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abv. AboveAFF Above finish flooralum. Aluminumanch. Anchorarch. ArchitectBC Bottom chordbldg. Buildingbm. BeamBDE Base design elevationBFE Base flood elevationBOF Bottom of footingBOS Bottom of steelbott. Bottombrg. Bearingbsmt. BasementBS Both sidesBUR Built up roofcant. CantileverCJ Control jointclg. jst. Ceiling joistclr. ClearCMU Concrete masonry unitcol. Columnconc. Concreteconst. jt. Construction jointcont. ContinuousCY Cubic yarddia. Diameterdiag. DiagonalDbl. DoubleDL Dead loadDO Dittodwg. DrawingEF Each faceFD Footing drainelev. Elevationengr. Engineereq. EqualEW Each wayEC Epoxy coatedex. Existingexp. Expansionexp. jt. Expansion jointext. Exteriorfdn. Foundationfin. FinishedFF Finish floorFOS Face of studFS Far sideftg. FootingFW False workga. Gagegalv. GalvanizedG.C. General contractorH&B Hohmann and Barnard, Inc.hdr. Headerhgr. Hangerhoriz. HorizontalHP High pointHS High strengthID Inside diameterjst. Joist
lb. PoundLF Lineal footLL Live loadLLH Long leg horizontalLLV Long leg verticalLP Low pointLW Light weightmax. Maximummin. MinimumMO Masonry openingmtl. MetalNIC Not in contractNTS Not to scaleNS Near sideo.c. On centerOD Outside diameteropng. OpeningPAF Powder actuated fastenerPE Professional engineerPSF Pounds per square footPSI Pounds per square inchPT Pressure treatedperf. PerforatedPLF Pounds per lineal footplwd. PlywoodRD Roof drainreinf. Reinforcereqd. Requiredrev. Revisionrm. RoomRO Rough openingsched. Schedulesect. Sectionsim. SimilarSIP Structural insulated panelSF Stepped footingSS Stainless steelstd. Standardstl. Steelstruct. StructuralT&B Top and bottomTBD To be determinedTC Top chordtemp. Temperaturethru ThroughT&G Tongue and grooveTOC Top of concreteTOM Top of masonryTOS Top of steelTOW Top of walltyp. TypicalUD Under drainUON Unless otherwise notedvert. Verticalv.i.f. Verify in fieldwd. WoodWP Work pointWWF Welded wire fabricw/ Withw/o Withoutø Diameter
The structure and foundations have been designed to resist the following loads in accordance withChapter 16 of the 2003 International Building Code as amended by the 2005 Connecticut Supplement,and ASCE Standard 7-02.
Floor live load: 100 psf
Snow load:
Ground snow load Pg = 30 PSFExposure factor Ce = 1.0Importance factor I = 1.0Flat roof snow load Pf = 0.7xCexCtxIxPg = 21 PSF<30 PSFUse 30 PSF
Wind design criteria:
Basic wind speed (3 second gust) - 110 MPHExposure classification - CImportance factor - I = 1.0Category II, enclosed building
Seismic design criteria:
Seismic Importance Factor, I = 1.0Ss = 0.350S1 = 0.088Site Classification: DSDS = 0.350SD1 = 0.140Seismic Design Category: CSeismic Response Coeff., Cs = 0.28Response Modification Factor, R = 2.0Seismic Base Shear, V = 3 kipsAnalysis Procedure: Equivalent Lateral Force
Flood design criteria:
The building will be located in a VE Zone with a Base Flood Elevation of 14.0' NAVD (FIRM#09001C0418G dated July 8, 2013). The lowest floor will have a finish floor elevation of8.0' NAVD. Due to the need for handicap access and historic district restrictions, thebuilding has been wet-floodproofed in accordance with the Code for buildings located inAE Zones. The walls and foundations below the BFE have been engineered to resist VEZone wave forces in accordance with ASCE 7-05 Flood Loads. The stillwater elevationused is 10.2' NAVD (100 year stillwater elevation of Long Island Sound at nearest transectis 10.2'. A variance with respect to the Town of Fairfield Zoning Regulations was grantedby the Zoning Board of Appeals at its January 2, 2014 meeting.
