PLANSMAI' REFERENCES:
MAP OF LANDS
TO BE CONVEYED BY
ARTHUR W. REESE
TO
WALTER LOETTERLE
DATED: NOVEMBER 14, 1973
BY. COULTER & McCORMACK
MAP OF
ROCKHURST ON LAKE GEORGE
DEVELOPED BY
HOW—MAC DEVELOPMENTS, INC.
DATED: DECEMBER 20, 1955
LAST REVISED: JANUARY 24, 1956
BY: LESLIE W. COULTER
Molk
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AREA
11,085± sq. ft.
0.25} acres
DATUM: U.S.G.S.
AS PER LAKE ELEVATION
CONTOUR INTERVAL = 1 FOOT
LEGEND:
0 IPF - = IRON PIPE FOUND
0 IRF = IRON ROD FOUND
0 M.R. = MAGNETIC REACTION
0 IRS = IRON ROD SET/TO BE SET
UTILITY POLE IFF
METAL FENCE
13 = WOOD FENCE
7.4't
0
N
co
LANDS N/F OF
GERALD & ROSEMARY
MACKEY (7)
981/1.12
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LANDS N/F OF
ILSE COVALS
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LOCATION OF
PROPOSED TEST PIT
ABSORPTION FIELD
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Town of Queensbury, Warren County, New York
a
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Dates February 26, 2007
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Map of a Topographic Survey made for
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Town of Queensbury, Warren County, New York
Dates February 26, 2007
ScQte 11=20'
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SHEET 1 OF 1
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DWG. NO. 07026
518) 792-8474 New York Lie. No. 50135 1 N0. DATE DESCRIPTION
2z/.y-I-1/1b—I-1 / C2018
SOILS ANAL YSIS
SOILS INVESTIGATIONS WERE CONDUCTED AT THE SITE OF THE
PROPOSED WASTEWATER SYSTEM ON JUNE 29, 2011 BY DENNIS
MACELROY, PE. IN COMPLIANCE WITH THE TOWN OF
QUEENSBURY REQUIREMENTS TWO TEST PITS WERE EXCAVATED
AND TWO PERCOLATION TESTS WERE RUN TO CONFIRM THE
SUITABILITY OF A REPLACEMENT WASTEWATER SYSTEM ON THE
EAST SIDE OF THE EXISTING HOWARD RESIDENCE.
TEST PIT RESULTS ARE AS FOLLOWS. REFER TO THE SITE PLAN
FOR THE APPROXIMATE LOCATION OF THE INDIVIDUAL TEST PITS.
T. P. 4f 1 0 — 8" TOPSOIL, SANDY LOAM DARK BROWN
8 — 42" LOAMY FINE SAND, BROWN/YELLOWISH
BROWN SOME COBBLES
42 — 72" LOAMY FINE SANDS TO MEDIUM SANDS,
BROWN TO GRAYISH
AT GREATER DEPTH 60"± , SOME COBBLES
DAMP AT DEPTH
NO OBSERVATION OR INDICATION OF GROUNDWATER TABLE, NO
LEDGE
T. P. 2 0 — 6" TOPSOIL, SANDY LOAM DARK BROWN
6 — 23" LOAMY FINE SAND WITH SOME COBBLES
BROWN
23 — 70" LOAMY FINE SAND TO SILTY SAND
DAMP WITH DEPTH, SOME COBBLES
NO OBSERVATION OR INDICATION OF GROUNDWATER TABLE, NO
LEDGE
PERCOLA TION TESTS.
PERCOLATION TESTS WERE CONDUCTED ON JULY 20, 2011 BY DENNIS
MACELROY, PE WITH THE FOLLOWING RESULTS. REFER TO THE SITE PLAN
FOR APPROXIMATE TEST LOCATIONS.
P. T. 1 20 MIN./INCH
P. T. 2 20 MIN. /INCH
a
W NEW EDGE OF
G E
PROPOSED
9
1-1/2"
FORCE MAIN
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SITE LOCATION MAP
SCALE: 1" 2000'
SOILS ANAL YSIS
SOILS INVESTIGATIONS WERE CONDUCTED AT THE SITE OF THE
PROPOSED WASTEWATER SYSTEM ON JUNE 29, 2011 BY DENNIS
MACELROY, PE. IN COMPLIANCE WITH THE TOWN OF
QUEENSBURY REQUIREMENTS TWO TEST PITS WERE EXCAVATED
AND TWO PERCOLATION TESTS WERE RUN TO CONFIRM THE
SUITABILITY OF A REPLACEMENT WASTEWATER SYSTEM ON THE
EAST SIDE OF THE EXISTING HOWARD RESIDENCE.
TEST PIT RESULTS ARE AS FOLLOWS. REFER TO THE SITE PLAN
FOR THE APPROXIMATE LOCATION OF THE INDIVIDUAL TEST PITS.
T. P. 4f 1 0 — 8" TOPSOIL, SANDY LOAM DARK BROWN
8 — 42" LOAMY FINE SAND, BROWN/YELLOWISH
BROWN SOME COBBLES
42 — 72" LOAMY FINE SANDS TO MEDIUM SANDS,
BROWN TO GRAYISH
AT GREATER DEPTH 60"± , SOME COBBLES
DAMP AT DEPTH
NO OBSERVATION OR INDICATION OF GROUNDWATER TABLE, NO
LEDGE
T. P. 2 0 — 6" TOPSOIL, SANDY LOAM DARK BROWN
6 — 23" LOAMY FINE SAND WITH SOME COBBLES
BROWN
23 — 70" LOAMY FINE SAND TO SILTY SAND
DAMP WITH DEPTH, SOME COBBLES
NO OBSERVATION OR INDICATION OF GROUNDWATER TABLE, NO
LEDGE
PERCOLA TION TESTS.
PERCOLATION TESTS WERE CONDUCTED ON JULY 20, 2011 BY DENNIS
MACELROY, PE WITH THE FOLLOWING RESULTS. REFER TO THE SITE PLAN
FOR APPROXIMATE TEST LOCATIONS.
P. T. 1 20 MIN./INCH
P. T. 2 20 MIN. /INCH
MAP REFERENCES.
1) ALL SURVEY AND TOPOGRAPHIC INFORMATION WAS OBTAINED FROM THE MAP
ENTITLED: "MAP OF TOPOGRAPHIC SURVEY FOR ROGER HOWARD", DATED
FEBRUARY 26, 2007 AS PREPARED BY VAN DUSFN & STEVES, LAND
SUR VF MORS.
DOCK
BDA TyDUSE
DOCK
LANDS N/F OF
GERALD & ROSEMARY
MA CKEY
981/112
227.9-1-2
LAKE WA TER SUPPL Y)
7 S7-pRY
WOODW/7 -y FRAME
OHouse
S
aqK q EMEN r
EXISTING
SEPTIC TANK
SILT
FE CE
LANDS N/F OF
ILSE COVALS
1268/235
227.13-2-38
LAKE WATER SUPPLY)
1 h
14"
20" MLI
AREA OF REPUTED
SEEPAGE PIT.
EXCAVATE TO COVER,
CRUSH TANK, BACKFILL
AND RESTORE TOPSOIL.
SHED
LT
F CE
Y4
L A K E
ti
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G E
DOCK
BDA TyDUSE
DOCK
LANDS N/F OF
GERALD & ROSEMARY
MA CKEY
981/112
227.9-1-2
LAKE WA TER SUPPL Y)
7 S7-pRY
WOODW/7 -y FRAME
OHouse
S
aqK q EMEN r
EXISTING
SEPTIC TANK
SILT
FE CE
LANDS N/F OF
ILSE COVALS
1268/235
227.13-2-38
LAKE WATER SUPPLY)
1 h
14"
20" MLI
AREA OF REPUTED
SEEPAGE PIT.
EXCAVATE TO COVER,
CRUSH TANK, BACKFILL
AND RESTORE TOPSOIL.
SHED
LT
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A
TP#I
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10' MIN i P T I
P T#2
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TP 2
PROPOSED '
PUMP TANK
I 1
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R CKHURST ROAD
TAX PARCEL MAP
SCALE: 1" = 300'
0
0
S
SITE LOCATION
227.9-1-1
mmimmillwa
LANDS N%F OF
EI SENBERG
LAKE WATER SUPPLY)
PROPOSE[' ELJEN
GSF BED ABSORPTION
FIELD (40'X15')
3-36 LF LATERALS
LANDS N/F OF
WEA VER
227.9-1-14
LAKE WATER SUPPLY)
PROVIDE BARRIER TO PROHIBIT
PARKING ON ABSORPTION FIELD
AREA. WOOD BOLLARDS OR
DECORATIVE FENCE AS DIRECTEDIBYOWNER
1ALLOW 5' PROPERTY
ilk .
