The URL can be used to link to this page

Home My WebLink AboutSUBMITTED PAPPERS 2ST. LUCIE COUNTY S DEPARTMENT OF COMMUNITY DEVELOPMENT 2300 VIRGINIA AVENUE FT. PIERCE, FL 34982-5652 561-462-1553 DESIGN CERTIFICATION FOR WIND LOAD COMPLIANCE This Certification is to be completed by the project design architect or engineer. This Certification must be submitted with all applications for building permit involving the construction of new residence (single or multi-fam8y), residential addition, any accessory structure requiring a building permit, and any nonresidential structure. This Certification shall not apply to interior renovations (provided that no structural walls, columns or other similar component is being effected) and certain other minor building permits. For further assistance, please contact the Building Inspection Office at 462-1553 or462-2172. CERTIFICATION STATEMENT: CERTIFY THAT, TO THE BEST OF MY KNOWLEDGE AND BELIEF, THESE PLANS AND SPECIFICATIONS HAVE BEEN DESIGNED TO COMPLY WITH THE APPLICABLE STRUCTURAL PORTION OF THE BUILDING CODES CURRENTLY ADOPTED AND ENFORCED BY ST. LUCIE COUNTY. I ALSO CERTIFY THAT STRUCTURAL ELEMENTS DEPICTED ON THESE PLANS PROVIDE ADEQUATE RESISTANCE TO THE WIND LOADS AND FORCES SPECIFIED BY CURRENT CODE PROVISIONS. DESIGN PARAMETERS AND ASSUMPTIONS USED, (please check or complete the apm yrite box) 1. STANDARD BUILDING CODE 1997 EDITION X 2. BUILDING DESIGN IS (CHECK ONE) ENCLOSED,._ 3. BUILDING HEIGHT: 3 Z. FT 4 ASCE 7-95 _ OTHER (SPECIFY) PARTIALLY ENCLOSED _ OPEN BUILDING _ WIND SPEED USED IN BUILDING DESIGN: I I ) MPH S. WIND EXPOSURE CLASSIFICATION (REFER TO EXPOSURE TABLES IN BUILDING CODE IDENTIFIED IN LINE 0.1): ,sgnga�Lylzes.' 6. AVERAGE WIND VELOCITY PRESSURE ON EXTERIOR FACES OF STRUCTURE: Z 8 PSF 7. PEAK WIND VELOCITY PRESSURE ON EXTERIOR FACES OF STRUCTURE: PSF B. IMPORTANCEIUSE FACTOR (OBTAIN FROM BUILDING CODE): 1•Q 9. LOADS: FLOOR 4_ i'SF ROOF/DFAD: ZO PSF ROOFILIVE: 16 PSF 10. WERE SHEAR WALLS CONSIDERED FOR STRUCTURE (CHECK ONE) YES explaination) NO_ If NO, why? (attach 11. IS A CONTINUOUS LOAD PATH PROVIDED (CHECK ONE) YES((��! NO _ If NO, why? (attach explaination) 12. ARE COMPONENT AND CLADDING DETAILS PROVIDED (CHECK ONE) YES explaination) NO_ If NO, why? (attach 13. MINIMUM SOIL BEARING PRESSURE: Z SCYJ PSF AS WITNESSED BY EREBY CERTIFY THAT THE INFORMATION INCLUDED WITH THIS CERTIFICATION IS TRUE AND CO THE BEST OF MY KNOWLEDGE AND BELIEF. ' NAME: / CERTIFICATION NO: `? % (DL41 DESIGN FIRM:�g�A.IL�nIL�+1 P.E_ DATE: [SEAL HERE] SLCCDV FORM NO: 020-M cA��uv o 12c-s ' GENERAL NOTES RAYD. RE/NNARD, P.E. ' 1. The design and construction of the structure and/or structural components depicted on this plan are fully under the jurisdiction of the 1997 Standard Building Code. 2.. All specified (anchor bolts or other) shall be structural quality - STM 307 or better. AU Eeua E7H8® A amiW W' IrQp Jutrl>r CmCYTPS, y ° I r CM Mg3ercrr Qrj12) , 3. Prior to construction, engineer shall review approved truss drawings with uplift loads for compatibility with these details and specificabons. 4. Trusses depicted are schematic only. Refer to manufactures recommendations for proper design, ' drawings, lumber grade, bracing, installation, eta - Truss plan is to be certified by a professional engineer with a note stating that the trusses are designed for the specified wind loading. Individually certified truss • shop drawings are to be provided listing the uplift reactions for each lass. 5. All specified pre -fabricated fastening devices shall be installed in accordance with the manufacturers recommendations, use nailing for maximum load development 8. DESIGNLOADS Loads used for the design of structural components: Roof Loada ' Dead Loads PSF Live Load 18 PSF Floor Loads Dead Load 15 PSF Live Load 40 PSF Conc. Structures - Dead Load 150 PCF Wind Load 110 MPH _PSF Basic with applicable shape factors) Allow. Sol] Pressure 2500 PSF (98 % mmpacdon density required) 7. CONCRETE - Cast in place concrete shall achieve a 28 day compressive strength as follows: Beams/Girders 3500 PSI - 5" Slump Foundation 3000 PSI - 3" to 5" Slump Grout (cells) 2000 PSI - 8" toll" Slump - Cast in place concrete shall be designed, mixed, placed and cured in accordance with ACI standards. 