Calculated breaking wave force is 3,000 plf at elevation 10.2' (2.2' above floor level).Flood base shear, V = 60 kips
Lateral load system: Ordinary reinforced masonry shear walls
All details shall be considered typical and shall apply at all same and similar conditions.
The Contractor shall be responsible for all temporary shoring and bracing required to maintain thestructural stability of the building during construction.
All work shall be in accordance with the Connecticut State Building Code, which includes the 2003International Building Code and the Connecticut Supplement dated December 31, 2005.
The Contractor shall be solely responsible for construction site safety as well as the means andmethods of construction.
All elevations are referenced to N.A.V.D. 1988
The Contractor shall be responsible for all dewatering, shoring, sheeting, or bracing required tomaintain a safe, dry, and stable excavation.
No concrete shall be placed in water.
Soil adjacent to and below foundations shall be kept from freezing at all times.
Provide a sub-base of 6 inches of 3/4 inch crushed stone under all slabs on grade.
Install vapor barrier under all interior slabs on grade.
The Contractor shall verify the location of all underground utility lines, sewers, and fuel storage tanksto avoid any damage. Contractor shall contact "Call Before You Dig" (811) prior to any excavation.
Where footings are below the groundwater elevation, place 6 inches of crushed stone under footings.Crushed stone shall be placed after the subsoil has been inspected, and approved.
Bottom of grade beams shall be at least 42" below finished grade.
Piles shall be sound southern pine, Class B, with 8 inch minimum tip diameter, and 12 inchminimum diameter measured 3 feet from the butt, and shall conform to ASTM D25.
Piles shall be CCA pressure treated to a retention of 1.0 pcf, in accordance with AWPA C3-81.
Piles shall be driven to sustain a load carrying capacity of not less than 20 tons as determinedby the Engineering News Formulae.
Pile driving shall be observed and logged by the Special Inspector. Individual inspecting piledriving operations shall be a Professional Engineer or Engineer-in-Training. Pile driving logs shallbe signed and sealed by a licensed Professional Engineer.
Pile butts shall be treated with three (3) coats of copper naphthenate wood preservative aftercut-off.
Pile driving leads shall be plumb and rigidly fixed. Hanging leads are not acceptable.
Minimum pile length from tip to cut-off shall be 10 feet.
The as-built location of all piles shall be established by a licensed Land Surveyor. Piles whichdeviate more than 3 inches from design location or are out of plumb more than 2% of theirlength shall be reviewed by the Engineer, who shall determine what remedial measures, such asdriving additional piles, enlarging grade beams, or placing additional reinforcement are necessary.
The Contractor shall verify the location of all underground utility lines, sewers, and fuel storagetanks to avoid any damage to these. Contractor shall contact "Call Before You Dig" prior topile driving. Dial 811.
For bid purposes, an aggregate lineal footage of piles computed on the basis of the number ofpiles indicated on the drawings multiplied by an assumed average installed length from tip to cut-off of 15 feet. The Contractor shall submit add and deduct unit prices for adjustment.
Concrete strength at 28 days: 4,000 PSI
DO NOT ALLOW RELEASE AGENT TO COME IN CONTACT WITH REINFORCINGSTEEL OR HARDENED CONCRETE
Calcium chloride shall not be used.
Air-entrain all concrete.
Reinforcing steel: ASTM A615 grade 60.
Concrete work shall be in accordance with ACI 301-10 and ACI 318-02.
Maximum slump:4 inches for slabs5 inches for all other concrete.
Interior floor slab shall receive a steel trowel finish. Exterior slabs and sidewalks shall receive acoarse broom finish.
