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HomeMy WebLinkAbout7331 Gall Blvd (3)Breakfast Station 7331 Gall Ave. Zephyrhills, FL 33541 CODE DATA APPLICABLE CODES 1, EXISTING FLORIDA BUILDING CODE 2010 LEVEL 2 ALTERATI❑N 2, FLORIDA FIRE PREVENTI❑N CODE., 2010 3, NATI❑NAL ELECTRIC CODE., 2008 4, NFPA 101 (CHAPTER 13 EXIST. ASSEMBLY ❑CCUPANCIES) PLUMBING FIXTURE CALCUALTIONS A-2 ❑CCUPANCY FIXTURE COUNT (58 MAX ALLOWED PEOPLE) OCCUPANCY (RESTAURANT) PEOPLE WATER CLOSETS LAVATORIES DRINKING FOUNTAIN MALE 27 1 PER 75= 1 1 PER 200= 1 FEMALE 27 1 PER 75= 1 1 PER 200= 1 N—A PR❑VIDED 2 2 WATER PR❑VIDED TO PATR❑NS LOCATION MAP N.T.S. 1 SERVICE SINK I f T p rAro Chili's Grill & Bar a PL.ii-npkJn .AVL- < F 39 J ' 7 CL Taco Bell tI P�retty P&nd Rd Pretty Pond Rr] 0 v s� Tr ctr r Say ply Corrl 7 tt1y i Sears Hoy-netown Store' W a r� Anytime Fitness ® i ihbetf ports Elockb ster Express Fletrller Medical Center` r HirsItfeld Jaeph J N1 a ` ` Kmart a`. Sweetbay Stiptrruarket _a00q tdap data :"s2014 Coogle Fite mixle Terms €'ri BUILDING DATA BUILDING USE EXISTING: MIXED TENANTS BUSINESS, MERCANTILE, ASSEMBLY PR❑P❑SED: ASSEMBLY (A-2) OCCUPANCY CLASSIFICATION GROUP A-2 ASSEMBLY CONSTRUCTION TYPE TYPE VB C❑NST EXISTING SPRINKLER SYSTEM N❑N—SEPARATE BUILDING CONSTRUCTION DESCRIPTION FL❑❑R: EXISTING C❑NCRETE SLAB INTERI❑R WALLS: EXISTING/NEW STEEL STUDS EXTCRI❑R WALLS EXISTING C❑NCRETE BLOCK R❑❑F: STEEL BAR JOISTS xEXISTING BUILDING SHELL >KALTERATI❑N TYPE LEVEL 2 SQUARE FOOTAGE CALCULATIONS T❑TAL AREA (GR❑SS): 1,562sgft ASSEMBLY AREA 1,562sgf t LIFE SAFETY DATA 2010 FBC CHAPTER 8 - TABLE, 803.5 INTERI❑R FINISH REQUIREMENTS BY ❑CCUPANT CR❑UP A SPRINKLED VERTICAL EXITS AND PASSAGEWAYS "B" EXIT ACCESS C❑RRID❑RS AND EXITWAYS "B" R❑❑MS AND ENCLOSED SPACES "C" 2010 FBC - TABLE, 1004.1.1 MAXIMUM FLOUR AREA ALL❑WANCCS PER ❑CCUPANT ASSEMBLY AREA 784sq-t/15gross = 53 PE❑PEE KITCHEN AND RESTR❑❑M AREA 742sq-t/200gross = 4 PE❑PEE STORAGE AREA 37sqi�'t/300gross 1 PERS❑N 2010 FBC - CHAPTER 10 MEANS OF EGRESS REQUIREMENTS GR❑UP A, SPRINKLED ALLOWED COMMON PATH OF TRAVEL 75' DEAD END C❑RRID❑R 50' TRAVEL DISTANCE MAX, 250' 58x0 2" PER OCCUPANT — 10,6" REQUIRED TOTAL CGRCSS PR❑VIDED = 3drsx34"=102" T❑TAL PEOPLE = 58 PR❑P❑SED 75' OR LESS 50' OR LESS 250' ❑R LESS � Drafting, Inc. j 5HEET I SHEET 2 SHEET 3 5H EET 4 5 H EET 5 12527 Spring Hill Drive Spring Hill, FL, 34609 Phone - (352) 688-2348 Fax - (352) 688-1662 WWW.pardraftinginc.com `Restoring Your Rrnerican Qrerim AJEMITTED PLANS) NAVE WEN ZE 1, RH�ILLS FIRE MAR HAL'S OFFICE Date:_ ©1 Nleasc ... ,.::,¢ -,'r s submitted is a cursory revs .,ti 1. Fa,,Aor in compliance with applicable S 14 intended to be a fir.:; t rr i It is the r, actor s s ;� . rplan-, tie la . are in PA cr,:- and al ord!n ,' :s / -exam ,on oMr�, Slit crispti i Ji c "� . f* r �yi. s z shall be � (1� �ianc their sc-, expense to bring t��5� ;r, c., p;; ne City a:.sumes no tn� r� res �nsib�lct, f�c t j + jle,F�incompliance � S , with all applicable NFPA Cudes and local ordinances. t� but n �' OF 5 - EXISTING FLOOK PLAN OF 5 - PKOP05ED FLOOD PLAN O F - P UMBING PLA �,�� _ait 9LONS�M OF 5 - ELECTRIC PLAN OF 5 - LIFE SAFETY PLAN NIC11OLAS FLA,RFG3hR 310 OF AUTHC1k1'LAT1oN NO-1 CERT-IFICXTE Associates Inc. hicholson'Eng'ncenng 34c J p, gcx 12230,P. Broo'xsville PERMIT # - OWNER: Lity of /,epnyrnins CONT.: ProBuilt U.S. cow ��aiis� LL tit 1 �L'NC3 C0��t F C COD' AND ', �'' REVI,�IOJY� BY "s E'XI S TIX G FLOOR PLAN SCALE: 114" = >' —0" D P.A.R. eRreM 319204 l 4"-f,_0 H7T OF 5 �HEET� FLOOR PLANT $CALE: 114" =1 ' -0" BATHROOM DETAILS SCALE: 112" = 9' —0" 3) '. E. NO.745 S, Inc. 34603; =J1. Ana tln r u 3 29 2014 JOB No. ,SHEET 2 OF 5 �HEET� F- Z Q EXISTING SUPPLY EXISTING 3" MAIN SANITARY LINE ICE MAKER O Q 30'x34' CAP EXISTING MAIN C❑NNECT SINK T❑ EXISTING SANITARY LINE AND SUPPLY C❑NNECT T❑ EXISTNG SUPPLY 6'- CUT SLAB E❑R SANITARY LINE M❑P O SINK T❑ GREASE TRA ----__-_--- -- DISH kd) v o v o WASHE o o HAND F OR _ 5'-10' SI K x Q w as x a w 13' - 0' v i i in PT UMBINTG PLANT $GALE: 114" =1 ' -0" I � • N❑TEi ALL ELECTRIC EXISTING UNLESS NOTED AND CLOUDED. 5 MAGER/EMPLOYEE DESK f6 REGISTER 17 TEA MAKER 18 MICROWAVE 19 SANDWICH TABLE 20 SOUP WARMER 21 23 TOASTER OVEN 22 SA D ICH TABLE 24 SOUP WARMER 25 SOUP WARMER 26 ORDER TERMIAL 27 29 WATER HEATER 28 1 COOKER WARMER 30 COOKER WARMER 3 FLUORESCENT LIGHTS 32 BOTTLE COOLER 33 ICEMAKER 3 CCE T LIGHTS 35 SLICER MENU BOARD 37 SODA MACHINE 38 39 SOUP WARMER 1 40 -COOLER 1 42 ELECTRIC PLAN ,SCALE: 114 " =1 ' - 0 " D P.A.R. GROUP A, SPRINKLED ALLOWED PROPOSED COMMON PATH OF TRAVEL DEAD END C❑RRID❑R 75' 50' 75' OR LESS 50' OR LESS LIFE ,SAFETY PLAN ,SCALE: 114" =1 ' -0" 3 ,2 9 ,2014 ,SCALE HEET 5 OF 5 �HEET* UALIFICATIONS 1. The plans and specifications referenced herein are to be implemented nder the competent supervision of a builder or contractor licensed in he State of Florida. Unless otherwise directed by the building plans or hese specifications, the builder or contractor is to rely on experience nd conventional practice for site preparation, construction sequencing, nstallotion procedures, forming, shoring, curing, etc. . The Engineer of Record waives any and all responsibility and liability or problems which arise from failure to follow these plans or where Ions have been implemented by unlicensed or otherwise unqualified ersons. 3. These drawings meet the minimum requirements of the 2010 Florida- 1. Where, in any specific case, different sections of this specification or he plans specify different materials, methods of construction or other equirements, the strictest provision shall govern. When there is a conflict etween a general requirement and a specific requirement, the specific equirement shall be applicable. (ref. FBC2010 - Building 102.1) . The various Parts, Sections, Subsections and Articles of this Specification are interdependent and, except as otherwise provided, the ertinent provisions of each Part, Section, Subsection and Article shall pply to every other Part, Section, Subsection and Article. (ref. NDS 1.3) 3. In this Specification the word "shall" is mandatory. . Unless otherwise noted, requirements for one or more locations also pply at other locations at which conditions are similar. The requirements iven shall be adapted to conditions at such other locations. 5. The general contractor shall be responsible for verifying and oordinoting dimensions, elevations, and configurations of proposed and s-built constructions shown in the contract documents. If a discrepancy mong the contract documents occurs, it shall be the contractor's esponsibility to bring the discrepancy to the attention of the Engineer of ecord before proceeding with the work. 5. Details shown on these plans that are not applicable shall be isregorded. 7. It is not the intent of the Engineer of Record to discriminate against roducers of hurricane anchors, lintels, glue -lams, "I" -joists, and other roprietary performance -specified structural products. Unless otherwise ndicoted, a contractor may substitute an equivalent product for roprietary components specified on the plans. Substitutions shall meet r exceed the performance capabilities of the specified component and lorido Product Approval regulations. When required by the building fficiol, supporting documentation shall be provided by the contractor. _FERENCE STANDARDS & CERTIFICATIONS ALL WORK AND MATERIALS SHALL CONFORM TO THE 2010 FBC )DE- BUILDING, 2010 FBC - RESIDENTIAL , This plan is hereby certified, by the licensed professional whose gnoture and seal appear hereon, to meet Chapter 16 of the 2010 orido Building Code. No certification is expressed or implied for ectrical, plumbing, mechanical, surveying, or architectural elevations and ,nderings that may appear on this plan. No certification is expressed implied for the structural adequacy of pre-engineered or -e-manufactured buildings, structures, components, systems, or 3semblies designed by a delegated design professional. SCOPE, LIMITATION OF LIABILITY, PROFESSIONAL STANDARD OF CARE I. The use of the word 'certify' or 'certification' in the contract Documents only constitutes an expression of professional opinion -egording those facts or findings that are the subject of the certification, ind does not constitute a warranty or guarantee, either expressed or mplied. In no case shall the words 'certify' or 'certification' be :onstrued to create on expectation of perfection or infallibility or a Standard of strict liability that undermines the professional standard of ;are of reasonableness. ?. The standard of care for professional engineering and related services Derformed or furnished is that care and skill ordinarily used by members )f the engineering profession in good standing practicing under similar :ircumstonces at the some time and in the some or similar locality. The _ngineer of Record may be expected to use due care in the preparation )f the contract documents. Such due care may include reasonable inquiry and reliance upon representations of the architect, owner, contractor, Jelegoted professionals, manufacturers, and representatives of the Jurisdiction Having Authority. SHOP DRAWINGS All shop drawings and erection drawings for pre-engineered or )re -manufactured buildings, structures, components, systems, and assemblies shall be designed and certified by an engineer licensed in the Mate of Florida. ?. All shop drawings and erection drawings shall be submitted to the _ngineer of Record for review prior to fabrication and erection and shall )ear the signature and original raised seal of the delegated design )rofessionol. 