lake george park commission project synopsis meeting date

LAKE GEORGE PARK COMMISSIONPROJECT SYNOPSIS

Meeting Date 02/23/2021

ApplicantDay, Colin & Heather Burke

FacilityPRIVATE LAKEFRONT

Parcel26.14-1-13

Application #DWM21-000001 Residential

Lakefront117

LocationFRIENDS POINT

Date Received12/30/2020

SEQR Type1 - Type II Action, no further review under SEQR

Comment Period Ends02/05/2021

ProjectReplace a pier with a covered U-shaped dock inside the 20' sideline setback. A variance is required.

BackgroundThe applicant seeks to modify an existing pier resulting in a covered U-shaped dock. The application requires a variance for construction inside the 20' sideline setback.

There is no apparent jurisdiction for the Town, APA, or DEC.

No public comments have been received. Regulatory DeterminationsVariance Requirements:Section 645-8.3 Standard.(a) No variance shall be granted under this Subpart unless the applicant shall establish by substantial, credible evidence unnecessary hardship.(b) In order to establish unnecessary hardship, an applicant must demonstrate:(1) unique and peculiar conditions to the applicant's particular situation which impose a substantial technological, financial or safety burden upon the applicant or the public;(2) that because of such uniqueness, there is no reasonable possibility that the applicant's property or, if no property is involved, the continuation of the application's business, enterprise, use or activity will bring a reasonable return following conformity with the regulations of the Commission;(3) that the proposed activity will have no adverse impact on the public health, safety or welfare, the environment or the resources of the Park; and(4) that the granting of a variance will not alter the essential character of the area in which the proposed use or activity is located, and will not lead to congestion in the Park.

Docks, Wharfs, Moorings, and MarinasSection 646-1.6 Miscellaneous Provisions.(a) Prior to granting any permit relative to a dock, wharf, mooring or marina, the Commission shall ascertain the probable effect of the proposed facility and the operation thereof on the health, safety and welfare of the public and on the resources of the Park. The Commission shall also ascertain the impact of the proposed facility upon the congestion of Lake George and the probable visual, cultural and audible effects of the proposed facility on the neighborhood in which the facility is proposed and on the Park. Where the Commission determines that the facility will have an undue impact upon the health, safety, or welfare of the public of the resources of the park, lead to overcrowding or congestion, or cause undue visual, cultural or audible impacts on the neighborhood or the Park, a permit shall be denied.

Blair's BayForest Bay

FlirtationFriends Pt

Lenni-LenapeAsas

WaltonianTemple Knoll

Islan

d Harb

orBrown's Pt

Rock Brothers£¤9N

NYS ITS GIS Program Office, Westchester County GIS

¯1 " = 1042 feetIMPORTANT NOTICE AND DISCLAIMERThis map and information is provided as is. We make no warranties or guarantees, expressed or implied.The user assumes all risks and responsibility for determining whether this map is sufficent for purposes intended.The data is deemed reliable but not guaranteed.

0 2,5001,250Feet Day Dock Application

TM# 26.14-1-1329 Waltonian RdTown of Hague2018 Air

Project Site

Lake

shore

Dr

Walto

nian R

d

Friends Point Dr S

Lake

Shore

Mine

Rd

Birch Point Ln

Island Harbor Dr

Lakes

hore

Mine

Rd

£¤9N



0 480240Feet Day Dock Application

TM# 26.14-1-1329 Waltonian RdTown of Hague2018 Air Photo

Project Site

Walto

nian R

d



0 12060Feet Day Dock Application

TM# 26.14-1-1329 Waltonian RdTown of Hague2018 Air Photo

Project Site

Joe

Callout

Legally existing, "grand-fathered" dock inside the 20' sideline setback

Joe

Text Box

Most Recent Permit

Joe

Text Box

Application Materials

WV

Roof PeakElev.=365.93'F.F.

Elev.=338.19'

F.F.Elev.=338.21'

F.F.Elev.=338.13'

GeneratorWell Casing 8" Ash

A/CA/C

Electric MeterWindow Well

Window Well

I.C.V

Slate

Pat

io

8" Oak

6" Oak

8" Oak

6" Hemlock

14" Bass Wood

14" Ash

14" Bass Wood

6" Ash

6" Hickory

10" Ash12" Ash

6" Oak

Septic Cover

Porch

Porc

h

Slate

Pat

io

PumpHouse

CIRF

IPF

Dock Spike

IPF

IPF

IPF

IPF

IPF

IPF

IPF

IPF

IRF

IRF

U.P. NM3

U.P. NM4

Buried PropaneAccess Cover

Stone Walk

Concrete(Septic Cover?)

Dock

Privat

e G

rave

l Roa

d (R

ight

of W

ay)

Gra

vel D

rive

Two

Sto

ry W

ood

Fram

e Hou

se

Map Reference

Map of Land to be conveyed byJohnson Family Partnership

ToDouglas B. Hoehn

Dated: November 08, 1996By: Leo S. Kudlacik, LS

Map of a Portion ofFriends Point Tract

Section #4Dated: September 15, 1947

By: H.B. Howe, CE

Deed References

Amy M. Johnson, Trustee of theAmy M. Johnson Revocable Trust

ToColin Day & Heather BurkeDated: October 25, 2019

Recorded on: October 25, 2019B:6014 P:26

340

340

340

330

330

320

320

320

320

320

320

320

Lands N/F ofFriends Point Association

26.10-1-41

Lands N/F ofBarcastedo LLCB:5091 P:62

26.14-1-10

Lands N/F ofLindsay M. & Christopher D. Rosbrook

B:4959 P:7226.14-1-14

Lands N/F ofLindsay M. & Christopher D. Rosbrook

B:4959 P:7226.14-1-14

M

A

G

N

E

T

IC

1.5' SquareConcrete

Lot 28

Lot 27

Lot 29

Reservation "B"

497.50'N 50°00'00" W

N 23°30'00" E

52.00'

149.00'

N 11°46'00" W

N 13°00'00" E

20.00'

S 46°00'46" E607.96'

5'± To Shore

Approximate Highway Bounds

Area74494.5 Sq. Feet

1.71 Acres

23.5'± To Shore

17.5

'±

31.5

'±

Legend

CIRF = Capped Iron Rod FoundIPF = Iron Pipe FoundIRF = Iron Rod FoundU.P. = Utility Pole

= Overhead Utility WireICV = Irrigation Control Valve

F.F. = Finished Floor

Mean Lo

w Wate

r

Elevat

ion =

317.74

MARKE

D W

ITH A

N O

RIG

INAL

OF

THE

LAND

SURVEY

ORS

"ONLY

CO

PIES

FRO

M T

HE

ORIG

INAL

OF

THIS

SURVEY

AG

ENC

Y AND

LEN

DIN

G IN

STI

TUTI

ON L

ISTE

D H

EREO

N,

AND

ON H

IS B

EHALF

TO

THE

TITL

E C

OM

PANY,

GO

VER

NM

ENTA

LTO

THE

PERSO

N F

OR W

HO

M T

HE

SURVEY

IS P

REP

ARED

, AND

LAND

SURVEY

ORS.

SAID

CER

TIFI

CATI

ONS S

HALL

RUN O

NLY

BY

THE

NEW

YO

RK

STA

TE A

SSO

CIA

TIO

N O

F PR

OFE

SSIO

NAL

EXIS

TING

CO

DE

OF

PRAC

TIC

E FO

R L

AND

SURVEY

ORS A

DO

PTED

THIS

SURVEY

WAS P

REP

ARED

IN A

CC

ORD

ANC

E W

ITH T

HE

"C

ERTI

FIC

ATI

ONS IN

DIC

ATE

D H

EREO

N S

IGNIF

Y TH

AT

SEA

L SHALL

BE

CO

NSID

ERED

TO

BE

VALI

D T

RUE

CO

PIES

."

VIO

LATI

ON O

F SEC

TIO

N 7

20

9,

SUB-D

IVIS

ION 2

, O

F TH

EM

AP

BEA

RIN

G A

LIC

ENSED

LAND

SURVEY

ORS S

EAL

IS A

"U

NAUTH

ORIZ

ED A

LTER

ATI

ON O

R A

DD

ITIO

N T

O A

SURVEY

NEW

YO

RK

STA

TE E

DUC

ATI

ON L

AW

."

TO T

HE

ASSIG

NEE

S O

F TH

E LE

ND

ING

INSTI

TUTI

ON."

SHEET 1 OF 1

3.)

4.)

PARCEL IS SUBJECT TO ANY EASEMENTS OF RECORD.2.)

NOTES:

1.)

UNDERGROUND UTILITIES, IF ANY, ARE NOT SHOWN HEREON.6.)

7.)

5.)

THIS MAP WAS PREPARED WITHOUT THE BENEFIT OF AN ABSTRACT OFTITLE OR AN UP TO DATE TITLE REPORT AND IS THEREFORE SUBJECT TOANY STATEMENT OF FACTS SHOWN THEREON.

THIS MAP WAS PREPARED FROM AN ACTUAL FIELD SURVEY MADE INACCORDANCE WITH THE EXISTING CODE OF PRACTICE ADOPTED BY THENEW YORK STATE ASSOCIATION OF PROFESSIONAL LAND SURVEYORS.

THIS MAP IS COPYRIGHT © 2020 VAN DUSEN & STEVES LANDSURVEYORS. UNAUTHORIZED ALTERATION OR ADDITION TO THISDOCUMENT IS VIOLATION OF SECTION 7209, SUBDIVISION 2, OF NEWYORK STATE EDUCATION LAW.

DIMENSIONS BETWEEN PROPERTY LINES AND STRUCTURES ARE TO THENEAREST HALF FOOT AND ARE FOR THE SOLE PURPOSE OFINTERPRETING THEIR CONFORMANCE WITH ZONING AND NOT INTENDEDTO AID IN THE ESTABLISHMENT OR RETRACEMENT OF PROPERTY LINES.

THE SURVEYED PARCEL IS SUBJECT TO WHATEVER RIGHTS, TITLE ORINTEREST THE TOWN OF HAGUE AND THE PEOPLE OF THE STATE OF NEWYORK MAY HAVE TO MAINTAIN THE ROADS, AND TO WHATEVER RIGHTS,TITLE OR INTEREST THE TRAVELING PUBLIC MAY HAVE TO THE BED OF THEROADS.