Grout and rub all exposed surfaces of concrete within 48 hours of pour.
Apply curing compound to slabs immediately following final trowelling.
A testing laboratory shall cast 4 test cylinders for each 50 yards or each day's pour. Slump,air content, and temperature tests shall be performed when cylinders are cast. Test 1 cylinderat 7 days and 2 cylinders at 28 days. Hold 4th cylinder for 56 day break if needed.
Submit concrete mix design for approval
Special Inspections shall be made of reinforcing steel and concrete placement.
Cold weather concrete work shall conform to ACI 306.1. Protect concrete from physicaldamage or reduced strength that could be caused by frost, freezing actions, or lowtemperatures. Use non-chloride accelerating admixture in all concrete that will be placed intemperatures below 40° F for 24 hours following pour.
Concrete masonry units shall be hollow load-bearing units with light-weightaggregate, conforming to ASTM C90 grade N-I.
The compressive strength of masonry shall be 1500 psi based on a test strengthof masonry units of 2150 psi on the net cross sectional area.
Concrete masonry work shall conform to ACI 530-95/ASCE 5-02 "BuildingCode Requirements for Masonry Structures" and ACI 530.1-02/ASCE 6-02/TMS 602-025 "Specifications for Masonry Structures."
Mortar shall be Type N Portland Cement-Lime mortar conforming to ASTMC270.
Grout shall conform to ASTM C476.
Portland cement: ASTM C150.
Hydrated lime: ASTM C207, type S.
Masonry cement shall not be used.
Calcium chloride shall not be used.
Reinforce masonry walls as follows: - Dur-O-WaL galvanized joint reinforcing spaced 8" o.c. - #5 vertical in grouted cell at corners, intersections, ends of walls, and at intermediate cells spaced 2'-0"o.c. maximum, except where a closer spacing is shown on the drawings - Horizontal grouted bond beam w/ (2) #5 continuous at tops and bottom of all walls, and intermediate bond beams as shown on the drawings - Additional reinforcing at openings as shown on the drawings.
Grout all cells solid.
Concrete masonry units shall be laid in running bond with concave tooled mortarjoints. Tool all joints, even where not exposed to view.
Minimum lap for reinforcing bars is 2' - 0".
Masonry accessories shall be hot dip galvanized.
Provide U-block bond beam lintels for all openings thru CMU, including doors,windows, and flood vents. Coordinate location and quantities with the drawings.
Special Inspections shall be made of mortar and grout batching, laying, mortaringand grouting of masonry units, and placement of reinforcement.
Framing lumber shall be Southern Yellow Pine #2 or better ACQ preservativetreated in accordance with AWPA Standard C2.
All framing lumber shall be clearly marked with a grade stamp.
Notching in the top and bottom of rafters and beams shall not be permitted.Holes shall not be within 2" of the top or bottom of the member, shall not exceed1/3 the depth, and shall be located within the middle 1/3 of the span.
Provide joist hangers at all flush framing conditions.
Provide Simpson seismic and hurricane tie at all bearing points of rafters, ridgebeams, hips, valleys, and overhang rafter framing, as indicated on the plans.Where no hurricane tie is specified, provide one HGA10 at each bearing point.
All light-gage Simpson connectors (such as beam hangers, hurricane clips, etc.)shall be Zmax coated.
Simpson Strong-Tie connectors are specified herein. Substitutions of otherequivalent products will be considered on a case-by-case basis, provided equalload-carrying capacity is provided and there is no additional cost.
Provide oversize washer at all sill plate anchor rods., Simpson BPS 5/8-3bearing plate (3" x 3 Ga. x 3" plate w/ slotted hole) or equal. Anchor rods shallbe 5/8"ø galvanized A36 rod with 8" embedment & 2" hook, spaced 32" o.c.unless noted.
G.C. shall coordinate layout of framing members such as rafters, joists, and studswith locations of light fixtures, recessed electrical devices, HVAC ducts, diffusers,etc. with the responsible trade and the architect.