A
EXISTING PAVEMENT IN THE AREA OF THE PROPOSED
NEW EDGE OF FIELD SHALL BE REMOVED. THE SUBGRADE OF THE
PAVEMENT
BED SYSTEM SHALL BE SCARIFIED TO LOOSEN ANY
TIGHTLY COMPACTED SOIL. NO VEHICLE TRAVEL OR
PRESSURE TREATED WOOD PARKING SHALL BE ALLOWED OVER THE FIELD AREA. -
2 COURSES OF 6"X6')
RETAINING STRUCTURE
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TAX PARCEL MAP
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S
SITE LOCATION
227.9-1-1
mmimmillwa
LANDS N%F OF
EI SENBERG
LAKE WATER SUPPLY)
PROPOSE[' ELJEN
GSF BED ABSORPTION
FIELD (40'X15')
3-36 LF LATERALS
LANDS N/F OF
WEA VER
227.9-1-14
LAKE WATER SUPPLY)
PROVIDE BARRIER TO PROHIBIT
PARKING ON ABSORPTION FIELD
AREA. WOOD BOLLARDS OR
DECORATIVE FENCE AS DIRECTEDIBYOWNER
1ALLOW 5' PROPERTY
ilk .
A
EXISTING PAVEMENT IN THE AREA OF THE PROPOSED
NEW EDGE OF FIELD SHALL BE REMOVED. THE SUBGRADE OF THE
PAVEMENT
BED SYSTEM SHALL BE SCARIFIED TO LOOSEN ANY
TIGHTLY COMPACTED SOIL. NO VEHICLE TRAVEL OR
PRESSURE TREATED WOOD PARKING SHALL BE ALLOWED OVER THE FIELD AREA. -
2 COURSES OF 6"X6')
RETAINING STRUCTURE
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95 ROCKHURST ROAD, QUEENSBURY
GROUNDSNOWLOADSPEEDd (mph)TOPOGRAPHICEFFECTS kSPECIAL WINDREGION lWIND DESIGNWIND-BORNEDEBRIS ZONE mSEISMICDESIGNCATEGORYfWEATHERINGaFOR SI: 1 POUND PER SQUARE FOOT = 0.0479 kPa, 1 MILE PER HOUR = 0.447m/sNOTES:a.WEATHERING MAY REQUIRE A HIGHER STRENGTH CONCRETE OR GRADE OF MASONRY THAN NECESSARY TO SATISFY THE STRUCTURAL REQUIREMENTS OF THIS CODE. THE WEATHERING COLUMNSHALL BE FILLED IN WITH THE WEATHERING INDEX, "NEGLIGIBLE," "MODERATE" OR "SEVERE" FOR CONCRETE AS DETERMINED FROM FIGURE R301.2(3). THE GRADE OF MASONRY UNITS SHALL BEDETERMINED FROM ASTM C 34, C 55, C 62, C 73, C90, C 129, C 145, C 216 OR C 652.b.THE FROST LINE DEPTH MAY REQUIRE DEEPER FOOTINGS THAN INDICATED IN FIGURE R403.1(1). THE JURISDICTION SHALL FILL IN THE FROST LINE DEPTH COLUMN WITH THE MINIMUM DEPTH OFFOOTING BELOW FINISH GRADE.c.THE JURISDICTION SHALL FILL IN THIS PART OF THE TABLE TO INDICATE THE NEED FOR PROTECTION DEPENDING ON WHETHER THERE HAS BEEN A HISTORY OF LOCAL SUBTERRANEAN TERMITEDAMAGE.d.THE JURISDICTION SHALL FILL IN THIS PART OF THE TABLE WITH THE WIND SPEED FROM THE BASIC WIND SPEED MAP [FIGURE R301.2(4)A]. WIND EXPOSURE CATEGORY SHALL BE DETERMINED ON ASITE-SPECIFIC BASIS IN ACCORDANCE WITH SECTION R301.2.1.4.e.THE OUTDOOR DESIGN DRY-BULB TEMPERATURE SHALL BE SELECTED FROM THE COLUMNS OF 97 1/2-PERCENT VALUES FOR WINTER FROM APPENDIX D OF THE INTERNATIONAL PLUMBING CODE.DEVIATIONS FROM THE APPENDIX D TEMPERATURES SHALL BE PERMITTED TO REFLECT LOCAL CLIMATES OR LOCAL WEATHER EXPERIENCE AS DETERMINED BY THE BUILDING OFFICIAL.f.THE JURISDICTION SHALL FILL IN THIS PART OF THE TABLE WITH THE SEISMIC DESIGN CATEGORY DETERMINED FROM SECTION R301.2.2.1.g.THE JURISDICTION SHALL FILL IN THIS PART OF THE TABLE WITH (A) THE DATE OF THE JURISDICTION'S ENTRY INTO THE NATIONAL FLOOD INSURANCE PROGRAM (DATE OF ADOPTION OF THE FIRSTCODE OF ORDINANCE FOR MANAGEMENT OF FLOOD HAZARD AREAS), (B) THE DATE(S) OF THE FLOOD INSURANCE STUDY AND (C) THE PANEL NUMBERS AND DATES OF THE CURRENTLY EFFECTIVEFIRMs AND FBFMs OR OTHER FLOOD HAZARD MAP ADOPTED BY THE AUTHORITY HAVING JURISDICTION, AS AMENDED.h.IN ACCORDANCE WITH SECTIONS R905.1.2, R905.4.3.1, R905.5.3.1, R905.6.3.1, R905.7.3.1 AND R905.8.3.1, WHERE THERE HAS BEEN A HISTORY OF LOCAL DAMAGE FROM THE EFFECTS OF ICE DAMMING,THE JURISDICTION SHALL FILL IN THIS PART OF THE TABLE WITH "YES." OTHERWISE, THE JURISDICTION SHALL FILL IN THIS PART OF THE TABLE WITH "NO".i.THE JURISDICTION SHALL FILL IN THIS PART OF THE TABLE WITH THE 100-YEAR RETURN PERIOD AIR FREEZING INDEX (BF-DAYS) FROM FIGURE R403.3(2) OR FROM THE 100-YEAR (99 PERCENT) VALUE ONTHE NATIONAL CLIMATIC DATA CENTER DATA TABLE "AIR FREEZING INDEX-USA METHOD (BASE 32°F)."j.THE JURISDICTION SHALL FILL IN THIS PART OF THE TABLE WITH THE MEAN ANNUAL TEMPERATURE FROM THE NATIONAL CLIMATIC DATA CENTER DATA TABLE "AIR FREEZING INDEX-USA METHOD (BASE32° F)."k.IN ACCORDANCE WITH SECTION R301.2.1.5, WHERE THERE IS LOCAL HISTORICAL DATA DOCUMENTING STRUCTURAL DAMAGE TO BUILDINGS DUE TO TOPOGRAPHIC SIND SPEED-UP EFFECTS, THEJURISDICTION SHALL FILL IN THIS PART OF THE TABLE WITH "YES". OTHERWISE, THE JURISDICTION SHALL INDICATE "NO" IN THIS PART OF THE TABLE.l.IN ACCORDANCE WITH FIGURE R301.2(4)A, WHERE THERE IS LOCAL HISTORICAL DATA DOCUMENTING UNUSUAL WIND CONDITIONS, THE JURISDICTION SHALL FILL IN THIS PART OF THE TABLE WITH"YES" AND IDENTIFY ANY SPECIFIC REQUIREMENTS. OTHERWISE, THE JURISDICTION SHALL INDICATE "NO" IN THIS PART OF THE TABLE.m.IN ACCORDANCE WITH SECTION R301.2.1.2.1, THE JURISDICTION SHALL INDICATE THE WIND-BORNE DEBRIS WIND ZONE(S). OTHERWISE, THE JURISDICTION SHALL INDICATE "NO" IN THIS PART OF THETABLE.FROST LINEDEPTH bTERMITE cWINTERDESIGNTEMP eSUBJECT TO DAMAGE FROMICE BARRIERUNDERLAYMENTREQUIRED