Scale 1"=20'

Date: July 29, 2020

DWG. NO. 20-094

DAY

26.14-1-13

26

.14

-1-1

3

D2517

AutoCAD SHX Text

Waltonian Road

AutoCAD SHX Text

169 Haviland Road Queensbury, New York 12804

AutoCAD SHX Text

(518) 792-8474 New York Lic. No. 50135

AutoCAD SHX Text

Land Surveyors

AutoCAD SHX Text

S-1

AutoCAD SHX Text

Steves

AutoCAD SHX Text

D

AutoCAD SHX Text

n

AutoCAD SHX Text

V

AutoCAD SHX Text

a

AutoCAD SHX Text

&

AutoCAD SHX Text

e

AutoCAD SHX Text

u

AutoCAD SHX Text

s

AutoCAD SHX Text

n

AutoCAD SHX Text

NO.

AutoCAD SHX Text

DATE

AutoCAD SHX Text

DESCRIPTION

AutoCAD SHX Text

Map of a Topographic Survey made for

AutoCAD SHX Text

Town of Hague, Warren County, New York

AutoCAD SHX Text

Colin Day & Heather Burke

AutoCAD SHX Text

1

AutoCAD SHX Text

10/21/20

AutoCAD SHX Text

SHOW MEAN LOW WATER

335

335

337

EXISTING 2 STORY RESIDENCE

NEW SINGLE STORY GARAGE

NEW COVERED ENTRY

NEW PERMEABLE PAVER AUTO COURT

NEW PAVED DRIVE

NEW PAVED PARKING

EXISTING DRIVEWAY TO BE REMOVED

1' -

3"3'

- 9

1/2"

10' -

0"

15' -

0"

10' -

0"

15' -

0"

50' - 5"

LAKE GEORGE

RED DASHED LINE INDICATES EXTENT OF EXISTING DOCK

WATERS EDGE

EXISTING STONE STEPS

EXISTING STONE WALL

EXISTING STONE WALL

25' - 0"

SIDE YARD PROPERTY SETBACK (TOWN ZONING)

SIDE YARD PROPERTY SETBACK (FRIENDS POINT ASSOCIATION)

SIDE YARD PROPERTY SETBACK (TOWN ZONING)

SIDE YARD PROPERTY SETBACK (FRIENDS POINT ASSOCIATION)

NEW BOATHOUSE

43' - 4"

26' - 0"

20' - 0"

PERPENDICULAR PROPERTY LINE EXTENSION

PERPENDICULAR PROPERTY LINE EXTENSION

PROPERTY LINE/ MEAN HIGH WATER LINE INTERSECTION


EDGE OF EXISTING DRIVEWAY

20' -

0"

WHARF SETBACK

PROPERTY BOUNDARY

PROPERTY BOUNDARY EXTENDED

WHARF SETBACK

MEAN LOW WATER = 317.74

26' - 6 1/2"

6" / 12"6" / 12"

0' 10'

468 BROADWAY SARATOGA SPRINGS NY 12866P 518.580.8818 F 518.580.8824BALZERTUCK.COM

BURKE-DAY RESIDENCEBTA PROJECT NO: 2020 12.11.20 29 WALTONIAN ROAD

HAGUE, NEW YORK 12836

Proposed Site Plan

LOCATION MAPNTS

PROJECT SITE

5' - 0"13' - 0"

8' - 0"


EXISTING STONE WALL

NEW COMPOSITE DECKING NEW COMPOSITE DECKING

8x8 WOOD POST, TYP

DASHED LINE INDICATES EDGE OF ROOF ABOVE

EXISTING LOW STONE PLANTING BED WALL

EXISTING STONE STEPS TO HOME

EXISTING STONE WALL

NEW DOCK700 SF

MEAN HIGH WATER MARK - 320.20'MEAN LOW WATER MARK - 317.74'

NEW STONE STEP TO MATCH EXISTING STEP HEIGHT 320.5'

NEW STONE LANDING 319.9' AT OR BELOW WATER LINE

26' - 0"

EXISTING STONE WALL

PR

OP

ER

TY B

OU

ND

AR

Y

DASHED LINE INDICATES EDGE OF EXISTING DOCK

PE

RP

EN

DIC

ULA

R P

RO

PE

RTY LIN

E E

XTEN

SIO

N

3' - 1 1/2"EXISTIN

G D

OC

K LEN

GTH

+/- 43' - 4"

WATERS EDGE


20' - 0"

9' - 10 1/4"11' - 0"

11' - 0"11' - 0"

DASHED LINE INDICATES PILES BELOW

+/- 18' - 0 7/8"

254sf (36.3%) OF NEW DOCK OVER 20'-0" SETBACK

446sf (63.7%) OF NEW DOCK WITHIN 20'-0" SETBACK

20' - 0"

WH

AR

F SE

TBA

CK

MEAN LOW WATER = 317.74

8' - 0"

7' - 6 1/4"13' - 11 1/2"

4' - 6 1/4"

40' - 2"

18' - 9 3/4"

0' 2' 4' 8'

468 BROADWAY SARATOGA SPRINGS NY 12866

P 518.580.8818 F 518.580.8824 BALZERTUCK.COM



Boathouse Plan

DOCK321' - 4"

WATER LEVEL319' - 7"

SOUTH ELEVATION

8x8 WOOD TIMBER POST, TYP, STAINED

NEW COMPOSITE DECKING STEPS

8x12 AND 2x12 RAFTER TAILS, STAINED

8x12 BEAM, STAINED

WOOD KNEE BRACE, TYP, STAINED

ASPHALT SHINGLE ROOF


EXISTING STONE WALL

T/ TIMBERS329' - 4"

MEAN HIGH WATER320' - 2 1/2"

DOCK MAX HEIGHT336' - 2 1/2"

1x SKIRT BOARD

6" STEEL PILE

DOCK321' - 4"

WATER LEVEL319' - 7"WEST ELEVATION

8x8 WOOD POST, TYP

COMPOSITE DECKING STEPS

8x12 END RAFTER, STAINED

6x13 RIDGE BEAM, STAINED

8x12 BEAM, STAINED

8x12TIE BEAM, STAINED

KNEE BRACE, TYP, STAINED


T/ TIMBERS329' - 4"



WOOD PANELING, STAINED

16' -

0"

14' -

7 3

/4"

1x SKIRT BOARD

6" STEEL PILE

0' 1' 2' 4'





Boathouse Elevations

DOCK321' - 4"

WATER LEVEL319' - 7"EAST ELEVATIONEXISTING STONE STEPS

8x8 WOOD POST, TYP, STAINED

8x12 END RAFTER, STAINED

6x13 RIDGE BEAM, STAINED

8x12 BEAM, STAINED

8x12TIE BEAM, STAINED



EXISTING STONE WALL

T/ TIMBERS329' - 4"



WOOD PANELING, STAINED

16' -

0"

14' -

7 3

/4"

1x SKIRT BOARD

6" STEEL PILE

DOCK321' - 4"


NORTH ELEVATION

8x8 WOOD POST, TYP, STAINED

8x12 AND 2x12 ROOF RAFTERS, STAINED

8x12 BEAM,TYP, STAINED



T/ TIMBERS329' - 4"



1x SKIRT BOARD

6" STEEL PILE

0' 1' 2' 4'





Boathouse Elevations





Boathouse Perspective

STRUCTURAL STEEL NOTES:

BASIS OF DESIGN:

1. DESIGN CODESA. 2020 BUILDING CODE OF NEW YORK STATEB. IBC (INTERNATIONAL BUILDING CODE) 2018C. ASCE 7-16 (MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES)

2. DESIGN DEAD LOADSA. ROOF DEAD LOAD - 15 psfB. FLOOR DEAD LOAD - 15 psf

3. DESIGN LIVE LOADSA. DECKS - SAME AS OCCUPANCY - 40 psf

4. SNOW LOADA. GROUND SNOW LOAD - 60 psfB. ROOF SNOW LOAD USE 51 psf FLAT ROOFC. SNOW EXPOSURE FACTOR, Ce - 1.0D. SNOW LOAD IMPORTANCE FACTOR, IS - 1.0E. THERMAL FACTOR, Ct - 1.2F. SLOPED ROOF FACTOR, Cs - 1.0G. PLUS DRIFTING AS APPLICABLE

5. WIND LOADA. ULTIMATE DESIGN WIND SPEED Vult - 108 mphB. NOMINAL DESIGN WIND SPEED Vasd - 84 mphC. RISK CATEGORY - IID. WIND EXPOSURE - CE. BASIC DESIGN WIND PRESSURE - 25 psfF. INTERNAL PRESSURE COEFFICIENT - +/ - 0.18

6. FOUNDATION BEARING CAPACITY - 2,000 psf ASSUMED7. STRUCTURAL MATERIAL MANUFACTURER'S UTILIZED FOR DESIGN

A. POWDER ACTUATED FASTENERS, EXPANSION BOLTS, ADHESIVE ANCHORING SYSTEM - HILTI, INC

B. FLOOR, ROOF AND WALL WOOD SHEATHING - ADVANTECH SHEATHING BY HUBER ENGINEERED WOODS

C. LIGHT GAUGE METAL CONNECTORS, JOIST HANGERS, TIE DOWNS - SIMPSON STRONG -TIE

STRUCTURAL SUBMITTALS:

1. THE STRUCTURAL SHOP DRAWING REVIEW IS INTENDED TO HELP THE ENGINEER VERIFY THEIR DESIGN CONCEPT. THIS REVIEW IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND DOES NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE DESIGN DRAWINGS & SPECIFICATIONS ALL OF WHICH HAVE A PRIORITY OVER THESE SHOP DRAWINGS. CONTRACTOR IS RESPONSIBLE CONFIRMED & CORRELATED DIMENSIONS, FABRICATION PROCESSES, MEANS, METHODS, TECHNIQUES, SAFETY, AND COORDINATION OF THE WORK WITH OTHER DRAWINGS AND THOSE OF HIS SUBCONTRACTORS.