3. All shop drawings and erection drawings used for construction shall )ear a stamp applied by the Engineer of Record indicating that the Jrowings have been reviewed for general conformance with plans and >pecifications prepared by the Engineer of Record. 1. The structural design adequacy of all shop drawings and erection Jrowings shall remain the responsibility of the design professional whose game and seal appears on those shop drawings. SHORING, BRACING FORMING LOADING 1. Any structures are designed to be self-supporting and stable after instruction is fully completed. It is solely the contractor's responsibility o determine erection procedure and sequence and to ensure the safety f the building and its component parts during erection. This includes he addition of whatever shoring, sheeting, temporary bracing, guys, or ie-downs that might be necessary. 2. All members shall be so framed, anchored, tied, and braced that they ave the necessaryn strength and rigidity. Adequate bracing and bridging o resist wind and other lateral forces shall be provided. 3. Provisions shall be made to prevent the overstressing of members or onnections during erection. 4. It is soley the contractor's responsibility to follow all applicable safety odes and regulations during all phases of construction. 5. No construction loads may be supported nor any shoring removed rom any part of the structure under construction except when that ortion of the structure has sufficient strength to support safely its eight and loads placed thereon, 5. Bockfill adjacent to concrete and masonry foundation walls shall not e placed until the walls have sufficient strength and have been nchored to the floor above or have been braced to prevent damage by he backfill. When approved by the Building Official, such bracing is not equired for such walls supporting less than 4 ft of unbalanced backfill. BC R404.1.7. SUPERVISION, INSPECTION & CONSTRUCTION OBSERVATION 1. No supervision services are provided in association with these ocuments. The contractor shall supervise and direct the work using the ontractor's best skill and attention. Unless otherwise contracted, no inspection or construction observation ervices are provided in association with these documents. It is the esponsibility of the contractor to arrange for appropriate inspections by the Engineer of Record or other design professional when certification of the completed work is expected. SITE PREPARATION 8 FOUNDATIONS 1. Footings and foundations shall be built on undisturbed soil, compacted fill material or CLSM (Controlled Low -Strength Material). FBC 1806. Table 1806.2 shall be used for Presumptive Load -Bearing Values for Undisturbed soil or compacted fill material. 2. In no case shall conventional foundations be built on expansive clays or on compressible organics. Expansive clays must be removed to a depth of 24 inches below the foundation. Compressible organics must be excavated to a depth indicated by a Geotechnical Report that will allow the foundation or compacted fill material to be placed on natural solid ground. De -watering of the undercut area may be required in order to achieve compaction of any fill material. 3. The area under footings, foundations and concrete slabs on grade shall have all vegetation, stumps, roots and foriegn materials removed prior to their construction. The actual depth of stripping and grubbing must be determined by contractor's observation and judgement during the earthwork operation. 4. Clean compacted granular 24" min, depth. Fill compacted in max 12" lifts & tested per Modified Proctor Method (ASTM D 1557) to achieve 95% max dry density (in lieu of soils report). Sub -grade treated against termites. 5. The minimum depth of footings below undisturbed round surface shall be 12 inches. FBC1809.4, R403.1.4. In FEMA 'V' and 'A' zones, the bottom of foundations shall extend 24 inches below finish grade. 6. Excavations for foundations shall be bockfilled with soil which is free of organic material, construction debris and large rocks. FBC 1803.2. 7. A Geotechnical Report is required for commercial structures, for structures in FEMA 'V and 'A' zones, and for all structures located in areas where the Building Official has detemined that questionable soils may exist. Builder shall follow all recommendations of the study prepared by the Geotechnical Engineer. 8. Structures located in FEMA 'V' zones shall be placed on on engineered deep foundation. Conventional foundations may only be used where permitted by a Geotechnical Engineer and where the building site is protected from erosion by seawalls. 9. Surface drainage shall be diverted to a storm sewer conveyance or other approved point of collection so as to not create a hazard. Lots shall be graded so as to drain surface water away from foundation walls. The grade away from foundation walls shall fall a minimumof 6 inches within the first 10 feet. FBC R401.3, 1803.3. 10. Concrete and masonry foundation walls shall extend above finished grade a minimum of 4 inches where masonry veneer is used and a minimum of 6 inches elsewhere. FBC R404.1.6. 11. Contractor to remove from the site all construction trash and debris. rrnrd:»rd 1. Code: Structural members of plain and reinforced concrete shall be constructed in accordance with the provisions ACI 318-02 and FBC Chapter 19, 2. Strength: Specified compressive strength (f'c) of concrete under normal exposure conditions shall be minimum 3000 psi at 28 days. Concrete exposed to chlorides from saltwater, brackish water, seawater, or tidal groundwater shall have a minimum f'c of 5000 psi and a maximum 0.40 water- cementitious materials ratio. ACI 318 4.4.2. Concrete strength data shall be based on tests of field -cured cylinders or, when approved by the Building Official, on other procedures to evaluate concrete strength. ACI 318 6.2.2.1(c) 3. Cement: Cement shall conform to ASTM C150 "Specification for Portland Cement". Other cements shall not be permitted unless otherwise noted. ACI 318 3.2. 4. Aggregate: Concrete aggregates shall conform to ASTM C33 "Specification for Concrete Aggregates". The nominal maximum size of coarse aggregate shall not be larger than 4". 5. Reinforcement: All reinforcement shall be Grade 40 deformed bars, have a specified yield strength (fy) of 36,000 psi, and be identified in accordance with ASTM A615 "Specification for Deformed and Plain Billet -Steel Bars for Concrete Reinforcement" unless otherwise indicated. At the time concrete is placed, reinforcement shall be free from mud, oil, or other nonmetallic coatings. 6. Water: Water used in mixing concrete shall be clean and free from injurious amounts of oils, acids, alkalis, salts, organic materials, and other substances deleterious to concrete or reinforcement. Potable water shall be acceptable. ACI 318 3.4. 7. Admixtures: Admixtures to be used in concrete shall be subject to prior approval by the Engineer of Record. ACI 318 3.6.1 8. Mixing: Job -mixed concrete shall be mixed in accordance with ASTM C94 "Specification for Ready -Mixed Concrete". ACI 318 5.8 1 9. Cover: Maintain minimum 1,V concrete cover on all reinforcing steel except as follows or unless otherwise noted. Concrete cover is measured from the concrete surface to the edge of steel reinforcement including stirrups and ties. a) Concrete cast against and permanently exposed to earth: 3" b) Concrete exposed to earth or weather: 2" c) Structural slab reinforcement: 3/" 10. Inspection: Reinforcing steel of any port of any building or structure shall not be covered or concealed without first obtaining a release from the building official. FBC 109.1. 11. Curing: The concrete curing period shall be a minimum of 7 days or the time necessary to attain 70% of the specified compressive strength (f'c). EXCESSIVE LOADING OF SLAB (I.E. CONC. BLOCK STACKS) SHOULD BE AVOIDED DURING THIS CURING TIME TO PREVENT STRESS CRACKING. 