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abv. Above AFF Above finish floor alum. Aluminum anch. Anchor arch. Architect BC Bottom chord bldg. Building bm. Beam BDE Base design elevation BFE Base flood elevation BOF Bottom of footing BOS Bottom of steel bott. Bottom brg. Bearing bsmt. Basement BS Both sides BUR Built up roof cant. Cantilever CJ Control joint clg. jst. Ceiling joist clr. Clear CMU Concrete masonry unit col. Column conc. Concrete const. jt. Construction joint cont. Continuous CY Cubic yard dia. Diameter diag. Diagonal Dbl. Double DL Dead load DO Ditto dwg. Drawing EF Each face FD Footing drain elev. Elevation engr. Engineer eq. Equal EW Each way EC Epoxy coated ex. Existing exp. Expansion exp. jt. Expansion joint ext. Exterior fdn. Foundation fin. Finished FF Finish floor FOS Face of stud FS Far side ftg. Footing FW False work ga. Gage galv. Galvanized G.C. General contractor H&B Hohmann and Barnard, Inc. hdr. Header hgr. Hanger horiz. Horizontal HP High point HS High strength ID Inside diameter jst. Joist lb. Pound LF Lineal foot LL Live load LLH Long leg horizontal LLV Long leg vertical LP Low point LW Light weight max. Maximum min. Minimum MO Masonry opening mtl. Metal NIC Not in contract NTS Not to scale NS Near side o.c. On center OD Outside diameter opng. Opening PAF Powder actuated fastener PE Professional engineer PSF Pounds per square foot PSI Pounds per square inch PT Pressure treated perf. Perforated PLF Pounds per lineal foot plwd. Plywood RD Roof drain reinf. Reinforce reqd. Required rev. Revision rm. Room RO Rough opening sched. Schedule sect. Section sim. Similar SIP Structural insulated panel SF Stepped footing SS Stainless steel std. Standard stl. Steel struct. Structural T&B Top and bottom TBD To be determined TC Top chord temp. Temperature thru Through T&G Tongue and groove TOC Top of concrete TOM Top of masonry TOS Top of steel TOW Top of wall typ. Typical UD Under drain UON Unless otherwise noted vert. Vertical v.i.f. Verify in field wd. Wood WP Work point WWF Welded wire fabric w/ With w/o Without ø Diameter The structure and foundations have been designed to resist the following loads in accordance with Chapter 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 PSF Exposure factor Ce = 1.0 Importance factor I = 1.0 Flat roof snow load Pf = 0.7xCexCtxIxPg = 21 PSF<30 PSF Use 30 PSF Wind design criteria: Basic wind speed (3 second gust) - 110 MPH Exposure classification - C Importance factor - I = 1.0 Category II, enclosed building Seismic design criteria: Seismic Importance Factor, I = 1.0 Ss = 0.350 S1 = 0.088 Site Classification: D SDS = 0.350 SD1 = 0.140 Seismic Design Category: C Seismic Response Coeff., Cs = 0.28 Response Modification Factor, R = 2.0 Seismic Base Shear, V = 3 kips Analysis 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 of 8.0' NAVD. Due to the need for handicap access and historic district restrictions, the building has been wet-floodproofed in accordance with the Code for buildings located in AE Zones. The walls and foundations below the BFE have been engineered to resist VE Zone wave forces in accordance with ASCE 7-05 Flood Loads. The stillwater elevation used is 10.2' NAVD (100 year stillwater elevation of Long Island Sound at nearest transect is 10.2'. 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 the structural stability of the building during construction. All work shall be in accordance with the Connecticut State Building Code, which includes the 2003 International 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 and methods 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 to maintain 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 tanks to avoid any damage. Contractor shall contact "Call Before You Dig" prior to any excavation. Dial 811. 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 inch minimum 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 determined by the Engineering News Formulae. Pile driving shall be observed and logged by the Special Inspector. Individual inspecting pile driving operations shall be a Professional Engineer or Engineer-in-Training. Pile driving logs shall be signed and sealed by a licensed Professional Engineer. Pile butts shall be treated with three (3) coats of copper naphthenate wood preservative after cut- 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 which deviate more than 3 inches from design location or are out of plumb more than 2% of their length shall be reviewed by the Engineer, who shall determine what remedial measures, such as driving 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 storage tanks to avoid any damage to these. Contractor shall contact "Call Before You Dig" prior to pile driving. Dial 811. For bid purposes, an aggregate lineal footage of piles computed on the basis of the number of piles 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 REINFORCING STEEL 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 slabs 5 inches for all other concrete. Interior floor slab shall receive a steel trowel finish. Exterior slabs and sidewalks shall receive a coarse 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 cylinder at 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 physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures. Use non-chloride accelerating admixture in all concrete that will be placed in temperatures below 40° F for 24 hours following pour. Concrete masonry units shall be hollow load-bearing units with light-weight aggregate, conforming to ASTM C90 grade N-I. The compressive strength of masonry shall be 1500 psi based on a test strength of masonry units of 2150 psi on the net cross sectional area. Concrete masonry work shall conform to ACI 530-95/ASCE 5-02 "Building Code 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 ASTM C270. 