2. THE STRUCTURAL SHOP DRAWINGS WILL BE RETURNED FOR RESUBMITTAL IF NOT REVIEWED AND STAMPED BY CONTRACTOR OR IF A CURSORY REVIEW SHOWS MAJOR ERRORS WHICH SHOULD HAVE BEEN FOUND BY THE CONTRACTOR'S REVIEW. ALL SHOP DRAWINGS SHALL INCLUDE PLAN LAYOUTS SHOWING LOCATIONS OF ITEMS DETAILED ON THE SHOP DRAWINGS. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM THE CONTRACT DOCUMENTS SHALL BE CLOUDED BY VENDOR SUBMITTING THE SHOP DRAWING. ANY OF THE AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY SUBMITTING PARTIES, SHALL NOT BE CONSIDERED APPROVED AFTER ENGINEER'S REVIEW UNLESS NOTED ACCORDINGLY.

3. THE FOLLOWING SHOP DRAWINGS/SUBMITTALS & CALCULATIONS, WHEN APPLICABLE, ARE REQUIRED FOR SUBMITTAL FOR REVIEW BY STRUCTURAL ENGINEER A. STRUCTURAL STEEL

a. SUBMITTALS SHOP DRAWINGS FOR REVIEW PER AISC STANDARDSb. INDICATE PROFILES, SIZES, SPACING, AND LOCATION OF STRUCTURAL MEMBERS,

OPENINGS, ATTACHMENTS, AND FASTENERS. c. SHOW ALL CONNECTION DETAILS. PROVIDE DESIGN OF CONNECTIONS NOT

DETAILED ON DRAWINGS.d. INDICATE WELDED CONNECTIONS WITH AWS A2.0 WELDING SYMBOLS. INDICATE NET

WELD LENGTHS. e. MANUFACTURER'S MILL CERTIFICATE CERTIFY THAT PRODUCTS MEET OR EXCEED

SPECIFIED REQUIREMENTS.f. MILL TEST REPORTS SUBMIT INDICATING STRUCTURAL STRENGTH, DESTRUCTIVE

AND NONDESTRUCTIVE TEST ANALYSIS.g. WELDERS CERTIFICATES PER AWS STANDARDS CERTIFY WELDERS EMPLOYED ON

THE WORK, VERIFYING AWS QUALIFICATION WITHIN THE PREVIOUS 12 MONTHS.h. SUBMIT DRAWINGS FOR REVIEW FOR METAL PAN STAIR SYSTEMS, SIZES ARE

SCHEMATICALLY SHOWN ON AND DETAILED ON ARCHITECTURAL DRAWINGS, STAMPED BY A PROFESSIONAL ENGINEER.

B. PREFABRICATED WOOD TRUSSESa. TRUSS DESIGN DRAWINGS SHEETS PREPARED BY TRUSS MANUFACTURER SHOWING:

1. NAME OF PROJECT AND TRUSS FABRICATOR2. NAME OF CONNECTOR PLATE MANUFACTURER AND THEIR ICC APPROVAL.3. IDENTIFICATION OF ALL TRUSSES REFERENCE TO TRUSS PLACEMENT

DIAGRAMS SHEET.4. EXACT SPAN, SHAPE, AND WEB CONFIGURATION.5. TRUSS OR JOIST SPACING.6. SIZE AND GAUGE OF METAL CONNECTOR PLATES AT EACH JOINT INCLUDING

TRUSS HANGERS WHERE APPLICABLE.7. MATERIAL SPECIFICATIONS INCLUDING SPECIES, GRADE, AND SIZE FOR

CHORDS AND WEBS.8. ALL DESIGN LIVE LOADS SHALL BE PER TRUSS LOADING DIAGRAMS.9. FORCES IN EACH MEMBER WITH A DESIGNATION SHOWING WHETHER

FORCES ARE IN TENSION OR COMPRESSION.10. MINIMUM BEARING SIZE REQUIRED AT ALL BEARING LOCATIONS.11. FABRICATOR'S CODE APPROVAL AGENCY AND THE YEAR OF THE IBC

CODE USED FOR THE TRUSS DESIGN.12. A REGISTERED ENGINEER IN THE STATE WHERE THE PROJECT IS LOCATED

MUST SEAL EACH INDIVIDUAL TRUSS DESIGN AND HANGER SCHEDULE.

STRUCTURAL NOTES:

1. GENERAL DRAWING NOTES A. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE SITE,

ARCHITECTURAL, AND MEP DRAWINGS AND SPECIFICATIONS.B. EXISTING CONSTRUCTION INFORMATION HAS BEEN TAKEN FROM RECORD DRAWINGS MADE

AVAILABLE TO THE ENGINEER AND LIMITED FIELD INVESTIGATION BY ENGINEER.a. CONTRACTOR SHALL FIELD VERIFY ALL ELEVATIONS, DIMENSIONS AND CONDITIONS

PRIOR TO COMMENCING WORK. b. CONTRACTOR SHALL NOTIFY ARCHITECT/ENGINEER OF ALL DISCREPANCIES FOR

REMEDIAL ACTION IF NECESSARY PRIOR TO CONTINUING WITH WORK.2. CONSTRUCTION PHASE SITE VISITS

A. ALL STRUCTURAL WORK SHOWN OR SPECIFIED ON THESE DRAWINGS IS SUBJECT TO REVIEW BY THE STRUCTURAL ENGINEER OF RECORD.

B. ASPECTS OF THE WORK FOUND TO BE DEFECTIVE BECAUSE IT DOES NOT MEET THE REQUIREMENTS SHOWN OR SPECIFIED SHALL BE CORRECTED BY THE CONTRACTOR AT NO EXTRA COST TO THE OWNER AS DIRECTED BY THE ENGINEER.

C. THE CONTRACTOR SHALL NOTIFY THE OWNER AT LEAST 72 HOURS IN ADVANCE TO ALLOW THE ENGINEER TO SCHEDULE REVIEWS AT THE FOLLOWING TIMES a. PRIOR TO FIRST FOOTING PLACEMENTb. AT COMPLETION OF FRAMING, AND BEFORE ANY INSULATION OR WALL COVERINGS

ARE PLACED.3. STABILITY AND TEMPORARY SHORING/BRACING

A. THE WORK HAS BEEN DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE CONSTRUCTION HAS BEEN COMPLETED.

B. THE STABILITY OF THE STRUCTURE PRIOR TO COMPLETION IS SOLELY THE RESPONSIBILITY OF THE CONTRACTOR.

C. THIS RESPONSIBILITY EXTENDS TO ALL ASPECTS OF THE CONSTRUCTION ACTIVITY INCLUDING, BUT NOT LIMITED TO, JOBSITE SAFETY, ERECTION METHODS, ERECTION SEQUENCE, TEMPORARY BRACING AND SHORING, USE OF EQUIPMENT AND SIMILAR CONSTRUCTION PROCEDURES. REVIEW OF CONSTRUCTION BY THE ENGINEER IS FOR CONFORMANCE WITH THE DESIGN ASPECTS ONLY, NOT TO REVIEW THE CONTRACTOR'S CONSTRUCTION PROCEDURES.

D. LACK OF COMMENT ON THE PART OF THE ENGINEER WITH REGARD TO CONSTRUCTION PROCEDURES IS NOT TO BE INTERPRETED AS APPROVAL OF THOSE PROCEDURES.

E. SHORING OF THE EXISTING STRUCTURE MAY BE NECESSARY TO INSTALL NEW STRUCTURAL WORK. THE CONTRACTOR SHALL ENGAGE A LICENSED PROFESSIONAL ENGINEER TO PROVIDE A SHORING AND BRACING PLAN TO BE SUBMITTED FOR REVIEW.

4. COLD WEATHER CONSTRUCTION PROCEDURESA. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CONTINUOUSLY PROTECT SOILS,

CONCRETE, MASONRY AND OTHER BUILDING MATERIALS FROM DAMAGE DUE TO COLD TEMPERATURES UNTIL THE BUILDING HAS BEEN TURNED OVER TO THE OWNER.

B. THIS SHALL INCLUDE TEMPORARY ENCLOSURES, INSULATED BLANKETS AND TEMPORARY HEATING. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO REPAIR AND/OR REPLACE ANY DAMAGED OR DEFECTIVE WORK, IN A MANNER APPROVED BY THE ARCHITECT/ENGINEER.

C. ALL PROTECTIVE AND CORRECTIVE WORK SHALL BE AT THE EXPENSE OF THE CONTRACTOR.

5. SAFETY AND PROTECTIONA. CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING, MAINTAINING AND SUPERVISING ALL

SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK. B. CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS FOR THE SAFETY OF, AND

SHALL PROVIDE THE NECESSARY PROTECTION TO PREVENT DAMAGE INJURY OR LOSS TO ALL EMPLOYEES ON THE WORK AND OTHER PERSONS WHO MAY BE AFFECTED THEREBY; ALL THE WORK AND ALL MATERIALS OR EQUIPMENT TO BE INCORPORATED THEREIN, WHETHER IN STORAGE ON OR OFF, THE SITE, AND OTHER PROPERTY AT THE SITE OR ADJACENT THERETO, INCLUDING TREES, SHRUBS, LAWNS, WALKS, PAVEMENTS, ROADWAYS, STRUCTURES AND UTILITIES NOT DESIGNATED FOR REMOVAL, RELOCATION OR REPLACEMENT IN THE COURSE OF CONSTRUCTION.

C. CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE STANDARDS (SPECIFICALLY INCLUDING OSHA, AND ANY OTHER STATE ADOPTED OSHA PROGRAM), LAWS, ORDINANCES, RULES, REGULATIONS AND ORDERS OF ANY PUBLIC BODY HAVING JURISDICTION FOR THE SAFETY OF PERSONS OR PROPERTY OR TO PROTECT THEM FROM DAMAGE, INJURY OR LOSS; AND SHALL ERECT AND MAINTAIN ALL NECESSARY SAFEGUARDS FOR SUCH SAFETY AND PROTECTION. CONTRACTOR SHALL NOTIFY OWNERS OF ADJACENT PROPERTY AND UTILITIES WHEN EXECUTION OF THE WORK MAY AFFECT THEM.

D. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REPAIRS AND OTHER COSTS ARISING FROM ANY DAMAGE AT THE SITE OR ADJACENT THERETO.

E. CONTRACTOR'S DUTIES AND RESPONSIBILITIES FOR THE SAFETY AND PROTECTION OF THE WORK SHALL CONTINUE UNTIL SUCH TIME AS ALL THE WORK IS COMPLETED.