Provide blocking as required for attachment of architectural trim, including but notlimited to eaves, roof sweeps, and all roof edge details.
Special Inspections shall be made of all structural framing at completion. Under nocondition shall finishes be installed prior to final inspection.
Special Inspections shall be in accordance with IBC Chapter 17. The Contractorshall notify the Special Inspector at least 24 hours in advance of a requiredinspection.
Testing services shall be performed by a NVLAP accredited testing laboratoryengaged by the owner, and approved by the Engineer and Building Official.Copies of the test results shall be submitted to the Architect, Engineer,General Contractor, Building Official, Owner, and Special Inspector.
151413121110987654321
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Project Number:
Scale:
Designed by:
Drawn by:
Checked by:
Date:
Drawing number:
Ownership and conditions of use:Drawings and Specifications, as instruments ofprofessional service are and shall remain the propertyof DeStefano & Chamberlain. Documents are not tobe used, in whole or in part, for other projects orpurposes or by any other parties than thoseauthorized by contract without the specific writtenauthorization of DeStefano & Chamberlain.Copyright 2013 DeStefano & Chamberlain, Inc.
ZONING CONFORMANCE PREDICATEDON A, B, C, and D.
A. All new construction and substantial improvement shall: 1. Be designed or modified and adequately anchored toprevent flotation, collapse, or lateral movement of thestructure resulting from hydrodynamic and hydrostaticloads, including the effects of buoyancy. 2. Be constructed by material resistant to flooddamage. 3. Be constructed by methods and practices thatminimize flood damage 4. Be constructed with elctrical, heating, ventilation,plumbing and air conditioning equipment and other servicefacilities that are designed and / or located so as toprevent water from entering or accumulating within thecomponents during conditions of flooding.B. New and replacement water supply systems shall bedesigned to minimize or eliminate infiltration of flood watersinto the system.C. New and replacement sanitary sewage systems shall bedesigned to minimize or eliminate infiltration of flood watersinto the systems and discharges from the system into floodwaters.D. All new construction and substantial improvements shallhave the lowest floor, including basement elevated to orabove the base flood level and if constructed with a fullyenclosed area below this lowest floor shall be designed toautomatically equalize hydrostatic flood forces on exteriorwalls by allowing for the entry and exit of flood waters.1. Street Address of subject site: 985 Harbor Road, Southport, CT 068902. Assessor's Map #241 Parcel # 203. Zone District: R-34. Owner:Town of Fairfieldc/o Gerald A. Lombardo, DirectorFairfield Parks & Recreation Department75 Mill Plain RoadFairfield, CT 06824(203) 256-31915. Applicant:Laura Pulie, P.E., Senior Civil EngineerTown of Fairfield725 Old Post RoadFairfield, CT 06824(203) 256-30156. Description: New restroom and storage building utilizingwet-floodproof design in a VE Zone, per Variance grantedat 1-2-2014 ZBA Meeting.7. Original date of submission: 3-17-20148. Preparer's info:Kevin H. Chamberlain, P.E., License #22037DeStefano & Chamberlain, Inc.50 Thorpe Street, Fairfield, CT 06824(203) 254-71319. Preparer's Signature:
As indicated
3/12/2014 10:21:35 AM Y:\aadwgs\13-739 - Ye Yacht Yard Restroom\Ye YachtYard.rvt
Ye Yacht YardRestroom & Storage
Building
985 Harbor Road, Southport, CT
GENERAL NOTES
13-739
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03/17/2014
ABBREVIATIONSDESIGN LOADS GENERAL
FOUNDATION EARTHWORK
TIMBER PILES
CAST-IN-PLACE CONCRETE
CONCRETE MASONRY
ROUGH CARPENTRY
SPECIAL INSPECTIONS
SOIL BORING LOG
ISOMETRIC
SMARTVENT MODEL 1540-520
1YY-2
1 3
B
A
2
T.O. slab H.P. 6.7'
8YY-2
7YY-2
9YY-2
10YY-2
4" 7' - 4 1/2" 13' - 3 1/8" 4"
4"
8' -
2 3
/8"
4"
8' -
10 3
/8"
21' - 3 5/8"
8" concrete slab on grade#5@6"o.c. E.W. bottom.Haunch down to top ofgrade beams at perimeterand under interior wall
CCA treated Class Btimber piles, driven to20 ton capacity
2'-0" w x 2'-0" h concretegrade beam, reinforce with(3)-#7 T&B
1' -
1 3/4
"
M.O
.
