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Home My WebLink About5927 GEIGER CT; ; AS140157; PermitCity Of Carlsbad Sprinkler Permit Permit No: AS140157 Job Address: 5927 GEIGER CT Permit Type: SPRINK Parcel No: 2120701700 Lot #: 0 Status: ISSUED Applied 6/27/2014 Approved: 7/1/2014 Reference No.: Issued: 7/1/2014 PC #: Inspector: Project Title: MEANS ENGINEERING TI OF AN EXISTING FIRE SPRINKLER SYSTEM AT EXISTING BLDG. ADD FIRE SPRINKLER PROTECTION AT NEW DROPPED CEILINGS. Applicant: SYMONS FIRE PROTECTION SUITE R 1050 PIONEER WAY EL CAJONI CA 619-588-6364 Owner: MEANS FAMILY TRUST 08-08-12 C/O MEANS ENGINEERING CO 6155 CORTEDEL CEDRO CARLSBAD CA Fees ($) Add'I Fees ($) Total ($) Balance ($) 334 0 334 0 Parsley ConuliLing Plan Review Comments for Means Engineering Tenant Improvement page 2 of 2 Field verify that any armover with a total horizontal length of 24" or longer is provided with a hanger, per NFPA-13, 2013, section 9.2.3.5.1. Verify that the pressure at the base of the riser does not exceed 100 psi, or verify that the maximum length of unsupported armover supplying a sprinkler below the ceiling does not exceed 12" per NFPA-13, 2013, section 9.2.3.5.2, and that such a hanger resists upward movement of the piping, per section 9.2.3.5.2.2 In the event that the t-bar ceilings are not rigidly braced per ASME E580, the sprinklers to be installed in the suspended panels will require either a 2" clearance around the penetration through the panel, or the use of a flexible drop fitting, per ASCE7-10, section 13.5.6.2.1 through 15.6.3, which is attached. However, gypsum board ceilings are assumed to be rigidly braced. All the above conditions can be field verified. As the portions of the system revision cannot be isolated from the existing, the system should not be subjected to a hydrostatic test at greater than normal system pressure. See NFPA 13, section 25.2.1.6. File: i:\Plan Reviews\Rev2 14254.1 .Docx CHAPTER 13 SEISMIC DESIGN REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS 13.5 ARCHITECTURAL COMPONENTS 13.5.1 General Architectural components, and their supports and attachments, shall satisfy the requirements of this section. Appropriate coefficients shall be selected from Table 13.5-1. EXCEPTION: Components supported by chains or otherwise suspended from the structure are not required to satisfy the seismic force and relative displacement requirements provided they meet all of the following criteria: The design load for such items shall be equal to 1.4 times the operating weight acting down with a simultaneous horizontal load equal to 1.4 times the operating weight. The horizontal load shall be applied in the direction that results in the most critical loading for design. Seismic interaction effects shall be considered in accordance with Section 13.2.3. The connection to the structure shall allow 'a 3600 range of motion in the horizontal plane. 13.5.2 Forces and Displacements All architectural components, and their supports and attachments, shall be designed for the seismic forces defined in Section 13.3.1. Architectural components that could pose a life-safety hazard shall be designed to accommodate the seismic relative displacement requirements of Section 13.3.2. Architectural components shall be designed considering vertical deflection due to joint rotation of cantilever structural members. 13.5.3 Exterior Nonstructural Wall Elements and Connections Exterior nonstructural wall panels or elements that are attached to or enclose the structure shall be designed to accommodate the seismic relative dis- placements defined in Section 13.3.2 and movements due to temperature changes. Such elements shall be supported by means of positive and direct structural supports or by mechanical connections and fasteners in accordance with the following requirements: Connections and panel joints shall allow for the story drift caused by relative seismic displacements (Dr) determined in Section 13.3.2, or 0.5 in. (13 mm), whichever, is greatest. Connections to permit movement in the plane of the panel for story drift shall be sliding connections using slotted or oversize holes, connections that permit movement by bending of steel, or other connections that provide equivalent sliding or ductile capacity. The connecting member itself shall have sufficient ductility and rotation capacity