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Home My WebLink About166991_1_Corrections.docxTENANT IMPROVEMENT PLAN CHECK COMMENTS COMMENTS Planning & Building Agency Building Safety Division 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714) 647-5800 www.santa-ana.org PLAN CHECK NO: PROJECT ADDRESS: PLAN CHECK ENGINEER:TEL:714FAX:714 647-5897 TYPE OF CONSTRUCTION: OCCUPANCY CLASSIFICATION(S): PLAN CHECK DATES: REMARKS/RECHECK ITEMS: APPLICATION INITIAL REVIEW EXPIRATION RECHECKS: 1. PROJECT APPLICANT CONTACT PERSON: 2. 3. TEL: FAX: VALUATION: EMAIL: FLOOD ZONE: APPLICABLE CODE: 2010 CALIFORNIA BUILDING CODE (CBC) WITH CITY OF SANTA ANA AMENDMENTS All items noted on this plan check report must be addressed. If you feel that an item is not applicable to your project, note “N/A” and discuss the reason with the plan checker.Please indicate the sheet number and detail to the right of each correction, or note the number on the plans where the correction is made. Resubmit marked original, calculations and this correction sheet. A separate sheet for response may be used.Resubmit corrected sets of plans.Meetings between the project applicant/designer and the plan reviewer shall be by appointment only. Please call (714) for an appointment.The drawings/information submitted for Building Safety Division review is incomplete. The applicant shall, prior to resubmitting, complete all construction documents to show compliance with the 2010 California Building Standards Code with local amendments.CBC Sections A106.1 and A106.3.4.1, All drawings and supporting documents shall be prepared, stamped and signed by a California licensed architect or registered civil engineer.Include address and telephone number of the responsible engineer of record, and date of signing of drawings.The applicant shall obtain clearances/approvals for the following prior to building permit issuance: - Planning Division approval on the corrected/final set of drawings (647-5804.) Previously approved plans should be submitted to expedite the process. - Fire Department approval on the corrected/final sets of drawings (647-5839 or 647-5700) - Proof of Worker’s Compensation Insurance shall be required at the time of permit issuanceCBC Section 1707.6, Storage racks and access floors. Periodic special inspection is required during the anchorage of access floors and storage racks 8’ or greater in height in structures assigned to Seismic Design Category D.Note on the drawings locations and inscriptions of 50 square inch minimum size permanent plaques installed in conspicuous locations, showing the maximum permissible unit load in clear, legible print.Load application and rack configuration drawings shall be furnished with each rack installation. The drawings shall present the permissible configurations or limitations as to the maximum number of shelves or rails, the maximum distance between them, and the maximum distance from the floor to the bottom shelf or rail.The bottom of all posts shall be furnished with bearing plates. Drive-in, drive-through, and stacker racks shall be anchored to the floor by anchor bolts capable of resisting the horizontal shear forces caused by the horizontal and vertical loads on the rack.Lower portions of posts exposed to damage by forklift trucks or other moving equipment shall have protective devices. If not so protected, at the option of the building official, the rack structure may: (1) be designed to maintain its full design load capacity at allowable stresses with the exposed post capacity reduced by one-half or (2) be designed to maintain its full design load capacity at 50 percent increased allowable stresses with the exposed post assumed to have no carrying capacity.The engineer or architect in responsible charge of the structural design work shall include in the construction documents the following: - Special inspections required by ICC Research Report.CBC Section 1704.3.1, Welding. Welding inspection shall be in compliance with AWS D1.1. The basis for welding inspector qualification shall be AWS D1.1.CBC Section 1707.2, Structural steel. Continuous special inspection is required for structural welding in accordance with AISC 341.Nonbuilding structures shall be designed in accordance in accordance with the seismic requirements of ASCE 7-05 Section15.5. R=4, So=2, Cd=3.5 (ASCE 7, Table 15.4.1)Steel storage racks shall be designed for each of the following operating weights, W or WP. The design shall consider theactual height of the center of mass of each storage component. (ASCE 7, 15.5.3.2) Weight of rack + every storage level loaded to 67% of its rated load capacity Weight of rack + the highest storage level only loaded to 100% of its capacityVertical distribution of Seismic forces shall be as specified in ASCE7 Section 12.8.3 (hx = each steel storage level of therack) (ASCE 7, 15.5.3.3)The assumed total relative displacement for storage racks shall be not less than 5% of the height above the base unlessa value is justified in accordance with ASCE7 Section 11.1.4 (ASCE 7, 15.5.3.4)Racks shall be designed for the most critical load combination in accordance with RMI 2. (RMI 2.1)The rigid connection assumption for the frame design shall be demonstrated by calculation or by testing in an approvedmanner. ( RMI 3 )The effects of perforations on the load carrying capacity of compression members shall be included in the design in accordance with section 4 of the RMI specification. Determination of Q shall be based on stub column tests in accordance with section 9.2 of the RMI specification.Beams shall be designed as simply supported. (RMI 5.1)For unbraced racks at vertical plane, design columns with effective length factor of 1.7. (RMI 6.3.1.1)Design beam column connection for upward force of 1,000 lbs. (RMI 7.1.2)For movable shelf racks, design each connection at the top shelf and other fixed shelves for an upward force of 1,000 lbs.(RMI 7.1.3)In accordance with RMI Section 1.4.10, where racks are braced against the building structure, the building structure shall be designed for the horizontal and vertical forces listed in RMI Section 2.Support of racks by foundations, concrete floor slabs or other means shall be in conformance with Chapter 18. All values of allowable foundation pressure are for footings having a minimum width of 12 inches and a minimum depth of 12 inches into natural grade. Where storage racks are supported by slab on grade, a maximum allowable soils bearing value of 500 psf will be allowed unless a soils report recommends a higher value for slabs on grade.Engineer of record shall verify the conditions of the existing slab on grade supporting storage racks and make his/her observations as part of the plans. Structural calculations and details shall be required for rack locations with close proximity to expansion and construction joints. In addition, the engineer shall indicate if cracks are present and provide adequate mitigation measures.Design base plate based on the maximum allowable bearing stress, F’p for allowable stress design (ASD) and on the maximum bearing loads, NcPp for load resistance and factor design (LRFD). (RMI 7.2)Design anchors to resist uplift forces due to vertical and lateral forces in accordance with appendix D of ACI 318. Design strength of anchors must be reduced by multiplying the allowable load by 0.75 as required by ACI Appendix D 3.3.3. Design of the anchors must be designed to be governed by tensile or shear strength of a ductile steel element. (RMI 8, ACI D3.3.3)Design of anchors using section 1911 and Table 1911.2 shall not be used where load combinations include earthquake loads or effects. (CBC 1911.1)At working load the deflections of pallet racks and stacker-rack, including possible deformations in the end connections, shall not exceed 1/180 of the span measured with respect to the beam ends. (RMI 5.3) NOTES ON PLANSProvide material specifications for:ConcreteSteelWeldsBoltsDeputy inspection is required for all structural welds except for welding done in anCity of Los Angeles Licensed fabricator’s shop. (1704.3)All welding, except when performed at the shop of an LADBS Licensed fabricator, shall be done by AWS certified welders.Provide ICC Evauation Report or Los Angeles City Research Report Number (LARR#) for ( ) approved concrete anchors, and ( ) alternate connectors such as clips.The clear space below sprinklers shall be a minimum of 18 inches between the top of the stored material and the ceiling sprinkler deflector. Note on plans.