hFLOODHAZARDSgAIRFREEZINGINDEX iMEANANNUALTEMP j50115NONONOCSEVERE4 FTSLIGHT-MOD0° FYESNO250045.2° FTABLE R301.2 (1)CLIMATIC AND GEOGRAPHIC DESIGN CRITERIACLIMATEZONE6AFIELD COORDINATION NOTES1.CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS, ELEVATIONS, DIMENSIONS, MATERIAL QUANTITIESAND SIZES, AND ETC FOR COORDINATION WITH PLANNED WORK PRIOR TO START OF CONSTRUCTION.2.CONTRACTOR IS RESPONSIBLE FOR COORDINATION AND VERIFICATION OF; INTERFERENCES, REMOVALS, OTHERTRADES OR RELATED WORK, AND COORDINATION OF, RELOCATION OF, AND RE-WORKING OF EXISTINGMECHANICAL, ELECTRICAL, & PLUMBING SYSTEMS, UTILITIES, AND OTHER EXISTING BUILDING COMPONENTS TOINCLUDE, BUT NOT LIMITED TO;2.1.EXISTING MECHANICAL, ELECTRICAL, AND PLUMBING SYSTEMS OR COMPONENTS WITHIN WORK AREA2.2.EXISTING ROOFING OR ROOFING REPLACEMENT, FLASHINGS, WEEPS, DRAINAGE BARRIERS, FLOOR OR ROOFDRAINS, GUTTERS, AND ETC.2.3.VERIFICATION AND COORDINATION OF FINISHES WITH OWNER AND TO MATCH AND ALIGN NEW WORK WITHEXISTING2.4.EXTERIOR/PERIMETER SITE WORK AND RELATED SITE COORDINATION OR CONDITIONS2.5.UNDERGROUND OR SUBSURFACE UTILITIES OR COMPONENTS3.NOT ALL REMOVALS AND/OR RELATED DEMOLITION WORK IS NOTED OR SPECIFIED ON THESE STRUCTURALDRAWINGS. CONTRACTOR SHALL COORDINATE AND VERIFY ALL REQUIRED REMOVALS, DEMOLITION, ANDRELATED WORK OR CONDITIONS WITH FIELD VERIFIED EXISTING CONDITIONS.STAIR & DECK NOTES1.STAIRWAYS SHALL NOT BE LESS THAN 36 INCHES WIDE IN CLEAR WIDTH AT ALL POINTS ABOVE THE PERMITTEDHANDRAIL HEIGHT AND BELOW THE REQUIRED HEADROOM HEIGHT. HANDRAILS SHALL NOT PROJECT MORE THAN4 1/2 INCHES ON EITHER SIDE OF THE STAIRWAY AND THE MINIMUM CLEAR WIDTH OF THE STAIRWAY AT ANDBELOW THE HANDRAIL HEIGHT, INCLUDING TREADS AND LANDINGS, SHALL NOT BE LESS THAN 31 1/2 INCHESWHERE THE HANDRAIL IN INSTALLED ON ONE SIDE AND 27 INCHES WHERE THE HANDRAILS ARE PROVIDED ONBOTH SIDES.2.THE MAXIMUM RISER HEIGHT SHALL BE 8 1/4 INCHES AND THE MINIMUM TREAD DEPTH SHALL BE 9 INCHES.3.THE MINIMUM HEADROOM IN ALL PARTS OF THE STAIRWAY SHALL NOT BE LESS THAN 6'-8" MEASUREDVERTICALLY FROM THE SLOPED PLANE ADJOINING THE TREAD NOSING OR FROM THE FLOOR SURFACE OF THELANDING OR PLATFORM.4.PORCHES, BALCONIES, OR RAISED FLOOR OR DECK SURFACES LOCATED MORE THAN 30 INCHES ABOVE THEFLOOR OR GRADE BELOW SHALL HAVE GUARDS NOT LESS THAN 36 INCHES IN HEIGHT. OPEN SIDES OF STAIRSWITH A TOTAL RISE OF MORE THAN 30 INCHES ABOVE THE FLOOR OR GRADE BELOW SHALL HAVE GUARDS NOTLESS THAN 34 INCHES IN HEIGHT MEASURED VERTICALLY FROM THE NOSING OF THE TREADS.5.REQUIRED GUARDS ON OPEN SIDES OF STAIRWAYS, RAISED FLOOR SURFACES, BALCONIES, DECKS, ANDPORCHES SHALL HAVE INTERMEDIATE RAILS OR ORNAMENTAL CLOSURES THAT DO NOT ALLOW THE PASSAGE OFA SPHERE 4 INCHES OR MORE IN DIAMETER.6.HANDRAILS SHALL BE PROVIDED ON AT LEAST ONE SIDE OF EACH STAIRWAY WITH TWO OR MORE RISERS.HANDRAIL HEIGHT, MEASURED ABOVE THE TREAD NOSINGS, SHALL BE NOT LESS THAN 34 INCHES AND NOT MORETHAN 38 INCHES. ALL REQUIRED HANDRAILS SHALL BE CONTINUOUS THE FULL LENGTH OF THE STAIRS FROM APOINT DIRECTLY ABOVE THE TOP RISER OF A FLIGHT TO A POINT DIRECTLY ABOVE THE LOWEST RISER OF THEFLIGHT.7.HANDRAILS ADJACENT TO A WALL SHALL HAVE A SPACE OF NOT LESS THAN 1 1/2 INCHES BETWEEN THE WALLAND THE HANDRAIL.8.ENCLOSED ACCESSIBLE SPACE BENEATH STAIRWAYS SHALL HAVE WALLS AND UNDER STAIR SURFACE ON THEENCLOSED SIDE WITH A 1/2 INCH GYPSUM COVERING.9.EXTERIOR EXIT LANDINGS, STAIRS, DECKS, AND SIMILAR EXIT FACILITIES SHALL BE POSITIVELY ANCHORED TOTHE PRIMARY BUILDING STRUCTURE USING HANGERS, LAG BOLTS, SCREWS, OR OTHER FASTENING SYSTEMSNOT SUBJECT TO WITHDRAWAL.10.REQUIRED EXTERIOR EGRESS DOORS SHALL HAVE A LANDING OR FLOOR ON EACH SIDE OF THE DOORWAY. THELANDING OR FLOOR AREA EACH SIDE SHALL BE MINIMUM 3'-0" X 3'-0". THE LANDING OR FLOOR SHALL BE MAXIMUM1 1 /2" BELOW THE DOOR THRESHOLD ON THE SIDE UNDER THE DOOR SWING, AND MAXIMUM 8 1/4" BELOW THETHRESHOLD WHEN THE DOOR DOES NOT SWING OVER THE FLOOR OR LANDING.11.ALL EXTERIOR DOORS, OTHER THAN ANY REQUIRED EGRESS DOOR, SHALL HAVE A LANDING OR FLOOR ON EACHSIDE OF THE DOORWAY. THE LANDING OR FLOOR AREA EACH SIDE SHALL BE MINIMUM 3'-0" X 3'-0". THE LANDINGOR FLOOR SHALL BE MAXIMUM 7 3/4" BELOW THE DOOR THRESHOLD ON EACH SIDE. A TOP LANDING IS NOTREQUIRED WHERE A STAIRWAY OF NOT MORE THAN TWO RISERS IS LOCATED ON THE EXTERIOR SIDE OF THEDOOR, PROVIDED THAT THE DOOR DOES NOT SWING OVER THE STAIRWAY. A FLOOR OR LANDING IS NOTREQUIRED AT THE TOP OF AN INTERIOR FLIGHT OF STAIRS, INCLUDING STAIRS IN AN ENCLOSED GARAGE,PROVIDED THAT A DOOR DOES NOT SWING OVER THE STAIRS.WOOD FRAMING NOTES:1.ACCURATELY CUT, FIT, AND SOLIDLY FASTEN MEMBERS TO PROVIDE PLUMB, LEVEL, TRUE, AND RIGID WORK.2.NAILING NOT INDICATED ON DRAWINGS SHALL BE IN ACCORDANCE WITH TABLES R602.3 (1), (2), & (3) "FASTENINGSCHEDULES" CONTAINED IN THE RESIDENTIAL BUILDING CODE OF NEW YORK STATE.3.COMPLY WITH APPLICABLE RECOMMENDATIONS CONTAINED IN APA, DESIGN/CONSTRUCTION GUIDE -RESIDENTIAL AND COMMERCIAL FOR STRUCTURAL WOOD PANELS.4.FOR BOLTED CONNECTIONS, DRILL HOLES 116 INCH LARGER IN DIAMETER THAN THE BOLTS BEING USED. PROVIDEWASHERS AND NUTS UNDER BOLT HEADS IN CONTACT WITH WOOD.5.PROVIDE SINGLE BOTTOM PLATE AND DOUBLE TOP PLATES FOR LOAD-BEARING WALLS, 2 INCHES THICK BY THEWIDTH OF THE STUDS UNLESS NOTED OTHERWISE. STAGGER TOP PLATE SPLICES A MINIMUM OF 4 FEET. SPLICEONLY AT STUD LOCATIONS.6.ANCHOR CONTINUOUS SILL PLATES OR BLOCKING TO EXISTING CONCRETE OR MASONRY WITH1/2-INCH-DIAMETER BY 6-INCH EMBEDMENT ADHESIVE ANCHOR RODS WITH NUTS AND WASHERS. USE 1/2"ØJ-HOOKS EMBEDDED IN PLASTIC CONCRETE WITH MIN 9" EMBEDMENT FOR NEW WORK. LOCATE ANCHOR RODS12 INCHES MAXIMUM FROM EACH END AND 4 FEET MAXIMUM ON CENTER. (MINIMUM OF TWO ANCHOR RODS INEACH SILL PIECE).7.INSTALL PURLINS, RAFTERS, AND JOISTS WITH CROWN EDGE UP AND SUPPORT ENDS OF EACH MEMBER WITHNOT LESS THAN 112 INCHES OF BEARING ON WOOD OR METAL OR 3 INCHES ON MASONRY.8.PURLINS, RAFTERS, AND JOISTS SHALL BE SUPPORTED LATERALLY AT THE ENDS AND AT EACH SUPPORT BY2-INCHES-BY-FULL-DEPTH SOLID BLOCKING (UNLESS DETAILED OTHERWISE) EXCEPT WHERE THE ENDS AREANCHORED TO A BEAM, HEADER, BAND JOIST, OR ARE HELD IN POSITION BY HANGERS.9.BRIDGING OR 2-INCHES-BY-FULL-DEPTH SOLID BLOCKING SHALL BE INSTALLED IN JOISTS 2X12 MEMBERS ORLARGER AT INTERVALS NOT EXCEEDING 8 FEET.10.LAP MEMBERS FRAMING FROM OPPOSITE SIDES OF BEAMS, GIRDERS, OR LOAD BEARING WALLS NOT LESS THAN4 INCHES OR SECURELY TIE OPPOSING MEMBERS TOGETHER. INSTALL 2 INCHES BY FULL-DEPTH SOLIDBLOCKING AT SUPPORTS.11.DO NOT NOTCH PURLINS, RAFTERS, AND JOISTS IN THE MIDDLE THIRD OF THE SPAN. LIMIT NOTCHES ON THE TOPOR BOTTOM FACE OF THE JOIST TO A MAXIMUM DEPTH OF 16 OF THE DEPTH OF THE MEMBER AND MAXIMUMLENGTH OF 13 OF THE DEPTH OF THE MEMBER UNLESS ACCEPTANCE OF ENGINEER IS OBTAINED. NO OVER-CUTSWILL BE PERMITTED.12.DO NOT BORE HOLES CLOSER THAN 2 INCHES FROM TOP OR BOTTOM OF MEMBERS. LIMIT DIAMETER OF HOLESTO 13 THE DEPTH OF THE MEMBER. REVIEW BORE HOLE LOCATIONS WITH ENGINEER BEFORE PROCEEDING.13.USE PRESSURE-TREATED WOOD FOR ELEMENTS EXPOSED TO WEATHER; IN CONTACT WITH SOIL, WATER,MASONRY, CONCRETE; OR FOR WOOD DIRECTLY ABOVE SOIL WHEN THE BOTTOM ELEVATION IS LESS THAN 18INCHES ABOVE SOIL AND FOR WOOD BEAMS WHEN THE BOTTOM ELEVATION IS LESS THAN 12 INCHES ABOVESOIL.14.SIMPSON STRONG-TIE FRAMING CONNECTORS ARE INDICATED ON THE DRAWINGS. EQUIVALENT CONNECTORSWITH EQUAL CAPACITIES FROM OTHER MANUFACTURERS MAY BE SUBMITTED FOR REVIEW. FILL ALLCONNECTOR NAIL HOLES UNLESS OTHERWISE SPECIFIED.15.PROVIDE G185 HOT-DIPPED GALVANIZED COATING MEETING THE REQUIREMENTS OF ASTM A 653 FOR METALFRAMING CONNECTORS IN CONTACT WITH PRESSURE TREATED LUMBER. FASTENERS USED WITH THESECONNECTORS SHALL BE HOT DIPPED GALVANIZED TO COMPLY WITH ASTM A 153. Z-MAX FINISH BY SIMPSONSTRONG-TIE OR ACCEPTED EQUIVALENT.16.INSTALL ROOF SHEATHING WITH FACE GRAIN ACROSS SUPPORTS, USING PANELS CONTINUOUS OVER TWO ORMORE SPANS WITH END JOINTS BETWEEN PANELS STAGGERED AND LOCATED OVER CENTER OF SUPPORTS.INSTALL H-CLIPS OR EDGE BLOCKING WHEN REQUIRED BY MANUFACTURER FOR GIVEN APPLICATION AND USE.17.UNLESS INDICATED OTHERWISE, DO NOT INTERRUPT ROOF SHEATHING WHERE ROOF FRAMING SUPPORTSVALLEY FRAMING. MAINTAIN CONTINUITY OF ROOF DIAPHRAGM UNDER VALLEY FRAMING. CUT 1-INCH DIAMETERHOLES IN THE SHEATHING AT 2 FEET ON CENTER (EACH WAY) UNDER THE VALLEY FRAMING FOR VENTILATION.18.NAIL SHEATHING WITH 10D COMMON NAILS AT 6 INCHES ON CENTER ALONG PANEL ENDS AND 12 INCHES ONCENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE. ALTERNATE FASTENING SHALL BEEQUIVALENT TO SPECIFIED NAILING AS INDICATED IN ESR-1539. SUBMIT ALTERNATE FASTENING INFORMATION,INCLUDING FASTENER TYPE, DIAMETER, LENGTH, AND SPACING TO ENGINEER FOR REVIEW.19.CONSTRUCT HEADERS WITH CONTINUOUS PLYWOOD FILLERS OR SPACER BLOCKS AS REQUIRED TO MATCHWALL WIDTH. LOCATED SPACER BLOCKS AT EACH END AND AT MID-SPAN OF HEADER.20.CONSTRUCT HEADERS FROM LUMBER WITHOUT END SPLITS, CHECKS, OR SHAKES.21.GLUE-NAIL EACH PLY OF MULTIPLE PIECE BEAMS TOGETHER WITH THREE ROWS OF 16D NAILS AT 12 INCHES ONCENTER (STAGGERED). LOCATE ROWS OF NAILING 2 INCHES FROM TOP AND BOTTOM FACES AND AT MID-DEPTHOF BEAM.22.BOLT BEAMS HAVING THREE OR MORE PLY'S AND LOAD APPLIED TO EITHER SIDE OR VERTICAL FACE OF THEMEMBER WITH 1/2-INCH DIAMETER BOLTS AT 24 INCHES ON CENTER. STAGGER BOLTS ALONG TOP AND BOTTOMFACES AT 13 BEAM DEPTH.23.PROVIDE BUILT-UP STUD COLUMNS AT MEMBER BEARING LOCATIONS IN STUD WALLS UNLESS NOTEDOTHERWISE. CONSTRUCT BUILT-UP STUD COLUMNS WITH A MINIMUM WIDTH THE SAME WIDTH AS THE MEMBERSUPPORTED. PROVIDE A MINIMUM BEAM BEARING LENGTH OF 3-INCHES UNLESS OTHERWISE SPECIFIED. FOREXTERIOR FRAMING USE PRESSURE TREATED SOLID MEMBERS ONLY.24.CUT "BIRDS MOUTH" IN SLOPED RAFTERS AT EXTERIOR BEARING WALLS TO PROVIDE FULL BEARING ON THE TOPPLATE.25.PRE-DRILL LEAD HOLES FOR LAG SCREWS WITH A DIAMETER OF 60 PERCENT OF THE