STRUCTURAL CARPENTRY NOTES:

1. STRUCTURAL LUMBER GRADESA. STRUCTURAL FLOOR FRAMING

a. PRESERVATIVE PRESSURE TREATED LUMBER SOUTHERN PINE No. 2B. STRUCTURAL HEAVY TIMBER FRAMING

a. WHITE OAK No. 12. ROOF SHEATHING APA RATED SHEATHING, 5/8" APA RATED PANELS, SPAN RATING AS REQUIRED

TO SUPPORT SPACING INDICATED; EXPOSURE DURABILITY 1 A. ROOF DIAPHRAGM FOR LATERAL LOAD RESISTANCE AND TRANSFER TO BRACING

SYSTEM.B. INSTALL LONG PANEL EDGE PERPENDICULAR TO ROOF JOISTSC. FASTEN TO ROOF FRAMING WITH 10D RING SHANK NAILS AT 6" OC AT DIAPHRAGM PANEL

EDGES, AND ALONG BRACING LINES, AND 12" OC AT INTERMEDIATE FRAMING MEMBERS.3. ALL LIGHT GAGE METAL CONNECTORS SHALL BE AS MANUFACTURED BY SIMPSON STRONG -TIE OR

APPROVED EQUIVALENT. INSTALL CONNECTORS IN STRICT ACCORDANCE WITH MANUFACTURER'S WRITTEN DIRECTIONS.

4. MANUFACTURED WOOD PRODUCTS, IF STORED PRIOR TO INSTALLATION, SHALL BE PROTECTED FROM THE WEATHER. THEY SHALL BE HANDLED WITH CARE SO THEY ARE NOT DAMAGED. THEY SHALL BE INSTALLED IN ACCORDANCE WITH THE PLANS, AND ANY SHOP DRAWINGS AND INSTALLATION SUGGESTIONS. TEMPORARY CONSTRUCTION LOADS THAT CAUSE STRESSES BEYOND DESIGN LIMITS ARE NOT PERMITTED. SAFETY BRACING IS TO BE PROVIDED BY THE INSTALLER TO KEEP THE FRAMING STRAIGHT AND PLUMB AS REQUIRED, AND TO ENSURE ADEQUATE LATERAL SUPPORT FOR THE INDIVIDUAL MEMBERS AND THE ENTIRE SYSTEM UNTIL THE SHEATHING MATERIAL IS APPLIED.

5. PLACE HORIZONTAL MEMBERS, CROWN SIDE UP.6. CONSTRUCT LOAD BEARING FRAMING AND CURB MEMBERS FULL LENGTH WITHOUT SPLICES.7. WHERE TONGUE AND GROOVE PLYWOOD IS USED, FULLY ENGAGE TONGUE AND GROOVE EDGES.8. SECURE SUB -FLOOR SHEATHING WITH LONGER EDGE PERPENDICULAR TO FLOOR FRAMING AND

WITH END JOINTS STAGGERED AND SHEET ENDS OVER BEARING. ATTACH WITH SUB -FLOOR GLUE AND FASTENERS.

9. ALL WOOD IN CONTACT WITH CONCRETE OR EXPOSED TO THE ELEMENTS SHALL BE PRESERVATIVE PRESSURE TREATED.

10. REFER TO IBC 2304.9.1 FOR MINIMUM FRAMING CONNECTION FASTENERS, UNLESS NOTED OTHERWISE.

1. FABRICATE STRUCTURAL STEEL MEMBERS IN ACCORDANCE WITH AISC CODE OF STANDARD PRACTICE.

2. MATERIALSA. STRUCTURAL STEEL MEMBERS: ASTM A992, GRADE 50 FOR ALL WIDE FLANGE MEMBERS

AND ASTM A36 FOR ALL CHANNELS AND ANGLES.B. STRUCTURAL TUBING: ASTM A500, GRADE B.C. PIPE: ASTM A53, GRADE B.D. BOLTS, NUTS, AND WASHERS: ASTM F3125 GRADE A325 BOLTS, ASTM A563 NUTS,

GALVANIZED TO ASTM A153 FOR GALVANIZED STRUCTURAL MEMBERS. ASTM F3125 GRADE A490 BOLTS REQUIRED WHERE NOTED ON DRAWINGS.

E. ANCHOR BOLTS: ASTMF1554-36 FOR HEADED BOLTS AND HOOKED BOLTS.F. WELDING MATERIALS: AWS D1.1; TYPE REQUIRED FOR MATERIALS BEING WELDED.G. GROUT: NON-SHRINK TYPE, PRE-MIXED COMPOUND CONSISTING OF NON-METALLIC

AGGREGATE, CEMENT, WATER REDUCING AND PLASTICIZING ADDITIVES, CAPABLE OF DEVELOPING A MINIMUM COMPRESSIVE STRENGTH OF 7,000 PSI AT 28 DAYS AS MANUFACTURED BY FIVE STAR PRODUCTS, INC., FAIRFIELD, CT, OR APPROVED EQUIVALENT.

H. SHOP AND TOUCH-UP PRIMER: TNEMEC SERIES 88HS GREY OR APPROVED EQUIVALENT.I. TOUCH-UP PRIMER FOR GALVANIZED SURFACES: TNEMEC SERIES 37, ZINC RICH OR

APPROVED EQUIVALENT.3. FABRICATION

A. FABRICATOR TO PROVIDE DESIGN OF CONNECTIONS NOT SPECIFICALLY DETAILED ON DRAWINGS.

B. CONTINUOUSLY SEAL EXPOSED STEEL MEMBERS BY CONTINUOUS WELDS. GRIND EXPOSED WELDS SMOOTH.

C. FABRICATE CONNECTIONS FOR BOLT, NUT, AND WASHER CONNECTORS.D. DEVELOP REQUIRED CAMBER FOR MEMBERS.E. PREPARE STRUCTURAL COMPONENT SURFACES IN ACCORDANCE WITH SSPC SP-2 FOR

ENCLOSED STEEL TO RECEIVE STANDARD PRIMER AND SSPC SP-6 FOR STEEL TO RECEIVE ZINC-RICH PRIMER.

F. SHOP PRIME STRUCTURAL STEEL MEMBERS. DO NOT PRIME SURFACES THAT WILL BE FIREPROOFED, FIELD WELDED, IN CONTACT WITH CONCRETE.

G. WHERE INDICATED, STRUCTURAL STEEL MEMBERS ARE TO BE GALVANIZED IN ACCORDANCE WITH ASTM A123. PROVIDE MINIMUM 1.25OZ/FT2 GALVANIZED COATING.

4. EXECUTIONA. VERIFY OF EXISTING CONDITIONS PRIOR TO BEGINNING WORK. BEGINNING WORK

INDICATES ACCEPTANCE OF EXISTING CONDITIONS.B. ALLOW FOR ERECTION LOADS, AND FOR SUFFICIENT TEMPORARY BRACING TO MAINTAIN

STRUCTURE SAFE, PLUMB, AND IN TRUE ALIGNMENT UNTIL COMPLETION OF ERECTION AND INSTALLATION OF PERMANENT BRACING.

C. FIELD WELD COMPONENTS INDICATED ON DRAWINGS AND SHOP DRAWINGS.D. DO NOT FIELD CUT OR ALTER STRUCTURAL MEMBERS WITHOUT APPROVAL OF

ARCHITECT/ENGINEER.E. AFTER ERECTION, PRIME WELDS, ABRASIONS, AND SURFACES NOT SHOP PRIMED, EXCEPT

SURFACES TO BE IN CONTACT WITH CONCRETE.5. ERECTION TOLERANCES

A. MAXIMUM VARIATION FROM PLUMB: 1/4 INCH PER STORY, NON-CUMULATIVE.B. MAXIMUM OFFSET FROM TRUE ALIGNMENT: 1/4 INCH.

PREFABRICATED WOOD TRUSSES:

1. DESIGN TO LOADING AND CONFIGURATIONS SHOWN ON DRAWINGS.A. ROOF FRAMING - DEFLECTION LIMITED TO 1/360 OF SPAN, WITH A MAXIMUM VERTICAL

DEFLECTION OF 3/4 INCH, AND MAXIMUM HORIZONTAL DEFLECTION AT SUPPORTS OF 1/2 INCH.

2. THE CONTRACTOR MUST VERIFY FIELD DIMENSIONS, WHEN APPLICABLE, BEFORE FABRICATION.3. TRUSS DESIGN, FABRICATION: IN ACCORDANCE WITH TRUSS PLATE INSTITUTE HET-80, PCT-80

INCLUDING SUPPLEMENT, TPI-85 INCLUDING SUPPLEMENT, QSP-88.4. TRUSS HANDLING AND INSTALLATION: IN ACCORDANCE WITH TPI HIB-91 AND DSB-89. TRUSS

MANUFACTURER SHALL SUPPLY ONE COPY OF HIB-91 AND HIB-91 SUMMARY SHEET TO BE MAINTAINED ON SITE.

5. MANUFACTURER: COMPANY SPECIALIZING IN MANUFACTURING THE PRODUCTS SPECIFIED IN THIS SECTION WITH MINIMUM FIVE YEARS DOCUMENTED EXPERIENCE AND APPROVED BY TPI.

6. DESIGN TRUSSES UNDER DIRECT SUPERVISION OF A PROFESSIONAL STRUCTURAL ENGINEER EXPERIENCED IN DESIGN OF THIS WORK AND LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED. TRUSS SHOP DRAWINGS MUST BEAR THE PROFESSIONAL ENGINEER'S SIGNED SEAL.

7. HANDLE AND ERECT TRUSSES IN ACCORDANCE WITH TPI HET-80.8. ALL TRUSSES ARE TO BE SHIPPED AND ERECTED SO THAT NO PERMANENT DEFORMATION,

SPLITTING OF WOOD, OR DAMAGE TO JOINT OR SPLICE CONNECTION OCCURS.9. TRUSSES SHALL BE STORED ON A LEVEL SURFACE, IN A VERTICAL POSITION ON INTERMITTENT

BEARING PADS, IN SUCH A MANNER THAT THE DISPLACEMENT OF PORTIONS OF THE TRUSS PERPENDICULAR TO THE PLANE OF THE TRUSS DOES NOT EXCEED 2 INCHES.

10. WOOD MEMBERS: MINIMUM MEMBER SIZE SHALL BE 2x4. MINIMUM STRESS VALUES SHALL MEET THE VALUES OF SPRUCE PINE FIR NO. 2 OR BETTER. STUD GRADE LUMBER WILL NOT BE ACCEPTABLE. LUMBER TO BE 19 PERCENT MAXIMUM AND 7 PERCENT MINIMUM MOISTURE CONTENT. FINGER SCARFING NOT PERMITTED.

