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HomeMy WebLinkAbout39119 Park DrIYey� "ti Aems IIMININIENERENE1 ITM711 INNERENEININIENEI NEI Appliance Access M1305.1 Appliance access for inspection service, repair and replacement. Appliances shall be accessible for inspection, service, repair and replacement without removing permanent construction, other appliances, or any other piping or ducts not connected to the appliance being inspected, serviced, repaired or replaced. A level working space at least 30 inches deep and 30 inches wide (762 mm by 762 mm) shall be provided in front of the control side to service an appliance. Installation of room heaters shall be permitted with at least an 18-inch 457 mm working space. A platform shall not be required for room P ( ) 9 P P q heaters. M 1305.1.1 Furnaces and air handlers. Furnaces and air handlers within compartments o lcoves shall have a minimum working space clearance of 4 dor g p Inches (102 mm) along the sides, back and top with a total width of the enclosing space being at least 12 inches (305 mm) wider than the furnace or air handler. Furnaces having a firebox open to the atmosphere shall have at least a 6-inch (152 mm) working space along the front combustion chamber side. Combustion air openings at the rear or side of the compartmentshall com I with the requirements of Chapter 17. PY q P Exception: This section shall not apply to replacement appliances Installed in existing compartments and alcoves where the working space clearances are in accordance with the equipment or appliance manufacturer's Installation instructions. M 1305.1.2 Appliances In rooms. Appliances installed in a compartment, basement or similar space all be accessed b an opening or tment alcove bas h cc PP P . P Y P 9 door and an unobstructed passageway measuring not less than 24 Inches (610 mm) wide and large enough to allow removal of the largest appliance in the space, provided there is a level service space of not less than 30 Inches (762 mm) deep and the height of the appliance, but not less than 30 inches (762 mm), at the front or service side of the appliance with the door open. Pen. M 1305.1.3 Appliances in attics. Attics containing appliances shall be provided with an opening and a clear and unobstructed passageway large enough to allow removal of the largest appliance, but not less than 30 inches (762 mm) high and 22 inches (559 mm) wide and not more than 6 feet (1829 mm) long measured along the centerline of the passageway from the opening to the appliance. The passageway shall have continuous solid flooring In accordance with Chapter 5 not less than 24 inches 610 mm wide. A level services ace at least 30 inches 762 mm deep and P ( ) P ( ) P 30 inches (762 mm) wide shall be present along all sides of the appliance where access is required. The clear access opening dimensions shall be a minimum of 20 inches by 30 Inches (508 mm by 762 mm), and large enough to allow removal of the largest appliance. 9 9 PP Exception: The passageway and level service space are not required where the appliance can be serviced and removed through the required opening. M1305.1.3.1 Electrical requirements. A luminaire controlled by a switch located at the required passageway opening and a receptacle outlet shall be Installed at or near the appliance location in accordance with Chapter 34. M1305.1.3.2 Air -handling units. Air -handling units shall be allowed in attics if the following conditions are met: 1. The service panel of the equipment is located within 6 feet (1829 mm) of an attic access. 2. A device is installed to alert the owner or shut the unit down when the condensation drain is not working properly. 3. The attic access opening is of sufficient size to replace the air handler. 4. A notice is posted on the electric service panel indicating to the homeowner that the air handler is located in the attic. Said notice shall be in all capitals, in 16 point type, with the fitle and first paragraph in bold: NOTICE TO HOMEOWNER A PART OF YOUR AIR CONDITIONING SYSTEM, THE AIR HANDLER, IS LOCATED IN THE ATTIC. FOR PROPER, EFFICIENT AND ECONOMIC OPERATION OF THE AIR CONDITIONING SYSTEM, YOU MUST ENSURE THAT REGULAR MAINTENANCE IS PERFORMED. YOUR AIR CONDITIONING SYSTEM IS EQUIPPED WITH ONE OR BOTH OF THE FOLLOWING: 1) A DEVICE THAT WILL ALERT YOU WHEN THE CONDENSATION DRAIN IS NOT WORKING PROPERLY OR 2) A DEVICE THAT WILL SHUT THE SYSTEM DOWN WHEN THE CONDENSATION DRAIN IS NOT WORKING. TO LIMIT POTENTIAL DAMAGE TO YOUR HOME, AND TO AVOID DISRUPTION OF SERVICE, IT IS RECOMMENDED THAT YOU ENSURE PROPER WORKING ORDER OF THESE DEVICES BEFORE EACH SEASON OF PEAK OPERATION. Plumbing Notes 1. Provide plumbing fixtures, as selected by practical conet. complete with all trim traps, stop valves, supplies and escutcheons. 2. All plumbing shall be is strict accordance with standard plumbing codes and local ordinances. 3. Soil waste and vent piping shall be schedule 40 pvc. 4. All water piping shall be Type "1" with 95-5 soldered joints or c.p.v.c. 5. Copper piping underground and in contract with dissimilar metals shall be coated with tar enamel AWWA-C-203 or equal. 6. Provide individual water stops at all water closets, lavatories and kitchen sink installations. 7. Run all pipes concealed in wall, floors, above ceilings or below grade. 8. Verify all rough in requirements with the fixtures that are selected. 9. Coordinate all work with trades. 10. Provide full size piping from hot water p&t valve to exterior. 11. Water piping run through concrete or masonry shall be wrapped with 10-ml vinyl plumbing tape. 12. Hot water piping shall be insulated In accordance with county wide energy code. 13. gallon water heater (future). Unless noted otherwise. 14. Tank type water closet volume 1.5 gallons. 15. Water -flow rate. Shower heads 259 P. m. privatefacilities 2.2 b 9Pm. 16. Plumbers must use a metal or plastic material to box out areas in concrete where drains are to be installed. 17. Thermal expansion protection is required when the water service is equipped with a back flow prevention device. 18. All back flow prevention devices are required to be tested and test results submitted to the building department before the certificate of occupancy is issued. 19. Loop hot water piping for Instant hot water option. Protection Against Termites R318.1 Termite Protection. Termite protection shall be provided by registered termiticides, including soil applied pesticides, baiting systems, and pesticides applied to wood, or other approved methods of termite protection labeled for use as a preventative treatment to new construction. See Section 202, REGISTERED TERMITICIDE. Upon completion of the application of the termite Protective treatment a Certificate of Compliance shall be issued to the building department by the licensed pest control company that contains the following statement: "The building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Services " R319.1.1 If soil treatment is used for subterranean termite prevention, the initial chemical soil treatment inside the foundation perimeter shall be done after all excavation, backfllling and compaction Is complete. R318.1.2 If soil treatment Is used for subterranean termite prevention, soil area disturbed after initial chemical soil treatment shall be retreated with a chemical soil treatment, Including spaces boxed or formed. R318.1.3 If soil treatmentis used for subterranean space In concrete floors box out or termite prevention, boxed t P �P formed for the subsequent installation of plumbing traps, drains or any other purpose shall be created by using plastic or metal permanently placed forms of sufficient depth to eliminate any planned soil disturbance after initial chemical soil treatment. R318.1.4 If soil treatment Is used for subterranean termite prevention, chemically treated soil shall be protected with a minimum 6 mil vapor retarder to protect against rainfall dilution. If rainfall occurs before vapor retarder placement, retreatment is required. Any work, including placement of reinforcing steel, done after chemical treatment until the concrete floor is poured, shall be done in such manner as to avoid penetrating or disturbing treated soil. R318.1.5 If soil treatment is used for subterranean termite prevention, concrete overpour or mortar accumulated along the exterior foundation perimeter shall be removed prior to exterior chemical soil treatment to enhance vertical penetration of the chemicals. R318.1.6 If soil treatment is used for subterranean termite prevention, chemical soil treatments shall also be applied under all exterior concrete or grade within 1 foot (305 mm) of the primary structure sidewalls. Also, a vertical chemical barrier shall be applied promptly after construction is completed, including initial landscaping and irrigation/sprinkler Installation. Any soil disturbed after the chemical vertical barrier is applied shall be promptly retreated. R318.1.7 If a registered termiticide formulated and registered as a bait system is used for subterranean termite prevention, Section R318.1.1 through Section R318.1.6 do not apply; however, a signed contract assuring the in&-ut;lation, maintenance and monitoring of the baiting system that is in compliance with the requirements of Chapter 482, Florida Statutes, shall be provided to the building official prior to the pouring of the slab, and the system must be installed prior to final building approval. If the baiting system directions for use require a monitoring phase prior to installation of the pesticide active ingredient, the Installation of the monitoring phase components shall be deemed to constitute installation of the system. R318.1.8 If a registered termiticide formulated and registered as a wood treatment Is used for subterranean termite prevention, Sections R318.1.1 through R318.1.6 do not Application of the wood treatment termiticide shall be as required by label directions for use, and must be completed prior to final building approval. R318.2 Penetration. Protective sleeves around piping penetrating concrete slab -on -grade floors shall not be of cellulose containing materials. If soil treatment is used for subterranean termite protection, the sleeve shall have a maximum wall thickness of 0.010 inch (0.25 mm), and be sealed within the slab using a non corrosive clamping device to eliminate the annular space between the pipe and the sleeve. No termiticides shall be applied Inside the sleeve. R318.3 Cleaning. Cells and cavities in masonry units and air gaps between brick, stone or masonry veneers and the structure shall be cleaned of all nonpreservative-treated or nonnaturally durable wood, or other cellulose-contalning material prior to concrete placement. Exception: Inorganic material manufactured for closing cells in foundation concrete masonry unit construction or clean earth fill placed in concrete masonry unit voids below slab level before termite treatment Is performed. R318.4 Concrete bearing ledge. Brick, stone or other veneer shall be supported by a concrete bearing ledge at least equal to the total thickness of the brick, stone or other veneer which is poured integrally with the concrete foundation. No supplemental concrete foundation pours which will create a hidden cold joint shall be used without supplemental treatment in the foundation unless there is an approved physical barrier. An approved physical barrier shall also be Installed from below the wall sill plate or first block course horizontally to embed In a mortar joint. If masonry veneer extends below grade, a termite protective treatment must be applied to the cavity created between the veneer and the foundation, In lieu of a physical barrier. Exception: Veneer supported by a structural member secured to the foundation sidewall in accordance with ACI 530/ASCE 5/TMS 402, provided at least a 6 inch (152 mm) dear inspection space of the foundation sidewall exterior exists between the veneer and the top of any soil, sod, mulch or other organic landscaping component, deck, apron, porch, walk or any other work Immediately adjacent to or adjoining the structure. R318.5 Protection against decay and termites. Condensate lines, irrigation/sprinkler system risers for spray heads, and roof downspouts shall discharge at least 1 foot (305 mm) away from the structure sidewall, whether by underground piping, tail extensions or splash blocks. Gutters with downspouts are required on all buildings with inches 5 horizontal projection except for able q g heaves of less than 6 i he (1 2 mm) h p �g end rakes or on a roof above another roof. R318.6 Preparation of building site and removal of debris. P 9 R318.6.1 All building sites shall be graded to provide drainage under all portlons of the building not occupied by basements. R318.6.2 The foundation and the area encompassed within 1 foot (305 mm) therein shall have all vegetation, stumps, dead roots, cardboard, trash and foreign material removed and the fill material shall be free of vegetation and foreign material. The fill shall be compacted to assure adequate support of the foundation. R318.6.3 After all work is completed, loose wood and completely removed from under the debris shall be co P P Y buildingand within 1 foot 305 mm thereof. All wood f s shall be completely removed_ This forms and supports ( ) PPo P Y includes, but Is not limited to: wooden grade stakes, forms, contraction spacers, tub trap boxes, plumbing supports, bracing, shoring, forms or other cellulose -containing material placed in any location where such materials are not clearly visible and readily removable prior to completion of the work. Wood shall not be stored in contact with the ground under any building. R318.7 Inspection for termites. In order to provide for inspection for termite infestation, clearance between exterior wall coverings and final earth grade on the exterior of a building shall not be less than 6 inches (152 mm). Exceptions: 1. Paint or decorative cementitious finish less than 5/8 inch (17.1 mm) thick adhered directly to the masonry foundation sidewall. 