SHANK DIAMETER.ENLARGE THE LEAD HOLES TO THE SHANK DIAMETER FOR THE LENGTH OF UNTHREADED SHANK.26.INSERT LAG SCREWS AND WOOD SCREWS BY TURNING, DO NOT DRIVE WITH HAMMER OR INSTALL WITH HAMMERDRILL.27.EPOXY ADHESIVE FOR GLUE-NAILED SHEATHING OR BUILT-UP MEMBERS SHALL BE HEAVY DUTY CONSTRUCTIONAND SUB-FLOOR ADHESIVE AS MANUFACTURED BY TITEBOND OR ACCEPTED EQUIVALENT. INSTALL EPOXY PERMANUFACTURER'S RECOMMENDATIONS.28.HEADERS IN NON-LOAD BEARING AND LOAD BEARING WALLS SHALL BE INSTALLED AS FOLLOWS;28.1.TYPICAL BEARING WALL HEADERS UP TO 5'-0" SPAN SHALL BE BUILT-UP (2) 2X10, UNLESS NOTED OTHERWISE.ALL HEADERS GREATER THAN 5'-0" IN BEARING WALLS SHALL BE BUILT-UP (3) 2X10 FOR 2X6 WALLS AND (2)2X12 FOR 2X4 WALLS, UNLESS NOTED OTHERWISE.28.2.INSTALL HEADERS WITH MINIMUM 1 1/2 INCHES BEARING, INSTALL HEADERS AT LOAD BEARING WALLS WITHMINIMUM 3" BEARING EACH SIDE WHEN THE SPAN IS 5FT OR GREATER. WHERE POINT LOADS EXIST OVERHEADERS INSTALL DOUBLE JACK STUDS FOR A MINIMUM OF 3" BEARING EACH SIDE, U.N.O.28.3.LOCATIONS WITH A SINGLE JACK STUD SHALL HAVE AN ATTACHED SINGLE FULL HT KING STUD NAILED 6" OC.LOCATIONS WITH DOUBLE JACK STUDS SHALL HAVE AN ATTACHED DOUBLE FULL HT KING STUD NAILED 6"OC, UNLESS OTHERWISE SPECIFIED.28.4.NON-BEARING WALL HEADERS SHALL BE 2-2X8 FOR SPANS UP TO 4FT, 2-2X10 FOR SPANS UP TO 8FT, 3-2X10FOR SPANS LARGER THAN 8FT. ALL NON-BEARING HEADERS SHALL BE INSTALLED WITH A SINGLE JACK STUDEACH END U.N.O.29.ROOF AND FLOOR MEMBERS AND FRAMING SHALL BE CONNECTED TO SUPPORTING BEARING WALLS OR BEAMSWITH NAILING (PER THE NAILING SCHEDULE CONTAINED IN THE BUILDING CODE) IN ADDITION TO ONE UPLIFTANCHOR INSTALLED AT EACH MEMBER, RAFTER, JOIST, OR TRUSS. INSTALL SIMPSON H1 HURRICANE TIES OREQUAL, UNLESS OTHERWISE SPECIFIED.DESIGN DATA NOTES:1.GENERAL: DESIGN PROVISIONS...................2020 RESIDENTIAL CODE OF NEW YORK STATE2020 EXISTING BUILDING CODE OF NEW YORK STATE2. DESIGN LIVE LOADS:3. SUBSURFACE DATA: PRESUMPTIVE SOIL BEARING PRESSURE (ON NATIVE/UNDISTURBED SOIL): 2000 psf MINIMUM FROST PROTECTION DEPTH:4'-0"FOUNDATION DESIGN BASED ON ASSUMED SOIL CONDITIONS AND AN ASSUMED ALLOWABLE BEARINGPRESSURE FOR UNVERIFIED SUBSURFACE CONDITIONS (ANY OF THE FOLLOWING USCS SOILCLASSIFICATIONS WITH LESS THAN 50% PASSING #200 SIEVE AS DETERMINED IN ACCORDANCE WITHASTM D2487; BEDROCK, GW, GP, SW, SP, SM, SC, GM, AND GC) WITHOUT THE BENEFIT OF ASUBSURFACE INVESTIGATION, GEOTECHNICAL INVESTIGATION, OR GEOTECHNICAL REPORT. IFCONDITIONS OBSERVED AT THE START OF EXCAVATION WORK DO NOT GENERALLY COINCIDE WITHASSUMED DESIGN PARAMETERS, THE CONTRACTOR SHALL NOTIFY ENGINEER IMMEDIATELY FOROBSERVATION OF CONDITIONS AND VERIFICATION OF THE DESIGN. 4.STRUCTURAL MATERIAL STRENGTHS:4.1.CONCRETE:4.1.1.FOOTINGS, PIERS, AND FOUNDATION WALLS f'c = 3,000 PSI@28DAYS4.1.2.INTERIOR & EXTERIOR SLABS ON GRADE/RETAINING WALLSf'c = 3,500 PSI@28DAYS4.1.3.W/C RATIO 0.45-0.504.1.4.SLUMP 3-6"4.1.5.AIR CONTENT FOR EXTERIOR/EXPOSED CONCRETE 5-7% (ONLY 1-2% ENTRAPPED AIR ATINTERIOR SLABS)4.1.6.ASTM C 260 ENTRAINED AIR FOR EXPOSED CONCRETE4.1.7.ASTM C 150 TYPE I OR II PORTLAND CEMENT4.1.8.MAXIMUM CEMENT SUBSTITUTION ASM C 618 CLASS F FLY ASH 20% (LOI<4%)4.1.9.ASTM C 494 TYPE C OR E NON-CHLORIDE ACCELERATOR4.1.10.ASTM C 33 FINE AGGREGATE (FOR CONCRETE), MUST BE 36% OF TOTAL AGGREGATE4.1.11.COARSE AGGREGATE (FOR SLABS) SHALL BE A BLEND OF WASHED CRUSHED STONEMEETING THE REQUIREMENTS OF ASTM C 33 FOR COARSE AGGREGATE, SIZE 57 OR 674.1.12.COARSE AGGREGATE (FOR FTGS/WALLS/PIERS) SHALL BE BLEND OF WASHED CRUSHEDSTONE MEETING THE REQUIREMENTS OF ASTM C 33 FOR COARSE AGGREGATE, SIZE 467OR 574.1.13.REINFORCING/DOWELS: ASTM A 615, GRADE 604.2.WOOD:4.2.1.WOOD CONNECTORS; SIMPSON STRONG-TIE OR EQUAL MINIMUM 16GA, U.N.O.4.2.2.BEARING WALL FRAMING: NO. 1/2 OR BETTER, SPRUCE-PINE-FIR (SPF) U.N.O.4.2.3.SUBFLOORING: 23/32" THK T&G ADVANTECH OR EQUAL, OR 23/32" THK APA RATEDSHEATHING, EXPOSURE 1, SPAN RATING 48/244.2.4.ROOF SHEATHING: 1/2" ZIP SYSTEM ROOF SHEATHING OR EQUAL, OR 15/32" THK APARATED SHEATHING, EXPOSURE 1, SPAN RATING 32/164.2.5.WALL SHEATHING: 7/16" THK ZIP SYSTEM WALL SHEATHING OR EQUAL, OR 9/16" THK APARATED SHEATHING, EXPOSURE 1, SPAN RATING 24/164.2.6.STUD WALL ANCHOR BOLTS: ASTM A 307, GRADE A.4.2.7.UNFINISHED BOLTS, NUTS, AND WASHERS: ASTM A 307, GRADE A.4.2.8.CHEMICAL ADHESIVE ANCHORS: HILTI HIT-RE 500 V3 IN SOLID MASONRY OR CONCRETE,HILTI HIT HY-270 IN MASONRY WITH SCREEN TUBES AT HOLLOW CORES.4.2.9.PRESSURE TREATED FRAMING: SOUTHERN PINE - NO. 2 OR BETTER, PRESSUREPRESERVATIVE TREATED AND RATED FOR APPLICATION OR USE.4.2.10.MANUFACTURED MICROLLAM LVL OR PARALLAM PSL: MIN E=2.0x106 PSI AND Fb=2900 PSIAS MANUFACTURED BY TRUS JOIST, OR EQUAL.4.3.MASONRY:4.3.1.CONCRETE BLOCK: ASTM C 90 WITH AVERAGE NET COMPRESSIVE STRENGTH OF 1900 PSI,NORMAL WEIGHT.4.3.2.BRICK: ASTM C 216, TYPE FBS, GRADE SW, WITH MINIMUM AVERAGE NET AREACOMPRESSIVE STRENGTH OF 3000 PSI.4.3.3.MORTAR: ASTM C 270 OR