11. STEEL PLATE CONNECTORS: ASTM A446 STEEL, GRADE B, HOT DIP GALVANIZED; DIE STAMPED WITH INTEGRAL TEETH, SIZED AS DETERMINED BY THE TRUSS ENGINEER.

12. TRUSS BRIDGING: TYPE, SIZE AND SPACING MEETING THE REQUIREMENTS OF TPI, THE TRUSS ENGINEER, AND THE TRUSS MANUFACTURER.

13. INSTALL TRUSSES IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS AND TPI BWT-76.14. SET MEMBERS LEVEL AND PLUMB, IN CORRECT POSITION.15. MAKE PROVISIONS FOR ERECTION LOADS, AND FOR SUFFICIENT TEMPORARY BRACING TO

MAINTAIN STRUCTURE PLUMB, AND IN TRUE ALIGNMENT UNTIL COMPLETION OF ERECTION AND INSTALLATION OF PERMANENT BRACING.

16. DO NOT FIELD CUT OR ALTER STRUCTURAL MEMBERS WITHOUT APPROVAL OF ENGINEER/ARCHITECT.

ABBREVIATIONS and LEGEND

XX

S100

NORTH ARROW

ELEVATION CALLOUT

[XX'-YY"] FOOTING ELEVATION

SLOPE DIRECTION AND PITCH

ROOF PITCH

SCHEDULE MARKER

SECTION NUMBERSHEET NUMBER

CONCRETE

CMU

RIGID INSULATION

CRUSHED STONE

GRATING

OPENING

Y

X

x/FT

UNDISTURBED SUBGRADE

COMPACTED GRANULAR FILL

BRG BEARINGCFA COLUMN FROM ABOVECIP CAST IN PLACECJ CONSTRUCTION/ CONTROL JOINTCL or CENTERLINEDIA DIAMETERELEV ELEVATIONEF EACH FACEELEV ELEVATIONEOD EDGE OF DECKEP EMBEDDED PLATEEQ EQUALEW EACH WAYEX or (x) EXISTINGFX.X FOOTING CALLOUTFS FOOTING STEPFTG FOOTINGGALV GALVANIZEDLSL LAMINATED STRAND LUMBERLVL LAMINATED VENEER LUMBERNTS NOT TO SCALEoc ON CENTERPAF POWER ACTUATED FASTENERPX.X PIER CALLOUTPL PLATEPPT PRESERVATIVE PRESSURE TREATEDPSL PARALLEL STRAND LUMBERRTN RETAININGSP SOUTHERN YELLOW PINESPF SPRUCE PINE FIRSTD STANDARDT&G TONGUE AND GROOVET.O.W. TOP OF WALLTYP TYPICALU.N.O. UNLESS NOTED OTHERWISEVIF VERIFY IN FIELDWP WORKING POINTWS WALL STEPWWF WELDED WIRE FABRIC

12

CL

orXX

DECK SPAN or GRATING SPAN

BEAM PENETRATION

BEAM/COLUMN SPLICE

or XX

h

ZONE 1'

ZONE 1

ZONE 2

ZONE 3

PLAN

0.6h

0.6h

0.2

h

0.6

h

0.6

h

0.2h

h = 44 ft0.6h = 26 ft0.2h = 9 ft

COMPENENTS AND CLADDING ROOF WIND PRESSURE ZONE DIAGRAM (ASCE 7-16)

ELEVATION

SCHEMATIC

DESIGN

DESIGN

DEVELOPMENT

CONSTRUCTION

DOCUMENTS

PROGRESS:

Project Number

Date

Drawn by

Checked by

Seal:

GENERAL CONTRACTOR :

5450 ETHAN ALLEN HWY

NEW HAVEN, VT 05472802.453.4044

OWNER :

HEATHER BURKE AND COLIN DAY

29 WALTONIAN ROAD

HAGUE, NY 12836917.903.2334

STRUCTURAL ENGINEER :

USE OF ENGINEERS DOCUMENTS:

THESE DOCUMENTS PREPARED BY ARTISAN ENGINEERING

ARE INSTRUMENTS OF PROFESSIONAL SERVICE FOR USE

SOLELY WITH RESPECT TO THIS PROJECT, AND SHALL

REMAIN THE PROPERTY OF ARTISAN ENGINEERING.

ARTISAN ENGINEERING SHALL RETAIN ALL COMMON LAW,

STATUTORY AND OTHER RESERVED RIGHTS INCLUDING

THE COPYRIGHT(S). THE OWNER SHALL NOT REUSE OR

PERMIT THE REUSE OF THESE DOCUMENTS, IN WHOLE OR

IN PART, INCLUDING ANY DESIGN & CONSTRUCTION

DEVELOPMENT, CHANGES OR ALTERATIONS TO THESE

DOCUMENTS, WITHOUT THE WRITTEN

ACKNOWLEDGEMENT AND AUTHORIZATION OF ARTISAN

ENGINEERING. ANY UNAUTHORIZED USE, REUSE,

MODIFICATION OR ALTERATION, INCLUDING AUTOMATED

CONVERSION OF THIS DOCUMENT SHALL BE AT THE

USER'S SOLE RISK WITHOUT LIABILITY OR LEGAL

EXPOSURE TO ARTISAN ENGINEERING.

12/11/2020 4:48:45 PM

S000

GENERAL NOTES

BURKE-DAY

RESIDENCE

29 WALTONIAN ROAD

HAUGE, NEW YORK 12836

20290

12/11/2020

Golde

Higgins

No. Description Date

PRESSURE(PSF) (SUCTION)

20 17 15 24 19 1532/(18)

27/(18)

25/(18)

42 36 33 57 44 39 39 30 27 54 39 33

EFFECTIVEWIND AREA (SF)

10 100 500 10 100 500 10 50 100 10 50 100 10 50 100 10 50 100 10 50 100

REGION WALLS (FIELD)WALLS WITHIN 7'

OF CORNER

ROOFZONE 1 /(ZONE 1')

ROOFWITHIN 26'OF EDGEZONE 2

ROOFWITHIN 9' OF

CORNERZONE 3

OVERHANG(FIELD)ZONE 2

OVERHANGWITHIN 9' OF

CORNERZONE 3

COMPONENTS AND CLADDING WIND PRESSURE TABLE (ASD)

NOTE: PRESSURES HAVE BEEN CALCULATED BASED ON ASCE 7-16 AND FACTORED BY 0.6 FOR ASD LOADCOMBINATIONS. NO FURTHER REDUCTION IS ALLOWED

1

4

A

C

E

F

L3x3x5/16

AT 16" ocL3x3x5/16

AT 16" oc

L3x3x5/16

AT 16

" oc

L3x3x5/16

AT 16

" oc

C10X25

C10X25

C10X25

C10X25

(2) 2

x8

VIF

2' - 4

"

10' - 6

"

16' - 2

1/2"

13' - 4

"

8"

D

8"

C10X15.3

C10X15.3

3' - 1 1/2"

14' - 10 1/2"

6' - 1 1/2"

VIF

7' - 11 9

/16

"

6' - 6

7/16

"

1

S200___ ___ ____ ___ ____ ___ ____ ___ ____ ___ ____ ___ ____ ___ ____ ___ ___ ____ ___ _

C10X25

C10

X25

C10X25

C10X15.3

C10X15.3

2

S200___ ___ ____ ___ ____ ___ ____ ___ ____ ___ ____ ___ ____ ___ ____ ___ ___ ____ ___ _

C10X25

2x6

AT 16

" oc

B

3

2

8"

H

10' - 6

"

8' - 0

"

8' - 2

1/2"

2' - 9

1/2"

10' - 6

1/2"

5 1/

2"

8"

8"

8"

5' - 8

7/8"

8"

6" STD PIPE

6" STD PIPE

6" STD PIPE

6" STD

PIPE

6" STD

PIPE

6" STD PIPE

6" STD

PIPE

6" STD

PIPE

6" STD PIPE

6" STD

PIPE6" STD

PIPE

6" STD PIPE 6"

STD

PIPE

6" STD

PIPE6" STD

PIPE

83.67°

83.67°

TIMBER COLUMN ABOVE

TIMBER COLUMN ABOVE

TIMBER COLUMN ABOVE

TIMBER COLUMN ABOVE

TIMBER COLUMN ABOVE

TIMBER COLUMN ABOVE

TIMBER COLUMN ABOVE

L4x4x1/4 X-BRACE,TYP




( 321' - 1 1/2" )

C10

x30C10

X25

8"

C10

x30

L3x3x1/4 HORIZ.BRACING, TYPICAL

( 320' - 9" )

ALL DOCK STEEL IS TO BE HOT-DIPPED

GALVANIZED

G

C10X15.3

C10

X15

.3

C10X25

135.0

0°

135.0

0°

8"

8"

5'-9 1/4"1'-11 15/16"

5'-9 1/4"

C10

X25

1

4

A

C

E

F

D

8x12

8x12

8x12

8x12

CO

NT. S

PAN 8

x12

CO

NT. S

PAN 8

x12

8x8

8x8

8x8

8x8

8x8

8x8

8x8

11' - 0"

11' - 0"

3' - 1 1/2"

14' - 10 1/2"

6' - 1 1/2"

PRE-ENGINEERED TRUSS

FRAMING AT 24" oc

1

S200___ ___ ____ ___ ____ ___ ____ ___ ____ ___ ____ ___ ____ ___ ____ ___ ___ ____ ___ _

2x12

2x12

2x12 TIMBER TAILS, SISTER TO EACH TRUSS

B

3

2

H

2x12

2x12 6x13

6x13

5 1/2"

13' - 11 1/2"

5 1/2"

G

8x8

NOTE: ALL TIMBER BEAMS ARE AT THE SAME

ELEVATION, SEE SECTION

8' - 0

"

8' - 2

1/2"

2' - 9

1/2"

10' - 6

1/2"

5 1/

2"

8x12 TIMBER OUTRIGGER ALIGNED WITH MAIN BENTS, SEE DETAIL

6x6 KNEE BRACE, TYP

6x6 KNEE BRACE, TYP

6x6 KNEE BRACE, TYP

NOTES:1. ALL WALLS, COLUMNS, AND HEADERS SHOWN ARE BELOW THIS FLOOR PLAN2. TOP OF STEEL FRAME ELEVATION = U.N.O.3. TOP OF STEEL BRACE ELEVATION = 4. STEEL COLUMNS NOTED AS "STD PIPE" (SCH 40) ARE AS DESCRIBED IN THE AISC STEEL

CONSTRUCTION MANUAL, THEY ARE NOT "LALLY COLUMNS"

6k W14x22 6k

6k-ft

BEAM SIZEASD BEAM REACTION (kips)6k MIN

STEEL BEAM LEGEND

(XXX' - Y Y/Y")

TOP OF STEEL ELEVATION, U.N.O.