to preclude fracture of the concrete or brittle failures at or near welds. All fasteners in the connecting system such as bolts, inserts, welds, and dowels and the body of the connectors shall be designed for the force (Fr) determined by Section 13.3.1 with values of R and a, taken from Table 13.5-1. applied at the center of mass of the panel. Where anchorage is achieved using flat straps embedded in concrete or masonry, such straps shall be attached to or hooked around reinforcing steel or otherwise terminated so as to effectively transfer forces to the reinforcing steel or to assure that pullout of anchorage is not the initial failure mechanism. 13.5.4 Glass Glass in glazed curtain walls and storefronts shall be designed and installed in accordance with Section 13.5.9. 13.5.5 Out-of-Plane Bending Transverse or out-of-plane bending or deforma- tion of a component or system that is subjected to forces as determined in Section 13.5.2 shall not exceed the deflection capability of the component or system. 13.5.6 Suspended Ceilings Suspended ccihiIgs shall be in accordance,with this section. EXCEPTIONS: I. Suspended ceilings with areas less than or equal to 144 ft' (13.4 m2) that are surrounded by walls or soffits that are laterally braced to the structure above are exempt from the requirements of this section. 2. Suspended ceilings constructed of screw- or nail-attached gypsum board on one level that are surrounded by and connected to walls or soffits that are laterally braced to the structure above are exempt from the requirements of this section. 13.5.6.1 Seismic Forces The weight of the ceiling, W,,, shall include the ceiling grid; ceiling tiles or panels; light fixtures if attached to, clipped to, or laterally supported by the ceiling grid; and other components that are laterally supported by the ceiling. W shall be taken as not less than 4 psf (192 NIm2). 116 MINIMUM DESIGN LOADS 'Fable 13.5-1 Coefficients for Architectural Components Architectural Component a,, R,,b Interior nons tural walls and partitionsh Plain (unrein ced) masonry walls 1.0 1.5 All other walls partitions 1.0 2.5 Cantilever elements braced or braced to structural frame below its center of mass) Parapets and cantilev interior nonstructural walls 2.5 2.5 Chimneys where latera raced or supported by the structural frame 2.5 2.5 Cantilever elements (Braced tructural frame above its center of mass) Parapets 1.0 2.5 Chimneys 1.0 2.5 Exterior nonstructural walls" 1.0" 2.5 Exterior nonstructural wall elements an nnections" Wall element 1.0 2.5 Body of wall panel connections 1.0 2.5 Fasteners of the connecting system 1.25 1.0 Veneer Limited deformability elements and attachments 1.0 2.5 Low deformability elements and attachments 1.0 1.5 Penthouses (except where framed by an extension of the b ing frame) 2.5 3.5 Ceilings All 1.0 2.5 Cabinets Permanent floor-supported storage cabinets over 6 ft (1,829 mm) tal uding contents 1.0 2.5 Permanent floor-supported library shelving, book stacks, and bookshel ,over 6 ft (1,829 mm) tall, including contents 1.0 2.5 Laboratory equipment 1.0 2.5 Access floors Special access floors (designed in accordance with Section 13.5.7.2) 1.0 2.5 All other 1.0 1.5 Appendages and ornamentations 2.5 2.5 Signs and billboards 2.5 3.0 Other rigid components High deformability elements and attachments 1.0 3.5 Limited deformability elements and attachments 1.0 2.5 Low deformability materials and attachments 1.0 1.5 Other flexible components High deformability elements and attachments 3.5 Limited deformability elements and attachments 2.5 Low deformability materials and attachments 2.5 1.5 I Egress stairways not part of the building structure 1.0 2.5 'A tower value for a,, shall not be used unless justified by detailed dynamic analysis. The value for a,, shall not be less than 1.00. The value a,, = I is for rigid components and rigidly attached components. The value of a = 2.5 is for flexible components and flexibly attached com "Where flexible diaphragms provide lateral support for concrete or masonry walls and partitions, the design forces for anchorage to the diaphragm shall be as specified in Section 12.11.2. The seismic force. F,,, shall be transmitted 13.5.6.2 Industry Standard Construction for Acousti- through the ceiling attachments to the building cal Tile or Lay-in Panel Ceilings, structural elements or the ceiling-structure ,Unless designed in accordance with Section boundary. 