12. Splices: All reinforcement splices shall be mechanical splices. Lap lengths of mechanically spliced reinforcement as per Table ASTM A615 Steel Reinforcement (see sheet S2). When epoxy coated bars are used, lap length shall be increased by 50% The minimum length of lap for bars in tension or compression shall not be less than 12", 13. Storage of Materials: Cementitious materials and aggregates shall be stored in such manner as to prevent deterioration or intrusion of foriegn matter. Any material that has deteriorated or has been contaminated shall not be used for concrete. ACI 318 3.7. 14. Hot Weather: During hot weather, contractor shall give proper attention to ingredients, production methods, handling, placing, protection, and curing to prevent excessive concrete temperatures or water evaporation that could impair required strength or serviceability of the structure. ACI 318 5,13. 15. Embedded Aluminum: Aluminum conduits, pipes, and columns shall not be embedded in structural concrete unless effectively coated or covered to prevent aluminum -concrete reaction or electrolytic action between aluminum and steel. ACI 318 6.3.2 16, Formwork: Unless otherwise indicated, design, construction, and removal of formwork and shoring is the responsibility of the Contractor. Contractor should follow "Guide to Formwork for Concrete" (ACI 347R-94). 17. Placing Reinforcement: Unless otherwise indicated, reinforcement shall be placed within a tolerance of f%". 18. Column Reinforcement: Vertical bars shall be enclosed by lateral ties. Use No. 3 ties for vertical bars No. 10 or smaller. Use No. 4 ties for vertical bars No. 11 and larger and bundled bars. Vertical spacing of lateral ties shall not exceed 16 vertical bar diameters, 48 tie bar diameters, or least dimension of column. First tie no less than Y2 a tie spacing above the footer or slab. Last tie spacing no less than l a tie spacing below the lowest horizontal reinforcement. ACI 318 7,10.5. 19. Footings: Depth of footing above bottom reinforcement shall not be less than 6" for footings on soil, nor less than 12" for footings on piles. ACI 318 15.7. CONCRETE (CONT'D) 20. Bend Diameters: All reinforcement shall be bent cold unless otherwise permitted by the Engineer or Record. Diameter of bend, measured to the inside of the bar, as per Table ASTM A615 Steel Reinforcement. Reinforcement partially embedded in concrete shall not be field bent, except as shown on the design drawings or permitted by the Engineer of Record. ACI 7.3. 21. Standard Hooks: Standard hooks shall be constructed with a 90' or 135° or 180' hook, as indicated on the plans, with an extention at the free end of the bar as per Table ASTM A615 Steel Reinforcement. Md.C(IAIRY 1. Required Strength (f'm): The minimum ultimate compressive strength of the masonry assemblage at 28 days shall be 2500psi. In addition to all other requirements, grout, mortar and CMUs shall possess the required properties to achieve this required strength. 2. Concrete Masonry Units (CMUs): All CMUs shall conform to ASTM C 90, normal weight. Precision units shall be made available as required by the drawings. Units shall be protected upon delivery from excess moisture. 3. Mortar: Mortar shall be prepared on -site as necessary to conform to the requirements of ASTM C 270 for Type S mortar. Ready -mixed mortars or pre -batched mortar mixes shall not be permitted without the approval of the engineer. Mortar shall conform to the Mortar Strength Property Specifications of FBC 2119.12.1.2. 4. Grout: The composition of fine ondcoorse grout shall conform to ASTM C 476. Cement content of the grout shall be increased, as necessary to achieve the specified masonry assembly strength f m and adequate GLASS UNIT MASONRY 1. Glass unit masonry panels shall be isolated so that in -plane loads (shear, uplift, & bearing) are not imparted to the panel. 2. Glass unit masonry shall be provided with expansion joints along the top and sides at all structural supports. Expansion joints shall not be less than %". Expansion joints shall be entirely free of mortar or other debris and shall be filled with resilient material. 3. The surface on which glass unit masonry panels are placed shall be coated with a water -based ashpaltic emulsion or other elastic waterproofing material prior to laying the first course. 4. Glass unit masonry shall be laid with Type S or N mortar. 5. Glass unit masonry panels shall be laterally supported along the top and sides of the panel. Lateral support shall be provided by panel anchors along the top & sides spaced not more than 16" on center or by channel -type restraints. Glass unit masonry panels shall be recessed at least 1" within channels and chases. Channel -type restraints must be oversized to occomo01/28/13 expansion material in the opening, and packing and sealant between the framing restraints and the glass unit masonry perimeter units. Panel anchors may not be used to provide lateral support for glass unit masonry panels that are single unit panels. 6. Glass unit masonry panels shall have horizontal joint reinforcement spaced not more than 16 on center, located in the mortar bed joint, and extending the entire length of the panel but not across expansion joints. Longitudinal wires shall be lapped a minimum of 6" at splices. Joint reinforcement shall be placed in the bed joint immediately below and above openings in the panel. The reinforcement shall have not less than two parallel longitudinal wires and welded cross wires of size W1.7. workability. Grout compressive strength, when tested per ASTM Test Method C 1019, shall equal or exceed the concrete masonry unit strength. EXTERIOR PANELS All grout additives shall receive the prior approval of the engineer and the 1. Glass block units used in exterior panels shall be standard units. building official. At the time of placement, grout should be a plastic mix 2. The specified thickness of standard units shall be 3%". and have a slump of (8) to (10) in. 3. The maximum dimension between structural supports shall be 25' wide 5. Admixtures: As per ASTM C 270, the use of admixtures shall not be or 20' high. permitted in mortar or grout unless sustaining data has been submitted to 4. Additional structural supports shall be provided at locations where a and approved by the engineer. The use of uncontrolled fire clay, dirt, and curved section joins a straight section, and at inflection points in other deleterious materials is prohibited. multicurved walls. 6. Aggregates: Sand for mortar shall conform to ASTM C 144 except that not less than 3% of sand shall pass the number 100 sieve. Sand INTERIOR PANELS and pea gravel for grout shall conform to ASTM C 404, Table 1, coarse 1. The specified thickness of thin units shall be 34" for hollow units or aggregate, except when other grodings are specifically approved by the 3" for solid units. engineer. 2. Additional structural supports shall be provided at locations where a 7. Water: Water used for mortar and grout shall be clean and free from curved section joins a straight section, and at inflection points in deleterious amounts of acids, chlorides (salts), alkali, and organic multicurved walls. materials. Potable water shall be acceptable. 8. Mixing: Place the sand, cement and water in the mixer in that order STEEL for each batch of site mixed mortar or grout and mix for a period of at 1. Steel for structural applications in buildings shall conform to ASTM A6. least 2 minutes. Add the lime and continue mixing for as long as needed 2. Fabrication and erection of structural steel shall conform to the to secure a uniform mass, but in no case less than 10 minutes. requirements of AISC Allowable Stress Design (ASD) Specification, AISC Retemper mortar only by adding water to the mortar and then carefully Load and Resistance Factor Design (LRFD) Specification, or AISC Design working the water into the mortar. Retempering the mortar by dashing of Steel Hollow Structural Sections (HSS). FBC 2205. water over the mortar shall not be permitted. Any mortar that is unused 3. Rolled sections shall conform to ASTM A992, ASTM A36, or ASTM within 2� hours or grout that is unused within 1X hours after initial A572 having a minimum yield strength (fy) of 36,000 psi (Grade 40) mixing shall be removed from the work. unless otherwise indicated. Steel tubes shall conform to ASTM A500 9. Reinforcement: All bar reinforcement is required to be deformed. Grade B. Pipe columns shall conform to ASTM A501. High strength Reinforcing steel shall conform to ASTM A 615. Reinforcement shall be bolts shall conform to ASTM A325, Type 1. fully embedded in grout. Steel reinforcement bars shall be Grade 40 4. Shop connections may be bolted or welded. Field connections to be unless otherwise indicated. See structural notes and details for size, bolted unless otherwise noted. Bolts to be installed by "turn -of -nut" grade, laps, etc. Joint reinforcement should conform to ASTM A 951. method unless otherwise noted. Steel wire used for reinforcement or connectors shall conform to ASTM A 5. Cold formed metal studs and trusses shall be designed to conform to 82. Steel bearing plates and bent bar anchors shall conform to ASTM A AISI "Design of Cold Formed Steel Structural Members," have a minimum 36 for carbon structural steel. yield strength of 33,000 psi, and be minimum 18 gauge. 