INDICATES MOMENT CONNECTION

NOTES:1. ALL WALLS, COLUMNS, AND HEADERS SHOWN ARE BELOW THIS FLOOR PLAN.2. SEE TRUSS LOADING DIAGRAMS FOR LOAD REQUIREMENTS.3. REFER TO ARCHITECTURAL DRAWINGS FOR ROOF OVERBUILDS4. STEEL COLUMNS NOTED AS "STD PIPE" (SCH 40) ARE AS DESCRIBED IN THE AISC STEEL

CONSTRUCTION MANUAL, THEY ARE NOT "LALLY COLUMNS"5. ROOF SHEATHING SHALL BE 5/8" SHEATHING RATED FOR SPANS, FASTENED WITH 8d NAILS AT 6" oc

1 4

A

C

E

F

D

B

32

H

2' - 4

"10

' - 6"

16' - 2

1/2"

13' - 4

"

3' - 1 1/2" 14' - 10 1/2"6' - 1 1/2"





6,000 LBS CAPACITY COLUMN



6,000 LBS CAPACITY COLUMN6,000 LBS

CAPACITY COLUMN


G

Scale: 1/4" = 1'-0"1 DOCK FRAMING PLAN

SCHEMATIC

DESIGN

DESIGN

DEVELOPMENT

CONSTRUCTION

DOCUMENTS

PROGRESS:

Project Number

Date

Drawn by

Checked by

Seal:



NEW HAVEN, VT 05472802.453.4044

OWNER :


29 WALTONIAN ROAD

HAGUE, NY 12836917.903.2334




















12/11/2020 4:48:46 PM

S100

BOAT HOUSE

FRAMING PLANS

BURKE-DAY

RESIDENCE

29 WALTONIAN ROAD


20290

12/11/2020

Golde

Higgins

Scale: 1/4" = 1'-0"2 ROOF FRAMING PLANS

Scale: 1/8" = 1'-0"3 DOCK PILE PLAN


T.O. FRAMING321' - 1 1/2"

B.O. TIMBERS329' - 4"

1 4

4" 13' - 4" 4"

5/8" ROOFSHEATHING

TIMBER BEAMFRAMING, SEE PLAN

TIMBER POSTS, SEEPLAN

TIMBER POSTS, SEEPLAN

TOP CHORD SNOW LOAD = 42 psfTOP CHORD DEAD LOAD = 10 psfBOTTOM CHORD DEAD LOAD = 5 psf

TYPICAL BRACES3,000 LBS COMPRESSION

NOTE: TIMBER FRAME CONNECTIONS TO BE REVIEWED BY ARCHITECT AND

ENGINEER DURING SHOP DRAWINGS FOR REVIEW PRIOR TO CONSTRUCTION

S400

7 Sim

32


HEEL

1'-0

1/4"

S401

3

COPE AND WELD TO PERIMETER, TYPICAL

ANGLE JOIST FRAMING, SEE PLAN

DECKING, SEE ARCH

TYP

HORIZONTAL ANGLE BRACE, SEE PLAN

HORIZONTAL ANGLE BRACE, SEE PLAN

TYP

T.O. FRAMING321' - 1 1/2"

1 4

6" STD

PIP

E

6" STD

PIP

E

6" STD

PIP

E

6" STD

PIP

E

DECKING, SEE ARCHDECKING, SEE ARCH

32




TYPCOPE AND WELD TO PERIMETER, TYPICAL

1/4"x6"x6" SHEAR TAB WELDED TO PIPE COLUMN

3/4"ø ERECTION BOLT

SCHEMATIC

DESIGN

DESIGN

DEVELOPMENT

CONSTRUCTION

DOCUMENTS

PROGRESS:

Project Number

Date

Drawn by

Checked by

Seal:



NEW HAVEN, VT 05472802.453.4044

OWNER :


29 WALTONIAN ROAD

HAGUE, NY 12836917.903.2334




















12/11/2020 4:48:47 PM

S200

BUILDING

SECTIONS

BURKE-DAY

RESIDENCE

29 WALTONIAN ROAD


20290

12/11/2020

Golde

Higgins

Scale: 1/2" = 1'-0"1 SECTION AT BOAT HOUSE TIMBER FRAME

Scale: 1/2" = 1'-0"2 SECTION AT BOAT HOUSE PILES


NOTE:SHEATHING SHEETS ARE TO BE AS LARGE ASPOSSIBLE, A MINIMUM OF 12" x 24". NAIL HEADS SHALL BE DRIVEN FLUSH WITH TOP LAMINATION OF SHEATHING.

DIAPHRAGM OR SHEAR WALLEDGE NAILING, EACH SIDE OF JOINT

FRAMING MEMBER SEE PLAN OR SCHEDULES

1/8" GAP SHEETS PER APA SPECS

THIC

KNESS P

ER

SCHED

ULES

1/8" MINIMUM

3/8" MINIMUM

0.148

0.162

0.148 0.148

0.148

0.131

0.128

4"3 1/2"

3"2 1/4" to

3"

2 1/2"

1 1/2" 1 1/2"

20dBOX

16dCOMMON

10dCOMMON

10dCOMMON

RING SHANKED

N10HANGER

NAIL

8dCOMMON

N8HANGER

NAIL

AT SHEAR WALLS AND DIAPHRAGMS NAIL PENETRATION SHALL BE 1 1/2" MINIMUM INTO FRAMING

FRAMING CONNECTION FASTENINGJOIST TO SILL OR GIRDER (3) 8d COMMON TOE NAILSBRIDGES TO JOIST (2) 8d COMMON TOE NAILS2" SUBFLOOR TO JOIST OR GIRDER (2) 16d COMMON BLIND AND FACE NAILSOLE PLATE TO JOIST OR BLOCKING 16d COMMON AT 16" oc FACE NAILSOLE PLATE TO JOIST OR BLOCKING AT BRACED WALL PANEL (3) 16d COMMON AT 16" oc FACE

NAIL WALL PANEL2x TOP PLATE TO STUD (2) 16d COMMON END NAIL3x TOP PLATE TO STUD (2) 20 d BOX END NAILSTUD TO 2x SOLE PLATE (4) 8d COMMON TOE NAILS OR (2) 16d

COMMON END NAILSSTUD TO 3x SOLE PLATE (4) 8d COMMON TOE NAILS OR (2) 20d

BOX END NAILSDOUBLE STUDS 16d COMMON AT 24" oc FACE NAILDOUBLE TOP PLATES 16d COMMON AT 16" ocTOP PLATES, LAP SPLICES AND INTERSECTIONS (2) 16d COMMON AT SPLICES AND

(12) 16d 2 ROWS EQUALLY SPACED (16 TOTAL) FACE NAILS

BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE (3) 8d COMMON TOE NAILSRIM JOIST TO TOP PLATE 8d COMMON AT 6" oc TOE NAILSCONTINUOUS HEADER, 2 PIECES, FULL LENGTH 16d COMMON AT 16" oc, EACH EDGE OF

HEADER FACE NAILSCEILING JOIST TO TOP PLATE (3) 8d COMMON TOE NAILSCONTINUOUS HEADER TO STUD (4) 8d COMMON TOE NAILSCEILING JOISTS, LAPS OVER PARTITIONS (3) 16d COMMON FACE NAILSCEILING JOISTS TO PARALLEL RAFTERS (3) 16d COMMON FACE NAILSRAFTER TO PLATE (3) 8d COMMON TOE NAILSSHEAR WALL OR DIAPHRAGM NAILING 10d COMMON RING SHANKED PER SPEC

OR SCHEDULE

----CONNECTIONS NOT LISTED SHALL BE PER IBC MINIMUM CONNECTION REQUIREMENTS----

NOTE:1. DO NOT NOTCH BOTTOM OF JOISTS OR BEAMS2. THIS DETAIL DOES NOT APPLY TO WOOD "I" JOISTS3. NOTCHES, HOLES, AND SLOPED CUTS ALLOWED IN JOISTS ONLY4. HOLES SHALL BE DRILLED IN CL JOISTS5. NOTIFY ENGINEER PRIOR TO CUTTING OR DRILLING BEAMS TYPICAL UNO

"D"/10 MAXDO NOTOVER CUT

"D"/

4 M

AX

3/4 "D" MAX

"D" MIN

"D"/3 MAX"D"/3 MAX

"D" MIN

JOIST SPAN/3 MAX

JOIST SPAN/6 MIN "D" MIN

JO

IST D

EPTH "D

"

2" M

IN

"D"/3 MAX "D"/3 MAX

1/8" SPACING IS RECOMMENDED AT ALL EDGE ANDEND JOINTS UNLESS OTHERWISE INDICATED BYPANEL MANUFACTURER

APA RATED SHEATH

ING SPAN

RATING FOR LARGEST S

PAN

APPLY STRENGTH

AXIS

PERPENDICULAR TO FRAMING

STAGGER END JOINTS

SITE-APPLIED, BEAD OFADHESIVE, OVER FRAMINGAND AT T-G JOINTS (ORBETWEEN PANELS AND EDGE BLOCKING) TYPICAL AT FLOORS ONLY

FRAMING MEMBERSSEE PLAN FORSIZE AND SPACING

PANEL EDGE NAILING SEE SPEC OR DETAIL NOTES

VARIES

12

2x BLOCKING EVERY OTHER TRUSS BAY.DRILL 3" dia. HOLE FOR VENTILATION

OR CUT 3"x3" NOTCH IN TOP OF BLOCKING

5/8" SHEATHING

DIAPHRAGM EDGE NAILING

TRUSS BLOCKING DETAIL WITH STANDARD HEEL

SIMPSON GA1 FRAMING ANGLE WITH (4) SD #9 x 1 1/2" SCREWS. TYPICAL EACH TRUSS, EACH END

SHEATHING

TRUSS TOP CHORD

CONTINUOUS DIAGONAL SWAYBRACING ALTERNATE SIDES OF WEB

CEILING OR BOTTOM CHORDBRACING PER MANUFACTURER

NAIL 2x BRACING AT ALL CROSSINGS w/ (2)-10d NAILS

45° M

AX

COORDINATE WITH ARCHITECTURALSTRUSS BEARING

CONTINUOUS LATERAL BRACINGSPACED 10 FT ON CENTEROR LOCATED NEAR PANEL POINT(SEE TRUSS MANUFACTURER DOCSFOR MORE STRINGENT REQ'S)AT GABLE ENDS PROVIDE 4 FTSPACING CONNECTING 3 TRUSS MIN

DIAGONALS FORM BRACED BAYAT BOTH ENDS AND AT 20 FTINTERVALS ALONG LENGTH OFBUILDING

TRUSS BEARING

NAIL 2x LATERAL AND DIAGONAL BRACING AT ALL CROSSINGS w/ (2)-10d NAILS20'-0" MAX

10 TRUSS SPACES

10' -

0" oc M

AX

CONTINUOUS LATERAL BRACING TO BE 2x4x12' OR GREATER LAPPED OVER TWO TRUSSES.

