

2x PLATES BET

EXIST STUDS

FOR DETAILS

NOT NOTED REF

SECTION 1/S3.01

12"X12" CMU PIER GROUTED

SOLID W/ (4) #4 VERT REINF

#2 SMOOTH TIES AT EA CMU

COURSE

ATTACHMENT OF ARCH COL

TO CMU PIER PER MFR'S

RECOMMENDATIONS

EXISTING WALL AND

ROOF STRUCTURE

TO REMAIN

REF ARCH

COORDINATE W/ ARCH DWGS

11'-11" ±

1:6

TRUSS - REF PLAN, SPACE TRUSSES

TO FALL BETWEEN EXISTING WALL

FRAMING ON LINE 2

WALL SHEATHING -

ATTACH TO EA STUD AND

TRUSS VERT NOTCH AT EA

TRUSS CHORD

0'-3"

0'-3" CLR TYP

2X4'S BET TRUSS

TO CHORDS

EXIST 6" CFMF

1/2" DIA THREADED

STUD - 2 FOR EA

SEGMENT OF

BLOCKING

ALIGN INSIDE

FACE OF TRUSS

VERT W/ FACE OF

EXIST CFMF

TRUSS VERT

SHALL BE A 2X6

ALIGN INSIDE FACE OF

TRUSS VERT W/ FACE

OF EXIST CFMF

TRUSS TOP

CHORD BEYOND

2X4 FRAMING AT 16"

O/C TO SUPPORT THE

AIR BARRIER REF

A5/S6.03

OUTLOOKER TRUSS -

REF PLAN

ROOF TRUSS - REF

PLAN

CONT 2x6 NAILER

ATTACHED TO

STEEL BEAM W/ (2)

3/16" DIA PAF AT 6"

O/C EA SIDE OF BM

WEB

BEAM - REF PLAN

GRID

D E

P T

H V

A R

ROOF SHEATHING -

REF GENERAL NOTES

HOLD-DOWNS

BY TRUSS MFR

2X4 BET TRUSSES

T&B

WALL SHEATHING

1'-2 1/4"

ASSUMED WOOD

RAFTER - FIELD

VERIFY

ASSUMED STEEL

BEAM - FIELD

VERIFY

2x6 OUTLOOKERS

AT 24" OC

ROOF TRUSS - REF

PLAN

ROOF TRUSS WITH

DROPPED TOP

CHORD - REF PLAN

NEW ROOF

SHEATHING - REF

GENERAL NOTES

AND TYP DETAILS

EXIST ROOF

SHEATHING

ADJUSTABLE FRAMING

CLIPS AT 12" OC TO ATTACH

NEW ROOF SHEATHING TO

EXISTING ROOF SHEATHING

FRAMING CLIP TO

ATTACH OUTLOOKER

TO 2X6

2x6 BLOCKING BET

EA TRUSS

CONT 2X6 OVER ROOF

SHEATHING NAIL TO

EA RAFTER WITH 2

12d NAILS

MOVE CLIP UP TO BE

AT TOP OF NEW 2X6

ROOF SHEATHING -

REF GENERAL

NOTES AND TYP

DETAILS

EXIST RAFTER TO

REMAIN, TRIM END AS

NEEDED FOR NEW

CONSTRUCTION

EXIST ROOF

SHEATHING, CUT

AS NEEDED FOR

NEW FRAMING

EXIST DBL TOP PL

W/ HOOKED BOLTS

TO REMAIN

ROOF TRUSS -

SPACE TO FALL

BTWN EXIST

RAFTERS

EXIST CMU WALL

ADJUSTABLE FRAMING

CLIPS AT 12" OC TO

ATTACH NEW ROOF

SHEATHING TO EXISTING

ROOF SHEATHING

H2.5A

HURRICANE TIE

ROOF SHEATHING

BTWN EXIST

REFERS

8d NAIL AT 6" O/C

TYP

2X4 BTWN EXIST

RAFTERS T&B

CONT 2X6 OVER ROOF

SHEATHING NAIL TO EA

RAFTER W/ 2 12d NAILS

2X6 BET EXIST

RAFTER

PROVIDE A HORIZ ROW

OF 2" DIA VENTILATION

HOLES AT 4" OC IN THE

SHEATHING W/ BUG

SCREENING

NEW SLAB-ON-

GRADE - REF PLAN

8" CMU W/

#5 AT 40" OC GROUT

SOLID BELOW

GRADE

WALL FTG - REF

PLAN AND SCHED

BRICK PAVERS

ON CONC SLAB-

ON-GRADE - REF

CIVIL DWGS

CURTAIN WALL

SYSTEM - REF

ARCH DWGS

#4 CONT

#4 AT 12" O/C

WITH STD 90 DEG

2'-0"