2. Access or vehicle ramps which rise to the interior finish floor elevation for the width of such ramps only. 3. A 4-inch (102 mm) inspection space above patio and garage slabs and entry areas. Stair treads and risers Stair treads and risers shall meet the requirements of this section. For the purposes of this section all dimensions and dimensioned surfaces shall be exclusive of carpets, rugs or runners. R311.7.5.1 Risers. The maximum riser height shall be 73/4 inches (196 mm). The riser shall be measured vertically between leading edges of the adjacent treads. The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8 inch (9.5 mm). Risers shall be vertical or sloped from the underside of the nosing of the tread above at an angle not more than 30 degrees (0.51 rad) from the vertical. Open risers are permitted provided that the opening between treads does not permit the passage of a 4-inch-diameter (102 mm) sphere. Exception: The opening between adjacent treads is not limited on stairs with a total rise of 30 inches (762 mm) or less. R311.7.5.2 Treads. The minimum tread depth shall be 10 inches (254 mm). The tread depth shall be measured horizontally between the vertical planes of the foremost projection of adjacent treads and at a right angle to the tread's leading edge. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch (9.5 mm). II 111111111111111111111111 . III WIWI IN. I 11 1. = M � MENEM 070 IIIIIIIIIIIIIIIIIN M ii�liililllllliii; M I 17PS-110 MEME I MEEM M M Em 11 NONE - ,,I M I IIIIIIIIIIIIIIIII M PONNE"112=1 EM! -1141 . - iiiiiiiiiiiiiiiiiiiiiillillillillillI . Masonry & Concrete 1. All concrete shall have a minimum compressive strength of 3,000 psi at 28 days. 2. U.N.O. All reinforcing steel to be new domestic deformed billet steel conforming to ASTM A-615 grade 40, CASTCRETE lintels & stemwall foundations require the use of grade 60 rebar. 3. Welded wire fabric shall conform to A-185. 4. Contractor shall verify locations of all openings, sleeves, anchor bolts, inserts, etc. as required by other trades before concrete Is placed. No sleeves, openings pr inserts may be placed In beams or slabs unless approved by the designer/engineer and shown on shop drawings. 5. All reinforcingdetails to conform to "manual of standard practice for detailing e' to structures A p g reinforced concrete CI 315, unless detailed otherwise on structural drawings. 6. Provide spacers, chairs. bolts, etc. as required to assemble, place and support all reinforcing In place. 7. Provide corner bars for all footings. 8. All footing dowel bars shall have a standard 90° bend and shall be embedded 5" into -inch footings and a minimum of e 6 into all others. Dowel bars lap m o vertical wall reinforcement a minimum f 40 bar diameters. 9. Steel reinforcement shall have a minimum yield strength of 40,000 psi in accordance with ASTM A-61.5. 10. Concrete Masonry Units, if any, shall be hollow core / load bearing in accordance to astm C90 or C145, 1,900 psi minimum. 11. Grout, if any, shall have 3/8" maximum aggregate, 8 to 11 inch slump 2,500 psi as per ASTM C476. 12. Mortar, if any, shall be Type M or S In conformance ASTM C270. R609.3 Vertical reinforcement. Vertical reinforcement shall be provided In conformance With Sections R609.3.1 through R609.3.6. R609.3.1 One reinforcement bar shall be provided in each comer, Including interior corners and comers created by a change In wall direction or offsetting of walls. R609.3.2 Openings. A minimum of one bar of the size used for vertical wall reinforcement shall be provided one each side of openings wider than 6 feet (1829 mm). If more vertical reinforcement Is Interrupted by an opening than Is provided beside the opening (total in the first and second cells adjacent to the opening), one-half of the equivalent area of reinforcement Interrupted by the opening shall be placed on each side of the opening. This reinforcement shall be placed within the first and/or second cells beside the opening. R609.4 Masonry gables. Gable end walls of concrete or masonry shall be constructed full height to the roof line. Exception: Gable end trusses or wood framed gable end walls in conformance with Tables R609.4A and R609.46 and Figure R609.4. Wood gable stud wall connectors shall be capable of resisting the vertical and horizontal loads of Table R609AB as well as the uplift load stipulated at Figure R609.4. Where masonry gable end walls do not go to the roof, a bond beam complying with Section R609.2 shall be provided at the top of the masonry. R609.4.1 Rake beam. Where concrete or masonry is carried full height to the roof line, a cast -in -place rake beam as detailed In Figure R609.4.1 shall be provided. The minimum thickness of the rake beam from top of masonry shall be 4 inches (102 mm). One No. 5 continuous reinforcing bar shall be placed in the rake beam along the roof line. R609.4.2 Vertical reinforcement. Vertical reinforcement shall be provided at the maximum spacing as set forth in Tables R609.3.3B-1 through R609.3.3B-4 as applicable. R609.4.3 Termination. Required vertical reinforcement shall terminate at the rake beam in accordance with Section R606.9.8. R609.4.4 Nailer A minimum 2 feet 4 inch nailer for connecting roof sheathing shall be bolted to the top of the wall with a minimum of 1/2 inch (12.7 mm) anchor bolts spaced as set forth in Table R609.4.4. The nailer shall be permitted to be bolted to the inside or outside of the wall. R609.4.5 Gable overhang. Gable overhangs up to 2 feet (610 mm) in width complying with Figure 609.4.5 shall be permitted. MASONRY CONSTRUCTION MATERIALS 2103.1 Concrete masonry units. Concrete masonry units shall conform to the following standards: ASTM C 55 for concrete brick ; ASTM C73 for calcium silicate face brick; ASTM C 90 for load -bearing concrete masonry units or ASTM C 744 for prefaced concrete and calcium silicate masonry units. General Window & Door Notes 1. Exterior front and back doors, windows, garage doors, cladding and components are submitted with the "Technical Manual" for installation and technical material specifications. 2. Nail and glue bucks, the wood between the doorjamb and the wall. 3. The mullions - strips between a series of windows - must be certified to withstand the designed wind capacity. 4. Windows and glass doors must meet the impact standards. Window mfg. must have labels attached listing manufacturer, performance characteristics and certification that they have been tested. Labels must stay on until the final inspection. Or, if non -impact resistant glazing to be used: provide approved glazing protection over all non -impact resistant windows and glass doors. Woods structural panel with a minimum thickness of 7/16" and maximum span of 8 feet 2438 mm shall be permitted for opening protection In one- and two-story buildings. Panel shall be recut and ( ) P P 9 P rY 9 P attached to the framing surrounding the opening containing the product with the glazed opening. Panels shall be redrilled as required for the anchorage method and a secured ' shall b with the attachment hardware provided. P q 9 Attachments shall be designed to resist the component and cladding loads determined in accordance with either Table R301.2(2) or ASCE 7, with the permanent corrosion -resistant attachment hardware provided and anchors permanently installed on the building. Attachment in accordance with Table R301.2.1.2 is permitted for buildings with a mean roof height of 33 feet (10058 mm) or less where Vasd determined in accordance with Section R301.2.1.3 does not exceed 130 miles per hours (58 m/s). Wood Notes 1. All framing members bearing interior & exterior shall be wood members with properties equal to or better than those given by the Southern Pine Inspection bureau for surfaced dried Souther Pine no. 2 (minimum allowable bending stress -1290 psi for single members uses and 1400 psi for repetitive member uses.Modules of elasticity -1,600,000 psi). - 2. All wood non bearing exterior and interior walls to be #2 spruce pine fur (fb 1,000 psi). 3. All wood girders shall have a min. of (4) - 2"x4" studs placed directly under the girder and double plate. 4. All lumber in contact with masonry or concrete shall be pressure treated. 5. All roof rafters a prefabricated wood trusses securely f and shall be s c fastened to ' a n d heir supporting wall or beams with P Y orti pP 9 hurricane clips or anchors as noted. 6. Prefabricated wood trusses shall be designed in accord ance with the latest edition of he " SIGN g t NATIONAL DE SPECIFICATION FOR STRESS -GRADE LUMBER" and it's fasteners as recommended by the national forest products association. 7. Truss member and connections shall be proportioned (with a maximum allowable stress increase for load duration of 25% to withstand the load given in note. 8. Truss manufacturer shall submit shop drawings and design note with an engineers seal for approval. Design notes are to include the rated load capacity of the connectors used to secure the members, certification of the connector capacity's and manufacturers license to fabricate trusses utilizing the connectors system proposed. 9. Bridging for pre-engineered truss shall be as required by truss manufacturer in addition to member show on drawings. 10. Roof decks shall be 1/2" plywood or O.S.B. for fiberglass shingle roofs and 5/8" plywood for concrete or clay tile roofs. Use 8d nails with 4" spacing at all panel edges and 6" spacing intermediate supports. Provide plyclips at unsupported edges. 11. All wood frame details shall be in accordance with "NATIONAL D SIGN SPECIFICATION FOR WOOD CONSTRUCTION" latest addition, national forest products assocla on, unless detailed otherwise on the structural drawings_ 12. Roof live load =20 sf. Roof dead load =20 sf 1 P P 13. Gable endwalls adjacent to cathedral ceilings are required to be lcontinuous from floor to roof diaphragm. FBC 2007 2304.3.4.2. 14_ Attach plywood sheathing to supporting trusses or other framing with common nails for gable diaphrams only:(unless otherwise noted) 8d: a. 4" o.c. along edges of plywood panels. b. 6" o.c. along field of plywood panels. General Notes NONE NONE ME = 0soon on 1. General contractor will verify all dimensions shown or implied before starting any work. 2. General contractor will comply with all building codes both state and local, and comply with all local authorities having jurisdiction. 3. It is the contractors sole responsibility to determine erection procedure and sequence to Insure the safety of the building and component parts during erection this includes but is not limited to the addition whatever temporary bracing, guys, or tie downs that may be necessary. such material shall be removed and shall remain the property of the contractor after completion of the project. 4. All dimensions and elevations shown on the structural drawings shall be verified and shall conform to the architectural drawings. 5. Wall siding, Including brick facing, painted block or stucco, must end 6 inches above the ground to allow for future termite Inspections. the contractor can paint the bare band or apply a plaster -like finish less than 5/8" inch thick directly to the foundation wall. 6. Pre -manufactured roof trusses to be designed in accordance with - g the latest ANSIlTPI 1 design requirements. The truss manufacturer is responsible to furnish all reaction loads for dead loads, live loads and wind loads. Manufacturer to submit truss layout and details signed by a Florida registered engineer. 7. All exterior concrete block walls are designed as shear walls or shear wall segments with Dur-a-wall reinforcement every other block as per the requirements of the National Concrete Masonry Institute. If Dur-a-wall reinforcement Is not used for the entire building, length of actual shear wall will be designated on the plans. The above can be omitted when a #5 down bar Is Installed @ each side of an opening. All vertical #5 rebar installed @ ends of shear wall segments (SWS) may be lap spliced & shall be tied to, w/ standard hook, the horizontal rebar In the bond beam in the top course of the wall & footing below. 8. All openings greater than 5 feet to have (1)-#5 bar on each side of opening and filled with grout. openings greater than 12 feet to have (2)-#5 bars on each side of opening. 9. Contractor to verify all dimensions and conditions in the field. 