8. REINFORCEMENT - Concrete reinforcing bars shall be deformed new billet steel conforming to ASTM A-615, Grade 60. - All splices shall be lap splices. Splices shall be a minimum of 40 bar diameters, using lager bar diameters when splicing different size bars. , Reinforcement may be bent in shop or field provided that Diameter of bend shall be greater than 8 bar diameters. Reinforcement partially embedded in concrete shall not be bent - Secure reinforcement from displacement during concrete placement utilizing chairs and bolsters. - Welded wire mesh shall conform to ASTM A-185. Provide chairs and bolsters to insure that the mesh Is embedded 1" from tap of slab. - Minimum concrete cover shall be: Foofings 3" Beams, Slabs, S Walls 1 - %" up to No. 5 Bar 2" No. 8 Bar and Greater Grouted Masonry Walls 2' - Standard 90- Hook is reinforcing bar terminating with a 900 bend and an extension from bend at least 12 bar diameters. This shall be used at all vertical reinforcement terminations into tie beams and foundations. 9. GROUTED MASONRY CONSTRUCTION - All concrete masonry units shall comply with ASTM C-90 with type M or S mortar complying to ASTM A-270. - Min, net area compressive strength or CMU units shall be 1900 PSI. - All grout used in CMU cells shall have a maximum course aggregate of 3/8", shall be Placed with a slump of 8" to 11". and shall have a min. compressive strength of 2000 PSI at 28 days, and shall be in ' accordance with ASTM C476. - All exterior CMU walls shall be grouted and reinforced with 1 reinforcing bar with bar size and spacing as shown on typical section or plan. Provide V clear distance between any Inside cell wall and reinforcement bar. Ensure that cells that are to be grouted line up properly and have a min. Clear area of 10 sq. in. and a min. 1 dear distance of 3". Reinforcing bar lap splices shall be a minimum of 48 bar diameters. - Provide clean -out openings at all filled cell locations at bottom course. - Spaces to be grouted shall be free of mortar droppings, debris, loose aggregates, or other deleterious materials. Provide 9 Ga. ladder type horizontal joint reinforcing at 16" O.C. in all walls for structures located in a 110 M.P.H. or greater wind load zone. 10. GENERAL - Metal hardware All metal hardware exposed directly to the weather shall be hot dipped galvanized coated with a min. of 1.8 oz per sq. it of steel meeting the requirements of ASTM A-90 triple spot test - All metal accessories for use in exterior wall construction but not directly exposed I.'weather shag be galvanized in accordance with ASTM A-163, class B-2. , Sizes given for nails are common wire nails. if. WOOD FRAMING - All load bearing studs (Interiorlexterio) shall has minimum of Group 21- Grade 2 or better. Studs shall be spaced at a maximum of 16' O.C. with a double top plate and a single pressure treated bottom plate. Studs supporting girders shall be a minimum of a (3) stud column. - Wags higher than 6'-2' require (1) cow of bridging at mid -span - fly or taller wags require (2) rows at 113 and 2!3 span points. - All exterior wall and roof sheeting stall be a minimum of Group II plywood with the thickness and nailing requirements Per typical section notes.. Pneumatic nailing devices shall be calibrated to avoid counter sinking nails Into exterior wag and roof sheeting. - Where fasteners are not specified - Fasteners shall be provided in accordance with the applicable Lades in the anent building code. - Header beams are to be Provided in accordance with the applicable tables in the anent building code. Two studs and hold-down anchor am required at all exterior wall openings and endings. Hold-down to be specified per floor plan anchor layout - Anchor bolts that will be drilled into ==is must be secured with SIMPSON EPDXY TIE ADHESIVE, expansion anchors will not be acceptable. 12. WINDOW 3 DOOR COMPONENTS Window and floor certifications are to be furnished by the contractor. All components are to be installed in accordance with the manufacturers fastening requirements as shown on the approved product certifications. Custom fabricated butt joint (mitered) glazing is to be certified by an engineer registered in the state of Florida.. - Garage doors are to be installed on a minimum of a 2x6 wood buck with fasteners as shown on the garage door buck detail drawing. - Where 3/4' P.T. buck strips amused for window installations, the bucks must be fastened with a 2- T- NAIL @ 8' O.C. (min.). - Where 2x P.T. bucks amused for window or door installations, the bucks must be fastened with a 1/4' % 342rr =V TAPCON ® 12' O.C. staggered (min.). 13. RECOMMENDATIONS - The engineer assumes no responsibility for structural damage due to failure of windowe or door or glass breakage. N is recommended that a storm panel system or Impact resistant glazing system be Installed to reduce the chance of major damage due to flying debris. The engineer assumes no responsibility for settling cracks which may develop In a monolithic concrete slab system. The use of a FIBERMESH type concrete additive will greatly reduce the risk of slab cracks due to settlement and temperature changes. The me of diagonal steel at Interior comers of concrete slabs is recommended but not required.