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Home My WebLink About2700 RANCHO PANCHO; ; AS140199; PermitUity 01 Uarlsbad Sprinkler Permit Permit No: AS140199 2700 RANCHO Job Address: PANCHO Permit Type: SPRINK Parcel No: 2226000100 Lot #: 0 Reference No.: PC #: Status: ISSUED Applied 7/29/2014 Approved: 8/11/2014 Issued: 8/11/2014 Inspector: Project Title: FAITH COMMUNITY CHURCH ALL SPRINKLER SYSTEMS SHALL BE MONITORED BY AN OFF-SITE CENTRAL STATION INCLUDING TAMPER SWITCHES ON ALL CONTROL VALVES AND SYSTEM WATER FLOW SWITCHES. -SPRINKLER DESIGN, INSPECTIONS, HYDROSTATIC TEST AND INSTALLATION SHALL BE PER NFPA 13. - ALL PIPING TO BE BLACK STEEL, ASTM 795 OR ASTM 53 APPROVED UNLESS NOTED OTHERWISE. -ALL PIPE LENGTHS SHOWN ARE CUT DIMENSIONS UNLESS NOTED OTHERWISE. -HANGERS AND THE SIZE OF THE FASTENERS TO BE PER NFPA 13. -SEE HANGER SCHEDULEAND DETAILS FOR TYPE OF HANGERS USED. -ONLY MATERIALS NEW, LISTED, AND/OR APPROVED SHALL BE USED. -ALL WELDING TO BE DONE IN SHOP BY QUALIFIED WELDERS. Applicant: EPIC FIRE PROTECTION, INC. 765 TURTLE POINT WY SAN MARCOS, CA 760-310-6122 Owner: FAITH COMMUNITY CHURCH BY-THE-SEA P 0 BOX 231460 ENCINITAS CA Fees ($) Add'I Fees ($) Total ($) Balance ($) 1,445. 0 1,445 0 Parsley Consulting Plan Review Comments for Faith Community Church page 2 of 2 Field verify that all "risers" between levels have flexible couplings at the top and bottom. 2) Field verify that a pressure relief valve as required by section 7.1.2 is provided. 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. File: I:\Plan Reviews\Rev2 14296.1 .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 he 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 (F) determined by Section 13.3.1 with values of R,, and a1, 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 ceilings shall be in accordance with this section. EXCEPTIONS: Suspended ceilings with areas less than or equal to 144 ft2 (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. 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 N/rn2). RM 1.0 2.5 1.0 2.5 1.01, 2.5 1.0 2.5 1.0 2.5 1.25 1.0 1.0 2.5 1.0 1.5 2.5 3.5 1.0 2.5 1.0 2.5 1.0 2.5 1.0 2.5 1.0 2.5 1.0 1.5 2.5 2.5 2.5 3.0 1.0 3.5 1.0 2.5 1.0 1.5 5 3.5 2.5 2.5 1.5 1.0 2.5 MINIMUM DESIGN LOADS Table 13.5-1 Coefficients for Architectural Components Architectural Component R,, Interior non tural walls and partitionsb Plain (unreiied) masonry walls All other wallspartitions Cantilever elements braced or braced to structural frame below its center of mass) Parapets and cantilenterioi nonstructural walls Chimneys where latera raced or supported by the structural frame Cantilever elements (Bracedructural frame above its center of mass) Parapets Chimneys Exterior nonstructural walls" Exterior nonstructural wall elements an nnections" Wall element Body of wall panel connections Fasteners of the connecting system Veneer Limited deformability elements and attachments Low deformability elements and attachments Penthouses (except where framed by an extension of the b •ng frame) Ceilings All Cabinets Permanent floor-supported storage cabinets over 6 ft (1,829 mm) talY luding contents Permanent floor-supported library shelving, book stacks, and bookshel over 6 ft (1,829 mm) tall, including contents Laboratory equipment Access floors Special access floors (designed in accordance with Section 13.5.7.2) All other Appendages and ornamentations Signs and billboards Other rigid components High deformability elements and attachments Limited deformability elements and attachments Low deformability materials and attachments Other flexible components High deformability elements and attachments Limited deformability elements and attachments Low deformability materials and attachments Egress stairways not part of the building structure 1.0 1.5 1.0 2.5 2.5 2.5 2.5 2.5 A lower 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 corn] '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 13.5.0.2 i,uIusiry Standard co,forAcjj through the ceiling attachments to the building cal Tile or La -in Panel ( ,l,n,L's structural elements or the ceiling-structure k igncd in .tI1L with Sectto boundary. I - or rial1y ia1jtiI in accordanceytj 117 CHAPTER 13 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. (13 56 lay n p -ianel ce iing .in structures assigned,: Simic Dig'ii Cgory C shall be,designed'i Rnstalled in accordance with ASTM C635, ASTM 'C636,.and ASTM E5 0. Section 4—Sei7sqTvCDe~i7gn, ategory,,çTl Dcag9Tg7j