GABLE TRUSS

45.00° MAX

TRUSS PLAN VIEW

2x4 DIAGONAL BRACE NAILED TOOPPOSITE SIDE OF WEB FROM LATERAL BRACE AND REPEATED AT EACH END OF BUILDING AT APPROXIMATELY 20 FT INTERVALS REQUIRED AT ALL LATERAL BRACES

SHEATHING

TRUSS TOP CHORD

2x4 CONTINUOUS LATERAL BRACE PER

TRUSS SHOP DRAWINGS. LAP

OVER TWO TRUSSES

COMPRESSIONWEB SLOPINGOR VERTICAL

CEILING OR BOTTOM CHORDBRACING PER MANUFACTURER

45° M

AX

NAIL 2x LATERAL AND DIAGONAL BRACING AT ALL CROSSINGS w/ (2)-10d NAILS

SECTION THROUGH TRUSSES

WHERE TWO ROWS OF CONTINUOUS LATERAL BRACING ARE REQUIRED, DIAGONAL BRACE IS TO CONTINUE FROM TOP CHORD TO BOTTOM CHORD, LAP DISCONTINUOUS PIECES OVER TWO TRUSSES. SEE BCSI 2015 UPDATE FIGURE B3-13 AND B3-14

POSITION DIAGONAL BRACE SO THAT IT CROSSES TRUSS WEB IN

CLOSE PROXIMITY TO CONTINUOUS LATERAL BRACING

COORDINATE WITH ARCHITECTURALSTRUSS BEARING

CONTINUOUS LATERAL BRACINGSPACED 8-10 FT ON CENTEROR LOCATED NEAR PANEL POINT(SEE TRUSS MANUFACTURER DOCSFOR MORE STRINGENT REQ'S)AT GABLE ENDS PROVIDE 4 FTSPACING CONNECTING 3 TRUSS MIN

DIAGONALS FORM BRACED BAYAT BOTH ENDS AND AT 20 FTINTERVALS ALONG LENGTH OFBUILDING

TRUSS BEARING

NAIL 2x LATERAL AND DIAGONAL BRACING AT ALL CROSSINGS w/ (2)-10d NAILS

20'-0" MAX

10 TRUSS SPACES

SEE T

AB

LE B

ELO

W

8' -

10' oc

TRUSS SPANTOP CHORD TEMPORARY

LATERAL RESTRAINT SPACING

UP TO 30' 10' oc MAX

30' TO 45' 8' oc MAX

MAXIMUM TOP CHORD TEMPORARY LATERAL RESTRAINT SPACING

CONTINUOUS LATERAL BRACING TO BE 2x4x12' OR GREATER LAPPED OVER TWO TRUSSES.

GABLE TRUSS

45.00° MAX

TRUSS PLAN VIEW

2x4 SPF No. 2 TEMPORARY BLOCKING BETWEEN TRUSSES, SEE "TRUSS TOP CHORD TEMPORARY LATERAL RESTRAINT BRACING", NOT SHOWN FOR CLARITY

(2) 1 3/4" MEMBERS FASTEN W/SIMPSON SDS-1/4x31/2" SCREWSAT 16" oc AS SHOWN.

OPTION: (2) 3-3/8" LONG TRUSSLOK SCREWS AT 24"oc STAGGERED EACH SIDE.

(3) 1 3/4" MEMBERS FASTENW/ SIMPSON SDS-1/4x31/2"SCREWS AT 16" oc AS SHOWN.

OPTION: 5" LONG TRUSSLOK SCREWS AT 24"oc STAGGERED EACH SIDE AS SHOWN.

(4) 1 3/4" MEMBERSFASTEN W/ SIMPSONSDS-1/4x6" SCREWS AT16" oc AS SHOWN.

OPTION: 6-3/4" LONG TRUSSLOK SCREWS AT 24"oc STAGGERED EACH SIDE AS SHOWN.

1 3/4" AND 3 1/2" MEMBERSFASTEN W/ SIMPSONSDS-1/4x31/2" SCREWS AT16" oc AS SHOWN.

OPTION: 5" LONG TRUSSLOK SCREWS AT 12"oc AS SHOWN.

(2) 1 3/4" AND 31/2" MEMBERS FASTEN W/SIMPSON SDS-1/4x31/2"SCREWS AT 16" oc AS SHOWN.

OPTION: 6-3/4" LONG TRUSSLOK SCREWS AT 24"oc STAGGERED EACH SIDE AS SHOWN.

(2) 31/2" MEMBERSFASTEN W/ 1/2" diaA307 BOLTS AT 16" ocAS SHOWN.

OPTION: (3) 6-3/4" LONG TRUSSLOK SCREWS AT 16"oc ONE SIDE.

2"

2"

2"

2"

2"

2"

2"

2"

2"

2"

2"

NOTE: TRUSSLOK BY FASTENMASTER14" OR LESS TWO (2) ROWS

16" - 18" THREE (3) ROWS

18" OR MORE FOUR (4) ROWS

BEAM DEPTH # OF SCREW ROWS

2"

5/8" SHEATHING

PREFABRICATED ROOF TRUSS

PROVIDE GABLE END CEILINGBLOCKING 2x4 AT 4'-0" oc

ACTIVATE 3 TRUSSES TYPICAL ATALL GABLE WALLS

SEE ARCH

TIMBER BEAM, SEE PLAN

PREFABRICATED ROOF TRUSS WITH 2x8 CENTER KING POST

2x8 POST FASTENED TO TRUSS

SIMPSON CJT4Z

TIMBER RIDGE, SEE PLAN

2x RAFTER, SEE PLAN

Scale: NOT TO SCALE2TYPICAL SHEATHING JOINTS (WALL,FLOOR, OR ROOF)Scale: NOT TO SCALE3

TYPICAL NAIL DIMENSIONS ANDDIAMETERSScale: NOT TO SCALE4 TYPICAL NAILING SCHEDULE (UNO)

Scale: NOT TO SCALE6NOTCHES OR HOLES INSTRUCTURAL JOIST FRAMING

Scale: NOT TO SCALE1 TYPICAL ROOF SHEATHING LAYOUT

SCHEMATIC

DESIGN

DESIGN

DEVELOPMENT

CONSTRUCTION

DOCUMENTS

PROGRESS:

Project Number

Date

Drawn by

Checked by

Seal:



NEW HAVEN, VT 05472802.453.4044

OWNER :


29 WALTONIAN ROAD

HAGUE, NY 12836917.903.2334




















12/11/2020 4:48:47 PM

S400

FRAMING

DETAILS

BURKE-DAY

RESIDENCE

29 WALTONIAN ROAD


20290

12/11/2020

Golde

Higgins

Scale: NOT TO SCALE7TYPICAL TRUSS HOLD DOWN ANDBLOCKING DETAIL

Scale: NOT TO SCALE12CONTINUOUS DIAGONAL SWAYBRACE DETAIL Scale: NOT TO SCALE9

TRUSS BOTTOM CHORD BRACINGDETAILScale: NOT TO SCALE10

TRUSS WEB DIAGONAL BRACINGDETAILScale: NOT TO SCALE11

TRUSS TOP CHORD TEMPORARYBRACING DETAIL

Scale: NOT TO SCALE5MULTIPLE MEMBER CONNECTIONDETAILSScale: 3/4" = 1'-0"8 TRUSS RAKE FRAMING


DIAGONAL BRACE4' - 0" o.c. MAX

MAX

2' - 0"

12"

VARIES

TYPICAL 2x4 L-BRACE NAILED TO 2x VERTICALS WITH 10d

NAILS AT 6"oc

VERTICAL STUD

SECTION A-A

AA

B

B

VERTICAL STUD

(4) 16d COMMON NAILS

(2) 10d COMMON NAILS

INTO 2x6

DIAGONAL BRACE

16d COMMON NAILS AT 6"oc

2x6 STUD OR 2x4 No.2 OR BETTER

TYPICAL HORIZONTAL BRACE NAILED TO 2x VERTICALS WITH (4) 10d COMMON NAILS

2x4 STUD

SECTION B-B

MAX

1' - 3"

TRUSSES AT2' - 0"

HORIZONTAL BRACE, SEE SECTION B-B

END WALL

ROOF SHEATHING

(8) 8d NAILS MINIMUM, PLYWOOD SHEATHING TO

2x4 STUD SPF BLOCK

PROVIDE 2x4 BLOCKING BETWEEN FIRST TWO TRUSSES. TOENAIL BLOCKING TO TRUSSES WITH (2) 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) 10d COMMON NAILS.

DIAGONAL BRACE AT 1/3 POINTS AS

NEEDED

2x6 DIAGONAL BRACE SPACED AT 48"oc ATTACHED TO VERTICAL WITH (4) 16d COMMON NAILS AND (5) 10d COMMON NAILS TO BLOCKING.