WALL FTG - REF

PLAN AND SCHED

EXT SLAB-ON-GRADE -

REF CIVIL DWGS

BRICK PAVERS - REF

ARCH DWGS

8" CMU WALL W/ #5 AT

32" OC

REF CIVIL DWGS

MASONRY VENEER -

REF ARCH DWGS

1'-4"

4" CMU BELOW

GRADE - GROUT

SOLID

MORTAR COLLAR

JT SOLID

WALL FTG - REF

PLAN AND SCHED

10" CMU W/ #5 AT

32" OC

WALL BEYOND -

REF ARCH DWGS

NEW SOG - REF

PLAN

NEW BRICK PAVERS

ON NEW SOG AS

REQUIRED FOR NEW

CONSTRUCTION

2'-0"

#4 CONT

#4 AT 12" O/C

WITH STD 90 DEG

FOR DETAILS NOT NOTED

REF 6/S3.02

C O M M O

N W

LTH OF

V I

R G I N I A

P R O F

SS IONAL EN

E E R

Structural Engineers 1519 Summit Ave., Suite 101

Richmond, VA 23230

804.346.3935 - lynchmykins.com

7 NORTH 25TH STREET

RICHMOND, VA 23223

804.861.1200 P

4/14/23

W A

R E

A U

R A

N T

Y O

R K

N V

S3.01

PROJ. NO.: 211005

DATE: 04/14/23

DRAWN BY: BRW

SECTIONS

CONSTRUCTION

DOCUMENTS

3/4" = 1'-0"

SECTION

1 3/4" = 1'-0"

SECTION

2 3/4" = 1'-0"

SECTION

3/4" = 1'-0"

SECTION

4 3/4" = 1'-0"

SECTION

5 3/4" = 1'-0"

SECTION

6 3/4" = 1'-0"

SECTION

7 3/4" = 1'-0"

SECTION

Lic. No. 017580

JOHN H. HANCOCK

REVISIONS

# DATE DESCRIPTION

1 2

8" CFMF JOISTS AT 24" OC

MAX BY SPECIALTY

ENGINEER LOCATE BET

EXISTING WALL STUDS

6" CFMF STUDS AT 24" OC

BY SPECIALTY ENGINEER

EXIST HSS

BEAM

CONT 6" CFMF TRACK BY

SPECIALTY ENGINEER

CFMF CLIP AT EA JOIST

BY SPECIALTY ENGINEER

CONT 8" CFMF TRACK BY

SPECIALTY ENGINEER

CFMF CLIP

ATTACHED TO HSS

BEAM W/ PAF

FOR DETAILS NOT

NOTED REF

SECTION 8/S3.01

CONT 6" CFMF

TRACK ATTACHED

TO CONC SLAB W/

PAF AT EA STUD

EXIST FDN WALL

AND FTG TO

REMAIN. DEMO TOP

COURSE FOR NEW

PAVERS ON CONC

BASE - REF ARCH

DWGS

EXISTING CFMF WALL

TO REMAIN, MODIFY AS

REQUIRED FOR NEW

CONSTRUCTION - REF

ARCH DWGS

ROOF SHEATHING, REF

GENERAL NOTES

JOIST BEARS ON HSS

8" CFMF STUD BET

EA RAFTER

WALL SHEATHING

4" CFMF BY SPECIALTY

ENGINEER

N.1N.9

OVERBUILT TRUSSES OR

STICK FRAMING

AT 24" OC - REFER TO

TYPICAL BUILT-UP ROOF

FRAMING DETAILS

BEAM - REF PLAN

WOOD ROOF

TRUSSES - REF

PLAN

1:11:

ROOF SHEATHING -

REF GENERAL NOTES

ADJUSTABLE FRAMING

CLIPS AT 12" OC TO ATTACH

NEW ROOF SHEATHING

HOLD-DOWNS BY

TRUSS MFR (TYP)

WALL SHEATHING -

REF GENERAL NOTES

COORDINATE W/ ARCH DWGS

14'-5" ±

CONT 2X4

BLOCKING B/W

ROOF TRUSSES

BLOCKING PANEL B/W

ROOF TRUSSES - REF

TYP DETAILS

2X6 BTWN EA TRUSS-

TAPPER TOP TO MATCH

ROOF SLOPE

CONT 2X4 TAPER EDGE

TO MATCH ROOF SLOPE

NAIL EA TRUSS OR

RAFTER WITH 2 12d

NAILS

TRUSS BRG ELEV=

9'-11"