10. Preparation: Before block is placed on concrete, thoroughly clean 6. Structural frame work of any part of any building or structure shall concrete of all loitance and all loose material. Roughen as in a concrete not be covered or concealed without first obtaining a release from the construction joint. building official. FBC 109.1, 11. Mortar & Unit Placement: In placing mortar in head and bed joints, 7. Structural members shall be cleaned of rust, loose mill scale and completely cover the thickness of the face shells of the units with mortar, other foriegn materials. Structural members shall be protected against Construct $" bed and head joints except at foundation. Construct bed corrosion with an acceptable shop coat of paint, enamel or other joint of the starting course of foundation with a thickness not less than approved protection. 4" and not more than 4". Lay all masonry w/ common or running bond. 8. High -strength bolts and nuts shall be marked with the manufacturer's Stack bond shall not be used unless specifically prescribed by the engineer, identification mark and the ASTM grade & type. Contractor shall provide When walls are ended temporarily, the masonry units shall not HUBBS E.O.R. with vendor certification that high -strength bolts, nuts, and ADDITION in alternate courses (toothing) unless approved by the engineer. washers conform to the referenced ASTM standards. Contractor shall All masonry shall be built to preserve the unobstructed vertical continuity provide E.O.R. with manufacturer's mill test reports showing the applicable of the cells to be filled. The vertical alignment shall be sufficient to ASTM mechanical & chemical requirements together with the actual test maintain a clear, unobstructed vertical flue. results for the lot of supplied fasteners. 12. Reinforcement Placing: Place all horizontal bars in bond beam units except over openings where lintels shall be used. When 2 bars are used METAL PLATE CONNECTED WOOD TRUSSES (MPCW T) stagger laps a minimum of 5'-0". Vertical reinforcing shall be held in 1. MPCWT shall conform to the Truss Plate Institute ANSI/7I-1 National position at top, bottom and at intervals not exceeding 200 bar diameters Design Standard for Metal Plate Connected Wood Trusses. FBC 2303.4, (10'-4" for #5 bars). 2. All truss handling, installation, and temporary bracing shall conform to 13. Embedded Items: All embedded items (bolts, etc.) shall be secured in HIB-91, published by the Truss Plate Institute. place prior to grouting. Provide a minimum of 1" grout around all bolts in J. Permanent braces to be located as shown on the truss masonry. Alternatively, epoxied and mechanical anchors may be installed as manufacturer's report. All permanent bracing to be 2x4s nailed w/ two per manufacturer's recommendations. (2) 16d common nails at each truss -to -brace intersection. Minimum lap 14. Grouting Preparation. Clean oil cells and bond beams of excessive of longitudinal truss bracing to be 48", mortar protrusions and other debris before grouting. For partially grouted 4. All truss -to -truss connections to be specified by the truss walls, metal lath, plastic screening, or equal shall be used as grout stops manufacturer. Where not specified by the truss manufacturer, jack -truss at the bottoms of courses to be filled for the embedment of horizontal to girder -truss connection shall be USP JUS24 hangar top and bottom bars. Paper or other material producing a slip joint shall not be used. chord. 15. Grout Pour: Maximum grout lift without inspection ports is 5'-O" in block walls. Maximum grout lifts with inspection ports is 9'-4". Ports shall PLYWOOD 8 ORIENTED STRAND BOARD (OSB) not be sealed before inspection. The thickness of grout between block and 1. Plywood shall be APA Rated Sheathing. reinforcing steel shall not be less than X" and between parallel bars not 2. Oriented strand board shall be OSB APA Rated Sheathing. less than 31". 3. Roof and exterior wall plywood and OSB sheathing shall have an 16. Grouting Wall: All cells containing reinforcing and embedded items shall exposure durability classification of 'Exterior' or 'Exposure 1'. be solidly filled with grout. All cells shall be filled solidly with grout where 4. Stack plywood and OSB structural panels on a level surface on top of required by drawings. at least three stringers. Edges and ends of panels should be protected 17. Grout Consolidation: All grout shall be consoli01/28/13d by rodding or from damage. Store under well ventilated cover. by mechanical vibration using a 3/" head low veloZEPHYRHILLS vibrator for a few seconds immediately after placing. Reconsolidation by vibration must WOOD I -JOISTS be done after the initial water loss and before initial set. 1. Web stiffeners required at end supports, "Bird's Mouth" supports, 18. Construction Joints: When grouting is stopped for a period of I hour concentrated loads, & intermediate supports. Stiffeners must be installed or longer, form horizontal construction joints by stopping the grout pour in pairs: one to each side of the web. Stiffeners minimum 3 2" wide but T, minimum below the upper -most unit, except at top of wall. not less than width of bearing surface. Cut stiffeners to fit between the 19. Wall Cleaning and Protection: Remove concrete scum and grout stains flanges of the joist, leaving a minimum %" gap (1" maximum). Install on the wall immediately. After the wall is constructed, do not saturate stiffener tight against the bearing flange. with water for curing or any other purpose. 2. Web stiffeners cut from minimum 23Y32" APA rated sheathing and 20. Control Joints: See drawings for location and detailing of control nailed with (3) 8d common nails each. Nails to be equally spaced, joints. staggered and driven alternately from each face. Clinch nails where 21. Reinforcement Placement Tolerances: Tolerances for placement of possible. vertical wall reinforcement shall be 2". All other longitudinal reinforcement 3. Web holes to be located, sized, & cut per manufacturer's shall be placed with a tolerance of 2". specifications. 22. Quality Assurance: The quality assurance program (tests, submittals, & 4. Where I -Joist rafters are anchored to resist uplift forces, structural inspections) for masonry construction shall comply with the requirements connectors shall anchor to the top flange. of ACI 530, Section 1.14, depending on the facility function as defined in 5, Install I -Joist rafters with minimum roof pitch of ,V": 12, maximum ASCE 7. 12: 12. 23. Construction Testing: When required, materials testing of mortar, grout, and masonry units shall be performed according to the following schedule. Where applicable, a manufacturer's certification may be provided in lieu of pre -construction testing. a) Mortar: one pre -construction test for each mortar type. b) Grout: one test per each 5,000sf of masonry. c) Masonry Units: in accordance with indicated materials specifications. d) Masonry Prisms: one pre -construction test and one test per 5,000sf of wall. WOOD/TIMBER GENERAL 1. Structural lumber construction shall conform to ANSI/NfoPA NOS- 1991 National Design Specification for wood construction (with 1995 Addendum). 2. Wood product sizes are stated in terms of standard nominal sizes. 3. Design values for lumber specified herein or on the plans are applicable to lumber that will be used under dry service conditions such as in most covered structures, where the moisture content in use will be a maximum of 197, regardless of the moisture content at the time of manufacture. 4. Design values for structural glued laminated timber shall apply to dry service conditions when the moisture content in service is less than 161%, as in most covered structures. 5. Structural glued laminated timber shall meet the laminating combinations or stress requirements specified on the plans. 6. Design values are for normal load duration unless otherwise indicated. QUALITY 1. Lumber shall be identified by the grade mark of, or certificate of inspection issued by, a lumber grading or inspection bureau or agency recognized as being competent. (ref. NDS 4.1.2.1) 2. Lumber shall be specified by commercial species and grade names, or b required levels f sin values r 4 1 o de (ref. NDS ..2.2 y 9 9 ( ) 3. All lumber shall be sound, seasoned, and free from warp. Lumber shall be so handled and covered as to prevent marring and moisture absorption from rain. 4. All structural wood members shall be No.2 Visually Graded Southern Pine (dense) Dimension Lumber unless otherwise indicated. 5. Wood members shall be pressure treated when exposed to weather, poured concrete, soil, masonry, or water. 