10. Any changes to sealed drawings must be approved by the professional engineer of record. Emergency Escape and Rescue Required. Basements, habitable attics and every sleeping room shall have at least one operable emergency escape and rescue opening. Where basements contain one or more sleeping rooms, emergency egress and rescue openings shall be required in each sleeping room. Where emergency escape and rescue openings are provided they shall have a sill height of not more than 44 inches 1118 mm measured from the ( ) finished floor to the bottom of the clear opening above the . floor. Where a door opening having a threshold below the adjacent ground elevation serves as an emergency escape and rescue opening and Is provided with a bulkhead enclosure, the bulkhead enclosure shall comply with Section R310.3. The net clear opening dimensions required by this section shall be obtained by the normal operation of the emergency escape and rescue opening from the inside. Emergency escape and rescue openings with a finished sill height below the adjacent ground elevation shall be provided with a window well in accordance with Section R310.2. Emergency escape and rescue openings shall open directly into a public way, or to a yard or court that opens to a public way. R310.1.1 Minimum opening area. All emergency escape and rescue openings shall have a minimum net clear opening of 5.7 square feet (0.530 m2). Exception: Grade floor openings shall have a minimum net clear opening of 5 square feet (0.465 m2). R310.1.2 Minimum opening height. The minimum net clear opening height shall be 24 inches (610 mm). R310.1.3 Minimum opening width. The minimum net clear opening width shall be 20 inches (508 mm). R310.1.4 Operational constraints. Emergency escape and rescue openings shall be operational from the inside of the room Means of Egress R311.1 Means of egress. All dwellings shall be provided with a means of egress as provided in this section. The means of egress shall provide a continuous and unobstructed path of vertical and horizontal egress travel from all portions of the dwelling to the exterior of the dwelling at the required egress door without requiring travel through a garage. R311.2 Egress door. At least one egress door shall be provided for each dwelling unit. The egress door shall be sidehinged, and shall provide a minimum clear width of 32 Inches (813 mm) when measured between the face of the door and the stop, with the door open 90 degrees (1.57 rad). The minimum clear height of the door opening shall not be less than 78 inches (1981 mm) in height measured from the top of the threshold to the bottom of the stop. Other doors shall not be required to comply with these minimum dimensions. Egress doors shall be readily openable from inside the dwellgwiptah}pI.Ofe{c pahkp r j}M, 1!I.� pgvledge or effort. 1'�<L.`T\II.i`,(I ( ( I?,, `, k i.(ll ih.1 [ :!1.[%l ; i Framing Inspection XD 1.) All Plumbing, Electrical, and Mechanical roLgrm r t,U,4 Iilgfe� O" �ci 1 pproved 1, t \ l I 1 I r I I I � :.� before requesting the framing inspection. ( -,l \' {I �;.1,, ..�.i.� 1-,`'�),\�-I • Foundation Inspection 1.) A foundation survey shall be performed and a copy of the survey shall be on site for the building inspector's use. or all property markers shall be exposed and a string stretched from marker to marker to verify required setbacks. PH ,: C J` C, s - T Y�IS4 C. F _ N 0^" Yj�MfLLS PLANS 313 t!q Pam -EXAMINER_ ()._ 67 a. �3e / �N �, l �" �PR PROVED) PR T � 0 0 UC S LIST STRUCTURAL DESIGN CRITERIA ULTIMATE WIND SPEED (Vult) =140 MPH NOMINAL WIND SPEED (Valt) = 108 MPH AS PER R301.2(4) HURRICANE MAP INTERNAL PRESSURE COEFFICIENT = t0.18 COMPONENTS AND CLADDING: REFER TO SHEET A1.2 FOR DESIGN WIND PRESSURES IN TERMS OF PSF (KN/M2) RISK CATEGORY: II WIND EXPOSURE "B" USE OF BUILDING/SITE: IIIB CODES & REFERENCES FLORIDA BUILDING CODE 5th EDITION 2014, BUILDING/RESIDENTIAL AMERICAN CONCRETE INSTITUTE OF STRUCTURAL CONCRETE (ACI 318) AMERICAN CONCRETE INSTITUTE OF MASONRY STRUCTURES (ACI-530/ASCE-5/TMS 402 AND SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530 VASCE 6/TMS 602) AMERICAN SOCIETY OF CIVIL ENGINEERS MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE-7) SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS LATEST EDITION DESIGN SPECIFICATION FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES BY THE TRUSS PLATE INSTITUTE (TPI) LATEST EDITION NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) LATEST EDITION AMERICAN PLYWOOD ASSOCIATION DESIGN / CONSTRUCTION GUIDE. (APA) LATEST EDITION ARCHITECTURAL LEGEND I !k ­ , I SECTION NO./ SHEET NO. T.G.C. or G.C. THE GENERAL CONTRACTOR OIl4OA ELEVATION NO./ SHEET NO. EXIST. or EX. EXISTING 0�D DETAIL NO./ SHEET NO. S.W.S. SHEAR -WALL SEGMENT AREVISION NO. U.N.O. UNLESS NOTED OTHERWISE 0 PRE-CAST/STRESSED LINTELS N.T.S. NOT TO SCALE KEYED NOTES DESIGNER'S NOTES 1. ISSUANCE F PLANS FROM THIS DESIGNERS O H S DESIG ER OFFICE SHALL NOT RELIEVE THE BUILDER OF RESPONSIBILITY TO REVIEW AND VERIFY ALL NOTES, DIMENSIONS, AND ADHERENCE TO APPLICABLE BUILDING CODES PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION. 2.) ANY DISCREPANCY OF ERROR IN NOTES, DIMENSIONS, OR ADHERENCE TO APPLICABLE BUILDING CODES SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGNERS OFFICE FOR CORRECTION BEFORE COMMENCEMENT OF ANY CONSTRUCTION. 3.) ANY REVISIONS OR CHANGES, NOT RELATED TO THE CORRECTION OF ERRORS THAT ARE MADE AFTER THE FINAL P V PLANS HAVE BEEN COMPLETED SHALL BE SUBJECT TO ADDITIONAL FEES. 4) IF.ANY MODIFICATIONS ARE MADE TO THESE PLANS BY ANY OTHER PARTY OTHER THAN THE DESIGNERS OFFICE, THE DESIGNER SHALL NOT BE HELD RESPONSIBLE. 5.) THIRD PARTY SERVICES: HARTWELL DESIGN GROUP, INC. WILL NOT BE RESPONSIBLE FOR ANY ENGINEERING,INTER( I N SURVEY, OR DESIGN, , SU ,ESTIMATING OR ANY OTHER THIRD PARTY SERVICE ERRORS. .�., TYPICAL NAILING SCHEDULE NAIL, SH ATHIN � G ROOF d OMMO 7 1 - A8 C N/ 6 5/8 NO INALWALL 8d COMMON 7/16"--► 5/8" N MINALFLOOR MM 10d COMMON 3/4"T.G. ALL SHEATHING APA APPROVED CDX, OSB, UNLESS NOTED OTHERWISE I ­ . ­­ ­.. - - - - --- Foundation Notes Verify location of building at site using owners approved plot plan and adjust concrete footing, slab, landing, and steps, as grade requires. If conflicts between existing site conditions and approved plot plan arise contact T.G.C. 1. Prepare soil to receive 4" concrete slab min. w/ compressive strength of 3,000 p.s.i. @ 28 days w/ 6x6 W1.4XW1.4 w.w.m. on chairs in the top 1-1 /2" of slab orfibermesh reinforced conc. on vapor barrier, on clean, well compacted fill treated for termites. If fibermesh is used cut I" joint every 15'-0" each way. 2. All footings to be 18" wide x 10" deep w/ (2) #5 rebar continuous (unless noted otherwise). 3. All thickened slabs (bell footing) to be 18" wide x 16" deep w/ (2) # 5 rebar continuous (place uplift strapping or anchors as may be required per code) unless noted otherwise. 4. All column pad to be a minimum 24" x 24" x 12" w/ #5 rebars @ 6" c.c. each way (unless noted otherwise). 5. All thickened edge slabs to be 12" x 12" w/ (1) #5 rebar (unless noted otherwise). 6. Thickened slab at floor elevation change is to be 8" deep x 16" wide w/ (2) #5 rebar continuous (unless noted otherwise). 7. Fill core with concrete and place (1) #5 rebar vertical from footing to tie -beam. 8. Pitch slab at grade at 1" in 10' typical (in direction of arrow). unless noted otherwise 9. Recess floor slab 3/4" at all sliding glass doors and extend slab 1 1/2" past block face. unless noted otherwise 10. Extend slab edge at exterior doors 1 1/2" past block face. unless noted otherwise 11. Sunken shower to be 4" concrete recessed slab (min. u.n.o.) w/ 6x6 #10 w.w.m. (or fiber mesh). 12. Air conditioner compressor pad by mechanical contractor to be placed 8" from wall, typical. 13. All stone or brick veneer footings to be 22" wide x 10" deep w/ (3) #5 rebars (min.) continuous (unless noted otherwise). 14. all footingfor 2 story to be 24" wide x 12" deep w/ 3 #5 rebar continuous. min. Y P O 15. All thickened slab (bell footing) w/ two stories bearing to be 24" wide x 16" deep w/ (3) #5 rebars (place uplift strapping or anchors as may be required per code). 16. Thickened slab (bell footing) where at bearing wall occurs at change in floor elevation shall be a min. 16" deep x 16" wide continuous. 17. Soil noted as compacted is 95% modified proctor, ASTM D1557. 18. The outer foundation bars shall be continuous around comers by bending the bar. In both cases the minimum bar lap shall be 40 bar diameter likewise, the bond beam reinforcement shall be continuous around all comers. 19. Provide 4" x 4" clean out for all concrete filled cells. at the base of wall. Product Category Sub Category Manufacturer Product State of Florida xpira ioh A roval Number Exterior Doors Swinging Exterior Door Assemblies Therma-tru Corporation FL14991-Rl(FL14991.1) PO3,131/2016 Swinging Exterior Door Assemblies Plastpro Inc. / Nanya Plastics Corp. FL15180-Rl (FL15180.11,FL15180.16) 12/31/2018 Sectional Exterior Door Assemblies Amarr Garage Doors FL7152-R6 (FL7152.1) 01/01/2099 Windows Single Hung Custom Windows Systems, Inc. FL163-R7 (FL163.1) 02/23/2025 Fixed Glass Custom Windows Systems, Inc. FL7852-R4 (FL7852.1) 07121/2020 Horizontal Slider Custom Windows Systems, Inc. FL7013-R4 (FL7013.1) 07/21/2020 Roofing Asphalt Shingles Atlas Roofing Corporation FL16305-R3 (FL16 .1) Underlayments Atlas Roofing Corporation FL16226-R2 (FL16226.1) 12/31/2020 Roofing Accessories that are an Lomanco, Inc. 750 Roof Louver FL3792-R7 (FL3792.3) 08/16/2016 Integral Part of the Roofing System Panel Walls Soffits Norandex Building Materials Distribution FL12505-R3 (FL12 55.1) 1 1 015 Siding KAYCAN LTD. FL16299-R2 (FL16299.1) 12/31/2016 Siding James Hardie Building Products, Inc. FL13192-R3 (FL13192.2, FL13192.4) 01/01/2016 Shutters Storm Panels Town and Country Industries I. - FL1139 - 1 .')- Structural Components Wood Connector Anchors Simpson Stong-Tie Co. . FL10456-R3 12/31/2015 FL10655-R3 12/31/2015 FL10655-R3 12131 /2015 FL10852-R3 12/31/2015 FL10849-R3 12/31/2015 FL10860-R3 12/31/2015 FL11473-R3 12/31/2015 FL11496-R3 12/31/2015 Products Introduced as a Result of Quality Precast or Commercial Concrete FL1774-R4 (FL1774.1) 05/24/2024 New Technology Products DATE: � 09/14/2015 JOB NO: HA9139 DESIGN BY: -- DRAWN BY: JRH CHECKED BY: GC PROJECT: 3615-HA9139 CHECKED BY: JRH,JGZ EST: -- CONST. MNGR: -- SUPER I I (.5 Z Cn W :�E W I-- Q F- J J Q MODEL: 9-15 SPECS N co ti M co co ' _1 N II CO I Q T- 1 T 2 CO Q I- � _ U- LIJ T- Q TT J N Q ' M� j-- co Cn Z I CO U 00 Z L1J O Z O I) co T = T M CUSTOMER: LUCKEY 39119 PARK DR. ZEPHRYHILLS, FL 335421 E E 0 0 U u 3 3 " L- m M L L 3 % 3s 3 Z 0 m• a( > Q ­1M W m � rV -O Ql N e. tz CO q., E m , o�m ,1 o co m o v Cf t$ •L C 19to t;s _4 > a. ENGINEER'S SEAL I HEREBY CERTIFY THAT THIS PLAN & SPECIFICATIONS WERE PREPARED/REVIEWED BY ME OR UNDER MY DIRECT SUPE RVISION AND COMPLIES WITH THE FLORIDA BUILDING CODE 5th 2 EDITION 14 0 RESIDENTIAL/BUILDING. ALL SIGNED/SEALED DRAWINGS PRESENT IN THIS PLAN ARE FOR STRUCTURAL. DESIGN ONLY AND ARE VALID FOR 12 MONTHS FROM THE SIGNED DATE, U, VVU'i11dbU�pOB O eepe�'�yJ� AGO Clio° ��r,E1i eee� Ads U1 e 47� 4 e o % * 'eo eo e � o s i CC � �I e 1, STATE IF ; W c e b/ ®ern @� `�- .,�. �� 51 .o� L4 .1.5 Guo-jie- Zhang. PhD, PE Dato Florida PE No. 47744 2911 Folklore Dr. -- Valrico, FL 33596 (813)657-8865 A1.1 ry ?- 1 TABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA GROUND SNOW WIND DESIGN SEISMIC DESIGN SUBJECT TO DAMAGE FROM WINTER DESIGN ICE BARRIER UNDER- LAYMENT FLOOD HAZARDS e AIR FREEZING MEAN ANNUAL Speed" Topographic Frost Line LOAD (mph) effectsk (NA) CATEGORY e Weatheringa Depth" Termite° TEMPS REQUIRED r INDEX' TEMP' NA See Figure R301.2(4) NA Negligible NA Very Heavy NA NA NA For S1:1 pound per square foot = 0.0479 kPa, 1 mile per hour = 0.447 m/s a. Weathering may require a higher strength concrete or grade of masonry than necessary to satisfy the structural requirements of this code. The weathering column shall be filled in with the weathering index (i.e., "negligible," "moderate" or "severe") for concrete as determined from the Weathering Probability Map [Figure R301.2(3)]. The grade of masonry units shall be determined from ASTM C 34, C 55, C 62, C 73, C 90, C 129, C 145, C 216 or C 652. b. Reserved. C. Termite infestation per Figure R301.2(6) is "very heavy." d. Wind speed shall be from the basic wind speed map [Figure R301.2(4)]. Wind exposure category shall be determined on a site -specific basis in accordance with Section R301.2.1.4. e. The outdoor design dry-bulb temperature shall be selected from the columns of 971/2-percent values for winter from Appendix D of the Florida Building Code, Plumbing. Deviations from the Appendix D temperatures shall be permitted to reflect local climates or local weather experience as determined by the building official. f. Reserved. g. The applicable governing body shall, by local floodplain management ordinance, specify (a) the date of the jurisdiction's entry into the National Flood Insurance Program (date of adoption of the first code or ordinance for management of flood hazard areas), (b) the date(s) of the Flood Insurance Study and (c) the panel numbers and dates of all currently effective FIRM and FBFM, or other flood hazard map adopted by the authority having jurisdiction, as amended. h. Reserved. I. Reserved. j. Reserved. k. Reserved. TABLE R301.2(2) COMPONENT AND CLADDING LOADS FOR A BUILDING WITH A MEAN ROOF HEIGHT OF 30 FEET LOCATED IN EXPOSURE B (psf) a,b,c,d,e,f,g ZONE EFFECTIVE WIND AREA (feet2) Ultimate Design Wind Speed Vu/t (mph) 110 115 120 130 140 150 160 180 200 8.9 -21.8 9.7 -23.8 10.5 -25.9 12.4 -30.4 14.3 -35.3 16.5 -40.5 18.7 -46.1 23.7 -58.3 29.3 -72.0 1 20 8.3 -21.2 9.1 -23.2 9.9 -25.2 11.6 -29.6 13.4 -34.4 15.4 -39.4 17.6 -44.9 22.2 -56.8 27.4 -70.1 1 50 7.6 -20.5 8.3 -22.4 9.0 -24.4 10.6 -28.6 123 -33.2 14.1 -38.1 16.0 -43.3 20.3 -54.8 25.0 -67.7 1 100 7.0 -19.9 7.7 -21.8 8.3 -23.7 9.8 -27.8 11.4 -32.3 13.0 -37.0 14.8 -42.1 18.8 -53.3 23.2 -65.9 0 8.9 -36.5 9.7 -39.9 10.5 -43.5 12.4 -51.0 14.3 -59.2 16.5 -67.9 18.7 -77.3 23.7 -97.8 29.3 -120.7 ' 2 20 8.3 -32.6 9.1 -35.7 9.9 -38.8 11.6 -45.6 13.4 -52.9 15.4 -60.7 17.6 -69.0 22.2 -87.4 27.4 -107.9 0 2 50 7.6 -27.5 8.3 -30.1 9.0 -32.71 10.6 -38.4 12.3 -44.5 14.1 -51.1 16.0 -58.2 20.3 -73.6 25.0 -90.9 A 2 100 7.0 -23.6 7.7 -25.8 8.3 -28.11 9.8 -33.0 11.4 -38.2 13.0 -43.9 14.8 -50.0 18.8 -63.2 23.2 -78.1 8.9 -55.0 9.7 -21.8 10.5 -65.4 12.4 -76.8 14.3 -89.0 16.5 -102.2 18.7 -116.3 23.7 -147.2 29.3 -181.7 Ir 3 20 8.3 -45.5 9.1 -21.2 9.9 -54.2 11.6 -63.6 13.4 -73.8 15.4 -84.7 17.6 -96.3 22.2 -121.9 27.4 -150.5 3 50 7.6 -33.1 8.3 -20A 9.0 -39.3 10.6 -46.2 12.3 -53.5 14.1 -61.5 16.0 -69.9 20.3 -88.5 25.0 -109.3 3 1 100 7.0 -23.6 7.7 -19.8 8.3 -28.1 9.8 -33.0 11.4 -38.2 13.0 -43.9 14.8 -50.0 18.8 -63.2 23.2 -78.1 12.5 -19.9 13.7 -37.9 14.9 -23.7 17.5 -27.8 23.3 -37.0 28.5 -42.1 33.6 -53.3 41.5 -65.9 1 20 11.4 -19.4 12.5 -34.9 13.6 -23.0 16.0 -27.0 18.5 -31.4 21.3 -36.0 24.2 -41.0 30.6 -51.9 37.8 -64.0 1 50 10.0 -18.6 10.9 -30.9 11.9 -22.2 13.9 -26.0 16.1 -30.2 18.5 -34.6 21.1 -39.4 26.7 -49.9 32.9 -61.6 1 100 8.9 -18.1 9.7 -27.8 10.5 -21.5 12.4 -25.2 14.3 -29.3 16.5 -33.6 18.7 -38.2 23.7 -48.4 29.3 -59.8 12.5 -34.7 13.7 -56.0 14.9 -41.3 17.5 -48.4 23.3 -64.5 28.5 -73.4 33.6 -92.9 41.5 -114.6 r` c� 2 20 11.4 -31.9 12.5 -52.4 13.6 -38.0 16.0 -44.6 18.5 -51.7 21.3 -59.3 24.2 -67.5 30.6 -85.4 37.8 -105.5 ° 2 50 10.0 -28.2 10.9 -47.6 11.9 -33.6 13.9 -39.4 16.1 -45.7 18.5 -52.5 21.1 -59.7 26.7 -75.61 32.9 -93.3 A 2 100 8.9 -25.5 9.7 -44.0 10.5 -30.3 12.4 -35.6 14.3 -41.2 16.5 -47.3 18.7 -53.9 23.7 -68.2 29.3 -84.2 0 12.5 -51.3 13.7 23.8 14.9 -61.0 17.5 -71.6 23.3 95.4 28.5 -108.5 33.6 137.3 41.5 -169.5 m° 3 20 11.4 -47.9 12.5 -22.6 13.6 -57.1 16.0 -67.0 18.5 -77.7 21.3 -89.2 24.2 -101.4 30.6 -128.4 37.8 -158.5 3 50 10.0 -43.5 10.9 -21.0 11.9 -51.8 13.9 -60.8 16.1 -70.5 18.5 -81.0 21.1 -92.1 26.7 -116.6 329 -143.9 3 100 8.9 -40.2 9.7 -19.8 10.5 -47.9 12.4 -56.2 14.3 -65.1 16.5 -74.8 18.7 -85.1 23.7 -107.7 29.3 -132.9 1 10 19.9 -21.8 21.8 -27.6 23.7 -25.9 27.8 -30.4 32.3 -35.3 37.0 -40.5 42.1 -46.1 53.3 -58.3 65.9 -72.0 1 20 19.4 -20.7 21.2 -26.6 23.0 -24.6 27.0 -28.9 31.4 -33.5 36.0 -38.4 41.0 -43.7 51.9 -55.3 64.0 -68.3 1 50 18.6 -19.2 20.4 -25.0 22.2 -22.8 26.0 -26.8 30.2 -31.1 34.6 -35.7 39.4 -40.6 49.9 -51.41 61.6 -63.4 1 100 18.1 -18.1 19.8 -23.8 21.5 -21.5 25.2 -25.2 29.3 -29.3 33.6 -33.6 38.2 -38.2 48.4 -48.4 59.8 -59.8 '° 2 10 19.9 -25.5 21.8 -27.8 23.7 -30.31 27.8 -35.61 32.3 -41.2 37.0 -47.3 42.1 -53.9 53.3 -68.2 65.9 -84.2 v 2 20 19.4 -24.3 21.2 -26.6 23.0 -29.01 27.0 -34.0 31.4 -39.4 36.0 -45.3 41.0 -51.5 51.9 -65.2 64.0 -80.5 n 2 50 18.6 -22.9 20.4 -25.0 22.2 -27.2 26.0 -32.0 30.2 -37.1 34.6 -42.5 39.4 -48.4 49.9 -61.3 61.6 -75.6 2 100 18.1 -21.8 19.8 -23.8 21.5 -25.9 25.2 -30.4 29.3 -35.3 33.6 -40.5 38.2 -46.1 48.4 -58.3 59.8 -72.0 3 10 19.9 -25.5 21.8 -27.8 23.7 -30.3 27.8 -35.6 32.3 -41.2 37.0 -47.3 42.1 -53.9 53.3 -68.2 65.9 -84.2 3 1 20 19.4 -24.3 21.2 -26.6 23.0 -29.0 27.0 -34.0 31.4 -39.4 36.0 -45.3 41.0 -51.5 51.9 -65.2 64.0 -80.5 3 1 50 18.6 -22.9 20.4 -25.0 22.2 -27.2 26.0 -32.0 30.2 -37.1 34.6 -42.5 39.4 -48.4 49.9 -61.3 61.6 -75.6 3 1 100 18.1 -21.8 19.8 -23.6 21.5 -25.9 25.2 -30.4 29.3 -35.3 33.6 -40.5 38.2 -46.1 48.4 -58.3 59.8 -72.0 21.8 23.6 23.8 25.8 25.9 -28.11 30.4 33.0 40.5 43.9 46.1 50.0 58.3 63.2 72.0 78.1 4 20 20.8 -22.6 22.7 -24.7 24.7 -26.9 29.0 -31.6 33.7 -36.7 38.7 -42.1 44.0 -47.9 55.7 -60.6 68.7 -74.8 4 50 19.5 -21.3 21.3 -23.3 23.2 -25.4 27.2 -29.8 31.6 -34.6 36.2 -39.7 41.2 -45.1 52.2 -57.1 64.4 -70.6 4 100 18.5 -20.4 20.2 -22.2 22.0 -24.2 25.9 -28.4 30.0 -33.0 34.4 -37.8 39.2 -43.1 49.6 -54.5 61.2 -67.3 4 500 16.2 -18.1 17.7 -19.8 19.3 -21.5 22.7 -25.2 26.3 -29.3 30.2 -33.6 34.3 -38.2 43.5 -48.4 53.7 -59.8 21.8 -29.1 23.8 -31.91 25.9 -34.7 30.4 -40.7 40.5 -54.2 46.1 -61.7 58.3 -78.0 72.0 -96.3 5 20 20.8 -27.2 22.7 -29.7 24.7 -32.4 29.0 -38.0 33.7 -44.0 38.7 -50.5 44.0 -57.5 55.7 -72.8 68.7 -89.9 5 50 19.5 -24.6 21.3 -26.9 23.2 -29.3 27.2 -34.3 31.6 -39.8 36.2 -45.7 41.2 -52.0 52.2 -65.8 64.4 -81.3 5 100 18.5 -22.6 20.2 -24.7 22.0 -26.9 25.9 31.6 30.0 -36.7 34.4 -42.1 39.2 -47.9 49.6 -60.6 61.2 -74.8 5 500 16.2 -18.1 17.7 -19.8 19.3 -21.5 22.7 25.2 26.3 29.3 30.2 33.6 34.3 382 43.5 48.4 53.7 59.8 a. The effective wind area shall be equal to the span length multiplied by an effective width. This width shall be permitted to be not be less than one-third the span length. For cladding fasteners, the effective wind area shall not be greater than the area that is tributary to an individual fastener. b. For effective areas between those given above, the load may be interpolated; otherwise, use the load associated with the lower effective area. C. Table values shall be adjusted for height and exposure by multiplying by the adjustment coefficient in Table R301.2(3). d. See Figure R301.2(7) for location of zones. e. Plus and minus signs signify pressures acting toward and away from the building surfaces. f. Positive design wind pressures shall not be less than +16 psf and negative design wind pressures shall not be less than -16 psf. g. For allowable stress design and for testing as specified in Section R301.2.1.6, component and cladding loads are permitted to be multiplied by 0.6. TABLE R301.2(3) HEIGHT AND EXPOSURE ADJUSTMENT COEFFICIENTS FOR TABLE R301.2(2) MEAN ROOF HEIGHT EXPOSURE B C D 15 MON/1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 TABLE R301.2(4) GARAGE DOOR LOADS FOR A BUILDING WITH A MEAN ROOF HEIGHT OF 30 FEET LOCATED IN EXPOSURE B Vasd AS DETERMINED IN ACCORDANCE WITH SECTION R301.2.1.3 (MPH - 3 SECOND GUST) ROOF > 10 DEGREES EFFECTIVE AREA: 90 100 110 120 130 140 150 WIDTH (FT) HEIGHT (FT) 9 7 12.8 -14.5 15.8 -17.9 19.1 -21.6 22.8 -25.8 26.7 -30.2 31.0 -35.1 35.6 -40.2 16 7 12.3 -13.7 15.2 -16.9 18.3 -20.4 1 21.8 -24.3 1 25.6 -28.5 1 29.7 -33.1 1 34.1 -38.0 For SI: 1 foot = 304.8 mm, 1 mile per hour = 1.609 km/h, 1 psf = 47.88 N/m2. 1. For effective areas or wind speeds between those given above the load may be interpolated, otherwise use the load associated with the lower effective area. 2. Table values shall be adjusted for height and exposure by multiplying by the adjustment coefficient in Table R301.2(3). 3. Plus and minus signs signify pressures acting toward and away from the building surfaces. 4. Negative pressures assume door has 2 feet of width in building's end zone. 5. Table values include the 0.6 load reduction factor. TABLE R301.5 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS (in pounds per square foot) USE LIVE LOAD Uninhabitable attics without storage b 10 Uninhabitable attics with limited storage b,g 20 Habitable attics & attics served w/ fixed stairs 30 Decks e 40 Exterior balconies if area < 100 sq. ft. Exterior balconies if area > 100 sq. ft. 60PSF 100 PSF Fire escapes 40 Guardrails and handrails d 200' Guardrails in -fill components f 50, Passenger vehicle garages a 50 a Rooms other than sleeping rooms 40 Sleeping rooms 30 Stairs 40"' For SI: 1 pound per square foot = 0.0479 kPa, 1 square inch = 645 mm2 1 pound = 4.45 N. a. Elevated garage floors shall be capable of supporting a 2,000-pound load applied over a 20-square-inch area. b. Uninhabitable attics without storage are those where the maximum clear height between joists and rafters is less than 42 inches, or where there are not two or more adjacent trusses with web configurations capable of accommodating an assumed rectangle 42 Inches high by 24 inches in width, or greater, within the plane of the trusses. This live load need not be assumed to act concurrently with any other live load requirements. c. Individual stair treads shall be designed for the uniformly distributed live load or a 300-pound concentrated load acting over an area of 4 square inches, whichever produces the greater stresses. d. A single concentrated load applied in any direction at any point along the top. e. See Section R502.2 for decks attached to exterior walls. f. Guard in -fill components (all those except the handrail), balusters and panel fillers shall be designed to withstand a horizontally applied normal load of 50 pounds on an area equal to 1 square foot. This load need not be assumed to act concurrently with any other live load requirement. g. Uninhabitable attics with limited storage are those where the maximum clear height between joists and rafters is 42 inches or greater, or where there are two or more adjacent trusses with web configurations capable of accommodating an assumed rectangle 42 inches in height by 24 inches in width, or greater, within the plane of the trusses. The live load need only be applied to those portions of the joists or truss bottom chords where all of the following conditions are met: 1. The attic area is accessible from an opening not less than 20 inches in width b 30 P 9 Y inches in length that is located where the clear height in the attic is a minimum of 30 inches. 2. The slopes of the joists or truss bottom chords are no greater than 2 inches vertical to 12 units horizontal. 3. Required insulation depth is less than the joist or truss bottom chord member depth. The remaining portions of the joists or truss bottom chords shall be designed for a uniformly distributed concurrent live load of not less than 10 Ib/ft2. h. Glazing used in handrail assemblies and guards shall be designed with a safety factor of 4. The safety factor shall be applied to each of the concentrated loads applied to the top of the rail, and to the load on the in -fill components. These loads shall be determined independent of one another, and loads are assumed not to occur with any other live load. TABLE R301.2.1.2 WINDBORNE DEBRIS PROTECTION FASTENINGS HEDULE FOR WOOD STRUCTURAL PANELSa,b,e,d FASTENER SPACING (inches) I.b 4 Feet 6 Feet Panel Span < panel < panel 5 4 Feet Span < 6 span < 8 FASTENER TYPE feet Feet No. 8 wood screw based anchor with 2-inch 16 10 8 embedment length No. 10 wood screw based anchor with 2-inch 16 12 9 embedment length 1 /4" lag screw based anchor with 2-inch embedment 16 16 16 length For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.448 N, 1 mile per hour = 0.447 m/s. a. This table is based on 130 mph wind speeds and a 33-foot mean roof height. b. Fasteners shall be installed at opposing ends of the wood structural panel. Fasteners shall be located a minimum of 1 inch from the edge of the panel. c. Anchors shall penetrate through the exterior wall covering with an embedment length of 2 inches minimum into the building frame. Fasteners shall be located a minimum of 21/2 inches from the edge of concrete block or concrete. d. Where panels are attached to masonry or masonry/stucco, they shall be attached using vibration -resistant anchors having a minimum ultimate withdrawal capacity of 1500 pounds. 1609.1.2 Protection of openings. In wind-borne debris regions, glazed openings in buildings shall be impact resistant or protected with an impact -resistant covering meeting the requirements of SSTD 12, ANSI/DASMA 115 (for garage doors and rolling doors) or TAS 201, 202 and 203, AAMA 506. ASTM E 1996 and ASTM E 1886 referenced herein, or an approved impact -resistant stan-lard as follows: 1. Glazed openings located within 30 feet (9144 mm) of grade shall meet the requirements of the large missile test of ASTM E 1996. 2. Glazed openings located more than 30 feet (9144 mm) above grade shall meet the provisions of the small missile test of ASTM E 1996. 