13 563 or seismically qualified in accordance with F a 117 CHAPTER 1.3 SEISMIC DESIGN REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS Section 13.2.5 or 13.2.6, acoustical tile or lay-in panel ceilings shall be designed and constructed in accor- dance with this section. 0 56 21Seismi DesignCategoryCAcousticalule `layin panel ceilings in structures assigned Seismic Di Category ha11 lesigned {installed in accordance with ASTM C635, ASTM,' C636 and ASTM,E58Q,,Section,4—Sqismic.DesigpI Category.,C') :13.5.6.2.2 Seismic Design Categôries,D_through I iAcoustical tile or lay in panel ceilin-ffgs in §e~ismic Design Categories D_E__and F shallbedesigned P installed in accordance with ASTM C635,ASTM C631ASTME580_ Section 5SeiDi) by this secti Acoustical tile or lay-in panel ceilings shall also comply with the following: a. The width of the perimeter supporting closure angle or channel shall he not less than 2.0 in. (50 mm). Where perimeter supporting clips are used, they shall be qualified in accordance with approved test criteria. In each orthogonal horizontal direc- tion, one end of the ceiling grid shall be attached to the closure angle or channel. The other end in each horizontal direction shall have a 0.75 in. (19 mm) clearance from the wall and shall rest upon and he free to slide on a closure angle or channel. h. For ceiling areas exceeding 2,500 ft2 (232 m), a seismic separation joint or full height partition that breaks the ceiling up into areas not exceeding 2,500 ft' (232 m2), each with a ratio of the long to short dimension less than or equal to 4, shall be provided unless structural analyses are performed of the ceiling bracing system for the prescribed seismic forces that'demonstraieihng penetrations' and closure angles or channelsrovidesufficieni ance to accommodate thnticipated laterals 'displernent. Each area shall be provided with closure angles or channels in accordance with Section 13.5.6.2.2.a and horizontal restraints or bracing. 13.5.6.3 Integral Construction ltepidinglargeclearan ti&Thd 5j3?ikler system the sprinkler system &nd ceiling grid-are. permitted to -•--":----- __ be _, fa-design shall consider the mZ_sanjYeAb_ii_1!~ a7 elements)nvolved, including the ci1ing, ,sprinkler systei light fixtures andrnehical (HVAC)1 -.------ (appurtenances. Suchesign shalle,performed,by egistered design professionai 13.5.7 Access Floors 13.5,7.1 General The weight of the access floor, W,,, shall include the weight of the floor system, 100 percent of the weight of all equipment fastened to the floor, and 25 percent of the weight of all equipment supported by but not fastened to the floor. The seismic force, F, shall be transmitted from the top surface of the access floor to the supporting Structure. Overturning effects of equipment fastened to the access floor panels also shall be considered. The ability of "slip on" heads for pedestals shall be evaluated for suitability to transfer overturning effects of equipment. Where checking individual pedestals for overturn- ing effects, the maximum concurrent axial load shall not exceed the portion of W, assigned to the pedestal under consideration. 13.5.7.2 Special Access Floors Access floors shall be considered to be "special access floors" if they are designed to comply with the following considerations: Connections transmitting seismic loads consist of mechanical fasteners, anchors satisfying the requirements of Appendix D of ACI 3.18, welding, or bearing. Design load capacities comply with recognized design codes and/or certified test results. Seismic loads are not transmitted by friction, power actuated fasteners, adhesives, or by friction produced solely by the effects of gravity. The design analysis of the bracing system includes the destabilizing effects of individual members buckling in compression. Bracing and pedestals are of structural or mechani- cal shapes produced to ASTM specifications that specify minimum mechanical properties. Electrical tubing shall not be used. Floor stringers that are designed to carry axial seismic loads and that are mechanically fastened to the supporting pedestals are used. 13.5.8 Partitions 13.5.8.1 General Partitions that are tied to the ceiling and all partitions greater than 6 ft (1.8 m) in height shall be 118