3' -
6 3
/4"
2' - 2 3/4"
M.O.
3' - 6 3/4"
1' - 8 3/8"
2' - 10 1/4" 4' - 0 1/2"
6' - 0" 7' - 9 3/4"
SmartVent model #1540-520 flood vent(4 total) B.O. ventset at T.O. slab Enclosed space below the BFE
shall be wet-flood proofed.Structurall walls and foundationshave been engineered to resistwave impact. All materials belowBFE shall be durable.
Floor drain seearch. dwgs
Hydrostatiic relief port:2" dia. schedule 40galvanized steel standpipewith threaded elbowgooseneck 12" above floor(4 total)
#5 @8"o.c.vertical this wall
6YY-21
YY-2
8YY-2
7YY-2
9YY-2
10YY-2
1' - 4"
M.O.
3' - 0 1/2" 11' - 4 5/8"
M.O.
3' - 0 1/2" 2' - 6"
1' -
1 3/4
"
M.O
.
3' -
6 3
/4"
5 3
/4"
3' -
0 1/
2"7
5/8
"
8' - 4 1/2"
M.O.
3' - 0 1/2" 4' - 7 1/2"
M.O.
3' - 6 3/4" 1' - 8 3/8"
21' - 3 5/8"
8' -
10 3
/8"
2YY-2
6YY-2
YY-2A
3YY-2
elev.T.O. SLAB
6.7'
elev.BFE VE Zone
14'
elev.PILE CUT OFF
2.7'4"
2' - 0"
2' -
0"
fros
t pr
otec
tion
3'-6
" min.
8"
embe
d.
1' -
6"
3" clr.
4"
2" c
lr. Grade beam
4"
8"3" clr.
8" CMU, groutall cells solid
#5 @16"o.c. vertical
#5 x 6'-0" @8"o.c.straight dowels, bendalternate bars intoslab prior to pourba
r la
p
2' -
0"
Trowel finishGrout & rub finishon exterior edgeof slab haunch
CCA treatedClass B timberpile, driven to 20ton capacity
(3)-#7 T&B,#3@48"o.c.
#5 @8"o.c.E.W.
Vapor barrier
Compactedgranular backfill
PT 3/4" plywood onPT 2x4 @16"o.c.furring. Atach furringwith 3" masonryscrew @12"o.c.
PT 5/4x6 roofdecking 12
4
PT (2)-2x10 nailerextend out flushwith furring
PT 2x6 @16"o.c.rafters
PT (2)-2X12 ridge beam
PT 2x4 @16"o.c.ceiling joists
T.O. CMU 14.033'
Taper top ofCMU wall
Simpson HGA10hurricane clip withSDS screws intorafter and plate
124
Bevel cut top ofeach ply
Bond beam w/(2)-#5 in course 11front wall; course12 all other walls
Bond beam w/(2)-#5 incourses 2 & 8 all walls
Hot dip galv. ladder jointreinforcing each course
5/8"ø x16" galv. anchorrods @32"o.c. withgalv. plate washers
3 1/2"
See architecturalfor plumbing 10
'-0" m
ean
roof
hei
ght
1' -
0"
Perforated 2" PVCpipe threaded intogalvanized pipe
Galv. 2" steel pipe reliefport with gooseneck
Pair of SimpsonDTT2SS holdown
(2) 5/8"ø x 24" anchor bolts
T.O. CMU 15.033'
PT (3) 2x6PT 2x10 jambbeyond
PT 2x10 plate
PT 5/4x6 roofdecking
Continue topmostPT plate overheader
Simpson HGA10clip with SDSscrews intorafter and plate
Simpson LUS26-3 PT (2)-2X12 ridge beam
PT (3) 2x6 PT (3) 2x6
PT 2x6 @16"o.c., rafters
PT 2x4 @16"o.c.,ceiling joists overrestroom
with beveled top
Sandwich header withPT 2x10 plate T&B
Hang header off ofbottom ply of double 2x10nailer with SimpsonHUC26-3 concealedflange hanger.