6. Pressure treated lumber shall be impregnated with a CCA salt treatment in accordance with F.S. 11-W-571 and bear the American Wood Preserves Institute equality mark LP-2. NOTCHES & BLOCKING 1. Notching of bending members should be avoided whenever possible, especially on the tension side of the member. 2. Notch depth in sawn lumber bending members shall not exceed 1/6 the depth of the member and shall not be located in the middle third of the span. Where members are notched at the ends for bearing over a support, the notch depth shall not exceed 14 the beam depth. 3. When the depth of a bending member exceeds its breadth, d > b, lateral support (blocking) shall be provided at points of bearing to prevent rotation and/or lateral displacement at those points. BUILT-UP COLUMNS 1. Nailed or bolted built-up columns with 2 to 5 laminations shall meet the following requirements unless otherwise indicated: a) Each lamination shall have a rectangular cross section and be at least 1 2" thick, b) All laminations shall have the some depth (face width), c) Faces of adjacent laminations shall be in contact, d) Unless otherwise indicated, all laminations shall be full column length. 2. The following connection requirements apply to nailed built-up columns: a) Adjacent nails are driven from opposite sides of the column. b) All nails penetrate at least 4 of the thickness of the last lamination, c) End distance: 22 ", d) Spacing between adjacent nails in a row: maximum 9", e) Spacing between adjacent rows of nails: 2,V", f) Edge distance: maximum 234", g) When only one longitudinal row of nails is required, adjacent nails shall be staggered. Two or more longitudinal rows of nails shall be provided when laminations are larger than 2"x4". When three or more longitudinal rows of nails are used, nails in adjacent rows shall be staggered. 3. The following connection requirements apply to bolted built-up columns: a) A metal plate or washer shall be provided between the wood and the bolt head, and between the wood and the nut, b) Nuts are tightened to ensure that faces of adjacent laminations are in contact, TIMBER PILES 1. Timber piles shall conform to ASTM 025. Piles shall be Southern Yellow Pine having an allowable axial compression value of 1200 psi. Piles shall be peeled and have a minimum tip diameter of 8", a minimum tip circumference of 25", a minimum butt diameter of 10", and a natural taper of 0.1 in/ft throughout the length. 2. Handling, storage, and field fabrication, including treating of cut ends shall be in accordance with AWPA M4. 3. Timber piles shall be pressure treated in accordance with American Wood Preservers Association (AWPA) Standards C3 and C18. Contractor shall submit to the E.O.R. certification by treating plant stating type of preservative solution, pressure process used, net amount of preservative retained, and compliance with applicable standards. 4. Driving equipment and accessories shall conform to the recommendations of the geotechnical study. The adequacy of driving equipment & accessories shall remain the responsibility of the contractor. Should the equipment used prove inadequate to drive the scheduled types of piles in the locations indicated, or should the use rate of accessories show damage to the piles, the contractor shall replace, or use different types of equipment. 5. Jetting, predrilling or other methods to facilitate pile penetration shall not be used unless specifically permitted by the E.O.R. When permitted and when neccessary to achieve required penetration, pre -drill holes of diameter not greater than 90% of the average cross -sectional dimension of the pile at the depth being drilled, & drive the pile to practical refusal. 6. Penetration per blow may be measured either during initial driving or during re -driving following a set period of time as determined by the E. 0. R. 7. Piles are end -bearing type unless otherwise indicated as friction type. Drive end -bearing piles to practical refusal. Drive friction piles to the required penetration, as indicated. 8. Practical refusal will be a condition where the blow count exceeds two times the number of blows required in 1 foot to achieve the require bearing value, not to exceed 5 blows per inch. Piles reaching practical refusal shall not be driven further. 9. The contractor shall maintain and submit a pile driving record to the E.O.R. upon completion of pile driving. Record shall indicate type and rating of driving equipment, pile type & size, pile I.D. number, driving sequence number, load bearing copoZEPHYRHILLS, planned pile tip elevation, overall blow count per foot, number of blows per inch of penetration for the last 12 inches, location type and number of splices, and any unusual conditions encountered during driving. 10. Do not drive piles within 20' of concrete less than seven days old. 11. Drive interior piles before driving perimeter piles. 12. Re -drive any pile which is raised during driving of adjacent piles, of the original tip elevation. 13. Installation tolerance for deviation from location of pile top is 6". Installation tolerance for deviation from plumb or angle of batter is 4" per foot of pile length, but not more than 6" overall. Al I IMIAII IM 1. The quality, fabrication, assembly, and erection of aluminum used structurally shall conform to the "Specifications for Aluminum Structures, Aluminum Design Manual, Part 1" of the Aluminum Association. 2. Screen Enclosures: Actual wall thickness of extruded aluminum members shall not be less than 0.040 inch. The maximum screen density shall be 2Ox20 mesh. Vinyl and acrylic panels shall be removable and shall have a decal requiring their removal when wind speeds exceed 75 mph. ALUMINUM (CONT'D) 3. Aluminum extrusions to be minimum 6063-T6 alloy, Aluminum sheets to be minimum 3105 H 14 or H-25 alloy. Panels to be 5052 H-34 aluminum alloy or ASTM A-525, G-90 galvanized steel with minimum fy = 50ksi. All bolts and washers to be 2024-T4 aluminum alloy, galvanized steel, or stainless steel with minimum fy = 33ksi. 4. When fastening through panels, washer shall be placed between nut and panel, CONNECTIONS NAILS 1. Nails diameters and lengths shall conform to the nominal sizes specified in Federal Specification FF-N-105B. Unless otherwise noted, nails specified are common nails. 2. Threaded, hardened -steel nails shall be made of high carbon steel wire, headed, pointed, onnulorly or helically threaded, and heat -treated and tempered to provide greater yield strength than for common wire nails of corresponding size. 3. When a bored hole is desired to prevent splitting of wood, the diameter of the bored hole shall not exceed 75% of the nail diameter for species commonly used for structural purposes as listed in Supplement to the National Design Specifications. Hole diameters in Beech, Birch, Hickory or Oak shall not exceed 90% of nail diameter. 4. Toe-noils shall be driven at on angle of approximately 30 degrees with the member and started approximately 1/3 the length of the nail from the member end as per NDS Figure 12A or Detail T. 5. Nail spacings shall be sufficient to prevent splitting of the wood. Minimum nail spacings as a function of nail diameter 'd' are as follows: End Distance: 15d Edge Distance, 2.5d Nail Spacing Parallel to Grain: 15d Nail Spacing Perpendicular to Grain: 10d Row Spacing (Nails in Line): 5d Row Spacing (Nails Staggered): 2.5d WOOD SCREWS 1. Wood screws shall conform to ANSI/ASME Standard B18.6.1. 2. The wood screw shall be inserted in its lead hole by turning with a screw driver or other tool, not by driving with a hammer. 3. Soap or other lubricant shall be used on the wood screws or in the lead holes to facilitate insertion and to prevent damage to the wood screw. BOLTS 1. Bolts shall conform to ANSI/ASME Standard B18.2.1. Bolts shall conform to ASTM A307 Grade A or ASME SAE Grade 2 unless otherwise noted. 2. Bolt holes shall be a minimum %2" to a maximum of 16" larger than the bolt diameter. (NDS 8.1.2.1) 3. Careful centering of holes in main members and splice plates is assumed. Tight fit requiring forcible driving of bolts is not recommended. (NDS 8.1.2.2) 4. Bolted connections shall be snugly tightened, but not to the extent of crushing wood under washers. 5. A metal plate, metal strap, or washer not less than a standard cut washer shall be between the wood and the bolt head and between the wood and the nut (NDS 8.1.2.3). 6. Specified bolt connections are valid where bolts have been snugly tightened and for connections that have loosened due to shrinkage of the wood members. (NDS 8.1.2.4) 7. The threaded portion of bolts subject to wood bearing shall be kept to a practical minimum, (NDS 8.1.2,5) 8. For dimension lumber, 2"x6" and wider, observe minimum end and edge distances, spacing of bolts in a row, and spacing between rows per NDS Tables 8.5.3 thru 8.5.6. 