ASTM C 1142, TYPE S (FOR MASONRY VENEERS USE TYPE N).4.3.4.GROUT: ASTM C 476, MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI, 8-10 INCH SLUMP.4.4.STEEL:4.4.1.STRUCTURAL ROLLED STEEL SHAPES: ASTM A992 (Fy = 50 KSI).4.4.2.STEEL PLATES, BARS, CHANNELS, ANGLES, & MISC. STEEL SHAPES: ASTM A36.4.4.3.STRUCTURAL PIPE: ASTM A53, TYPE E OR S, GRADE B.4.4.4.HSS RECTANGULAR MEMBERS: ASTM A500, GRADE B, 46 KSI.4.4.5.HSS ROUND MEMBERS: ASTM A500, GRADE B, 42 KSI.4.4.6.WELDING: IN ACCORDANCE WITH AWS, E70 ELECTRODES.4.4.7.HOT-DIP-GALVANIZING: ASTM A123 AFTER FABRICATION4.4.8.STRUCTURAL CONNECTIONS USING HEAVY HEX BOLTING ASSEMBLIES: ASTM F3125,GRADE A325, TYPE 1, MIN 3/4"Ø.4.4.9.THREADED ROD ANCHORS: ASTM A36.GENERAL NOTES:1.DIMENSIONS TO, OF, AND IN EXISTING STRUCTURE AND FOR SITE RELATED WORK SHALL BE VERIFIED IN FIELD BYCONTRACTOR PRIOR TO PERFORMANCE OF ANY WORK SHOWN OR SECURING PRODUCTS OR MATERIALS ORFABRICATED ITEMS FOR RELATED WORK.2.DO NOT SCALE DRAWINGS. CONTRACTOR SHALL NOTIFY ENGINEER OF ANY DISCREPANCIES IN DIMENSIONSBETWEEN THE FIELD VERIFIED CONDITIONS OR EXISTING SITE CONDITIONS, AND THESE STRUCTURAL DRAWINGS.3.DO NOT CHANGE SIZE OR SPACING OF EXISTING OR PROPOSED STRUCTURAL ELEMENTS WITHOUT PRIORAPPROVAL OF ENGINEER.4.THE NOTES, SECTIONS, AND DETAILS ON THESE DRAWINGS ARE TYPICAL UNLESS OTHERWISE INDICATED.SIMILAR DETAILS APPLY TO SIMILAR CONDITIONS.5.CONTRACTOR SHALL DETERMINE EXACT LOCATION OF EXISTING UTILITIES BEFORE COMMENCING WORK.CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR DAMAGES WHICH MIGHT BE OCCASIONED BY FAILURE TOEXACTLY LOCATE AND PRESERVE EXISTING UTILITIES TO REMAIN.6.STRUCTURAL WORK SHOWN ON THESE DRAWINGS REQUIRES COORDINATION WITH EXISTING BUILDINGELEMENTS AND COMPONENTS TO BE REPLACED IN-KIND, DUE TO DETERIORATION, ROT, OR ANY EXISTINGDEFICIENCY. CONTRACTOR SHALL NOTIFY ENGINEER OF ANY EXISTING OR OBSERVED CONDITION DURINGCONSTRUCTION REQUIRING REVIEW OR ASSESSMENT BY ENGINEER PRIOR TO PROCEEDING WITH RELATEDWORK.7.CONTRACTOR SHALL NOTIFY THE ENGINEER IN WRITING OF PROPOSED DEVIATIONS OR SUBSTITUTIONS FROMIN-KIND REPLACEMENT OR FROM DIMENSIONS, MATERIALS, OR COMPONENTS SHOWN ON THE DRAWINGS, ANDMAKE ONLY THOSE DEVIATIONS OR SUBSTITUTIONS ACCEPTED BY THE ENGINEER.8.DURING CONSTRUCTION CONTRACTOR SHALL IMPLEMENT TEMPORARY BRACING OF EXISTING AND NEWCONSTRUCTION AND COMPONENTS DURING PERFORMANCE OF WORK UNTIL STRUCTURAL ELEMENTS NEEDEDFOR PERMANENT STABILITY ARE INSTALLED.9.THESE DRAWINGS DO NOT INCLUDE NECESSARY COMPONENTS, DETAILS, OR PROVISIONS FOR MEANS ANDMETHODS OR FOR CONSTRUCTION SAFETY. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR MEANS ANDMETHODS AND CONSTRUCTION SAFETY.10.DESIGNED IN ACCORDANCE WITH 2020 RESIDENTIAL CODE OF NYS AND THE 2020 EXISTING BUILDING CODE OFNYS, WHERE APPLICABLE.11.THE DECK AREAS SHOWN HEREIN DESIGNATED FOR REPAIRS OR REPLACEMENT, WHEN APPLICABLE, HAVE BEENDESIGNED USING A DEAD LOAD OF 10 PSF WITH AN APPLIED LIVE LOAD OF 40 PSF OR USING AN APPLIED SNOWLOAD OF 42 PSF, IN ADDITION TO RELATED FOR CLIMACTIC DATA IN THE DESIGN CRITERIA TABLE SHOWN ON THISDRAWING.12.INTERIOR AND EXTERIOR STAIRS AND LANDINGS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TOILLUMINATE THE LANDINGS AND TREADS TO A LEVEL OF NOT LESS THAN 11 LUX OR 1 FC. A SWITCH OPERATINGLIGHTING SHALL BE INSTALLED AT EACH FLOOR LEVEL THAT ACCESSES THE STAIRWAY.13.LATERAL LOAD RESISTING SYSTEMS AND ELEMENTS FOR REPLACEMENT DECK AREAS, WHEN APPLICABLE, HAVEBEEN DESIGNED USING THE SIMPLIFIED BRACING PROVISIONS AND/OR DECK BRACING PROVISIONS OF THE 2020RESIDENTIAL BUILDING CODE.UNIFORMLY DISTRIBUTED DESIGN LIVE LOADS40 PSFLIVE LOAD 10 PSF20 PSF40 PSF50 PSF30 PSF40 PSF / 300 LBS115 MPHGROUND SNOWATTICS WITHOUT STORAGEATTICS WITH STORAGELOCATIONSLEEPING ROOMSROOMS OTHER THAN SLEEPING ROOMSULTIMATE WIND SPEEDSEISMIC DESIGN CATEGORYSTAIRSDECKS AND BALCONIESC (SFD EXEMPT)200 LBSGUARDS AND HANDRAILSNOT TO SCALELOCATION MAPPROJECT LOCATION95 ROCKHURST ROADQUEENSBURY, NY 12804DRAWING REFERENCES:ALL APPROVALS AND PERMITS FROM REGULATORY AGENCIESSHALL BE OBTAINED PRIOR TO START OF ANY CONSTRUCTION.AGENCY APPROVAL OR PERMITS MAY INCLUDE, BUT ARE NOTLIMITED TO;- TOWN OF QUEENSBURY ZBA AREA VARIANCE FORRECONSTRUCTION OF AN EXISTING NON-CONFORMINGSTRUCTURE (179-13-010-F)- TOWN OF QUEENSBURY BUILDING PERMIT1.DATA AND SITE MAPS SPECIFIED WITHIN THESE DRAWINGS WERE PREPARED FROM ANEXISTING BOUNDARY SURVEY AND OTHER SITE INFORMATION, PROPERTY DATA, PRIOR SITEPLANS, SUBDIVISION MAPS, SURVEY DOCUMENTS, FIELD VERIFIED CONDITIONS, ANDHISTORICAL PROPERTY DOCUMENTS AVAILABLE AT THE TIME THE DRAWINGS WEREPREPARED. ALL INFORMATION CONTAINED HEREIN IS SUBJECT TO FIELD VERIFICATION, ANYPROPERTY LIMITATIONS AND/OR EASEMENTS, AND LOCAL, STATE, OR FEDERAL AUTHORITIESRULES AND REGULATIONS.2.MAP OF A TOPOGRAPHIC SURVEY MADE FOR ROGER HOWARD BY VAN DUSEN & STEVES LANDSURVEYORS DATED FEBRUARY 26, 2007.3.PROPOSED REPLACEMENT WASTEWATER