3. Storage sheds that are not designed for human habi-tation and that have a floor area of 720 square feet (67 m2) or less are not required to comply with the mandatory windborne debris impact standards of this code. 4. Openings in sunrooms, balconies or enclosed porches constructed under existing roofs or decks are not required to be protected provided the spaces are separated from the building interior by a wall and all openings in the separating wall are protected in accordance with Section 1609.1.2 above. Such spaces shall be permitted to be designed as either partially enclosed or enclosed structures. FIGURE R301.2(7) COMPONENT AND CLADDING PRESSURE ZONES N T fai fai a= 3 _2_ _2_ 3 a= 2 r I I I I I I Q I I I � I I I I I I Q I I I 2 I I I I L_ I I I I _J 3 2 2 10 GABLE ROOFS 0-10, a va 0 _Jh 10'<0<45' a= GABLE ROOFS 10' < 0 < 45' For SI: 1 foot = 304.8 mm, 1 degree = 0.0175 rad. Note: a = 4 feet in all cases. Note: a = 4 feet in all cases. a= 3 2 3 1 N 2. i 2 d 2' 1D 1 2 2( 1D 1 2 I la al I I I I 2 ^ 2 I 2 i 2 `I i Q � -, 3 N HIP ROOFS 10°< 0 < 30' TABLE R301.2.1.3 WIND SPEED CONVERSIONS a, b, c: Vult 1100 1110 1120 113011401150116011701 18olligoll 200 Vasd 1 78 1 85 1 93 1 1011 10811161 1241 1321 139 147 155 For SI: 1 mile per hour = 0.447 m/s. a. Linear interpolation is permitted. b. Vasd = nominal design wind speed. C. Vult = ultimate design wind speed determined from Figure R301.2(4). R301.2.1.3 Wind speed conversion. When required ultimate design wind speeds, Vult, of Figure R301.2(4) shall be converted to nominal design wind speeds, Vasd, using Table R301.2.1.3. TABLE R302.6 DWELLING/GARAGE SEPARATION �:hl 0 < 10` h 10° < 0 < 30' SEPARATION MATERIAL From the residence and attics Not less than 1/2-inch gypsum board or equivalent applied to the garage side From all habitable rooms above the garage Not less than 5/8-inch Type X gypsum board or equivalent Structure(s) supporting floor/ceiling assemblies used Not less than 1/2-inch gypsum board or equivalent for separation required by this section Garages located less than 3 feet from a dwelling unit Not less than 1/2-inch gypsum board or equivalent on the same lot applied to the interior side or exterior walls that are within this area For or SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. GARAGES & CARPORTS R302.5 Dwelling/garage opening/penetration protection. Openings and penetrations through the walls or ceilings separating the dwelling from the garage shall be in accordance with Sections R302.5.1 through R302.5.3. R302.5.1 Opening protection. Openings from a private garage directly into a room used for sleeping purposes shall not be permitted. Other openings between the garage and residence shall be equipped with solid wood doors not less than 13/8 inches (35 mm) in thickness, solid or honeycomb - core steel doors not less than 13/8 inches (35 mm) thick, or 20-minute fire -rated doors, equipped with a selfclosing device. R302.5.2 Duct penetration. Ducts in the garage and ducts penetrating the walls or ceilings separating the dwelling from the garage shall be constructed of a minimum No. 26 gage (0.48 mm) sheet steel, 1 inch (25.4 mm) minimum rigid nonmetallic Class 0 or Class 1 duct board, or other approved material and shall have no openings into the garage. R302.5.3 Other penetrations. Penetrations through the separation required in Section R302.6 shall be protected as required by Section R302.11, Item 4. R302.6 Dwelling/garage fire separation. The garage shall be separated as required by Table R302.6. Openings in garage walls shall comply with Section R302.5. This provision does not apply to garage walls that are perpendicular to the adjacent dwelling unit wall. R302.7 Under -stair protection. Enclosed accessible space under stairs shall have walls, under -stair surface and any soffits protected on the enclosed side with 1/2-inch (12.7 mm) gypsum board SECTION R309 GARAGES AND CARPORTS R309.1 Floor surface. Garage floor surfaces shall be of approved noncombustible material. The area of floor used for parking of automobiles or other vehicles shall be sloped to facilitate the movement of liquids to a drain or toward the main vehicle entry doorway. R309.2 Carports. Carports shall be open on at least two sides. Carport floor surfaces shall be of approved noncom-bustible material. Carports not open on at least two sides shall be considered a garage and shall comply with the provisions of this section for garages. '�ill9 Pa�k�z Lueku� i���$�14� YirynP DATE: 09/14/2015 JOB NO: HA9139 DESIGN BY: -- DRAWN BY: JRH CHECKED BY: GC PROJECT: 3615-HA9139 CHECKED BY: JRH,JGZ EST: -- CONST. MNGR: -- SUPER: 101,08.1 T t, l r�co M V ) J CV W r Q 00 ^ T G _J.._ W L -I Q T T CV r i- z CY) 0.) U00 LLj U CY) '- ... J _J z 00 LLI M T = 11 MODEL: 9-15 SPECS CUSTOMER: LUCKEY 39119 PARK DR. ZEPHRYHILLS, FL 3354 ""' E E 0 0 U U v < v 00 Ln � � N a0 Ln 0 m Em m o L 0 00 on o v u_ L 0 M s -r>a ENGINEER'S SEAL I HEREBY CERTIFY THAT THIS PLAN & SPECIFICATIONS WERE PREPARED/REVIEWED BY ME OR UNDER MY DIRECT SUPERVISION AND COMPLIES WITH THE FLORIDA BUILDING CODE 5th EDITION 2014, RESIDENTIAL/BUILDING. ALL SIGNED/SEALED DRAWINGS PRESENT IN THIS PLAN ARE FOR STRUCTURAL DESIGN ONLY AND ARE VALID '9R 12 MONTHS FROM THE SIGNED DATE. ,� �ope.o�oepeory�il. ©® 4 47 74/ A p 0 a STATE OF400 � 46-/� NAIL _1110%,�°e 9114115 Guo-jie- Zhang. PhD, PE Date Florida PE No. 47744 2911 Folklore Dr. -- Valrico, FL 33596 (813) 657-8865 Al .2 I WALL LEGEND I DATE: JOB NO: DESIGN BY: 09/14/2015 HA9139 0 C4,.V-0, OOR P AN '��0 I FRAME WALL IN OR FRAME BE A /SHEAR ". LL PLANT SHELF/SOFFITS/ARCHES ■ (1) #5 REBAR SQUARE FOOTAGlE AREA 1st FLOOR (SF) : 2nd FLOOR (SF) TOTAL ($F) LIVING 1739 -- 1739 PORCH 181 -- 181 LANAI 216 -- 21{6 GARAGE 547 -- 547 TOTALS 2683 -- 2083 I PLAN NOTES 1.) *EMERGENCY EGRESS ONE SASH OF THIS GROUP MUST BE EQUIPPED W/ EMERGENCY EGRESS HARDWARE TO COMPLY W/ GOVERNING FIRE AND BUILDING CODES. REFER A1.1 FOR ADDITIONAL INFORMATION. 2.) VERIFY W/ G.C. ALL SIZES OF WINDOWS TO ENSURE CORRECT INSTALLATION. 3.) ALL EXTERIOR WALLS ARE DESIGNED SHEAR RESISTING COMPONENTS. 4.) REFER SHEET A1.2 FOR GARAGE SEPARATION REQUIREMENTS & TABLE. 5.) PROVIDE A SELF -CLOSING DEVICE @ THE GARAGE DOOR TO THE RESIDENCE. THESE MAY BE SPRING LOADED HINGES, AUTOMATIC CLOSERS, OR OTHER APPROVED DEVICES. I DESIGNER'S NOTES 1.) ISSUANCE OF PLANS FROM THIS DESIGNERS OFFICE SHALL NOT RELIEVE THE BUILDER OF RESPONSIBILITY TO REVIEW AND VERIFY ALL NOTES, DIMENSIONS, AND ADHERENCE TO APPLICABLE BUILDING CODES PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION. 2.) ANY DISCREPANCY OF ERROR IN NOTES, DIMENSIONS, OR ADHERENCE TO APPLICABLE BUILDING CODES SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGNERS OFFICE FOR CORRECTION BEFORE COMMENCEMENT OF ANY CONSTRUCTION, 3.) ANY REVISIONS OR CHANGES, NOT RELATED TO THE CORRECTION OF ERRORS THAT ARE MADE AFTER THE FINAL PLANS HAVE BEEN COMPLETED SHALL BE SUBJECT TO ADDITIONAL FEES. 4.) IF ANY MODIFICATIONS ARE MADE TO THESE PLANS BY ANY OTHER PARTY OTHER THAN THE DESIGNERS OFFICE, THE DESIGNER SHALL NOT BE HELD RESPONSIBLE, 5.) THIRD PARTY SERVICES: HARTWELL DESIGN GROUP, INC. WILL NOT BE RESPONSIBLE FOR ANY ENGINEERING, INTERIOR DESIGN, SURVEY, ESTIMATING OR ANY OTHER THIRD PARTY SERVICE ERRORS. DRAWN BY: JRH CHECKED BY: GC PROJECT: 3615-HA9139 CHECKED BY: JRH,JGZ EST: CONST. MNGR: -- SUPER: = /T� CQ C M c ILo yl �' M N CL CO W 0 H '''' M LLJ ujT —j T N Z 0) co z a LLi � � r 2 MODEL: 9-15 SPECS CUSTOMER: LUCKEY 39119 PARK DR. ZEPHRYHILLS, FL 33542 RIM E E 0 0 u u ai Q � 00 ro 'p N .0 0, N 00 Ln M •� M r 0 LLt a-1 0 00 m 0 u d' •` C gr ro - r-i > d I ENGINEER'S SEAL I I HEREBY CERTIFY THAT THIS PLAN & SPECIFICATIONS WERE PREPARED/REVIEWED BY ME OR UNDER MY DIRECT SUPERVISION AND COMPLIES WITH THE FLORIDA BUILDING CODE 5th EDITION 2014, RESIDENTIAL/BUILDING. ALL SIGNED/SEALED DRAWINGS PRESENT IN THIS PLAN ARE FOR STRUCTURAL DESIGN ONLY AND ARE VALID FOR 12 MONTHS FROM THE SIGNED DATE. ;�pQQ% �����p01)BUt1000ppCIE Z� ��0000.oe,..o o loop o W a �ab e1*SrFA , w ��.• a Guo-jie- Zhang. PhD, PE Date Florida PE No. 47744 2911 Folklore Dr. -- Valrico, FL 33596 (813) 657-8865 Al .3 PRE-MINMW ROOF 1ItWF5 0 24' O.G. W 51H*%N NETAIb TO 04U I M 12 TO FRAME WAI.I./ FAMS I I I I L-- ---1 STRUCTURAL TRUSS NOTES ENGINEER OF RECORD HAS NOT REVIEWED THE PRE-ENGINEERED TRUSS MANUFACTURER'S COMPONENTS AT THIS TIME AND RESERVES THE RIGHT TO MAKE ANY CHANGES AFTER SUCH INFORMATION HAS BEEN PROVIDED FOR REVIEW. CONTRACTOR, AS PROJECT COORDINATOR, SHALL BE RESPONSIBLE FOR INSURING INFORMATION REQUESTED BELOW HAS BEEN SUBMITTED TO ENGINEER OF RECORD IN A TIMELY MANNER WHEN AVAILABLE. ALL PRE-ENGINEERED WOOD PRODUCTS SHALL BE VERIFIED BY TRUSS MANUFACTURER. TRUSS DESIGNER MAY MAKE SUBSTITUTION FOR PRODUCTS SPECIFIED ON THE PLANS DUE TO AVAILABILITY OR ECONOMICS. THE PRELIMINARY FRAMING PLANS REFLECT THE INTEND OF THE BUILDING DESIGN AND GENERALLY SHALL NOT BE CHANGED. TRUSS LAYOUT PLAN MAY DIFFER FROM THE PRELIMINARY FRAMING PLAN DUE TO THE FEASIBILITY IN DESIGN AND MANUFACTURING, HOWEVER, SUCH CHANGES SHALL BE IMMEDIATELY NOTIFIED TO THE BUILDING DESIGN PROFESSIONALS AND/OR THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL. THE BUILDING PLAN SET IS STRUCTURALLY FINAL AND READY FOR CONSTRUCTION PERMIT ONLY IF THE BUILDING PLAN SET IS ACCOMPANIED WITH A TRUSS PACKAGE REVIEW CERTIFICATE SIGNED AND SEALED BY THE ENGINEER OF RECORD. THE GENERAL CONTRACTOR AND/OR HOME OWNER SHALL BE RESPONSIBLE TO FORWARD THE TRUSS PACKAGE (FINAL LAYOUT PLAN AND TRUSS ENGINEERING) SIGNED AND SEALED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER (TRUSS ENGINEER) TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL. THE DELEGATED ENGINEER IS RESPONSIBLE FOR PROVIDING A FINAL SEALED SET OF ALL CALCULATIONS AND LAYOUTS FOR THIS PROJECT TO THE ENGINEER OF RECORD FOR REVIEW PRIOR TO MANUFACTURE OF SAID COMPONENTS. ALL PRE-ENGINEERED WOOD PRODUCTS ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER AND AS SUCH, IS RESPONSIBLE FOR THE VALIDITY OF THE COMPONENTS PROVIDED. ALL PRE-ENGINEERED TRUSSES TO BE DESIGNED USING THE MOST RECENT TPI CRITERIA. TRUSSES TO BE HANDLED AND INSTALLED USING MOST RECENT HIB RECOMMENDATIONS. TEMPORARY AND PERMANENT BRACING SHALL BE PER MOST RECENT HIB RECOMMENDATIONS UNLESS NOTED OTHERWISE, OR MORE STRINGENT CODE REQUIREMENTS APPLY. TRUSS ENGINEER IS RESPONSIBLE FOR INDICATING ALL TRUSS TO TRUSS CONNECTORS. ALL COMPONENTS TO BE DESIGNED FOR BOTH GRAVITY AND UPLIFT LOAD CASES, INCLUDING BEAM COMPONENTS. UPON REVIEW, ENGINEER OF RECORD WILL PROVIDE A REVIEW LETTER OR CERTIFICATE INDICATING ANY CHANGE IN STRAPPING OR SUPPORT BASED ON THAT REVIEW. CONSTRUCTION COMMENCING PRIOR TO ENGINEER'S REVIEW IS SUBJECT TO MODIFICATION BASED ON REVIEW LETTER. I BEARING HEIGHT SCHEDULE I 8'-0" A.F.F. BEARING HEADERS: MIN. (2) SYP 2x12's FASTENED w/ 10d NAILS @ 12" O.C. IN TWO ROWS STAGGERED. REQUIRED ATTIC VENTILATION ROOF ATTIC MIN. SQ. FT. MIN. LINEAR MIN. FT. OF UND�REAVE NO. OF SQ. FT. OF NFVA FT. OF VENT NT VENTS HOUSE 2942 9.8 28 59 7 CALCULATIONS ABOVE BASED ON OFF RIDGE VENT w/ 102 SQ. IN. NFVA CALCULATIONS FOR A BALANCED VENTILATION SYSTEM SQ. FT. ATTIC SPACE = MIN. SQ. FT. OF NFVA NEEDED 300 1/2 x (MIN. SQ. FT. OF NFVA NEEDED) x 144 / (VENT SQ. IN.) = MIN. LINEAR FEET OF VENT NEEDED X = NFVA (SQ. IN. PER LIN. FT.) OF THE UNDEREAVE VENT OR INTAKE VENT VENT SYSTEM SELECTED 1/2 x (MIN. SQ. FT. OF NFVA NEEDED) x 144 / X = MIN. LINEAR FEET OF UNDEREAVE VENT NEEDED I ROOF TRUSS END DETAIL I APPROVED TRUSS ANCHOR BY OTHERS SQUARE CUT OVERHANGS 12 5.0 . 2.5 12 1'-01, 8" DESIGNER'S NOTES 1.) ISSUANCE OF PLANS FROM THIS DESIGNERS OFFICE SHALL NOT RELIEVE THE BUILDER OF RESPONSIBILITY TO REVIEW AND VERIFY ALL NOTES, DIMENSIONS, AND ADHERENCE TO APPLICABLE BUILDING CODES PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION. 2.) ANY DISCREPANCY OF ERROR IN NOTES, DIMENSIONS, OR ADHERENCE TO APPLICABLE BUILDING CODES SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGNERS OFFICE FOR CORRECTION BEFORE COMMENCEMENT OF ANY CONSTRUCTION. 3.) ANY REVISIONS OR CHANGES, NOT RELATED TO THE CORRECTION OF ERRORS THAT ARE MADE AFTER THE FINAL PLANS HAVE BEEN COMPLETED SHALL BE SUBJECT TO ADDITIONAL FEES. 4.) IF ANY MODIFICATIONS ARE MADE TO THESE PLANS BY ANY OTHER PARTY OTHER THAN THE DESIGNERS OFFICE, THE DESIGNER SHALL NOT BE HELD RESPONSIBLE. 5.) THIRD PARTY SERVICES: HARTWELL DESIGN GROUP, INC. WILL NOT BE RESPONSIBLE FOR ANY ENGINEERING, INTERIOR DESIGN, SURVEY, ESTIMATING OR ANY OTHER THIRD PARTY SERVICE ERRORS. THE BUILDING PLAN SET IS STRUCTURALLY FINAL AND READY FOR CONSTRUCTION PERMIT ONLY IF IT IS ACCOMPANIED WITH A DATE: 09/14/2015 JOB NO: HA9139 DESIGN BY: -- DRAWN BY: JRH CHECKED BY: GC PROJECT: 3615-HA9139 CHECKED BY: JRH,JGZ EST: -- CONST. MNGR: -- SUPER w co M N _j LL_ Q 0- c- 00 © ¢ Q LLI LL L Q J T T j Q, zcy) � ,**.... �r► � J Z LlJ U cy) oo Z O Z T MODEL: 9-15 SPECS CUSTOMER: LUCKEY 39119 PARK DR. ZEPHRYHILLS, FL 3354 0 0 u u - �o v a a 00 u, � � N Cq Ln m '.0 en 0 � m � 0 00 I ENGINEER'S SEAL I I HEREBY CERTIFY THAT THIS PLAN & SPECIFICATIONS WERE PREPARED/REVIEWED BY ME OR UNDER MY DIRECT SUPERVISION AND COMPLIES WITH THE FLORIDA BUILDING CODE 5th EDITION 2014, RESIDENTIAL/BUILDING. ALL SIGNED/SEALED DRAWINGS PRESENT IN THIS PLAN ARE FOR STRUCTURAL DESIGN ONLY AND ARE VALID FOR 12 MONTHS FROM THE SIGNED DATE. 9OU4aaaOO oo� cad��IE ,q 'e0 a 7/740. g o STATE OF -1j 5 Guo-jie- Zhang. PhD, PE Date Florida PE No. 47744 2911 Folklore Dr. -- Valrico, FL 33596 (813) 657-8865 TRUSS PACKAGE REVIEW CERTIFICATE SIGNED AND SEALED BY THE ENGINEER OF RECORD A1,4 REINFORCING SCHEDULE & LOAD CAPACITIES TABLE 3 SAFE WORKING LOADS (PLF) 8" X 16" COMPOSITE LINTELS LINTEL LENGTH CLEAR SPAN LINTEL TYPE LINTEL STEEL TOP WIRE / BAR LINTEL STEEL BOTTOM BAR GRAVITY CAPACITY (0) #51. (1) #5U DETAIL'H' GRAVITY CAPACITY (1)#5L(1)#5U DETAIL'J' UPLIFT CAPACITYCAPACITY i"10L�1J#5U DETAIL'H' &'J' UPLIFT (1)#5L(2)#5U DETAIL'K' O. 3'-6" 2'-2" 1 PRECAST 4.5 WIRE 2 No.3 1 10000 10000 10000 1 000 4'-0" 2'-8" 1 PRECAST D4.5 WIRE 2 No.3 9550 10000 10000 10000 4'-6" 3'-2" 1 PRECAST D4.5 WIRE 2 No.3 7207 10000 9863 10000 4'-8" T-4" 1 PRECAST D4.5 WIRE 2 No.3 6614 10000 9053 10000 54' 4'-0" 1 PRECAST 4.5 WI 2 No. 3 4843 6687 6635 7320 5'-10" 4'-6" 1 PRECAST 2 No.3 3940 5211 5402 5641 6-6" 5'-2" PRECAST 2 No.4 1 4350 4350 4225 4314 7-6" 6'-2" PRECAST 4. 