9. Bolts shall be staggered symmetrically in members loaded perpendicular to grain whenever possible. (NDS 8.5.7.2) 10. When galvanized bolts are specified, the supplier shall furnish bolts and nuts as pre -assembled units. LAG SCREWS 1. Lag screws shall conform to ANSI/ASME Standard B18.2.1. 2. Clearance holes and lead holes for lag screws shall be bored as follows: a) The clearance hole for the shank shall have the some diameter as the shank, and the some depth of penetration as the length of unthreaded shank, b) The lead hole for the threaded portion shall have a diameter as tabulated below and a length equal to at least the length of the threaded portion. Bolt Shank Diameter Lead Hole Diameter 1 ........................... 3 » I .......... I.... /6 16 .............. 14" 4 ".........................................4» 16........................................5/6" 1 ......................................... 3 " 18 /g......................................... /6 ".......................... 2„ �18"......................................... %" 1" ............ %" 3. The threaded portion of the lag screw shall be inserted in its lead hole by turning with a wrench, not by driving with a hammer. 4. Soap or other lubricant shall be used on the lag screws or in the lead holes to facilitate insertion and prevent damage to the lag screw 5. Minimum edge distances, end distances, and spacing for lag screws shall be the some as for bolts with a diameter equal to the shank diameter of the lag screw. WELDING 1. Workmanship and technique for welding of structural steel, inspection of welding, and qualification of welding operators shall conform to AISC "LFRD" Specification and AWS "Code for Arc and Gas Welding in Building Construction. " 2. Welding of reinforcing bars, where specified, shall conform to "Structural Welding Code - Reinforcing Steel," ANSI/AWS D1.4-98 of the American Welding Society. 3. Electrodes for various welding processes shall comply with AWS D1.1-00 and shall be as specified below: SMAW: E70XX low hydrogen SAW: F7XX-EXXX GMAW: ER70S-X FCAW. E7XT-X 4. Minimum fillet welds size (leg dimension) shall be as follows based or the thickness of the thicker part joined: To 4" inclusive: 4" Over 4" to 2": 3/6' Over %2" to 3/": 4" Over 4": ;�, 6" The weld size need not exceed the thickness of the thinner part joined. Single pass welds must be used. 5. Welded lap joints have a maximum fillet weld size of the thickness of the base metal when less than 4", and /6" less than the base metal when equal to and thicker than 4". AWS D1.1 Section 2.3.2.9. Where welds are specified but no size is given the above weld sizes shall be provided. 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Field welds permitted where indicated by the field weld supplementary weld symbol. SIMPSON/USP STRUCTURAL CONNECTORS 1. Installation requirements for anchors called out on these plans can be found in the SIMPSON Strong -Tie Catalog "Wood Construction Connectors" or USP "Full Line Catalog", latest edition. Connectors shall be installed according to the corresponding catalog instructions. 2. Metal connector plates shall be of galvanized sheet steel meeting the requirements of Grade A, or better, and shall have the following minimum mechanical properties: Yield Point: 33,000 psi Ultimate Strength: 52,000 psi Elongation in 2": 20% 3. For all single -ply truss to frame wall connections use USP RT16 (UL=1015#, F1=645#, F2=650#), or equal unless otherwise noted (U.O.N,) on plans. 4. For all two-ply truss to frame wall connections use USP LUGT2 (UL=1945#, F1=875#, F2=285#), or equal (U.O.N.) on plans. 5. For all single -ply truss to masonry wall connections use USP HTA20 (UL=1500#, F1=590#, F2=660#), or equal (U.O.N.) on plans. 6. For all multi -ply truss to masonry wall connections use (2) USP HTA20 (UL=3000#, F1=1180#, F2=1320#), or equal (U.O.N.) on plans. 7. Unless noted otherwise, truss -to -beam (beam designed by the E.O.R.) connection shall be USP HUS series hanger per USP Joist Size table. 8. Install all specified fasteners before loading the connection. 9. Unless otherwise noted, bolts and nails cannot be combined. 10, Unless otherwise noted, bending steel in the field may cause fractures at the bend line and is to be avoided. Fractured steel shall be replaced. 11. Unless otherwise noted, fill all fastener holes with fastener types specified in the appropriate tables. 12. Joists shall bear completely on the connector seat. The gap between the joist end and the header shall not exceed 118". 13. All wood post shall have a USP KCB series base and a KCC series cap. (U. 0. N.) 1. Cast -in -place anchor bolts shall conform to ASTM F1554, Grade 55. Post -installed adhesive anchor bolts (threaded rod) shall conform to ASTM A307. 2. Minimum embedment for anchor bolts is 7" unless otherwise noted. (R403.1.6) 3. Where anchor bolts are specified with an edge distance less than 4", C.I.P, or post -installed adhesive anchors shall be used. Post -installed mechanical anchors shall not be permitted within 4" of a free slab -edge or within 4" of a slab stepdown greater than 2". 4. Hardened washers conforming to ASTM F436, Type I shall be provided at all anchor bolt locations except where proprietary connectors have been specifically designed to eliminate the need for washers. 5. Where threaded rod is used in lieu of a headed or hooked bolt, two (2) nuts shall be provided at the embedded end. Nuts to be fully engauged and locked together. 6. Specified threaded projection of anchor bolts is measured from bottom of base plate unless grout is required or unless otherwise shown. CONSTRUCTION REQUIREMENTS EXTERIOR WINDOWS S DOORS 1. Exterior windows and glass doors shall be tested by on approved independent testing laboratory, and shall be labeled with on approved label identifying the manufacturer, performance characteristics and approved product certification agency, testing laboratory, evaluation entity or Miami -Dade Product Approval to indicate compliance with the requirements of one of the following specifications: ANSI/AAMA/NWWDA 101/I.S.2/NSFS or TAS 202 (HVHZ shall comply with TAS 202 utilizing ASTM E 1300 or Section 2404), FBC 1714.5.2.1. 2. All exterior windows and doors shall be anchored per published manufacturer's recommendations to achieve the design pressure specified. FBC 1714.5. 4.1 3. Where the wood shim or buck thickness is less than 1%", window and door assemblies shall be anchored through the main frame or by jam clip or subframe system, in accordance with the manufacturer's published installation instructions. Anchors shall be securely fastened directly into the masonry, concrete or other structural substrate material. 4. Where the wood buck thickness is 1%" or greater, the buck shall be securely fastened to transfer load to the masonry, concrete or other structural substrate and the buck shall extend beyond the interior face of the window or door frame. Window and door assemblies shall be anchored through the main frame or by jam clip or subframe system or through the flange to the secured wood buck in accordance with the manufacturer's published installation instructions. FBC 1714.5.4.2 5. Unless otherwise tested, bucks shall extend beyond the interior face of the window or door frame such that full support of the frame is provided. FBC 1714.5.4.2 6. Mullions shall be capable of resisting a load of one -and -one-half times the design pressure loads applied by the window and door assemblies to be supported without exceeding the appropriate material stress levels. FBC 1714.5. 5.4 7. Refer to construction drawings for complete window and door schedules including manufacturer and model numbers. 8. Refer to construction drawings for garage door installation details and data indicating compliance with the load requirements of FBC 1609. 7. Provide a masonry -frame connection for all frame bearing walls and exterior frame walls that abut a masonry bearing or exterior masonry wall. 8. Provide an HTC4 truss connection at 24"o.c. along the top of exterior non -bearing walls. MASONRY WALLS 1. Exterior walls shall not be less than a nominal thickness of 8 inches. FBC 2109.5.1. 2. A reinforced bond beam shall be placed around the perimeter at each floor and roof level on exterior walls. Bond beam depth shall not be less than a nominal 8 inches on walls less than 10 feet 4 inches high. Bond beam depth shall not be less than a nominal 16 inches on walls greater than 10 feet 4 inches. Horizontal reinforcing shall not be less than (1) #5 reinforcing bar located in each bond beam course. 3. At least (1) #5 vertical reinforcing bar shall be provided in a fully grouted cell at all corners, at girder bearing locations, at either side of a change in wall height, and at either side of wall openings 3' or wider. Reinforcement shall be properly tied to the bond beam and foundation with standard hooks or laps. 4. Masonry directly above chases, doors, windows, and recesses wider than 12 inches shall be supported on lintels. Minimum end bearing shall be 4 inches. FBC 2104.1.4, 2104.1.5, 5. Masonry shall not be supported on wood girders or other forms of wood construction except as permitted in FBC 2304.12. FBC 2104.1.6. 