CONT 2X4 T&B

2X4 AT 16" O/C

BUILT UP ROOF

FRAMING

2X4 BET EA

OUTLOOKER

2X4 OUTLOOKER AT

16" O/C

ELEV VARIES

CONT 2X4

1'-2 3/8"

CONT 2X6 - ATTACH

TO BM W/ (2) 3/16"

DIA PAF AT 6" O/C

EA SIDE OF BM WEB

0'-2 1/4"

9.1 11.1 12.4

BEAM - REF PLAN

WOOD TRUSS -

REF PLAN

BEAM - REF PLAN

GABLE END WOOD

ROOF TRUSS - REF

PLAN

OVERBUILT TRUSS AT 24" OC,

REFER TO TYPICAL BUILT-UP

ROOF FRAMING DETAILS

2x6 BRACES AT

24" OC

ROOF SHEATHING -

REF GENERAL NOTES

COORDINATE W/ ARCH DWGS

7'-2 1/2" ±

COORDINATE W/ ARCH DWGS

14'-5" ±

2X6 BLOCKING BTWN WOOD

TRUSSES AT RIDGE AND AT EA OVER

BUILT TRUSS

EXISTING

SLOPED W BEAM

INFILL OPENING

W/ CFMF STUDS

AND BRICK

VENEER - REF

ARCH DWGS

EXISTING

HSS BEAM

1:11:

2X4 BTWN EA TRUSS- TAPER

TOP TO MATCH ROOF SLOPE

REF ARCH

TRUSS BRG

ELEV=9'-11" H2.5A HURRICANE

TIE

DESIGN TRUSS TO

TRANSFER 250 PLF

FROM TOP CHORD TO

BOT

1" CLR BTWN

TRUSS AND

BRICK

ELEV VARIES

3 16d NAILS AT

EA END

0'-2 1/4"

WALL SHEATHING

CONT 2X6 - ATTACH

TO BM W/ (2) 3/16"

DIA PAF AT 6" O/C EA

SIDE OF BM WEB

2X4 AT 16" O/C

2X6 AT VERT

2X4 AT EA

VERT

CPMT 2X4

ROOF SHEATHING

2X4 BET EA

OUTLOOKER

CONT 2X4 TAPER EDGE

TO MATCH ROOF

SLOPE NAIL EA TRUSS

OR RAFTER W/ 2 12d

NAILS

CONT 2X4

NOTCH WALL

SHEATHING AT

OUTLOOKER

PROVIDE A HORIZ ROW

OF 2" DIA VENTILATION

HOLES AT 4" O/C IN

THE SHEATHING W/

BUG SCREENING

THREADED ROD,

CONNECTION BY

CUPOLA MANUF TO

STRUCTURE AT BASE

2X6 BTWN TRUSSES

UNDER ALL CUPOLA

WALLS

CUPOLA - REF ARCH

DWGS

ROOF SHEATHING -

REF GEN NOTES

ROOF TRUSSES - REF

PLAN

2x4 WOOD FRAMING

ATTACHED TO ROOF

TRUSSES AND BLOCKING

WITH SIMPSON SA STRAP

CONNECTOR AT EACH

CUPOLA CORNER

THREADED ROD

2x BLOCKING

BTWN TRUSSES

WASHER PL1/4X3X3

DETAIL A-A

DESIGN TRUSS FOR A

CONCENTRATED

LOAD OF 1500Lbs AT

EA CUPOLA CORNER

SUPPORT IN

ADDITION TO ALL

OTHER LOADS

1 1

DBL TOP PL

C O M M O

N W

LTH OF

V I

R G I N I A

P R O F

SS IONAL EN

E E R

Structural Engineers 1519 Summit Ave., Suite 101

Richmond, VA 23230

804.346.3935 - lynchmykins.com

7 NORTH 25TH STREET

RICHMOND, VA 23223

804.861.1200 P

4/14/23

W A

R E

A U

R A

N T

Y O

R K

N V

S3.02

PROJ. NO.: 211005

DATE: 04/14/23

DRAWN BY: BRW

SECTIONS

CONSTRUCTION

DOCUMENTS

3/4" = 1'-0"

SECTION

3/4" = 1'-0"

SECTION

3/4" = 1'-0"

SECTION

3/4" = 1'-0"

SECTION

Lic. No. 017580

JOHN H. HANCOCK

REVISIONS

# DATE DESCRIPTION

11.1

BRICK VENEER -

REF ARCH

DWGS

8" CMU GROUTED

SOLID W/ #4 AT

40" OC

WALL…

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