2 No.4 3206 3206 3063 3183 T-8" 64' PRECAST 2 No.4 3071 3071 2916 3049 8'-0" 6'-8" PRECASTWIRE 2 No.4 2831 2831 2651 2811 8'-4" T-0" PRECAST 2 No.4 2625 2625 2421 2607 9'4" 8'-0" 1 PRECAST 2 No.4 2153 2153 1881 2139 10'-6" 9'-2" PRECAST D4.5 WIRE (2)No.4 1777 1777 1448 1766 1 V-4" 10'-0" PRECAST No. 2 No. 5 1568 1568 1222 1568 12'-0" 10'-8" PRECAST o• 2 No.5 1439 1439 1075 1439 12'-6" 11'-2" PRECAST 2 No. 2 No.5 1354 1354 981 1354 13'-4" 12'-0" PRECAST No. 3 No.5 1232 1232 849 1232 14'-0" 12'-8" PRECAST o• #2) No.5 1149 1149 760 114914'-8" 13'-4" PRESTRESSED (2) No. 3 (216 strand + 2 No.4 1419 1419 850 1347 15'4" 14'-0" PRESTRESSED (2) No. 3 (2) 7/16 strand + 2 No.4 1291 1291 775 1270 174" 16'-0" PRESTRESSED (2) No. 3 2 7/16 strand + 2 No.4 993 993 600 1084 19'-4" 18'-0" PRESTRESSED (2) No.3 (2) 7/16 strand + 2 No.S 1035 1035 478 936 20'-0" 18'-8" PRESTRESSED (2) No. 3 2) 7/16 strand + 2 No. 5 961 961 446 872 21'-4" 20'-0" PRESTRESSED (2) No. 3 (2) 7/16 strand + 2 No.S 834 834 390 763 22'4' 20'-8" PRESTRESSED (2) No. 3 2 7/16 strand + 2 No.5 720 720 366 716 24' 0" 22'4" PRESTRESSED (2) No. 3 16 strand + (2) No. 5 642 642 306 599 REINFORCING SCHEDULE & LOAD CAPACITIES TABLE 2 SAFE WORKING LOADS (PLF) 8" X 12" COMPOSITE LINTELS LINTEL CLEAR LINTEL TYPE LINTEL STEEL TOP LINTEL STEEL GRAVITY GRAVITY UPLIFT UPLIFT LENGTH SPAN WIRE / BAR BOTTOM BAR CAPACITY CAPACITY CAPACITY CAPACITY (0)#5L (1)#5U (1)#5L (1)#5U �1�#5L (1)#5L (2)#5 'F' (1)#5U DETAIL'E' DETAIL DEfAIL'E' & T DETAIL'G' -1 1 -b PRECAST 2 4. No. 1 1 Y-6" 2'-2" PRECAST 2 No.3 9383 10000 10000 10000 4'-0" 2'-8" PRECAST 2 No.3 6766 8225 9200 9445 4'-6" T-2' PRECAST 2 D4.5 WIRE2 No. 3 5104 5671 6345 6345 4'-8" Y-4" PRECAST 2 No.3 4683 5137 5717 5717 5'-4" 4'-0" PRECAST 2 No.3 3428 3727 4091 4091 5'-10" 4'-6" PRECAST 2 D4.5 WI E 2 No.3 2787 3088 3369 3369 6'-6" 5'-2' PRECAST 2 No.4 2560 2560 2723 2723 7-6" 6'-2' PRECAST 2 No.4 1992 1992 2112 2112 7'-8" 6'-4" PRECAST 2 No.4 1921 1921 2035 2035 8'-0" 6'-8" PRECAST 2 No.4 1792 1792 1862 1897 8'-4" T-0" PRECAST 2 D4.5 RE 2 No.4 1679 1679 1699 1776 9'-4" 8'-0" PRECAST 4• 2 No.4 1411 1411 1319 1489 10'-6" 9'-2" PRECAST 2 No.4 1186 1186 1014 1251 11'.4" 10'-0" PRECAST 2 No.3 2 No.5 1074 1074 854 1121 12'-0" 10'-8" PRECAST a• 2 No.5 992 992 751 1035 12'-6" 11'-2" PRECAST o• 2 No.5 937 937 685 978 13'-4" 12'-0" PRECAST 2 No. 2 No.5 859 859 591 896 14'-0" 12'-8" PRECAST o• 2 No.5 804 804 529 838 14'-8" 13'-4" PRESTRESSED (2) No. 3 (2) 7116 strand + 1207 1207 605 938 2 No.4 15'-4" 14'-0" PRESTRESSED (2) No. 3 (2) 7/16 strand + 1095 1095 551 887 2 No.4 17'-4" 16'-0" PRESTRESSED (2) No. 3 (2) 7/16 strand + 836 836 426 763 2 No.4 19'-4" 18'4' PRESTRESSED (2) No. 3 (2) 7/16 strand + 655 655 340 645 2 No.5 20'-0" 18'-8" PRESTRESSED (2) No. 3 (2) 7/16 strand + 607 607 317 601 2 No.S 21'-4" 20'-0" PRESTRESSED (2) No.3 (2) 524 277 526 (2) Nstrand5524 2 No.S 22'-0" 20'-8" PRESTRESSED (2) No. 3 (2) strand + 488 488 260 493 2 No.S (2) 24'-0" 22'-8" PRESTRESSED (2) No. 3 (2) 7/16 strand + (2) No. 5 399 399 217 412 TABLE 1 REINFORCING SCHEDULE & LOAD CAPACITIES SAFE WORKING LOADS (PLF) 8" x 8" LINTELS LINTEL LENGTH CLEAR SPAN LINTEL TYPE LINTEL STEEL TOP WIRE / BAR LINTEL STEEL BOTTOM BAR UNFILLED GRAVITY CAPACITY DETAIL'A' GRAVITY CAPACITY (0)#5L (1)#5U DETAIL'B' GRAVITY CAPACITY (i)#5L (1)#5U DETAIL'C' UPLIFT CAPACITY (0)#5L (1)#5U (1)#5L (1)#5U DETAIL'B' &'C' UPLIFT CAPACITY (1)#5L (2)#5U DETAIL'D' - o. 3'-6" 2'-2' PRECAST 2 No.3 2912 5318 5318 5114 5114 4AY 2'-8" PRECAST 2 D4.5 2 No.3 2038 3722 3722 3598 3598 4'-6" T-7' PRECAST 2 No.3 1566 2859 2859 2772 2772 4'-8" 3'-4" PRECAST 4• 2 No.3 1453 2654 2654 2574 2574 5'-4" 4'-0" PRECAST D4.5 2 No.3 1127 2013 2013 2000 2000 5'-10" 4'-6" PRECAST 2 No.3 964 1636 1636 1712 1712 6'-6" 5'-2' PRECAST 4. W R 2 No. 4 796 1454 1454 1435 1435 7-6" 6'-2" PRECAST 2 No.4 639 1167 1167 1152 1152 T-8" 6'-4" PRECAST 2 No.4 619 1130 1130 1115 1115 8'-0" 6'-8" PRECAST 2 D4.5 WIRE 2 No. 4 581 1062 1062 1048 1048 8'-4" T-0" PRECAST 2 No.4 548 1001 1001 979 988 9'-4" 8'-17' PRECAST 2 No.4 467 853 853 759 10'-6" 9'-2' PRECAST 4. WIRE2 No.4 398 727 727 582 11'-4" 10'-0" PRECAST o• 2 No.5 355 649 649 489 12'-0" 10'-8" PRECAST o. 2 No.5 329 602 602 430 862 174' ill-2' PRECAST 2 No. 3 2 No. 5 312 570 570 391 13'-4" 12'-0" PRECAST o• 2 No.5 287 525 525 337 14'-0" 12'-8" PRECAST 2 No. 2 No.5 270 449 449 286 451 14'-8" 13'-4" PRESTRESSED (2) No.3 (2) (2) strand 2 No.4 N.R. 522 522 360 400 154' 14'-G PRESTRESSED (2) No.3 12) (2) strand 2 No.4 N.R. 473 473 328 §3 174' 16'-0" PRESTRESSED (2) No.3 (2) (2) strand 2 No.4 N.R. 357 357 254 3§1 19, 4" 18'-0" PRESTRESSED (2) No. 3 (2) 7/16 strand 2 No.5 N.R. 277 277 202 §fi 20'-0" 18'-8" PRESTRESSED (2) No. 3 (2) 7/16 strand 2 No.5 N.R. 256 256 188 Hai 21'-4" 20'-0" PRESTRESSED (2) No. 3 (2) 7/16 strand 2 No.5 N.R. 219 219 165�� 22'-0" 20'$" PRESTRESSED (2) No. 3 (2) 7/16 strand 2 No.5 N.R. 203 203 155 24' 0" 22' 8" PRESTRESSED (2) No. 3 (2) No. S N.R. 164 164 124 179 •. . . •:. N.R.- NOT RECOMMENDED 110�- I U-711, U1, DETAIL "H" DETAIL "J" DETAIL "K" DETAIL "E" DETAIL "F" DETAIL "G" DETAIL "A" DETAIL "B" DETAIL "C" DETAIL "D" REINFORCING SCHEDULE & LOAD CAPACITIES TABLE 4 SAFE WORKING LOADS (PLF) 8" X 20" COMPOSITE LINTELS LINTEL CLEAR LINTEL TYPE LINTEL STEEL TOP LINTEL STEEL GRAVITY GRAVITY UPLIFT UPLIFT LENGTH SPAN WIRE / BAR BOTTOM BAR CAPACITY CAPACITY CAPACITY CAPACITY (0)#5L (1)#5U (1)#5L (1)#5 (0)#5L (1)05U (1)#5L (2)#5U DETAILT DETAIL'M' � 1)#5LLI )#5 DETAIL'N' o. T-6" 2'-2' PRECAST 2 No.3 10000 10000 10000 10000 4'-0" 2'-8" PRECAST 2 4. 2 No.3 10000 10000 10000 10000 4'-6" 3'-2' PRECAST 2 No.3 9313 10000 10000 10000 4'-8" 3'-4" PRECAST 2 No.3 8548 10000 10000 10000 5' 4" 4'-0" PRECAST 2 D4.5 W 2 No. 3 6261 10000 8605 10000 5'-1a' 4'-6" PRECAST 2 No.3 5095 8995 7007 9811 6'-6" 5'-2' PRECAST 2 No.4 6871 6871 5482 6814 7-6" b'-Z' PRECAST 2 4• W 2 No.4 4693 4693 3976 4661 7'-8" 6'-4" PRECAST 2 No.4 4456 4456 3785 4427 8'-0" b'-8" PRECAST 4• 2 No.4 4047 4047 3443 4021 8'-4" 7'-0" PRECAST 2 No.4 3706 3706 3144 3683 9'-4" 8'-0" PRECAST 2 No.4 2954 2954 2445 2937 10'-6" 9'-2' PRECAST 4. I 2 No.4 2384 2384 1884 2371 11'-4" 1014, PRECAST o• 2 No.5 2082 2082 1590 2082 12'-0" 10'-8" PRECAST o• 2 No.5 1895 1895 1401 1895 12'-6" 11'-2' PRECAST o• 2 No.5 1775 1775 1279 1775 13'-4" 12'-0" PRECAST o. 2 No.5 1605 1605 1107 1605 14'-0" 12'-8" PRECAST o• 2 No.5 1490 1490 992 1490 14'-8" 13'-4" PRESTRESSED (2) No.3 (2) 7/16 strand+ 1948 1948 1093 1591 2 No.4 15'-4" 14'-0" PRESTRESSED (2) No. 3 (2) 7/16 strand + 1774 1774 996 1494 2 No.4 17 4' 16'-0" PRESTRESSED (2) No. 3 (2) 7/16 strand + 1368 1368 771 1264 2 No.4 19'-4" 18'-0" PRESTRESSED (2) No.3 (2) 7/16strand + 1084 1084 615 1095 2 No.5 20'-0" 18'-8" PRESTRESSED (2) No.3 (2) strand+ 1008 1008 573 1048 2 No.S (2) 21'-4" 20'-0" PRESTRESSED (2) No. 3 (2) 7/16 strand + 877 877 501 966 2 No.5 22'-0" 20'-8" PRESTRESSED (2) No. 3 (2) 7/16 strand + 850 850 471 923 2 No.S 24'-0" 22' 8" PRESTRESSED 2 No. 3 () 16 s an + (2) No.5 740 740 393 772 DETAIL "L" DETAIL "M" DETAIL "N" REINFORCING SCHEDULE & LOAD CAPACITIES TABLE 5 SAFE WORKING LOADS (PLF) 8" X 24" COMPOSITE LINTELS LINTEL CLEAR LINTEL TYPE LINTEL STEEL TOP LINTEL STEEL GRAVITY GRAVITY UPLIFT UPLIFT LENGTH SPAN WIRE / BAR BOTTOM BAR CAPACITY CAPACITY CAPACITY CAPACITY (0)#5L (1)#5U (1)#5L (1)#5U �0)#4L (1)#5L (2)#5U DETAIL'O' DETAIL'P' (1)#5U DETAIL'(' #5 DETAIL'Q' -6 A o. 3 10000 10000 10000 10000 3'-6" 2'-2' PRECAST 2 No.3 10000 10000 10000 10000 4'-0" 2'-8" PRECAST 2 4. 2 No.3 10000 10000 10000 10000 4'-6" 3'-2' PRECAST 2 No.3 10000 10000 10000 10000 4'-8" T-4" PRECAST 2 No.3 10000 10000 10000 10000 5'-4" 4'-0" PRECAST 2 No.3 7681 10000 10000 10000 5'-10" 4'-6" PRECAST 2 No.3 6251 10000 8615 10000 6'-6" 5'-2' PRECAST 2 No.4 8629 10000 6741 10000 7-6" 6'-2' PRECAST 2 No.4 6266 6603 4891 6909 T-8" b'-4" PRECAST 2 No.4 5967 6199 4657 6477 8'-0" 6'-8" PRECAST 2 D4. 2 No.4 5430 5524 4236 5756 8'-4" T-0" PRECAST 2 No.4 4961 4979 3869 5178 9'-4" 8'-0" PRECAST 2 No.4 3865 3838 3010 3973 10'-6" 9'-2' PRECAST 4. IRE 2 No.4 2984 3021 2320 3118 11'-4" 10'-0" PRECAST o• 2 No.5 2699 2699 1959 2699 12'-0" 10'-8" PRECAST 2 0. 2 No.5 2436 2436 1727 2436 12'-6" 11'-2" PRECAST o• 2 No.5 2269 2269 1577 2269 13'-4" 12'-0" PRECAST o• 2 No.5 2034 2034 1366 2034 14'-0" 12'-8" PRECAST 2 No.3 2 No.5 1878 1878 1225 1878 14'-8" 13'-4" PRESTRESSED (2) No.3 (2) 7/16 strand + 2413 2413 1338 1974 2 No.4 15 4' 14'-0" PRESTRESSED 2 No. () (2) 7/16 strand + 2199 2199 1219 1846 2 No.4 174' 16'-0" PRESTRESSED 2 No.3 () (2) 7/16 strand + 1698 1698 944 1546 2 No.4 19'-4" 18'-0" PRESTRESSED (2) No.3 (2) 7/16 strand + 1348 1348 753 1330 2 No.5 20'-0" 18'-8" PRESTRESSED (2) No. 3 (2) 7/16 strand + 1254 1254 702 1271 2 No.5 21' 4" 20' 0 PRESTRESSED (2) No. 3 (2) 7/i 6 strand + 1092 1092 614 1 167 2 No.5 22'-0" 20'-8" PRESTRESSED (2) No. 3 (2) 7/16 strand + 1023 1023 11276 2 No.5 24'-0" 22'-8" PRESTRESSED (2) No. 3 16 s an + (2) No. 5 898 898 94981 TABLE 6 GRAVITY & UPLIFT SAFE LOADS (PLF) 8"xl 6" RECESS DOOR HEADER TOTAL LENGTH CLEAR SPAN DOOR SIZE LINTEL TYPE LINTEL STEEL TOP WIRE / BAR LINTEL STEEL BOTTOM BAR GRAVITY SAFE LOAD UPLIFT SAFE LOAD SOLID #5(1)U(0) SOLID #5(1)U(1)L SOLID #5(1)U(0)L SOLID #5(2)U(1)L DETAIL'DH' DETAIL'DJ' DETAIL'DH' &'DJ' DETAIL'DK' 3'-8" 74' 2'-0' PRECAST (2) D4.5 WIRE (2) No. 3 5713 10000 10000 10000 4'-0" 2'-8" 2'-4" PRECAST (2) D4.5 WIRE (2) No. 3 4511 10000 9686 10000 PRECAST (2) D4.5 WIRE (2) No.3 4032 10000 8687 9503 4'-4" 3'-0' 2'-B" PRECAST (2) D4.5 WIRE (2) No. 3 3647 9133 7835 8173 4'-8" 3'-4" 3'-0" PRECAST (2) D4.5 WIRE (2) No. 3 2990 7025 6382 6382 5'-8" 4'-4" 4'-0" PRECAST (2) D4.5 WIRE (2) No. 3 1819 4139 3839 3839 6'-8" 5'-4" 5'-0" PRECAST (2) D4.5 WIRE (2) No. 4 2976 2976 2676 2737 7'-8" 6'-4" 6'-0" PRECAST (2) D4.5 WIRE (2) No. 4 2292 2292 1918 2121 91.9.8'-4" 8'-d' PRECAST (2) D4.5 WIRE (2) No. 4 1563 1563 1113 1455 -- __ I I I DETAIL "DH" DETAIL "DJ" DETAIL "DK" I I L� I -------- ��-=--�'\ - I.IMI IL a rw- 441- LINTE.a 614 LINTEL SCHEDULE LINTEL MARK TABLE LENGTH TYPE COMMENTS L-1 3 4'-6" DETAIL H 2 WINDOWS L-2 3 5'-10" DETAIL J 3 WINDOWS L-3 3 6'-6" DETAIL J 60"WINDOWS L-4 3 7'-6" DETAIL J (2) 2 WINDOWS L-5 1 12'-0" DETAIL B OPENING @ LANAI L-6 1 19'-4" DETAIL C OPENING @LANAI L-7 5 17'-4" DETAIL P 16-0 GARAGE DOOR L-8 6 4'-4" DETAIL DH 2-6 THRU 2-8 DOORS L-9 6 4'-8" DETAIL DH 3-0 DOORS L-10 6 7'-8" DETAIL DJ DBL. 3-0 DOOR n-------___LET---------�� � II 1I II II LI L-5 I I I I II II LINTS. a b'-8' 1 I II ■ ■, • 3000 PSI GROUT (PLACED IN FIELD) TOP LEG BARS: 3000 PSI*22" TOP LEG BARS: (SEE SCHEDULE) (PLACE(SEE SCHEDULE) 2" 2" ( � 5 CONTINUOUS REQ D 1 II #5 CONTINUOUS REQ'D. �ER r STRUCTURAL PLAN r>�o --I STIRRUPS OR WELDS 4 -0" cc �ISo(3Z STIRRUPS AT 4'-0" cc � )ro ISo LO ( ) ir4ao C�(TIED OR WELDED) n BOTTOM BARS BOTTOM BARS SEE SCHEDULE r1�,SEE SCHEDULE c0 47� 4 NOTES: 1. MINIMUM COVERAGE OF STEEL - 1.5' 2. MIN. BEARING REQUIRED AT EA. END - 4" 3. STANDARD FOR REINF. STEEL - ASTM A615 TYPICAL LINTEL SECTION PRECAST CONCRETE NOTES: 1. MINIMUM COVERAGE OF STEEL - 1.5" 2. MIN. BEARING REQUIRED AT EA. END - 4" 3. STANDARD FOR REINF. STEEL - ASTM A615 LINTEL a b'-8' TYPICAL RECESS DOOR HEADER SECTION PRECAST CONCRETE GENERAL NOTES: 1.) CODES 1.1 FLORIDA BUILDING CODE (5th EDITION, 2014, RESIDENTIAL) SECTIONS R402.2 & R606. 1.2 FLORIDA BUILDING CODE (5th EDITION, 2014, BUILDING) SECTIONS 1901.2 & 2107. 1.3 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318-11). 1.4 AMERICAN SOCIETY OF CIVIL ENGINEERS MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 7-10). 2.) CONCRETE: 2.1 CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS: 2.1.1 PRE -CAST W/STANDARD REINFORCEMENT-5000 PSI 2.1.2 PRE -CAST W/PRESTRESS REIN FORCEM ENT-6000 PSI 2.1.3 GROUT PER ASTCM C476 - 3000psi W/ MAX. 3/8" AGGREGATE, 8" TO 11" SLUMP 2.2 REINFORCING BARS: ■ 2.2.1 STEEL PLACED IN PRECAST LINTEL AT TIME OF FABRICATION ASTM A615 (GRADE 60) 2.2.2 STEEL IN LINTEL AND KNOCKOUT BLOCK (PLACED IN FIELD) ASTM A615 (GRADE 40). 2.3 PRESTRESS STRANDS ASTM A416 7-WIRE, STRESS RELIEVED 270 ksi ■ 2.4 DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 315. 2.5 CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS. -71 2.6 D4.5 WIRE PER ASTM A496. II ■ L-4 ����^-�� LINTEL a b'-8' ■ // 3) MASONRY: 3.1 DESIGN AND CONSTRUCTION SHALL CONFORM TO THE SPECIFICATION OF THE NATIONAL CONCRETE MASONRY ASSOCIATION AND ACI 530-11. 3.2 CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO ASTM C-90 NORMAL WEIGHT w/ MINIMUM COMPRESSIVE STRENGHT 1900 PSI. 3.3 MORTAL SHALL CONFORM TO ASTM C-270 TYPE "S" w/ MINIMUM 28-DAY COMPRESSIVE STRENGTH 1800 PSI. 3.4 MINIMUM AGGREGATE 28-DAY COMPRESSIVE STRENGTH OF CMU AND MORTAR SHALL NOT BE LESS THAN F'M = 1500 PSI. MASONRY STRENGHT SHALL BE ESTABLISHED BY THE "UNIT STRENGHT METHOD" OR ALTERNATIVELY BY THE "PRISM TEST METHOD" WHERE USM REQUIREMENTS HAVE NOT BEEN MET. 4) STRUCTURAL: 4.1 SAFE LOAD VALUES ARE BASED ON LINTELS HAVING A BEARING OF 8" (WITH A MINIMUM ACCEPTABLE BEARING OF 4" PER FLORIDA BUILDING CODE (5th EDITION, 2014, RESIDENTIAL) SECTION R606.14 OR FLORIDA BUILDING CODE (5th EDITION, 2014, BUILDING) SECTION 2104.1.5 4.2 LINTELS THAT ARE GREATER THAN 14'-0" CLEAR SPAN MUST BE PROVIDED TEMPORARY SUPPORT, NOT TO BE REMOVED UNTIL TWO (2) DAYS AFTER GROUT PLACEMENT. L�1 L 2 L-2 LINTS. • 6'-8' LINTEL • 61-V LINTEL a 6'-8' /.4 • II II ®II LI DATE: 09/14/2015 JOB NO: HA9139 DESIGN BY: -- DRAWN BY: JRH CHECKED BY: GC PROJECT: 3615-HA9139 CHECKED BY: JRH,JGZ EST: -- CONST. MNGR: -- SUPER: d zCV CY) r LO J CV LL_ I Q 2 CO T CO- Q Lu ujT CV Ln � Z C'7 U T CIO Z oO W co T 1 _ MODEL: 9-15 SPECS CUSTOMER: LUCKEY 39119 PARK DR. ZEPHRYHILLS, FL 3354 O o V U 'rtI '43 0 > Q H v 00 Ln m N 0) N toU) C M "o m o LL � C 00 ENGINEER'S SEAL I HEREBY CERTIFY THAT THIS PLAN & SPECIFICATIONS WERE PREPARED/REVIEWED BY ME OR UNDER MY DIRECT SUPERVISION AND COMPLIES WITH THE FLORIDA BUILDING CODE 5th EDITION 2014, RESIDENTIAL/BUILDING. ALL SIGNED/SEALED DRAWINGS PRESENT IN THIS PLAN ARE FOR STRUCTURAL DESIGN ONLY AND ARE VALID FOR 12 MONTHS FROM THE SIGNED DATE. JU�Btllluauu0op011 �' 4 UOa h '�� n g o Q n Q m r ST o�Z Guo-jie- Zhany. PhD, PE Date Florida PE No. 47744 2911 Folklore Dr. -- Valrico, FL 33596 (8131657-8865 DETAIL "O" DETAIL "P" DETAIL"Q" Al .5 cn 5/4' c P-O' A= BEAM RBA PLANS G 4 GDDLE ORI�5P+05T S I I P.T. ft POST W Tmm M w o. 51MPSON ABUb6 POST BASE w - 16' Sa. GMU BASE Ompe OF OPT. STONE VDm (4) 05 BARS VIT • BASE w FINISH FLOOR w14 PORGY SLAB -1 11=1 I I III=1 I —I 11=1 111 —= ,1 11= -III=1 I I I I I —I 11- NO 6OWAGTM SOIL. STANVARD 40' BEND I 05 BARS ® 6' O.G. EA. MIRY l 2'-' S4 011 64' TA RIM 8'-0' TAM ,-ib, 61-83 RX HT. 0'-0' FIN. FLR 1/4' = Pi 8'-0' T.O M. .