6. No welding of reinforcing bars is permitted except where the location and procedure is explicitly specified on the building plans. 7. Use Powers Steel 12' or Cast -Crete '8F8' minimum over all block openings greater than 12 inches wide. Design loads to be confirmed by lintel manufacturer. 8. When installing vertical or horizontal steel, contractor shall maintain clearance as shown utilizing spacers or other methods by contractor. 9. All shearwalls under 3'-0" to have (4) #5 bars vertical. Masonry shearwalls are minimum 8" thick, have (1)#5 bar vertical in each end cell and no openings greater than 12"x12" square. 10. All Powers Steel L2-16 lintels shall have (1) #5 bar top course minimum unless otherwise noted. 11. Sheorwalls shall not contain openings other than incidental utility penetrations having a maximum horizontal or vertical dimension of 5 inches. The total area of openings in any one segment of sheorwall shall not exceed 144 square inches. 12. Vent stacks to roof (VTRs) installed thru the masonry bond beam shall be max. 2" PVC & installed prior to grouting of the bond beam. 13. Waste pipe may penetrate opening in web and head of block with a maximum horizontal or vertical dimension of 5 inches. SUBFLOOR, WALL, 8 ROOF SHEATHING 1. Subfloor sheathing to be minimum 3Y4" plywood or OSB with 2x blocking or tongue -and -groove edges at unsupported joints perpendicular to floor framing. Nail subfloor with 8d common nails at 6" on center edges and blocked ends and 12" on center along intermediate supports. 2. Wall sheathing to be minimum 'f32" plywood or %6" OSB with 2x blocking at unsupported joints perpendicular to wall framing. Nail wall sheathing with 8d common nails at 4" on center edges and ends and 12" on center along intermediate supports. 3. Roof sheathing to be minimum %2" plywood or 16" OSB w/ 2x blocking at unsupported joints perpendicular to roof framing. Nail roof sheathing with 8d common nails at 4" on center edges and ends and 8" on center along intermediate supports. Ply -clips shall be installed on roof sheathing as per manufacturer's recommendations. 4. Connect each end of 2x blocking to floor, wall, or roof framing with minimum (2) 16d common nails. 5. In no case shall the spacing of floor, wall, or roof framing exceed the span rating of the sheathing as determined by the manufacturer. SLAB -ON -GRADE 1. The minimum thickness of concrete floor slabs supported directly on the ground shall be not less than 3%2". FBC 1910.1 2. Unreinforced or mildly reinforced slabs -on -grade do not transfer vertical or lateral loads from any part of the structure to the soil and are not subject to the provisions of ACI 318. ACI 318 1.1.6. 3. A vapor retarder consisting of 6 mil minimum polyethylene with joints lapped 6 inches and sealed shall be installed under slab. 4. Slabs shall contain synthetic fiber, welded wire fabric, or joint -cuts designed by the Engineer of Record. Synthetic fiber shall conform to ASTM C 1117 with dosage amounts in accordance with manufacturer's recommendations. Welded wire fabric conforming to ASTM A 185 shall be 6x6 W1.4 x W1.4 unless otherwise noted. Welded wire fabric shall be located in the upper half of the slab and supported with approved materials at spacings not to exceed 3 ft or in accordance with manufacturer's specifications. FBC 1910.1, 1910.2. STRUCTURAL SLABS 1. Mat foundations and structural slabs are designed as structural diaphragms and should not be sawcut. ACI 318-02 21.10.3.4 and commentary, ACI 318-02 R21.10.3.4. 2. Shrinkage and temperature reinforcement shall be placed perpendicular to the primary flexural reinforcement. Maximum spacing of shrinkage and temperature reinforcement shall be 18". Slab Thickness [in] Grade 40 Grade 60 4 #3 @ 13"o. c. #3 @ 15 "a. c. 5 #3 @ 11 "a. c. #3 @ 12 "a. c. 6 #3 @ 9 "a. c. #3 @ 10 "o. c. CLAY 8 CONCRETE TILE ROOF COVERING 1. Clay and concrete tile roof coverings shall be connected to the roof deck in accordance with FBC 1507.3 & 1609.5. 2. Roof deck to be covered with minimum 30# felt. GYPSUM BOARD AND PLASTER GARAGE DOORS 1. Gypsum wallboard installation shall conform to FBC 2501-2513, 1. Garage doors into a habitable space shall be solid core wood or steel 2. Use screws maximum 7" on center interior for drywall in endzone doors per latest edition of Florida Building Code. minumim 8'. Use 5d cooler nails at 7" on center edges and ends. CONVENTIONAL FRAMING 1. The number and size of nails or staples connecting wood members shall not be less than those specified in FBC Table 2304.9.1. 2. All blocking shall be toe -nailed with (4)-8d nails. 3. Unless noted otherwise, joist -to -beam and rafter -to -ridge connection shall be USP JUS series hanger per USP Joist Size table. LOAD BEARING FRAME WALLS 1, 12' high shall be constructed from minimum 2x6 lumber. Frame walls over 8' high shall have 2x blocking at mid -height and at sheathing joints. 2. Frame walls shall be double 2x top plate of Southern Yellow Pine. 3. Frame bearing walls and shearwalls 10 feet in height or less may be constructed of stud grade Spruce -Pine -Fir or Douglas -Fir except for the double top plate. 4. All exterior frame walls shall be balloon framed between points of lateral support such as floor, ceiling, and roof diaphragms. 5. Unless otherwise indicated, all openings in load bearing walls shall have a header constructed of minimum (2)2xl2s & %2" plywood flitch plate nail laminated w/ 16d common nails. 6. Contractor shall use Table 305C, SBCCI SSTD 10-99 (Standard for Hurricane Resistent Residential Construction) to determine the number of studs at either end of frame openings. LIGHTWEIGHT INSULATING CONCRETE ROOF DECK 1. Material and installation shall conform to FBC 1917. PASSIVE RADON -RESISTANT CONSTRUCTION REQUIREMENTS 1. In jurisdictions where Appendix B, C & E of the FBC have been adopted by local ordinance, the following shall apply to slab -on -grade construction. 2. Sub -slab and soil cover membranes shall be lapped 12 inches and shall extend beyond the outside face of the slab edge. 3. The minimum specified concrete compressive strength (f'c) shall be 3000 psi at 28 days with a design slump not to exceed 4 inches. 4. All contraction joints and all cracks greater than V32 inch shall be cleaned and sealed against soil -gas entry using a sealant conforming with ASTM C 920-02 and ASTM C 1193-00. 5. Concrete slabs shall be continuously cured for at least 7 days using moist curing methods or curing compound conforming with ASTM C 309. 6. Re-entrant corners shall have two, 36" long, No.4 reinforcing bars placed diagonally to the corner, 12 inches apart, with the first bar placed 2 inches from the corner, and located in the upper third of the slab. 7. Walls surrounding conditioned slab -below -grade space shall be constructed from solid poured concrete at least 8 inches thick. CORROSIVE ENVIRONMENT SELECTION CONNECTOR FINISH CHROMATED ALKALINE COPPER AMMONIACAL OTHER CONNECTOR UNTREATED COPPER DOT SODIUM COPPER QUAT AZOLE OTHER COPPER PRESSURE - PRODUCT WOOD ARSENATE BORATE ACQ-C & ACQ-D (CBA-A BORATE ZINC TREATED FINISH (CCA-C) (SBX) (CARBONATE) & CA-B) (NON -DOT) ARSENATE WOODS (ACZA) G-90 OR (1.0 OZ/FT2) X X X Z MAX OR X X X X X X TZ POST HOT DIP GALVANIZED (HDG) X X X X X X STAINLESS X X X X X X X X STEEL NOTES: I. STAINLESS STEEL CONNECTORS AND FASTENERS MUST BE USED IF PRESSURE TREATED WOOD IS NOT INDICATED BY NAME. 2. CONNECTORS AND THEIR FASTENERS MUST BE OF LIKE MATERIALS. 3. THE ABOVE CHART SHALL BE CONSULTED IF METAL CONNECTORS, ANCHORS, AND OR FASTENERS ARE EXPOSED TO CORROSIVE ENVIRONMENTS. CORROSIVE ENVIRONMENTS INCLUDE OCEAN SALT AIR, FIRE -RETARDANTS, FUMES, FERTILIZERS, PRESSURE -TREATED WOOD, AND DISSIMILAR METALS. 4. SEE SIMPSON STRONG -TIE CATALOG 'WOOD CONSTRUCTION CONNECTORS' OR USP 'FULL LINE CATALOG' LATEST EDITION FOR ALL ADDITIONAL SPECIFICATIONS. WIND SPEED CONVERSIONS VULT 120 130 140 150 160 170 VASD 93 101 108 116 124 132 COMPONENTS 8x CLADDING PRESSURES [PSF] (EXPOSURE B, ENCLOSED) EFFFECTIVE WIND SPEED [MPH] WIND AREA 120 130 140 150 ZONE [SF] 10 = F-23.7 1 -30.3 1 27.8 1 -35.6 1 32.3 1 -41.2 1 37.0 120 � 25.0 -29.0 27.0 -34.0 31.4 -39.4 36.0 ROOF 50 22.2 -27.2 26.0 -32.0 30.2 -37.1 34.6 100 21.5 -25.9 25.2 -30.4 29.3 -35.3 33.6 -40.5 10 25.9 -28.1 1 30.4 1 -33.0 1 35.3 1 -38.2 1 40.5 1 -43.9 20 1 24.7 -26.9 29.0 -31.6 33.7 -36.7 58.7 WALL 50 23.2 -25.4 27.2 -29.8 31.6 -34.6 56.2 -39.7 100 22.0 -24.2 25.9 -28.4 30.0 -33.0 34.4 NOTES I. EFFECTIVE WIND AREA PER ASCE 7-10, P 243 2. FOR WIND SPEEDS OR EFFECTIVE WIND AREAS NOT LISTED, USE PRESSURE ASSOCIATED WITH THE HIGHER WIND SPEED OR THE LOWER EFFECTIVE WIND AREA, RESPECTIVELY. INTERPOLATION IS PERMITTED. 