MINIMUM STUD SIZE SPECIES AND GRADE

2x4 SPF STD/ STUD 12" oc

STUD SPACING WITHOUT

BRACE

MAXIMUM STUD LENGTH

2x4 L-BRACE

DIAGONAL BRACE

(2) DIAGONAL BRACE AT 1/3" POINTS

4' - 9 3/4" 7' - 10" 9' - 7 7/16" 14' - 5 3/16"

2x4 SPF STD/ STUD 16" oc 4' - 4 7/16" 6' - 9 1/2" 8' - 8 7/8" 13' - 1 5/16"

2x4 SPF STD/ STUD 24" oc 3' - 9 5/8" 5' - 6 7/16" 7' - 7 1/4" 11' - 4 7/8"

NOTE:1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.2. CONNECTION BETWEEN BOTTOM CHORD AND GABLE END TRUSS AND WALL TO BE PROVIDED BY

PROJECT ENGINEER OR ARCHITECT.3. BRACING SHOWN FOR INDIVIDUAL TRUSS ONLY. VERIFY WITH ARCHITECT OR ENGINEER FOR

TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM.4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES 2X4 STUD OR BETTER WITH ONE ROW

OF 10d NAILS SPACED AT 6" oc.5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4' - 0" oc.6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d

NAILS SPACED AT 6" oc. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 1-d NAILS THROUGH 2x4. (SEE SECTION B-B)

7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240.8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES.9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES.

NOTE: DIAGONAL BRACES OVER 6' - 3" REQUIRE A 2x4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6" REQUIRE 2x4 I-BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF WEB WITH 10d COMMON NAILS AT 8" oc WITH 3" MINIMUM END DISTANCE. BRACE MUST COVER 90% OF DIAGONAL LENGTH.

PROVIDE 2X4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) 10d COMMON NAILS.

CL

2x NAILER

CHANNEL, SEE PLAN

PIPE COLUMN, SEE PLAN

SEE PLAN DECKING, SEE ARCH

2"

SEE PLAN

SEE P

LAN

PIPE COLUMN PILE, SEE PLAN

8" XS PIPE COLLAR

CHANNEL, SEE PLAN

CHANNEL, SEE PLAN

1/2" THICK PLATE, TOP AND BOTTOM

1/2" THICK PLATE, TOP AND BOTTOM

6"

2"

(4) 3/4" THROUGH BOLTS

3/4" THICK x 9-1/2" O.D. COLLAR BEARING PLATE

TYP

(4) 3/4"ø THROUGH BOLTS

DETAIL TO BE COORDINATED BETWEEN STRUCTURAL ENGINEER AND STEEL FABRICATOR/DOCK

MANUFACTURER

CHANNEL BEAM, SEE PLAN

PLYWOOD AS REQUIRED

SOLID 2x BLOCKING, FLUSH WITH EDGE OF FLANGE

1/2"ø THROUGH BOLTS AT 24" oc

2x NAILER PLATES(s), RIP TO WIDTH OF BEAM FLANGE. FASTEN TO BEAM FLANGE WITH 1/2"ø BOLTS AT 24" oc STAGGERED

REFER TO SPECIFIC PRODUCT INSTALLATION INSTRUCTIONS FOR FASTENER SIZE AND QUANTITY. FILL ALL NAILHOLES. DO NOT OVERDRIVE FASTENERS. DO NOT SUBSTITUTE SCREWS FOR NAILS. USE GALVANIZED

CONNECTORS WHEN EXPOSED TO WEATHER. USE ASTM A153 GALVANIZED FASTENERS FOR GALVANIZEDCONNECTORS.

SIMPSONFACE MOUNT

HANGER

# PLYSJOISTSIMPSON

TOP FLANGEHANGER

2x8

2x10

2x12

(2)

(3)

(1)

(2)

(3)

(1)

(2)

(3)

(1)

LUS28

LUS28-2

LUS28-3

LUS210

LUS210-2

LUS210-3

LUS210

LUS210-2

LUS210-3

LB28

WP28-2

N/A

LB210AZ

WP210-2

N/A

LB212AZ

WP212-2

N/A

TIMBERLINX A475 WITH 7/8"ø THREADED ROD WELDED TO PLATE AND CHANNEL

2" HDPE PLASTIC SPACER

3/8" x 3-3/8" x 0' - 7" TIMBER SUPPORT PLATE

3/8" STIFFENER

CHANNEL, SEE PLAN

TIMBER COLUMN

5/8" ROOF SHEATHING

8x12 TIMBER RAFTER EXTENSION

TWO, 2x8 BLOCKING, EACH WITH (2) SIMPSON A34 FRAMING ANGLES FASTENED TO TRUSS AND BLOCKING

SIMPSON CS16 COIL STRAP WITH (13) 8d COMMON x 1 1/2" NAILS,

EACH END INTO RAFTER/BLOCKING.


ROOF TRUSS, SEE PLAN

3"

4"

(2) 5/8"x10" LAG SCREWS, CENTERED IN TIMBER

2x BLOCKING BETWEEN TRUSSES

NOTE: WHERE COIL STRAP LANDS WITHIN 3" OF TRUSS, PROVIDE 2x4 x 24" LONG SCABBED TO SIDE OF TRUSS. FASTEN TO TRUSS WITH (14) 10d COMMON NAILS

2x DECKING, SEE ARCH

5/8" ROOF SHEATHING

2x12 TIMBER RAFTER EXTENSION. SISTER TO ROOF TRUSS WITH (2) 10d

COMMON NAILS AT 12"oc


ROOF TRUSS BEYOND, SEE PLAN

2x BLOCKING BETWEEN TRUSSES

2x DECKING, SEE ARCH

2x4 BLOCKING BETWEEN TRUSSES

BACK SPAN2' - 9"

SCHEMATIC

DESIGN

DESIGN

DEVELOPMENT

CONSTRUCTION

DOCUMENTS

PROGRESS:

Project Number

Date

Drawn by

Checked by

Seal:



NEW HAVEN, VT 05472802.453.4044

OWNER :


29 WALTONIAN ROAD

HAGUE, NY 12836917.903.2334




















12/11/2020 4:48:48 PM

S401

FRAMING

DETAILS

BURKE-DAY

RESIDENCE

29 WALTONIAN ROAD


20290

12/11/2020

Golde

Higgins

Scale: NOT TO SCALE1 GABLE TRUSS BRACING

Scale: NOT TO SCALE7CONTINUOUS STEEL BEAM OVERPIPE-COLUMN CONNECTION Scale: NOT TO SCALE6 STEEL BEAM PADDING

Scale: NOT TO SCALE4 2x HANGER SCHEDULE

Scale: 3/4" = 1'-0"8TIMBER COLUMN AT STEELCHANNEL

Scale: 3/4" = 1'-0"3TIMBER OUTRIGGER AT TIMBERBENT Scale: 3/4" = 1'-0"2 TYPICAL TIMBER RAFTER SISTER


18 Division St. | Suite 314

Saratoga Springs, New York 12866

t: (518) 350-7653

www.JulieCoRealty.com

February 8, 2021 Dennis McGowan BALZER & TUCK Architecture 468 Broadway Saratoga Springs, New York 12866 via email transmittal Re: Burke-Day Boathouse Lake George Park Commission Variance Application Dear Dennis: I represented Heather Burke and Colin Day with regard to the purchase of their home at 29 Waltonian Road, Hague, New York which sold for $2,632,500 on October 25, 2019. I submit the following in support of their request for a dock variance. I have reviewed the plans and quotations with respect to the modification of the existing dock on the parcel to a covered U-shaped dock and understand the existing dock to be within the side-yard setback established by the Lake George Park Commission (“Commission”) necessitating a variance for the dock’s modification. According to the quotations provided, the conversion of the existing straight dock to a U-shaped dock is estimated to cost approximately $229,000. If required to move the entire existing dock structure outside the setback, the quotations estimate an additional $150,000 - $200,000 investment. This would be a total investment between $379,000 - $429,000; or 14% - 16% of the owners’ original purchase price of the property. According the MLS records, 29 Waltonian Road represents the second highest home purchase in Hague since January 1, 2019. Covered U-shaped docks are a common amenity, not only on the lake as a whole, but on Waltonian Road. For many buyers at this price point this type of dock structure is expected. The subject property, however, is already at the top of the market and, if sold, would likely not realize a return on a $379,000 - $429,000 investment at this time. A neighboring property, 39 Waltonian, closed last fall during the COVID-19 pandemic “seller’s” market, for only $2,495,000. This property is slightly larger than the subject property and already features a covered U-shaped dock with sun deck above it.

Dennis McGowan February 8, 2021 Page 2 of 2 __________________

Given the available sales data for the Town of Hague for properties of this type, I would

estimate a realistic sales price for the subject property between $2,500,000 and $2,800,000 with the covered U-shaped dock installed as it is a typical amenity. In my opinion, as the subject property is already at the top of its market, the investment contemplated to convert the existing dock to a covered U-shape dock is just barely supported by comparable sales in the Town of Hague. The additional expense required, if the owners were required to move the entire dock structure to maintain conformity with the setback requirement, would almost certainly not be recovered at this time.

Thank you for your time and attention to this matter.

Sincerely, Christopher Marney Licensed Real Estate Salesperson

Santa Maria Builders, LLC Dba: Roundtree Construction 5450 Ethan Allen Hwy. P.O. Box 99 New Haven, VT 05472 802-453-4044 Cell 802-343-5589 [email protected] February 5, 2021

Mr. Joe Thouin,

I have reviewed what is involved relocating the proposed boat house from the existing dock location to a new location at the Burke-Day residence located at 29 Waltonian Road Hague NY.

To accommodate this relocation would require significant renovation to the existing concrete stone shoreline retaining wall.

Existing conditions making this a complicated project:

• Access to the shoreline in this location is by boat or by foot only. • Power in this location is by a very long extension cord or generator. • The existing retaining wall is a concrete wall with veneer stone. • The proposed renovation to accommodate the new boat house location, would require removing most of the

existing veneer stone and stone steps. Infilling the existing step location with a new concrete wall and removing concrete wall for the new step’s location. Once the new steps are installed, the veneer stone that was removed can be reinstalled. This type of stone does not clean up well. It is often less expensive to buy new than to recycle the old. In this case getting new material on site is by boat only, which is limited in volume, availability and it is expensive.

• The excavation behind the existing retaining wall to create the new step location and infill the old step location would be done mostly by hand or very small excavation equipment.

• All waste material must be removed by boat. • All masonry supplies, stone, mortar, concrete, etc. must be delivered by boat.

This project could easily take three months and cost between 150K and 200K.

Best regards,

Ric

mailto:[email protected]

lake george park commission project synopsis meeting date

Documents