� 61-8' HDR HT. 0'-0' FIN. FLK F.6. O.H. zOPEN� Fb. DATE: 09/14/2015 1V4. T.O. RI L l: h i � JOB NO. HA9139 1 1 � '� � ....I i VIh�1510NA1 1 1 II �� �.� i ! _ l l I i� _)( SHIN6RDOF f j IL I �I pp l DESIGN BY: -- .. II J� i i1 I it i II II r '.I T.O. DRAWN BY: JRH Il CHECKED BY: GC l .,I l,l f 1 Ll J I .. _ 12 IF PROJECT: 3615-HA9139 I L li IL ii II � I� L. if I. 5 l III I Ili II a 1 CHECKED BY: JRH,JGZ l I >1II�II1�ili�I III I I.. I I 1 ', I'. II ll if 11 l 1, ICI l� J[ i1 ! Il II i 1, 11 !I I i ., _ � I: EST: -- II _ li , . !I a II �: � !I ii ' , � - � � �� � �� � u R if CONST. MNGR: WHO VINYL HANDRAIL `Z kTIVE Tr� Am I/51t c zOMZ y U ®© OR Von j 154' T.O. RM- V I 13'-5' T.O. II R1w, E SUPER: i zN W c7 cy) c) � /) y M J ' N Q cr) r 100 0 Fes- LLj LjLj J Q N cr Z X) LL1 U c6 IT — co Z o M L1j Z O T TCL 2 MODEL: 9-15 SPECS CUSTOMER: LUCKEY 39119 PARK DR. ZEPHRYHILLS, FL 3354 E E � O CO .� 3 3 �!p m m ss 3a p 3s � O x Q ,n -` 00 Ln m to N M 0) N OQ Ln tz C M E M OL.i.I O CO m o v •� c � ms .� > a ENGINEER'S SEAL I HEREBY CERTIFY THAT THIS PLAN & SPECIFICATIONS WERE PREPARED/REVIEWED BY ME OR UNDER MY DIRECT SUPERVISION AND COMPLIES WITH THE FLORIDA BUILDING CODE 5th EDITION 2014, RESIDENTIAL/BUILDING, ALL SIGNED/SEALED DRAWINGS PRESENT IN THIS PLAN ARE FOR STRUCTURAL DESIGN ONLY AND ARE VALID FOR 12 MONTHS FROM THE SIGNED DATE. O�p(lUiiiiiiud8l/0 o�o * ^ STA7'E OF Guo-jie- Zhang. PhD, PE Date Florida PE No. 47744 2911 Folklore Dr. -- Valrico, FL 33596 (813) 657-8865 A,2-0 METER CAN BY O ELECTRIC UTILITY CO - TO UNDERGROUND SERVICE BY ELECTRIC UTILITY CO. 200 AMP MAIN BREAKER 40 CIRCUIT SURFACE MOUNT PANEL—� 200 AMP 2" C WITH 3-4/0 THW AL #4 CU. GROUND (2) 5/8" X 8' GROUND LINE (BACK TO BACK SERVICE/OFFSET SIMILAR) UNDERGROUND SERVICE TO OVERHEAD SERVICE BY ELECTRIC UTILITY CO. 200 AMP MAIN BREAKER 40 CIRCUIT SURFACE MOUNT PANEL METER CAN BY O ELECTRIC UTILITY CO. M (2) 5/8" X 8' GROUND LINE 200 AMP 2" C WITH 3-4/0 THW AL #4 CU. GROUND (BACK TO BACK SERVICE/OFFSET SIMILAR) OVERHEAD SERVICE ELECTRICAL SCHEDULE SYMBOL DESCRIPTION -- — INDICATES SWITCH LEG CAbUITING DUPLEX RECEPTACLE DUPLEX RECEPT. MOUNTED ABV. C6u1k1TElt 6 42" A.F.F. SWITCHED DUPLEX RECEPTACLE 220V RECEPTACLE 220V RECEPOUNTED ABV T. M. COUNTkR A.F.F. GFI PPOM GROUND FAULT INTERRUPT RECEPTACLE WP WEATHER PROOF DUPLEX RECEPTACLE rSPECIAL PURPOSE OUTLET FLOOR OUTLET W/JUNCTION BOX WALL TELEPHONE (CAT 5 (4) TWISTED PAIR) 0 FLOOR OUTLET FOR TELEPHON€ TV TELEVISION JACK DISCONNECT $ SINGLE POLE SWITCH $3 3-WAY SWITCH $4 4-WAY SWITCH $DM DIMMER SWITCH CEILING MOUNTED INCANDESCENT LIGHT ® RECESSED MOUNTED INCANDESCENT LIGHT SURFACE MOUNTED INCANDESCENT LIGHT CEILING HUNG INCANDESCENT LIGHT (PENDANT) ®-� RECESSED DIRECTIONAL INCANDESCENT LIGHT STRIP FLORESCENT (440, 240, 220) UNDER CABINET LIGHTING SECURITY FLOOD LIGHT EXHAUSTFAN EXHAUST FAN w/ LIGHT ,1B JUNCTION BOX IC INTERCOM TP SECURITY TOUCHPAD ELECTRICAL & A/V PANEL BOARD SD SMOKE DETECTOR KIDDE MODEL #4618 SD,C CARBON MONOXIDE/SMOKE DETECTOR COMBO KIDDE MODEL #KN-COSM-IBA T THERMOSTAT —OPB PUSH BUTTON FOR DOOROELL -� PUSH BUTTON FOR GARAGE b6oiR Q>i*_.NtR CHIME DOOR CHIME • (5) BLADE, (3) SPEED REVERSIBLE FAN (5) BLADE, (3) SPEED REVERSIBLE FAN W/ LIGHT ELECTRICAL NOTES 1. All work shall be in strict accordance with National Electrical Code all applicable local ordinances and in cooperation with the utility companies. 2. Coordinate all work with all trades. 3. Provide and install ground fault circuit-interupters (gfi) as indicated on plans. 4. Mount all outlets and receptacles plumb and flush with walls. 5. Unless otherwise indicated, install switches & receptacles at the following heights above finish floor: Switches 42" Outlets 14" Telephones 14" CAN 14" 6. Install electrical cable, wire and connectors as Indicated in accordance with the manufacturer's written instruction, the applicable requirements of nec and the national electrical contractors association "standard of installation' and in accordance with recognized industry practices to ensure that production serve the intended functions. 7. All wire shall be std. #10 and #12 and shall be romex or nm cable Type "B" or approved equal. 8. Coordinate electrical requirements for A/C with A/C contractor. 9. All receptacles in sleeping rooms shall be on a A.F.C.I. protected circuit. 10. Receptacles will be "Tamper Resistant" per Section 406.11 of the National Electrical Code 2008. 11. Arc -Fault Circuit Interrupters will be installed per Section 210.12 of the National Electrical Code 2008. SECTION R314 SMOKE ALARMS R314.1 Smoke detection and notification. All smoke alarms shall be listed and labeled in accordance with UL 217 and installed In accordance with the provisions of this code and the household fire warning equipment provisions of NFPA 72. R314.2 Smoke detection systems. Household fire alarm systems installed In accordance with NFPA 72 that include smoke alarms, or a combination of smoke detector and audible notification device installed as required by this section for smoke alarms, shall be permitted. The household fire alarm system shall provide the same level of smoke detection and alarm as required by this section for smoke alarms. Where a household fire warning system is installed using a combination of smoke detector and audible notification device(s), it shall become a permanent fixture of the occupancy and owned by the homeowner. The system shall be monitored by an approved supervising station and be maintained in accordance with NFPA 72. Exception: Where smoke alarms are provided meeting the requirements of Section R314.4. R314.3 Location. Smoke alarms shall be installed in the following locations: 1. In each sleeping room. 2. Outside each separate sleeping area in the immediate vicinity of the bedrooms. 3. On each additional story of the dwelling, including basements and habitable attics but not Including crawl spaces and uninhabitable attics. In dwellings or dwelling units with split levels and without an intervening door between the adjacent levels, a smoke alarm installed on the upper level shall suffice for the adjacent lower level provided that the lower level is less than one full story below the upper level. SECTION R315 CARBON MO!NOX[DE ALARMS R315.1 Carbon monoxide protection. Every separate building or an addition to an existing building for which a permit for new construction is issued and having a fossil -fuel -burning heater or appliance, a fireplace, an attached garage, or other feature, fixture, or element that emits carbon monoxide as byproduct of combustion shall have an operational carbon monoxide alarm installed within 10 feet (3048 mm) of each room used for sleeping purposes. Exception: This section shall not apply to existing buildings that are undergoing alterations or repair unless the alteration is an addition as defined in Section R315.1.3. R315.1.1 Carbon monoxide alarm. The requirements of Section R315.1 shall be satisfied by providing for one of the following alarm installations: (1) A hard -wired carbon monoxide alarm. (2) A battery -powered carbon monoxide alarm. (3) A hard -wired combination carbon monoxide and smoke alarm. (4) A battery -powered combination carbon monox- ide and smoke alarm. R315.1.2 Combination alarms. Combination smoke/car- bon monoxide alarms shall be listed and labeled by a nationally recognized testing laboratory. DATE: 09/14/2015 JOB NO: HA9139 DESIGN BY: -- DRAWN BY: JRH CHECKED BY: GC PROJECT: 3615-HA9139 CHECKED BY: JRH,JGZ EST: -- CONST. MNGR: -- SUPER: CV CM U LO IMM ♦'/ N J LL cn Q CO^ T LLI LL LU > T r N Z CY) --�- LU UCO cY) CO Z o Li O MODEL: 9-15 SPECS CUSTOMER: LUCKEY 39119 PARK DR. ZEPHRYHILLS, FL 33542 o E E rn u u v 00 ar un M tGN -a N Ln tp O M E CM O LL en 0 00 El .1 44'-8' 514" 514" 5'-0' 3'-0' 3'-6' 3'-4' 5-10' 51-0' I ELEVATED A/C PAD 4 OR 48'x48"x4' GONG. 0 OR ABV. DFE - PAD TO BE = DETERMINED BA5ED ON 51TE GONDITION5 �1 T 11yA/G� I ■ o Q N m v 4 ■ 5'-0' 5'-4' 18'-0' 5'-4' 514' x-0"L 2'-0' %5 5LOPE OTT. �J ■ b'-0" 6-4" (OPENING) 54' 4Vx48"x4' GONG. PAD in POOR 5IL1, ( sAL. (OR EQU - l `J I I I wA M DRYER I oR Eau n 1? 6A5 vd PROVIDE <r I R ®I� 21'-2' I'-4" 1' 21-5" 4'-8' 3'-II' " 2'-II" 2'-2 20'-1' - -� ■ — - �'III 1'-0" F.F. ELEV. MIN. 12" AGR 2-10 2-6 4b"THIGKENED 5-4N = N L_ EP6EI I I PROVIDE LINE - FOR ICEMAKER I - - F" BELOW- o KITCHEN SINK I ' 11-4N _ 13'-4' 5-10' 2/51.2 3/512 4 2'-8' 2'-2' I a d- 4 cv /1I I II U_ L-- I \ ■ -x II jj 8'xl2" WIDE N0. �y FOOTINb W/ 1(2g Q Q/512 #5 GONT. ui 6ARA6E SLAB ■ ■ NJ ■ ■ ■ ■ I 4 TYP. cv ■ ■ 4'-b' — 11 16'1-0/" n 4' GONG. 5LA5 MIN. VV WMPRE551VE 5TREN6TH OF 3,000 P5.1. AT 28 DAY5 W/ 6X6 141.4 141.4 KAM. OR FIBERME5H REINFORCED GONG. ON GLEAN YELL GOMPAGTED FILL (TREATED FOR TERMITES) 4 VAPOR BARRIER. IF FIBERME5H 15 U5ED GUT I' JOINT EVERY 15-0' EACH WAY. 0'-0' F.F. ELEV. MIN. ON AGR — Jri, -0'-4" ELEV. SLOPE 18'/FT. 4� ■KL31-4' (OPN16) 2'-10' 5-2' 21'-4' '1*4 . . ...... ... .... ... - VV.T.O II 5HOV`IER 4' w/ 8�THICKENED I ■ �- Q �p m ■ ■� ■ �Y ■ ■ ■ ■ N I- Y I ON N I N I Y ■ 5 2 -0� b-10I 5 �- -2 E:f ice'. `J 48'x48'x4' GONG. PAD I b'-O" (OPENIN6) '-0' 2'-0" 11-4' 4'-8' 1'-4' 11-0' 1'-4- 1'-0' 1'-4' 22'-0" 14'-8" 24'-0" 161-01 FOUNDATION PLAN 1/4 - 1'-0" 15'-4" Is 11 I., SHEET NOTES 0 #5 DOWEL EMBED ACI STD. BEND 6" IN FTG. PROVIDE 25" PROJECTION ABV. F.F. FOR LAP. GROUT CELLS SOLID. U2 16"x10" STEMWALL FOOTING w/ (2) #5 BARS CONT. +� 30" x 30" x 16" CONC. FOOTING PAD w/ #5 BARS @ 6" O.C. EA. WAY. 36" x 36" x 16" CONC. FOOTING PAD w/ #5 BARS @ 6" O.C. EA. WAY. FOUNDATION NOTES 1.) STEMWALLS 48" TO 71" 45 DOWEL BARS @ 48" O.C. MAX. -(1) CONT. #5 BAR @ PERIMETER HEADER COURSE. -FOOTING SIZES: -ONE-STORY 18x10" w/ (2) #5 BARS CONT. (MIN.) -TWO-STORY 24"x12" w/ (3) #5 BARS CONT. (MIN.) -POUR ALL FILL CELLS SOLID w/ CONC. 2.) STEMWALLS 72" TO 144" -(1) ROW KNOCK -OUT (MIDPOINT OF WALL) w/ (1) #5 BAR CONT. -(1) CONT. #5 BAR @ PERIMETER HEADER COURSE. 45 DOWEL BARS @ 24" O.C. MAX. U.N.O. -FOOTING SIZES: -ALL FOOTINGS TO BE A MIN OF 24"x12" w/ (3) #5 BARS CONT. -POUR ALL FILL CELLS SOLID w/ CONC. 3.) ALL CONCRETE TO BE A MIN, OF 3,000 PSI. 4.) ASSUMED MIN. SOIL PRESSURE 2000 PSF. 5.) REFER 8/S1.2 FOR ALTERNATE MONO FOOTING DETAIL, STEMWALL FOUNDATION VERT. REINF. Vertical reinforcement for cmu foundation wall Assumptions:The top of wall is supported by rigid concrete slab or floor system Soil pressure =60 psf Max Wall Max unbalanced Back Size & Spacing of Size & Spacing of Height H = fill height, h (backfill) Grade 60 Vertical Rebai Grade 40 Vertical Rebar 4 ft #4 @ 48" o.c. #5 @ 48" o.c. 5 ft #4 @ 48" o.c. #5 @ 48" o.c. 6 ft #5 @ 48" o.c. #5 @ 32" o.c. or #6 @ 42" o.c. 8 01 7 ft #7 @ 48" O.C. #5 @ 24" o.c. or #7 @ 32" o.c. 8 ft #7 @ 48" o.c. #5 @ 24" o.c. or#7 @ 32" o.c. - 4 ft #4 (d) 48" o.c. #5 @ 48" o.c. 5 ft //5 @ 48" o.c. #5 @ 32" o.c. 6 ft #6 @ 48" o.c. #6 @ 32" o.c. 7 ft #7 @ 48" o.(,. #7 @ 32" o.c. or #9 @ 48" o.c. 9 -.1 3 ft #8 @ 48" o.c. #8 @ 32" o.c. or # 10 @ 48" O.C. 9 ft 4 in #9 @ 48" o.c. #9 @ 32" o.c. or # 11 @ 48" o.c. FOUNDATION INSPECTION NOTE: 1. A FOUNDATION SURVEY SHALL BE PERFORMED AND A COPY OF THE SURVEY SHALL BE ON SITE FOR THE BUILDING INSPECTOR'S USE OR ALL PROPERTY MARKERS SHALL BE EXPOSED AND A STRING STRETCHED FROM MARKER TO MARKER TO VERIFY REQUIRED SETBACKS. DESIGNER'S NOTES 1.) ISSUANCE OF PLANS FROM THIS DESIGNERS OFFICE SHALL NOT RELIEVE THE BUILDER OF RESPONSIBILITY TO REVIEW AND VERIFY ALL NOTES, DIMENSIONS, AND ADHERENCE TO APPLICABLE BUILDING CODES PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION. 2.) ANY DISCREPANCY OF ERROR IN NOTES, DIMENSIONS, OR ADHERENCE TO APPLICABLE BUILDING CODES SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGNERS OFFICE FOR CORRECTION BEFORE COMMENCEMENT OF ANY CONSTRUCTION. 3.) ANY REVISIONS OR CHANGES, NOT RELATED TO THE CORRECTION OF ERRORS THAT ARE MADE AFTER THE FINAL PLANS HAVE BEEN COMPLETED SHALL BE SUBJECT TO ADDITIONAL FEES. 4.) IF ANY MODIFICATIONS ARE MADE TO THESE PLANS BY ANY OTHER PARTY OTHER THAN THE DESIGNERS OFFICE, THE DESIGNER SHALL NOT BE HELD RESPONSIBLE. 5.) THIRD PARTY SERVICES: HARTWELL DESIGN GROUP, INC. WILL NOT BE RESPONSIBLE FOR ANY ENGINEERING, INTERIOR DESIGN, SURVEY, ESTIMATING OR ANY OTHER THIRD PARTY SERVICE ERRORS. DATE: 09/14/2015 JOB NO: HA9139 DESIGN BY: -- DRAWN BY: JRH CHECKED BY: GC PROJECT: 3615-HA9139 CHECKED BY: JRH,JGZ ESI - CONST. MNGR: SUPER: DATE REVISIONS DATE DATE CV 01) Ln cr) cY) J M LL I Q � Q Q LL LL Q T CV Q Z °�w U - Z LLJ CD Z CD O w MODEL 9-15 SPECS CUSTOMER: LUCKEY 39119 PARK DR. ZEPHRYHILLS, FL 3354 E E 0 0 3 3 i L L L 3 Q 3 � a v 00 _ In rp N 0) N In lD C m LD E m m 0�r, o , o0 m 0 Lj > ENGINEER'S SEAL I HEREBY CERTIFY THAT THIS PLAN & SPECIFICATIONS WERE PREPARED/REVIEWED BY ME OR UNDER MY DIRECT SUPERVISION AND COMPLIES WITH THE FLORIDA BUILDING CODE 5th EDITION 2014, RESIDENTIAL/BUILDING. ALL SIGNED/SEALED DRAWINGS PRESENT IN THIS PLAN ARE FOR STRUCTURAL DESIGN ONLY AND ARE VALID FOR 12 MONTHS FROM THE SIGNED DATE. ��00000�poro�7,l� ki s 13 a .