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 mortar joints. 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, mortaring and grouting of masonry units, and placement of reinforcement. Framing lumber shall be Southern Yellow Pine #2 or better ACQ preservative treated 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 exceed 1/3 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, ridge beams, 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 other equivalent products will be considered on a case-by-case basis, provided equal load-carrying capacity is provided and there is no additional cost. Provide oversize washer at all sill plate anchor rods., Simpson BPS 5/8-3 bearing plate (3" x 3 Ga. x 3" plate w/ slotted hole) or equal. Anchor rods shall be 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 studs with 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 not limited to eaves, roof sweeps, and all roof edge details. Special Inspections shall be made of all structural framing at completion. Under no condition shall finishes be installed prior to final inspection. Special Inspections shall be in accordance with IBC Chapter 17. The Contractor shall notify the Special Inspector at least 24 hours in advance of a required inspection. Testing services shall be performed by a NVLAP accredited testing laboratory engaged 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. 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 A B C D E F G H J K L M N A B C D E F G H J K L M N Seal Project Number: Scale: Designed by: Drawn by: Checked by: Date: Drawing number: Ownership and conditions of use: Drawings and Specifications, as instruments of professional service are and shall remain the property of DeStefano & Chamberlain. Documents are not to be used, in whole or in part, for other projects or purposes or by any other parties than those authorized by contract without the specific written authorization of DeStefano & Chamberlain. Copyright 2013 DeStefano & Chamberlain, Inc. ZONING CONFORMANCE PREDICATED ON A, B, C, and D. A. All new construction and substantial improvement shall: 1. Be designed or modified and adequately anchored to prevent flotation, collapse, or lateral movement of the structure resulting from hydrodynamic and hydrostatic loads, including the effects of buoyancy. 2. Be constructed by material resistant to flood damage. 3. Be constructed by methods and practices that minimize flood damage 4. Be constructed with elctrical, heating, ventilation, plumbing and air conditioning equipment and other service facilities that are designed and / or located so as to prevent water from entering or accumulating within the components during conditions of flooding. B. New and replacement water supply systems shall be designed to minimize or eliminate infiltration of flood waters into the system. C. New and replacement sanitary sewage systems shall be designed to minimize or eliminate infiltration of flood waters into the systems and discharges from the system into flood waters. D. All new construction and substantial improvements shall have the lowest floor, including basement elevated to or above the base flood level and if constructed with a fully enclosed area below this lowest floor shall be designed to automatically equalize hydrostatic flood forces on exterior walls by allowing for the entry and exit of flood waters. 1. Street Address of subject site : 985 Harbor Road, Southport, CT 06890 2. Assessor's Map # 241 Parcel # 20 3. Zone District: R-3 4. Owner: Town of Fairfield c/o Gerald A. Lombardo, Director Fairfield Parks & Recreation Department 75 Mill Plain Road Fairfield, CT 06824 (203) 256-3191 5. Applicant: Laura Pulie, P.E., Senior Civil Engineer Town of Fairfield 725 Old Post Road Fairfield, CT 06824 (203) 256-3015 6. Description: New restroom and storage building utilizing wet-floodproof design in a VE Zone. 7. Original date of submission: 6-10-2013 8. Preparer's info: Kevin H. Chamberlain, P.E., License #22037 DeStefano & Chamberlain, Inc. 50 Thorpe Street Fairfield, CT 06824 (203) 254-7131 9. Preparer's Signature: 3/4" = 1'-0" 6/10/2013 5:05:16 PM Y:\aadwgs\13-739 - Ye Yacht Yard Restroom\Ye Yacht Yard.rvt Ye Yacht Yard Restroom & Storage Building 985 Harbor Road, Southport, CT GENERAL NOTES 13-739 KHC KHC KAF YY-1 06/10/2013 ABBREVIATIONS DESIGN LOADS GENERAL FOUNDATION EARTHWORK TIMBER PILES CAST-IN-PLACE CONCRETE CONCRETE MASONRY ROUGH CARPENTRY SPECIAL INSPECTIONS