3. LISTED LOADS ARE WORST CASE FOR EDGE STRIP OR INTERIOR ZONES, ROOF ANGLES BETWEEN 00 & 450 INCLUSIVE, AND ROOFS WITH OR WITHOUT OVERHANGS. 4. COMPONENTS & CLADDING MUST BE DESIGNED TO RESIST LISTED POSITIVE PRESSURE ACTING TOWARD THE BUILDING SURFACE AND LISTED NEGATIVE PRESSURE ACTING AWAY FROM BUILDING SURFACE. 5. LISTED LOADS APPLY TO ENCLOSED PORTIONS OF THE BUILDING. 6. LISTED LOADS ARE BASED ON ASCE 7-10, FIGURE 50.5-1, P 346 7. COMPONENTS & CLADDING NOT DESIGNED BY THE E.O.R. INCLUDE SHINGLES, TILES, WINDOWS, DOORS, GARAGE DOORS, SCREENS, VINYL SIDING, AND MULLIONS UNLESS OTHERWISE INDICATED. 8. LISTED LOADS ARE APPLICABLE TO BUILDINGS WITH A MEAN ROOF HEIGHT OF 30' OR LESS. 9. BASIC WIND SPEEDS ARE 3-SECOND GUST VALUES BASED ON FBC FIGURE 1609. 10. MULLIONS SHALL BE CAPABLE OF RESISTING A LOAD OF 1.5 TIMES THE DESIGN PRESSURE LOADS APPLIED BY THE WINDOW AND DOOR ASSEMBLIES TO BE SUPPORTED AS PER FBC 1714.5.5.4. DESIGN CRITERIA (SINGLE FAMILY RESIDENTIAL) I. BASIC WIND SPEED (3 SECOND GUST): 140 MPH 2. BUILDING CATEGORY (TABLE 1604.5): II 3. IMPORTANCE FACTOR 0w): 1.0 4. EXPOSURE CATEGORY: 5. ENCLOSURE CLASSIFICATION: ENCLOSED 6. WIND BORNE DEBRIS REGION? NO 7. INTERNAL PRESSURE COEFFICIENT: 0.18% 8. EDGE STRIP WIDTH: SEE NOTE 1 9. DESIGN WIND PRESSURE FOR COMPONENTS AND CLADDING MATERIALS NOT SPECIFICALLY DESIGNED BY THE ENGINEER OF RECORD (E.O.R.): <SEE COMPONENT & CLADDING PRESSURES TABLE> 10. LIVE LOADS UNIFORM ROOF (LESS THAN 4:12) 20 PSF ROOF (4:12 TO LESS THAN 12:12): 16 PSF ROOF (12:12 OR GREATER): 12 PSF SLEEPING ROOMS & ATTICS W/ STORAGE: 30 PSF ATTICS W/O STORAGE: 10 PSF ALL OTHER ROOMS: 40 PSF GARAGE: 50 PSF EXTERIOR BALCONY & DECK: 60 PSF INTERIOR WALLS (LATERAL SERVICEABILITY) 5 PSF HANDRAILS & GUARDRAILS: 50 PSF BALUSTERS, INTERMEDIATE RAILS, PANEL FILLERS: - STAIR TREADS: 100 PSF II.. SEISMIC LOAD (Av, AA): 0.05G 12. SNOW LOAD: 0 PSF 13. DEAD LOADS: SEE NOTE 3 [Kil►[�►r�:7e� .1 2000 LB 200 LB 50 LB 300 LB TABLE 1806.2 PRESUMPTIVE LOAD -BEARINGS VALUES TABLE 1912.2 (FBC 2004) ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS (POUNDS BOLT DIAMETER (INCHES) MINIMUM EMBEDMENT (INCHES) EDGE DISTANCE (INCHES) SPACING (INCHES) MINIMUM CONCRETE STRENGTH (PSI) FC = 5,000 F' C = 4,000 TENSION SHEAR TENSION SHEAR 1/4 21/2 11/2 3 200 500 200 500 3/8 3 21/4 41/2 500 I'100 500 1,100 1/2 4 3 6 950 1,250 950 1,250 1/2 4 5 5 1,500 1,650 1,550 1,750 5/8 4 1/2 3 3/4 7 1/2 1,500 2,750 1,500 2,750 5/8 41/2 61/4 71/2 2,200 3,000 2,400 3,050 3/4 5 41/2 9 2,250 3,560 2,250 3,560 3/4 5 71/2 9 2,950 4,500 3,200 4,400 7/8 6 51/4 101/2 2,550 4,050 2,550 4,050 1 7 6 12 3,250 4,500 3,650 5,500 1 1/8 8 6 3/4 13 1/2 3,400 4,750 3,400 4,750 1 1/4 9 71/2 15 4,000 5,800 4,000 5,800 1912.3 REQUIRED EDGE DISTANCE AND SPACING. THE ALLOWABLE SERVICE LOADS IN TENSION AND SHEAR SPECIFIED IN TABLE 1912.2 ARE FOR THE EDGE DISTANCE AND SPACING SPECIFIED. THE EDGE DISTANCE AND SPACING ARE PERMITTED TO BE REDUCED TO 50 PERCENT OF THE VALUES SPECIFIED WITH AN EQUAL REDUCTION IN ALLOWABLE SERVICE LOAD. WHERE EDGE DISTANCE AND SPACING ARE REDUCED LESS THAN 50 PERCENT, THE ALLOWABLE SERVICE LOAD SHALL BE DETERMINED BY LINEAR INTERPOLATION. CLASS OF MATERIALS VERTICAL LATERAL COEFFICIENT OF COHESION FOUNDATION BEARING FRICTION (PSF) PRESSURE PRESSURE (PSF)/BELOW NATURAL GRADE) CRYSTALLINE BEDROCK 12,000 1,200 0.70 ------ SEDIMENTARY AND FOLIATED ROCK 4,000 400 0.35 ----- SANDY GRAVEL, AND OR GRAVEL (GW AND DP) 3,000 200 0.35 ----- SAND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL, CLAYEY GRAVEL. 2,000 150 0.25 ----- (SW,SP,SM,SC,GM,GC) CLAY, SANDY CLAY, SILTY CLAY, CLAYEY SILT, SILT AND SAND 1,500 100 ----- 30 SILT.(CL,ML,MH,CH) I. THE DESIIGN LOAD BEARING VALUES OF THE SOILS HAVE BEEN TAKEN INTO ACCOUNT FOR THEDESIGN OF HE STRUCTURE . THE VALUES ARE SHOWN IN TABLE 1806.2 2. COMPACTION TEST MUST BE ON SITE FOR THE FOOTER/SLAB INSPECTION (IF ANY FILL 12" OR MORE IS PUT ON THE PROPERTY UNDER THE SLAB) BEFORE AN INSPECTION CAN BE APPROVED 3. SOIL BEARING VALUE IS 2,000 P.S.F. UNLESS NOTED OTHERWISE. ASTM A615 STEEL REINFORCEMENT BAR CROSS - SECTIONAL LAP SPLICE LENGTH (IN) MINIMUM BEND DIAMETER STANDARD HOOK MINIMUM FREE END EXTENSION (IN) BAR DIAMETER WEIGHT AREA BAR (IN) STIRRUPS & TIES (IN) BARS STIRRUPS & TIES SIZE (IN) (LB/FT) (IN2) GRADE 40 OR 50 GRADE 60 900 BEND 1800 BEND 900 BEND 1350 BEND 0.375 0.376 0.11 15 18 21/ I I/2 1/2 21/2 21/4 43 4 0.5 0.668 0.2 20 24 3 2 6 21/2 3 3 5 0.625 1.045 0.31 25 30 3 3/4 2 1/2 7 1/2 2 1/2 3 3/4 3 5/4 6 0.75 1.502 0.44 30 36 41/2 41/2 9 3 9 41/2 7 0.875 2.044 0.6 35 42 51/4 51/4 101/2 31/2 101/2 51/4 8 1 2.67 0.79 40 48 6 6 12 4 12 6 9 1.128 3.4 1 46 55 9.0 9.0 13.5 4.5 - - 10 1.27 4.3 1.27 51 61 10.2 10.2 15.2 5.1 - - II 1.41 5.31 1.56 57 68 11.3 11.3 16.9 5.6 - - 14 1.693 7.65 2.25 68 82 16.9 16.9 20.3 6.8 - - 18 2.257 13.6 4 91 109 22.6 22.6 27.1 9.0 - - NOTES: I. EDGE STRIP IS 10% OF LEAST HORIZONTAL BUILDING DIMENSION OR 40% OF MEAN ROOF HEIGHT WHICHEVER IS LESS, BUT NOT LESS THAN EITHER 4% OF LEAST HORIZONTAL BUILDING DIMENSION OR 3'. END ZONES SHALL BE TWICE THE WIDTH OF THE EDGE STRIP. 2. GARAGE CONCENTRATED LOAD ACTS ON AN AREA OF 20 IN.2 3. STAIR TREAD CONCENTRATED LOAD ACTS ON AN AREA OF 4 IN.2 4. BALUSTER LOAD ACTS HORIZONTALLY ON AN AREA NOT TO EXCEED I FT.2 HANDRAIL LOADS ARE APPLIED AT THE TOP OF THE HANDRAIL IN ANY DIRECTION. HANDRAIL AND BALUSTER LOADS NEED NOT BE SUPERIMPOSED ON EACH OTHER. 5. DEAD LOADS USED ARE ACTUAL WEIGHTS OF MATERIALS AND CONSTRUCTIONS BASED ON FBC APPENDIX A. 6. INTERNAL PRESSURE COEFFICIENTS SHALL BE 0.00 FOR OPEN, ±0.55 FOR PARTIALLY ENCLOSED, & ±0.18 FOR ENCLOSED BUILDINGS. 7. WIND BORNE DEBRIS REGIONS ARE AREAS WITHIN I MILE OF THE COAST WHERE WIND SPEEDS ARE 150 MPH & ALL AREAS WHERE WIND SPEEDS ARE 140+ PER ASCE 7-10, FIGURE 6-I. PROJECT NOTES: I. THE CONTRACTOR MAY SUBSTITUTE AN ANCHOR CONTAINED IN THESE PLANS. THE ANCHOR MUST MEET OR EXCEED:THE UPLIFT, FI, F2, & DEAD LOAD AS SPECIFIED IN THE MANUFACTURER'S CATALOG. FLORIDA PRODUCT APPROVAL IS REQUIRED. 2. CONVENTIONAL FRAMING SHALL BE A MIN. OF 2X8 #2 SPF W/ JUS28 ANCHORS AT RIDGE. RIDGE MATERIAL SHALL BE (2) 2X10 #2 SYP. W/(I) MSTA21 STRAP @ TOP. UNLESS OTHERWISE NOTED. 3. NAILING SCHEDULE SUB-FLOOR/WALL/ROOF NAILING SCHEDULE: REG. 8D NAILS AT 4" O.C. ON EDGES & ENDS. REG. 8D NAILS AT 8" O.C. ON INTERIOR. CEILING NAILING SCHEDULE: FOR DRYWALL IN ENDZONES: MINIMUM 8' USE SCREWS A MAXIMUM OF 7" O.C. DRYWALL IN INTERIOR: 5D COOLER NAILS @ 7" O.C. AT EDGES AND 8D NAILS AT 8" O.C. ON INTERIOR ENDS. 4. ALL BEAMS BY BUILDERS SHALL BE A MIN. OF 2- 2 X 12 UNLESS OTHERWISE NOTED. SEE SHEET SI FOR ANCHOR CONNECTIONS. 5. WINDOWS AND DOORS SHALL BE INSTALLED AS PER MANUF. SPECIFICATIONS. 6. SOFFITS MATERIAL AND INSTALLATION SHALL MEET OR EXCEED FLORIDA PRODUCT APPROVAL REQUIREMENTS. 7. FOR GARAGE OPENINGS PER FBC-BUILDING TABLE 1609.6E (120 M.P.H., EXPOSURE B) >50 FT2: USE -25.8 AND +22.8 (TYPICAL 9' x 7' DOOR) >100 FT2: USE -24.5 AND +21.8 (TYPICAL 16' x 7' DOOR) ALL OTHER OPENINGS USE WORST CASE CONDITION: USE -34.7 & +25.9 w W_ w �L CN w o Z Q � o N 0 o QJ = z 0 0 cz w N C:zU o a n � 27 = (D V U Q0 zo o C) O p O a < o L a O < zo U O - L o o () V O O z o H- Q c� Q Li Q w m z 0 11 Q c� O -I U LL D 0 C W wo �o C> CDOf w< z z o � < wEl- u, 0"-'Ln z J O � < o J w L� X z = 5;Q - Y = z _Y o - o N O < _ L F _ W Q = o < m o M - v � w N Ln -N o J 0 oV) < m o (D z o 0 0 � w �co o V � Nz of zw w= o� < 0 �z `o z_ az o� o < w w Q < w o� F- w W = wo �z Vr �r �w o= w < U o z w au � w o zz v < z w � U <z < ow = V Wz w o z� z� UD w C, W� �o O z� W� V W Qo1D U c � LU z < <m Co o(D w aw n J� v, w V -)) I > W W 1� I T Q �Q � <o z �m U a z ID cl-I �w < J c/� z < �o =o < � J U � W J w < J -mow o N zoo . a z Z J � owo moo O U Q IL FILE NAME: BREAKFAST STATION DRAWN BY: NWN JJB No.: 1L,.999.29 DATE: 0L109/14 SCALE: N.T.S. SHEET: S2 L IAM QC3.`` \ G E Iv Is, _ v _2CP _ o _ =z- �it- ATE OF �* INA lilt nMASONRY WALL CUT OUT � NTS ° 1) #5 BARS VERTICAL 'EINF. IN GROUTED CELL —EXISTING WALL e . CONC. FILLED CELLS (TYP.) W/ #5 REBAR DRILLED INTO EXISTING FOUNDATION 4" MIN. FASTENED W/ SET EPDXY a 1 a` 4< n a • I" a d ^ SEE FOUNDATION PLAN AND DETAILS FOR ALL SPECIFICATIONS I� w S Ln O W K E c] W N 00 S z z O 0 6 E C Q N C I�7 C w p O N = Z In +. U C r a cz a z Q) U a N p pCD n z J Q o z z O O n Q 0 Q Z o U O Q ❑_ ZCD _v 3 3 x L N O ~ CD O u c -p c 0� L p o o 'm C c w V) n Z D U U � C L E p c� w o w w o � o u_ CD w a z z J co w r N u � �z J cD Q wElf LJi N X W S Q z Y = z _ � o > w O m CD ^ ~ p N a L Z J m O o Q Ln w ow �� o Q ,� a z N N vS w N Ln ~ � J o O a m ( N = o O = 0 w cD cc d Of V 2 W U- W v` v7 ,5 W � U G J Z W <1 _a 0 z 1 q Z w w 0 ~ o a w w Q a J W s W W Z O � F- w w = cn � w O Q-) o __j m cf) uLJ o o w cn a N n F LF NAME: BREAKFAST STATION D�=N BY NWN JTB No.: 1u.999.29 DaTE: 04/09/14 SCALE: AS NOTED SHEET: S3