� STATE OF : 4r O R 1 O P':�N �lIq 15 Guo-jie- Zhang. PhD, PE Date Florida PE No. 47744 2911 Folklore Dr. -- Valrico, FL 33596 (813) 657-8865 S1 . i 24, MIK L' G T 1 O�IATIG DATE: 09/14/2015 I1..�5 JOB NO: HA9139 OA OL• 03 OR o4 REIrFORGINb BAR 2X4 51UD5 0 24" Z. DESIGN BY: -- #5 4 #4 LAP SPLICE 05 TO MATCH (1) 05 �. IN 2X4 P.T. 5TUD VERT REINFORCING FILL CELLS L 6 DRAWN BY: JRH 25 MIN. LAP IN MINIMUM LAP -.. , FADER BLOCK CHECKED BY: GC REEW LAW DISTANCE HEADER BLOCK PROJECT: 3615-HA9139 �5 REINFORCING BAR 2X4 F.T. PLATE ,. AT #5 LAP 5PLIGE 25' MIK LAP 25' MIN. LAP 4'X4' INSPECTION PORT AT CHECKED BY: JRH,JGZ 36' MIN. LAP 6xb M.4xH.4 MR EACH FILL CELL TYPICAL bxb WIAXN A WlKM. -- EST: it ••---�� ► W,. • : ' r' CONST. MNGR: -- LAP SPLICE �6 RI3IFORGIN6 GAR -' T ;- —I _ • 11 SUPER: �• � I- • 42' MIN LAP �r _ 6 MIL VAPOR B = —I1. 6 MIL VAPOR _ = I """ DAME R IONS �y I -III=1 —=III — — -- — DATE G.MII. WALL c,LEAN. POI�c — = _ — — — �iD al 1= I = _ 0 ,4NDGOMPAc —III—III—I I .. — — _ _ -- #1 LAP 5PLIGE � REINFORCING BAR —1 I —III I ' FOUNDATION SYSTEM ' I 1 I-1 I I 4 I ' STANDARD ao• BIB DATE ion) DONS. ) 05 DOMEL VESIM FOR A MINIMUM I _I=1 1=1 I I I I=1 11=1 1=_I — `% GORNat �N GORN� SOIL BFM* PRE50E _ — ALL GarG. BI.00�K ►� III i :• � '; . 11= of X0o PSF. III ' :'• I=1 I I—' FI• • SOLID �/� STANDARD 40, BEND R 2' ALL GONG. BLOCK w/ DOY'65 FOUNDATION SYSTEM 15 VESWO FOR 65 i�NFORGIN6 BAR FII SOLID rJ GONG. 1,�. A M CONTINUITY OF FOOTING r21 corrrlNuous 2000'�� A.G.I.5TD. q0° BEND 2 1 FOUND. M REIN. DETAIL CORNER CONTINUITY REINFORGMENT LOAD BEARING STEM WALL FOOTING F .� . T LOAD ' I II 9/4 - I -0 3 REBAR LAP � BEND I NG DETAILS 3/4' = I'-0' 3/4' = I'-0" 3/4" = I'-0" #5 DOMM To MATCH REINFORGINS LL651�9iT. IN $5 PUT (�) IN�5' MINIMUM LAP Y rD��EII QRGINf' FILL CM YIALL BEYOND 5-0FMATI NS A SYSTEM MINuM M5 IN HEADS Bl'OGK R-0 IWPLLATION MIN.Zw 'X4' I ON AT SOIL BEARING PFESM K DELLS �¢ T � 3/4 SLAB OF 2000 PSF. N M (W q�j HEADER BI.OGK �A,r2} �� j T� � �5 DOPE TO MATCH 4 X4 I� TION PORT AT TO T � c� c+� I/n�' EXPANSION STRIP 6xb AIA) MA WW,M. VERTICAL REINFORCING bxb WL4MA M AM. EACH FILL CELL TYPICAL In' OF. MMILL NNI w _. � c r) bxb M�.4,dw.4 A.M.M. 05 CONTINUOUS IN .]DINT MU25 MINIMUM LAP 2x - TOP PLATE �r v J � CV THICKENED E06E 4' GONG. SLAB 4'X4' � TION PORT AT J SLAB bxb Mq.4xNB.4 WNIMI. EACH FG81 TYPICAL �-- ' ' 1 • 51 -T TE @ �`� co 2E .. SLOPE P1.JUU = _ ;' ro S'I11D (6R 6 °,ALJ ` ► l U Q CL CO Fr — ;w .' ;'4` •:.. ".r'r' �`: - ,�-..�. .. 6 MIL VAPORBARRIER-- _ _ FOUNDATION SYSTEM 15la- b MIL VAPOR BARRIER I _ I I —III —I l _ _ _ - — _ — _ — _:. y . _ a a;� DE516�ED FOR A MI�uMUM = I=1 I I-1 —III. -- _ u- I I=1 I I=1 11= _ Ei IIII I 11 I I_STANDARD ao' 9W I-1 I I —III —I 1- — SOIL BINS r�� u�e1'-0' —I —III ;III '—III-- ' . — =1 I 1—' >� OF 2000 PSF. III —I I ::. 1111=1 �✓ N. " -III=III1 III=III=1 _ __ _' VOWS ►� BAR car I — — — wTH u�RB ow.Y , — =I III —I 1n m . T e F a -1 I I=1 I I 4 •=1 11= I I 1 I I u.FAN, POISONED ��I 11= — 1= 4e' 0`G'u .. i � . ' Ll,.�l J N - AND COMPACTED SOIL. I — _ _ = P I :: • .. - , STANDA� ao BEND — — III-111- I— I I I. I _� �_ Go P� - .-- 6 = AND ro Po150�ED -� . - FOOTING BEY01� #5 CONTINUOUS FOOTER — I = 111— I STANDARD a0' BBrD I I . ; ' i b 1- _ �+' co ALL ►� III • :: : I i I I �- — — — r� 3 GLEAG�NfJR IN FOOTING I '•:: ::.:� '"'� w �, T SOLID w/D� I ALL GONG. BLOCK W DOMBS Q e 0 r TO BE FILLED SOLID w/ GONG. J ap . i BELOW 6RAl)E 05M FORA MINHH 1,4' -� GARAGE APRON TERNATE MONO ITHIG FOOTING r�'� � t 4 � a � � .,.,! o Z p r2) �5 CONTINUOUS 5/4 = 11.00 8 - — — � SECTION ®GARAGE STEP DOWN T SECTION EXTERIOR S AB ANAI NTRY -0' r21 cm, = I'-0" I/4' GONnN>ou5 I ln' FASTEN ROOF SFEAT HI% W bd NAILS MIND BUGC BW OF CALK r2 3/4' 0 DOORS) G� 1�.or I'-4" I�.� MODEL: 9-15 IV oL°. &O�RNAILEROG.-FIq.D AND SPECS TOP R-30 INSULATION MIN. Fl�5TEN RAFTER TO NAILER 4 v d d d d 5/41 if CUSTOMER: V2 GQLIN6 BOARD ) I NAILS f OE NAILED) LUC KEY �, GYP WALL BOARD PER N% 39119 PARK D R . ZEPHRYHILLS, FL 3354 2X4 STUDS a 24" Of,. EN6. TRU56 L24 NAILER BELOW SFEATHING Z 0 0 JV ��0(,�NG FASTEN ALONG VALLEY w/ IOd NAILS 4' OL. STL==O CAULK NOT D w v v �j Y EY-5ET ATTACHMENT DETAI Ga�x 1n DRYWALL. E : 3 N�AI T-1 11 AUTOMATIC I `� N.T.S. NOTE: THE ABOVE DETAIL 15 SPECIFIED A5 P.T. BUCK SCREW r s Ib Of'. 11AU 2X4 P.T. PLATE AN ALTERNATE TO A1TAU#�IT DETAILS I I/4' LONG Cr bxb Nu.4xNY.4 AM. SUPPLIED BY THE TRW MFSR / EN6INEER HILTI NAIL o 24' OL. p 3 GRS O4a-122 o b' OL. .ALUM 1�.//�� � LOW .o T !V 16L5. Y I �. - S { ai TYP.�I�TE�RIM�NQN-5�EAR NG TYPICAL WINDO 5GD JAMB AD I/?' ' 1 I/; ^ Ln I I 2X6 VERTICAL SCAB OR KNE5NALL MID -POINT I NOT TO SCALE • " OG. t N 3/4 = IN RAFTER NV RAFTER SPAN LENGTH 6REATER ao L N C M W THAN 14 FT OR LONGER. .- m � CON VV (4)10d NAILS AT TOP 4 HURRICANE 6ARA6E DOORS 12 FEET E M o ,� .- GUP a BOTTOM. IN WIDTH SFIAl1. HAVE o co M5 VERT ON EA SIDE m o 2X6 NO.2 SIFF TAI2 Qd' a a. a a Do0R5 GREATER THAN 12 j �IM�' X 1 FEET SHALL VE (?a #5 v o VALLEY FRMrIIN6 (TYP) ` ° -t a SIMPWN LSU26 5 d d a TO BE FILLED W WOO PSI L 25 MIN. 2X8 N0.2 SPF PLYWOOD SfEATHiNG CBS. WYORETE B��EDNENT INTO SLAB RI06E BOARD ' • d FIEADER BLOCK ::' •: ,''' , r ,1 • ..; • TIN. GAU.K 4 ` In" DIA x b' NI/ I I/4' BNB ENGINEER'S SEAL 11n' PROD. (OPT,) �' ANCHOR BOLT USE 2' DIA I HEREBY CERTIFY THAT THIS PLAN & bxb AlAi l.4 M.M.— 4 2, Q • BY 1/6' WASHER a 24' X. SPECIFICATIONS WERE PREPARED/REVIEWED BRICK MOLD BY ME OR UNDER MY DIRECT ION 2Nb' PT WOOD JAMB AND COMPLIES WITH THE FLORIDA BUILDING —_ — — •• 2"x>I4" IA Imo. CODE 5th EDITION 2014, RESIDENTIAL/BUILDING. ALL SIGNED/SEALED j 1 1 1 1 11111 1 11 1 V FORMS r�ARD DRAWINGS PRESENT IN THIS PLAN ARE FOR VERIFY IN F1E1.D STRUCTURAL DESIGN ONLY AND ARE VALID b MIL VAPOR BARR1� -III=1 I I=1 _ � llllll llll FOR 12 MONTHS FROM THE SIGNED DATE. lllllllll lllllllll III —III 6RAOE TO VALLEY MM INSTALLATION No DOOR 03 D0ME1.5 a b-O' MAX. -111= --- • • — — — — OR b'-0' O,G. TOP GFIORD —III—I I — — — �� MK SOIL PRE56UE 200o psf E I 1 ` ' • 1=III=III=III SIMPSON LSTN2 STRAP I-I/4';LONG GARAGE DOOR gp� EA R*'V Al 10-IOd NAILS a 24 OL. 6ARA6E ANCHOR SHALL BE Plat MANI F. copwo GTE AND MUST MEET THE MIND LOAD DESIGN h- = 1 ( — BOA` L CRITERIA STANDARD 404 BEND 1 - 2X6 CM. NV Flo X 3" MOM G 0122 K, 5GREY'1 / 2 PER RAFTER P.T. FURwNG 55H• °L' TYP. GARAGE DOOR GONNEGTI ON DETAI, : D w � • - GON�.VA�L�IR�AM�1115DETAIL A= GA5IN6 Pi.10 ALE ALLG(2) 15 CONTINUOUS 1) BUCK TO CM CONNECTION USING PFS-514 (OR -400) • 12" OL. GTION MAX, AND b" EDGE (OR EQUAL, Eby HILTI NAIL ORS o9a-122). w.- Guo-jie- Zhang. PhD, PE Date I'.0 2) MANUFACTURER WILL SPECIFY THE DOOR TO UK CONNECTIONS. Florida PE No. 47744 2911 Folklore Dr. Valrico, FL 33596 ((n TYP I GAL EXTERIOR DOOR JAMB AD (813) 657-8865 v Nor ro scAL£ S1.2 DATE: 09/14/2015 JOB NO: HA9139 PRE-MIINEERED TM 0 Z-0' O.G. ("j PRE -Br NM TRW 0 2'-0' O.G. M DESIGN BY: LINE OF LOAD PATH 12 LINE OF LOAD PATH 12 DRAWN BY: JRH REFER FRAHING PLANS 5� REFER FRA % PLANS 5 CHECKED BY: GC PROJECT: 3615-HA9139 DHBN IM& 51,11N61.E5 ON / DIME145IONAL SHHN&M ON FELT PAM ON FELT PAP@t CHECKED BY: JRH,JGZ 1A6' 05B SHEATHING 1/I6' OSB %EATHHNG EST: GONT. ALUM. J In' 6YP. KLL BOARD " „ CONST. MNGR: - GONT. T. -- DRIP STRIP DRIP STRIP S • Ib OL. 294 STUDS a 16' D:G. SUPER; 4' r INSULATION IMATION MN ONN �W M Fk1`'�' ... R-30 BLI/3' i'l'P. MILL �� FACIA �' CEEI.INb BOARD W/ I/2' GEaLING HOARD NV DATA REVISIONS MIN. 20 SUB FASCIA KNOOT" CEILI% FINISH MN. 20 SUB FASCIA KNOOKM CETLII% FINISH ( DATE U 2� OW VINYL SOFFIT VINYL SOFFIT 1 e TIDE HORIZI#5 S� T? fM (2 MIQ P'�MIE I'-0' REFER FRAMIN6 PLAN 1 "0 ACI D FRAME DATE / FINISH COAT APPROX. 8 X 8 KNOGK-0 BIAK 15(I) 8» x 8» UT BLOCK 1 /4 1N. (6 MM THICK GON1IN101F REAR NEAR TOPP W� �.-M #� � � 06 THE COURSE CONT. TO BE LOCATED NEAR 8' X 6' PRECAST GONG. LINTEL TW TOP OF THE COURSE ABOVE NM i DOOR OPENINGS SEE SHEET AI5 FOR LINTEL INFO. NON-lhPAcr INTERIOR DOOR JAMB � I,N' . ;1 _ . ALUM (TOS/41 ERT. REBAR TO TIE BEAM CONNECTION SCRATCH COAT APPROX, = 1'-0' 3/8 IN. (9.5 MM) THICK PRECAST FLUSH GONG. SILL o NfIDOW (tYPj MOTAR JOINTS TYP. MARBLE SILL MASONRY SHEAR WAI15 BEGIN NUTH A 15 VERTICAL WNGE BAR FROM FOOTING TO TIE BEAM AND END NTH THE OF PAW O�W IN�TfRI0RONE �N44lTJ5 4' I b' AIR �y SANE. FILL CORES NTH GONGRETE EQUAL TO 3po0 (� Exterior use of portland cement plaster shall comply /� TOR &"TTET� PSI. o 28 DAYS. with the application requirements of ASTM C 926. � FHN 8' GONG• BLOCK WALL SHEAR PANE. - GO6575 OF 1/2' GDX PLYWOOD NAILED -- T LO REFER TO E EVAT10N5. 3/4" P T •tom N� :� . — YIITH Sd COMMON NAILS AL50 (61.UE Y'kBl P0561BI.E) 3' O G. co 11- co CY) W AFOIL R4.1 - I �� �� I E76ES S 4'OL. FIELD. ALL OTHER PLYMIOOD BETAEEN M N Sf EXTERIOR WALL FRAMING M PAN3615 NAILED WITH 8d C044ON NAILS 4' OL. J cY) 1 /2 CDX PLYWOOD OR OSB 4» GONG o 9000 I ED6E5 VOL. FIELD. ALL PLYWOOD MOM ON SHEAR � U � M ALL GONG. BLOCK GORES W am P° "V .� I I (I PANG. AREAS) SUPPORTED BY Zx4. SPEAR PANEL ENDS w/ Q • WEATHER BARRIER TO _fLLED •4 WJ"lM k � i/2' 6YPBOARD (2) SIMPSON CNST (STRAP) (OR EQUAL.) NAILED TO EA a _ #5 BAR am STUD (TOP a BOTTOM). � Q PT 2x ROOF FRAMING DOUBLE TOP PLATE 2r MIN. LATH PER I I=1 I I=1 I I=1 I I1 11= _ _ _ _ Y w ASTM C 1063 I 8x8x16 GM1 GRADE 60 n VERWAL o 48' `.. III-1 I I-1 I I-1 11= ' FOUNDATION SYSTEM WALL mrPl I I I I J N 7/8" STUCCO FINISH OL STENI yam, HEIGHT I I=1 =11 I 1 I I=1' A NwMur4 1/2' DIAL x 6' LONb ._ = FIRE STOPPING `'� Ln 01 FT., t UNBALANCED SOIL = _ — 501E BEARIN6 PREaSURE EXf'AN510N OR TOGGLE I c') I I I I_I I I of 200o PSF. C rn Z ' HEIGHT <= 6 FTC _ I I I 2x STUDS 0 LENGTH OF SPEAR WAIL CO � I 1=III—III—III= BOLT ►� 2x2xu8' • III= I I=1 11� WAS mrP) 16' o�.2 S.YP a �-" w -1 I-1 I 1--I II u- K �5� fb- (+ 5YP �x4 o Ib o.G� c� �, = I I=1 I AND GONPAGT®SOIL I I a° ° a b» z w • — _ II II (2j I6d COMMON5 TOP c O z 1 1 I 1=1 I I - PT 2x o PLATE W AND BOTTOM PLATE 9 : --� I —III —III I I —I I El I I —I 0' o. GUT BLOGIC ALL STUDS A9BEND • _ _ — STANDRD 0 :� NBED — I I I I WASH (YYPj • - I I ° Doll =I i AR uNwR I"N F000�N6 '� TOP OF SLAB 51MP�.�ON }� TYPE HOLD OM bow MODEL: 3 CLEAR I/2 m x t o ANuiOR BOLT 9 -15 Installation of exterior lathing and framing shall comply • 4 with the application requirements of ASTM C 1063. 1,.4» A17oI T. /2"N( xx 6' Ll. IN LIMIT 5 IN A ROIM, 5 TOTAL. PIER HOM SPECS FOWFoy m�J STUD TD BLOCK CONNECTION BEARING WALL XMRIOR FIN15H DETAI 5 TYPICAL WADI. 5EGT10N 6 TYPICAL SHEAR WALL PANEL AL NOT TO SCALE 2 � '; CUSTOMER: 3/4' = 1'-0" 1/2' = I'-0' (1^I'BN SHEAR LENGTH 15 LESS THAN 2'-0'- N.T.S. L U C K EY AADDDI ELMERS �HAI ILINNQ AL WOOD GuIE 1N 39119 PARK D R . ZEPHRYHILLS, FL 3354 USE 4 NO.2 5YP BRACING ACV 55 2 BAYS ROOF LINE ® 4'�` 06 NAILS (GLLIM)AT EACH END TO BLOC.KIN6. [ o 0 O 2X4 BLOCKING FIRST 2 BAYS v .��TRiSIS y 33 TRUSS - L • � 3 @J 3s • p 3 0 0R BRAG P� a :>t TO 44' SP7:2 Y 1/16' APA RATED NAIL RAT TO r • t Sf�AA IN6�Y'�[Sd � 4JAiCEN 0 RAT 00 g�q�� Tim wl IOd — OWER FURNISfED RAIL a `0 RAT RUNS AT 15'OL. WXJ REMAINDER OF ROOF SY5TE�4. � TOP RAIL *0 m N C40 INTERMEDIATE POST en t° 0M , SEE DETAIL 1A6' APA RATED SHEATHING � o LL Note: > ON 2X4 6ABLE TRW MV ° 00 BRAGIND PER TRUSS ENDING. SPINDLES SPACING 41 MAX 00 ° I L r BOTTOM RAIL M s For missed straps, a Simpson MTSM16 strap as a — o retrofit connection is acceptable for an uplift connection of 860 lbs per strap. (2) Simpson MTSM16 NAIL BOTTOM GHIORD OF EA GABLE ` iv 5GRENS PER RAIL MAN1F. SPECS. straps as a retrofit connection is acceptable for an END TR)S TO 2X P.T.BLOGKIN6 uplift connection of 1720 lbs per pair (install opposite TT ROOF LINE , ENGINEER'S SEAL face of masonry wall). Each retrofit strap shall be 4 N0. S � ��N65 KW NAILS 0 b OL. t FASTEN SELECTED HANDRAIL SHALL BE DE516NED fastened with (7) 1od nails into Southern Pine lumber 1� ""' ) AT TO TRUSS TO BW BM. NU51NPS% 2xb P.T. 5YP AAn'X8' J-HOIT TO SUPPORT 50 plf UNIFORM LOAD t A CONCENTRATED I HEREBY CERTIFY THAT THIS PLAN & and (4)1/4"dia.x 2-1/4" Titen screws into 8" masonry METAI8 0 24' OL. STA66ERED AT 48" O.G. IF 2X6 P.T. PLATE 15 LOAD OF 200 b APPLIED AT ANY POINT SPECIFICATIONS WERE PREPARED/REVIEWED bond beam. 2X T�NG FT 2 BAYS IN ANY DIRECTION. BY ME OR UNDER MY DIRECT SUPERVISION NOT UJr'ED, 6AHLE TRUSS MAY BE AND COMPLIES WITH THE FLORIDA BUILDING Ibd NAILS o 6' of,. FATENED TO TIE BEAM WI51MPSON L CODE 5th EDITION 2014, j� G�'Q �o '��/'�� •� t� H6AM-IOKT 032' o.G. ALONG TfE FLOOR .I015tS OR SLAB PLANS) RESIDENTIAL/BUILDING. ALL SIGNED/SEALED "Il IN6 5 1 I�T'�I� I I 0 1 1 DRAWINGS PRESENT IN THIS PLAN ARE FOR N.T.S 6" LINTLZl11E-BEAM A INSIDE FADE OF TRUSS BOT GfIORD 4' MAX SRE CNNOT A 2 � REBAW ' � PHESTRUCTURAL DESIGN ONLY AND ARE VALID FOR 12 MONTHS FROM THE SIGNED DATE. APq �1ttNllfllllllli/,��� EATHIN6 09 NAILS ALL` XE5 BLOCKED O ETAIL � � �' j AAAF 1RU56 bR7 MAC* PER MW ENS TRUSS 24' ot- NP TO 44' SPAN1 — 4' SPF CANNOT PA%. � iINROU6H I/2' 6N8 NAIL RAT RUN TO b' TRUSS W (2) 10d SPHERE � DETAIL CEILING 2 x 4 X 14' SPF RAT CANNOT � GUARDRAIL AT AD TO "ON& E. PASS LEVEL SURFACE Guo jie- Zhang. PhD, PE Date FLAT CEILING RAT ROOF �T�I� (�41 REErWNDEEt THROU6fI PTHRAU6H OR RAMPASS Florida PE No. 47744 2911 Folklore Dr. -- Valrico, FL 33596 (813) 657-8865 I GABLE -END BRACING DETAIL HANDRAIL SECTIONS N.T.S. 0 �q 11 4 &0�, gf �P, f 1� 70) Ll