LAKE GEORGE PARK COMMISSION PROJECT SYNOPSIS Meeting Date 02/23/2021 Applicant Day, Colin & Heather Burke Facility PRIVATE LAKEFRONT Parcel 26.14-1-13 Application # DWM21-000001 Residential Lakefront 117 Location FRIENDS POINT Date Received 12/30/2020 SEQR Type 1 - Type II Action, no further review under SEQR Comment Period Ends 02/05/2021 Project Replace a pier with a covered U-shaped dock inside the 20' sideline setback. A variance is required. Background The 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 Determinations Variance 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 Marinas Section 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.
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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.
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0 2,5001,250Feet Day Dock Application
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0 480240Feet Day Dock Application
TM# 26.14-1-1329 Waltonian RdTown of Hague2018 Air Photo
Project Site
Walto
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NYS ITS GIS Program Office, Westchester County GIS
¯1 " = 50 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 12060Feet Day Dock Application
TM# 26.14-1-1329 Waltonian RdTown of Hague2018 Air Photo
Project Site
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Application Materials
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Roof PeakElev.=365.93'F.F.
Elev.=338.19'
F.F.Elev.=338.21'
F.F.Elev.=338.13'
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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
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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.
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
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Waltonian Road
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169 Haviland Road Queensbury, New York 12804
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(518) 792-8474 New York Lic. No. 50135
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DESCRIPTION
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Map of a Topographic Survey made for
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Town of Hague, Warren County, New York
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Colin Day & Heather Burke
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10/21/20
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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
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
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
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.
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)
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"
L4x4x1/4 X-BRACE,TYP
L4x4x1/4 X-BRACE,TYP
L4x4x1/4 X-BRACE,TYP
L4x4x1/4 X-BRACE,TYP
6,000 LBS CAPACITY COLUMN
6,000 LBS CAPACITY COLUMN
17,500 LBS CAPACITY COLUMN
6,000 LBS CAPACITY COLUMN6,000 LBS
CAPACITY COLUMN
8,000 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:
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 4:48:46 PM
S100
BOAT HOUSE
FRAMING PLANS
BURKE-DAY
RESIDENCE
29 WALTONIAN ROAD
HAUGE, NEW YORK 12836
20290
12/11/2020
Golde
Higgins
Scale: 1/4" = 1'-0"2 ROOF FRAMING PLANS
Scale: 1/8" = 1'-0"3 DOCK PILE PLAN
No. Description Date
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
WATER LEVEL319' - 7"
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
WATER LEVEL319' - 7"
L4x4x1/4 X-BRACE,TYP
L4x4x1/4 X-BRACE,TYP
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:
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 4:48:47 PM
S200
BUILDING
SECTIONS
BURKE-DAY
RESIDENCE
29 WALTONIAN ROAD
HAUGE, NEW YORK 12836
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
No. Description Date
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.
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:
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 4:48:47 PM
S400
FRAMING
DETAILS
BURKE-DAY
RESIDENCE
29 WALTONIAN ROAD
HAUGE, NEW YORK 12836
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
No. Description Date
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.
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.
TIMBER BEAM, SEE PLAN
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
TIMBER BEAM, SEE PLAN
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:
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 4:48:48 PM
S401
FRAMING
DETAILS
BURKE-DAY
RESIDENCE
29 WALTONIAN ROAD
HAUGE, NEW YORK 12836
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
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.