Roof sheathing is 5/4x6PT decking, fasten eachboard to each rafter with(2)-12d SS nails
(2)-PT 2x6 jack post +PT 2x6 trimmer eachside, each end of ridge
1' -
8"
1' -
6"
(2) #7 top andbottom
#7 top andbottom
1'-0"
3'-0
"
3'-0"
3'-0
"
CORNER INTERSECTION END
#5 #5 #5
1 1/4" x 1/4" x 30" galv. strapanchor at 32"o.c. vert.
Lap vertical bars 24" ateach floor and dowel intofoundation wall.
3"3"24"
1'-0"2'-0"
(2) #5
2'-0
"
(2) #5
2'-0
"
(2) #5 unlessnoted
CORNER INTERSECTION SPLICE
2' - 0" lap
1YY-2
13 2
8YY-2
9YY-2
6YY-2
Flood vent
(2) #5
Flood vent
(2) PT 2x10nailer (typ.)
PT 2x10blocking (typ.)
#5 vertical (typ.)
Dowel CMU intoslab and gradebeam
Concrete slab
8" CMU
15.033'
(2)-full coursesabove windows
Half courseCMU
Use U-block at headof window openings
3YY-2
BA
7YY-2
10YY-2
conc.8
"
6.7'
(2) #5
(2) PT 2x8nailer (typ.)
#5 vertical (typ.)
(2) PT 2x6 jack& 2x6 kingeach side
15.033'
Dowel CMU intoslab and gradebeam
Formed/pouredtie beam
4YY-2
(2)-full/(1)-half coursesat top of wall
1YY-2
1 32
8YY-2
9YY-2
2YY-2
6YY-2
14.033'
6.7'
(2) #5
#5 vertical (typ.)
Formed/pouredtie beam
Flood vent
PT (3) 2x6
Formed/pouredtie beam
B A
7YY-2
10YY-2
conc.5 3/4"
conc
.1'
- 4
"
AYY-2
5YY-2
6.7'
15.033'
(2) #5
(2) PT 2x8nailer (typ.)
#5 vertical (typ.)
(2) PT 2x6jack & 2x6king each side
Dowel CMU intoslab and gradebeam
Formed/pouredtie beam
Formed/pouredcolumn
B A
7YY-2
10YY-2
#5 vert. typ.
(2) #5
4YY-2
Sim
(2) PT 2x8nailer (typ.)
(2) PT 2x6 jack& 2x6 kingeach side
Dowel CMU intoslab and gradebeam
Formed/pouredtie beam
(2)-full/(1)-halfcourses attop of wall
PT 5/4x6 sheating
(2) PT 2x8 nailer
PT 2x6 rafter
Concrete tie beamPT 3/4" plywood
(2) #58" CMU
#5 vert
7 5/
8"
5 3/4"
Formed concretecolumn
(2) #5
PT 5/4x6 sheating
(2) PT 2x8 nailer
PT 2x6 rafter
Concrete tie beam
PT 3/4" plywood
(4) #5
PT 2x10 blocking
See 1/YY-2 for infonot repeated here.