SYSTEM FOR THE ROGER HOWARD RESIDENCE BYENVIRONMENTAL DESIGN PARTNERSHIP LLP DATED JULY 26, 2011.4.THIS DRAWING REQUIRES EXISTING CONDITIONS TO BE FIELD VERIFIED PRIOR TOCONSTRUCTION. THE PROPOSED CONDITIONS CONTAINED HEREIN ARE BELIEVED TO BE INGENERAL COMPLIANCE WITH THE ZONING ORDINANCE OF THE TOWN OF QUEENSBURY (WITHEXCEPTION OF ANY REQUESTED/GRANTED VARIANCES, WAIVERS, OR SPECIAL PERMITS).APPROVALS:PROJECT SITE INFORMATION:APPLICANT:APPROVED UNDER AUTHORITY OF A RESOLUTION ADOPTED ON__________________________ BY THE ZONING BOARD OFAPPEALS OF THE TOWN OF QUEENSBURY, N.Y.SIGNATUREPATRICK M. CONNORS16 ROLLING BROOK DRSARATOGA SPRINGS, NY 12866PARCEL ZONING: WR - WATERFRONT RESIDENTIALPARCEL TAX ID:227.9-1-1EXISTING USE: SINGLE FAMILY DWELLINGTOWN OF QUEENSBURYSIGNATURE BLOCKYARD REQUIREMENTS:REQUIRED30 FT20 FT20 FT50 FTFRONT (EAST):SIDE 1 (NORTH):SIDE 2 (SOUTH):SHORELINE (WEST):LOT STATISTICS:REQUIREDEXISTINGLOT SIZE:LOT WIDTH:PERMEABILITY:ROAD/WATER FRONTAGE:BUILDING HEIGHT:PARKING:2.0 AC150 FT75% MIN150 FT35 FT1.5/DWELLING0.25± AC90 FT70.0± %90 FT25± FT2 SPACES24.0± FT8.1± FT25.4± FT40.9± FTEXISTING1DATENOTES:1.POTABLE WATER SUPPLY IS LAKE GEORGE2.WASTEWATER DISPOSAL UTILIZES AN EXISTING ONSITE SUBSURFACE WASTEWATERABSORPTION SYSTEM (LOCATED IN FRONT YARD)DWG1ENGINEERS STAMP:VISIT www.digsafelynewyork.com FOR ADDITIONALDIG SAFELY NEW YORKPLEASE CALL 1-800-962-7962 BEFORE YOU DIG.SAFE DIGGING IS EVERYONES RESPONSIBILITY!- DIG WITH CARE- RESPECT THE MARKERS- CONFIRM UTILITY RESPONSE- WAIT THE REQUIRED TIME- CALL BEFORE YOU DIGINFORMATION.DIRECTION OF A LICENSED PROFESSIONALENGINEER IS ALTERED, THE ALTERING ENGINEERWAY. IF AN ITEM BEARING THE SEAL OF ANENGINEER, TO ALTER THIS DOCUMENT IN ANYFOR ANY PERSON, UNLESS ACTING UNDER THE2 OF THE NEW YORK STATE EDUCATION LAWIT IS A VIOLATION OF SECTION 7209 SUBDIVISIONAND A SPECIFIC DESCRIPTION OF THE ALTERATION.SIGNATURE, THE DATE OF SUCH ALTERATION,NOTATION "ALTERED BY" FOLLOWED BY HISSHALL AFFIX TO THE ITEM HIS SEAL AND THEHEREIN. IF DISCREPANCIES BETWEEN THE CODESSTRINGENT SHALL APPLY UNLESS THE INFORMATIONCONTAINED ON THESE PLANS EXIST, THE MOREAND REGULATIONS AND THE INFORMATIONOF THE BUILDING DETAILS AND SPECIFICATIONSREGULATIONS SHALL BE CONSIDERED TO BE PARTALL FEDERAL, STATE, AND LOCAL CODES AND REGULATION SHALL TAKE PREFERENCE OVER PLANS.OF THE CODE, IN WHICH CASE THE CODE ORSHOWN, DESCRIBED, OR IMPLIED IS A VIOLATIONTHESE PLANS SHALL NOT BE COPIED OR REPRODUCED WITHOUT WRITTEN CONSENT BY DANIEL W. RYAN P.E.
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SCALE: 3/32" = 1'-0"DWG21EXISTING PARCEL PLOT PLANEXISTINGSEWAGEDISPOSALSYSTEMBOATHOUSE AND DECK REPAIR KEYCONTRACTOR TO OBSERVE EXISTING BOATHOUSE AND ELEVATED DECKFRAMING AND STRUCTURE. REMOVE AND REPLACE (IN-KIND) ANYDETERIORATED FRAMING, BEAMS, JOISTS, BLOCKING, STRUCTURALCOMPONENTS, BRACING, DECKING, AND ETC. OBSERVEDEXISTING ROOFING TO BE REMOVED AND REPLACED. DETERIORATEDSUBSTRATE TO BE REPLACED PER FIELD VERIFIED CONDITIONS. INSTALLEPDM REPLACEMENT ROOF AND RELATED COMPONENTS (FASCIA/EDGE TRIM,FLASHINGS, AND ETC.) IN ACCORDANCE WITH MANUFACTURERSPECIFICATIONSEXISTING BOATHOUSE SUNDECK PERIMETER RAILING AND GUARDS TO BEREMOVED AND REPLACED PER FIELD VERIFIED CONDITIONSEXISTING STAIR TO BE REMOVED AND REPLACED PER FIELD VERIFIEDCONDITION. REFER TO STAIR NOTES FOR ADDITIONAL INFORMATION ANDREQUIREMENTSEXISTING ELEVATED DECK PERIMETER RAILING AND GUARDS TO BEREMOVED AND REPLACED PER FIELD VERIFIED CONDITIONSEXISTING DECK SUPPORT POSTS TO BE REMOVED AND REPLACED (IN-KIND)PER FIELD VERIFIED CONDITIONSEXISTING DECK LEDGER TO BE REMOVED AND REPLACEDEXISTING DECK JOISTS TO BE REMOVED AND REPLACED PER FIELD VERIFIEDCONDITIONSREMOVE EXISTING DECK POST PIER/FDN AND REPLACE WITH 12"Ø CONCRETESONO-TUBE PIER WITH INTEGRAL FORMED FOOTING (TYPICAL OFAPPROXIMATELY 6 LOCATIONS - FIELD VERIFY)ABCDABCDEFAEFGGDHHREPAIR PLAN NOTES:1.IN-KIND REPLACEMENT OF DETERIORATED MEMBERS SHALL INCLUDE FIELD VERIFICATION OFEXISTING COMPONENT LOCATIONS AND SIZES AND ALL MEMBERS REPLACED SHALL BE OF EQUALSIZE, STRENGTH, TREATMENT, AND FUNCTION OR PURPOSE2.CONTRACTOR, IN COORDINATION WITH OWNER, IS RESPONSIBLE FOR VERIFICATION OF EXISTINGCONDITIONS, VERIFICATION OF LOCATIONS AND EXTENT OF DETERIORATION, ANDDETERMINATION OF QUANTITIES AND SIZES OF MATERIALS AND MEMBERS REQUIRINGREPLACEMENT DUE TO DETERIORATION3.FOR IMPLEMENTATION OF REMOVALS AND REPLACEMENT OF MEMBERS, CONTRACTOR SHALLINSTALL TEMPORARY SHORING AS DETERMINED NECESSARY BY FIELD VERIFIED CONDITIONSPRIOR TO PERFORMING ANY REMOVALS4.CONTRACTOR SHALL NOT MODIFY OR ALTER THE STRUCTURE WITHOUT PRIOR REVIEW ANDAPPROVAL OF THE OWNER AND ENGINEER. INSTALL MEMBERS USING FIELD VERIFIED MEMBERSIZES AND SPACING. REFER TO STRUCTURAL DETAILS HEREIN FOR MINIMUM SIZE AND SPACINGOF CERTAIN MEMBER AND COMPONENTS5.CONTRACTOR AND/OR OWNER ARE RESPONSIBLE FOR SECURING ALL REQUIRED PERMITS PRIORTO START OF ANY WORK. COORDINATE