tAcoustica tile or, lay in panel ceilings in Seism'2 DesignCategoriesD ,E,andFsha1iedesigncand installed in accordance with ASTMC635, ASTM) C636and'KSTM E580ti5—Seismic Desij CategoriesD E and Fas modified by,this sectiofl) Acoustical tile or lay-in panel ceilings shall also comply with the following: The width of the perimeter supporting closure angle or channel shall be 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 be free to slide on a closure angle or channel. For ceiling areas exceeding 2,500 ft2 (232 m2), a seismic separation joint or full height partition that breaks the ceiling up into areas not exceeding 2,500 ft2 (232 rn2), 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 theprescribed seismic forces - and closure angles or channels tprovidesufficien) learance accommodate the anticipated lateral! ement. 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 an alternate to providir nkier system and ceiling, grid ,are med and tied together as an intet lity of involved, including the ceili ght fixtures, and mechanical 118 P Such PefiedbY 7rq 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 318, 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 Dewatering Water Mains Note: Includes flow testing and flushing DewateringWater. Mains Estimated Discharge Flow: GPM Start Time 1040. Carlsbad Municipal Water District Potable Water Discharge Event Report Date: L II Location: - Reason for Discharge Event: ----------------LEiu) Type of Event Initial Unscheduled Water Discharge N(fr Clear flow path of debris, surface contaminants and/or hazardous materials. Do not remove native vegetation. Erosion control, i.e. sandbags, silt fencing, hay bales, gravel bags, decreasing the velocity of discharged water. End Time .k'-' Pie-Dechlorination Residual: ....9 Post-Dechlorination Residual: J200 (Less than 0.1 mg/L) PH within limits of 6.0 and 9.0 4' Upon completion of dewatering, ensure that the flow path is free of all temporary erosion prevention materials. ..._/A Upon completion of dewatering, ensure that any sediments or silted areas are cleared. '('ES Water Sampling Performed by: ------------------------------------- comments: Submitted by: Reviewed by: (Name & Date) (Name & Date) [1'Iow Test Record Location e*-Tcu=~ FlydrantID'No.—t Main_ Static Residual .........140 Pressure Drop...J4..(PDJI).....Kfactor for PDfl 4j Flow Hydrant(s) Hydrant I location rz g*_ 4 - Hydrant 2 location Hydrant 3 location Hydrant I Pitot PSI GPM: 1O Size of Orifice_ eZAZ _________ Hydrant 2 Pitot PSI GPM: Size of Orifice__________ Hydrant 3 Pitot PSI GPM: Size of Orifice.___________ T L J+ L II.. frl7\ Calculated test and flow data - 0 x PD2 k =Q2 PDI*k Static: .................... 194- Desired Residual.......20 Pressure Drop (PD 2)..t'4- K factor PD 2:l4.2_. ____ x 4.2. i' divided by 4. tG equals 5) 4( GPM at 20 psi residual Qi PD2k PD1k Q2 Comments: Test conducted for: Conducted by: Ft RE- Date.- Time:LO'43O1 Flow Test Record Formulas GPM-Flow 2'/" 4" PSI GPM PSI GPM PSI G}M PSI' GPM '- 1 170 16 670 .1 430 16 1720 2 240 17 690 2 610 17 1770 3 290 18 710 3 740 18 1820 4 340 19 730 4 860 19 1870' 5 380 20 750 5 960 20 1920 6 410 22 790 . 6 1050 22 2020 7 440 24 820 7 1140 24 2110 8 480 26 860 8 1220 26 2190 9 500 28 890 9 1290 28 2280 10 530 30 920 . ..' 10 . 11360 '30 . 2,330 11 560 33 950 11 1430 32 2430 12 580 34 980 12 1490 34 2510 13 610 36 1010 13 1550 36 2580 14 630: 38 1040 14 1610 38 250 15 650 40 1060 15 1660 40 2720 K Factor Formula PD K PD K PD K PD K PD K 1= 1.0 21= 5.18 41= 7.43 61= 9.21 81= 10.73 2= 1.45 22= 5.31 42= 7.53 62= 9.29 82= 10.80 3= 1.81 23= 5.44 43= 7.62 63= 9.37 83= 10.87 4= 2.11 24= 5.56 44= 7.72 64= 9.45 84=. 10.94 5= 2.39 25= 5.69 45= 7.81 65= 9.53 85= 11.01 6= 2.63 26= 5.81 46= 7.91 66= 9.61 86= 1108 7= 2.86 27= 5.93 47=. 8.00 67= 9.69 87= 11.15 8= 3.07 28= 6.05 48= 8.09 68= 916 88= 1122 ' 9= 3.28 29= 6.16 49= 8.18 69= 9.84 89= 11.29 10= 3.47 30= 6.28 50= 8.27 70= 9.92 90= 11.36 11= 3.65 31= 6.39 51= 8.36 71= 9.99 91= 11.43 12= 3.83 32= 6.50 52= 8.44 72= 10.07 92= 11.49 13= 4.00 33= 6.61 53= 8.53 73= 10.14 93= 11.56 14= 4.16 34= 6.71 54= 8.64 74= 10.22 94= 11.63 15= 4.32 35= 6.82 55= 8.71 75=, 10.29 95= 11.69 16= 4.48 36= 6.93 56= 8.7 76= 10.37. 96= '1176 17= 4.72 37= 7.03 57= 8.88 77= 10.44 97= 11.83 18= 4.76 38= 7.13 58= 8.96 78= 10.51 98= 11.89 9= 4.90 39= 7.23 59=. 9.04 79= io:sg 99= 11.96 20= 5.04 40= 7.33 60= 9.12 80= 10.66 100= 12.02 *PD = Pressure drop K = K factor . •. .