U-block
(2)- full block coursesabove window M.O.with (2)-#5 ea. course
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Project Number:
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Designed by:
Drawn by:
Checked by:
Date:
Drawing number:
Ownership and conditions of use:Drawings and Specifications, as instruments ofprofessional service are and shall remain the propertyof DeStefano & Chamberlain. Documents are not tobe used, in whole or in part, for other projects orpurposes or by any other parties than thoseauthorized by contract without the specific writtenauthorization of DeStefano & Chamberlain.Copyright 2013 DeStefano & Chamberlain, Inc.
ZONING CONFORMANCE PREDICATEDON A, B, C, and D.
A. All new construction and substantial improvement shall: 1. Be designed or modified and adequately anchored toprevent flotation, collapse, or lateral movement of thestructure resulting from hydrodynamic and hydrostaticloads, including the effects of buoyancy. 2. Be constructed by material resistant to flooddamage. 3. Be constructed by methods and practices thatminimize flood damage 4. Be constructed with elctrical, heating, ventilation,plumbing and air conditioning equipment and other servicefacilities that are designed and / or located so as toprevent water from entering or accumulating within thecomponents during conditions of flooding.B. New and replacement water supply systems shall bedesigned to minimize or eliminate infiltration of flood watersinto the system.C. New and replacement sanitary sewage systems shall bedesigned to minimize or eliminate infiltration of flood watersinto the systems and discharges from the system into floodwaters.D. All new construction and substantial improvements shallhave the lowest floor, including basement elevated to orabove the base flood level and if constructed with a fullyenclosed area below this lowest floor shall be designed toautomatically equalize hydrostatic flood forces on exteriorwalls by allowing for the entry and exit of flood waters.1. Street Address of subject site: 985 Harbor Road, Southport, CT 068902. Assessor's Map #241 Parcel # 203. Zone District: R-34. Owner:Town of Fairfieldc/o Gerald A. Lombardo, DirectorFairfield Parks & Recreation Department75 Mill Plain RoadFairfield, CT 06824(203) 256-31915. Applicant:Laura Pulie, P.E., Senior Civil EngineerTown of Fairfield725 Old Post RoadFairfield, CT 06824(203) 256-30156. Description: New restroom and storage building utilizingwet-floodproof design in a VE Zone, per Variance grantedat 1-2-2014 ZBA Meeting.7. Original date of submission: 3-17-20148. Preparer's info:Kevin H. Chamberlain, P.E., License #22037DeStefano & Chamberlain, Inc.50 Thorpe Street, Fairfield, CT 06824(203) 254-71319. Preparer's Signature:
As indicated
3/12/2014 10:21:42 AM Y:\aadwgs\13-739 - Ye Yacht Yard Restroom\Ye YachtYard.rvt
Ye Yacht YardRestroom & Storage
Building
985 Harbor Road, Southport, CT
STRUCTURAL PLANAND DETAILS
13-739
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1/4" = 1'-0"
FOUNDATION PLAN
1/4" = 1'-0"
ROOF FRAMING PLAN
SECTION 1/2" = 1'-0"YY-2
1
SECTION 1/2" = 1'-0"YY-2
2
1/2" = 1'-0"
GRADE BEAM CORNER REINFORCING
3/4" = 1'-0"
VERTICAL CMU WALL REINFORCING
3/4" = 1'-0"
BOND BEAM REINFORCING
1/4" = 1'-0"YY-210 REAR ELEVATION
1/4" = 1'-0"YY-29 RIGHT SIDE ELEVATION
1/4" = 1'-0"YY-27 FRONT ELEVATION
1/4" = 1'-0"YY-28 LEFT SIDE ELEVATION
1/4" = 1'-0"YY-26 INTERIOR WALL
SECTION 1/2" = 1'-0"YY-2
4
DETAIL 3/4" = 1'-0"YY-2
A
SECTION 1/2" = 1'-0"YY-2
5
SECTION 3/4" = 1'-0"YY-2
3