ALL WORK WITH PERMIT REQUIREMENTS AND ANYREQUIRED INSPECTIONS OR APPROVALS REQUIRED TO OBTAIN A CERTIFICATE OF OCCUPANCYAND/OR ANY JURISDICTIONAL SIGN-OFF6.DO NOT ALLOW DEBRIS OR WASTE TO ACCUMULATE OR ENTER THE LAKE. CONTRACTOR SHALLIMPLEMENT PROTECTION MEASURES WHEN REQUIRED BY SITE OR WORK CONDITIONS. DISPOSEOF ALL WASTE MATERIALS IN A TIMELY MANNER AND IN AN APPROPRIATELY LOCATED AND SIZEDCONTAINER7.WHERE LAND DISTURBANCE IS REQUIRED FOR COMPLETION OF ANY SPECIFIED OR REQUIREDWORK, CONTRACTOR SHALL INSTALL SILT FENCE DOWN-GRADIENT OF DISTURBED AREAS TOPREVENT EROSION AND SEDIMENT TRANSPORT UNTIL SUCH AREAS HAVE BEEN TOPSOILED,SEEDED, AND MULCHED OR TEMPORARILY STABILIZEDEXISTINGASPHALTDRIVEWAY20'-0"± (FV)33'-0"± (FV)38'-0"± (FV)56'-0"± (FV)
4'-0"± (
F
V
)10'-0"± (FV)1'-0"Ø CONCRETE SONOTUBEOVER 2'-0"X2'-0"X12" THICKFOOTING W/(2) #4 VERT. REINF.IICOPPER OR MEMBRANE FLASHING2X PT LEDGER (FV TO MATCH EX)2X10 PRESSURE TREATEDJOISTS AT 16 INCHES O.C.(2) 2X12 P.T. EDGE BEAMW/ 1/2"Ø GALV CARRIAGE & LET-IN 3" AT COLUMNS5/4X6 DECKINGEXISTING BUILDING EXTERIOR WALLAT WALKOUT BASEMENTSFLASHING MUST DRAINABOVE SIDING AND FINISHESBELOWSIMPSON U210FM HANGERS, TYP6.5" MIN FOR 2X107.5" MIN FOR 2X123/4" MIN
STAGGER FASTENERSIN 2 ROWS2" MIN
5" MAX
2" MINGALV LAGSCREW OR BOLTP.T. LEDGERLAG SCREWS OR BOLTS PERLEDGER REQUIREMENTSEXISTINGBUILDINGWALL ORFOUNDATIONEXISTINGBUILDING/WALLEXISTING FLOORFRAMING OR RIMBOARD3/8"Ø GALV LAG BOLT WITHMIN 3" PENETRATION INTOEXISTING FDN BEARINGPLATE, FRAMED WALL TOPPLATE, OR RIMMINIMUM OF (4) SIMPSON DTT1ZEVENLY SPACED ALONG LEDGERLENGTH FOR EACH SIDE OFBUILDING WITH END ANCHORSWITHIN 24" OF LEDGER ENDS ES24" DECK SPAN <6'18" DECK SPAN <10'12" DECK SPAN <14'12"Ø4'-0" MIN 2"±COMPACTED SUBGRADEBEARINGP.T. 6X6 POST, TYPICALU.N.O.COMPACTEDBACKFILLSIMPSON ABU66 POSTBASEDRILL AND ADHESIVEANCHOR 5/8"Ø ANCHORROD TO CONCRETE PIER(3) #4 VERT REINF BARSIN EACH PIER WITH #3TIE TOP AND MID-HT1 1/2" MIN CLPLAN VIEW - RND PIERCLOSED TIES(TOP & MID-HT)(3) #4 VERT, TYPPORCH/DECKFRAMING2'-4"Ø OR SQ FOOTING FORMVERTICAL BARSEMBEDDEDINTO FTGSCALE: NOT TO SCALEFOUNDATION DETAIL AT DECK COLUMNTYPICAL PIER1DWG2BOLTS 24" OC STAGGERED T&BDRILL ANDADHESIVE ANCHOR5/8"Ø CONNECTORANCHOR TOEXISTINGCONCRETE, MIN 5"EMBED.EXISTING MAT SLAB ANDFDN ELEMENTS TOREMAIN U.N.O. ON PLANSCALE: NOT TO SCALETYPICAL DECK FRAMING DETAIL2DWG2SIMPSON U210FM HANGER, TYPSIMPSON ABU66GALV POST BASE(2) 1/2"Ø GALVCARRIAGE BOLTSBEAMS TOCOLUMNS &RAILING POSTSTO BEAMS,TYPICAL (INSTALL4 AT BEAM SPLICELOCATIONS)4X4 P.T. RAILING POSTSMAX 6FT OC, P.T. 2X6TOP RAIL, 2X4 P.T. RAILSTIFFENER, WITHWIRE/CABLE GUARDS.MAX 4" OC, SEE NOTESFOR MORE INFO"BIGFOOT" BF28 OR EQUALSCALE: NOT TO SCALELEDGER AND BRACING CONNECTION DETAILTYPICAL DECK3DWG2LEDGER CONNECTIONLATERAL BRACING CONNECTIONP.T. 6X6 DECKPOSTS MAX 9'-5"OC (FOR MAX10FT JOIST SPAN)(MIN 2X10)FV SLOPEEXISTING 2X12BOATHOUSE DECKJOISTS TO REMAIN(FV SIZE)REPLACEMENT OFDETERIORATEDDECK SUBSTRATEPER FIELDVERIFIEDCONDITIONS WITHNEW EPDM ROOF(BY OTHERS)EXISTINGBOATHOUSE BEAMCONSISTING OF2-2X8 AND ONE2X10 TO REMAINFV EXISTING EDGE ANDPOST CONDITIONS,REPLACE DETERIORATEDFRAMING IN-KIND.INSTALL NEW 2XBLOCKING WHEREREQUIRED AND MIN (2)1/2"Ø CARRIAGE BOLTSAT EACH RAILING POSTREPLACEMENT HANDRAILTO MATCH DECKHANDRAIL, SEE 2/DWG2FOR INFORMATIONSCALE: NOT TO SCALEBOATHOUSE REPAIR SECTION4DWG23'-0"EXISTING BOATHOUSE6X6 P.T. SUPPORTCOLUMNS 8FT± OC TOREMAIN, REMOVE ANDREPLACEDETERIORATEDCOLUMNS (IN-KIND)ENGINEERS STAMP:VISIT www.digsafelynewyork.com FOR ADDITIONALDIG SAFELY NEW YORKPLEASE CALL 1-800-962-7962 BEFORE YOU DIG.SAFE DIGGING IS EVERYONES RESPONSIBILITY!- DIG WITH CARE- RESPECT THE MARKERS- CONFIRM UTILITY RESPONSE- WAIT THE REQUIRED TIME- CALL BEFORE YOU DIGINFORMATION.DIRECTION OF A LICENSED PROFESSIONALENGINEER IS ALTERED, THE ALTERING ENGINEERWAY. IF AN ITEM BEARING THE SEAL OF ANENGINEER, TO ALTER THIS DOCUMENT IN ANYFOR ANY PERSON, UNLESS ACTING UNDER THE2 OF THE NEW YORK STATE EDUCATION LAWIT IS A VIOLATION OF SECTION 7209 SUBDIVISIONAND A SPECIFIC DESCRIPTION OF THE ALTERATION.SIGNATURE, THE DATE OF SUCH ALTERATION,NOTATION "ALTERED BY" FOLLOWED BY HISSHALL AFFIX TO THE ITEM HIS SEAL AND THEHEREIN. IF DISCREPANCIES BETWEEN THE CODESSTRINGENT SHALL APPLY UNLESS THE INFORMATIONCONTAINED ON THESE PLANS EXIST, THE MOREAND REGULATIONS AND THE INFORMATIONOF THE BUILDING DETAILS AND SPECIFICATIONSREGULATIONS SHALL BE CONSIDERED TO BE PARTALL FEDERAL, STATE, AND LOCAL CODES AND REGULATION SHALL TAKE PREFERENCE OVER PLANS.OF THE CODE, IN WHICH CASE THE CODE ORSHOWN, DESCRIBED, OR IMPLIED IS A VIOLATIONTHESE PLANS SHALL NOT BE COPIED OR REPRODUCED WITHOUT WRITTEN CONSENT BY DANIEL W. RYAN P.E.
COPYRIGHT by DANIEL W. RYAN P.E., ALL RIGHTS RESERVEDcDRAWING NO.DATE:SCALE:DRAWING TITLEDRAWN BY:AS NOTEDDWRPEPROJECT:REVISIONS123OF45PROJECT NO. :DANIEL W. RYAN P.E.
Licensed Professional Engineer
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