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Home My WebLink About1831 E Carnegie Ave - PlanENGINEER DESIGNED PER SECTION 1613 OF THE 2022 CBC Fa = 1 & Ss = 1.267 CODE USED IN DESIGN INSTALLATION OF VERTICAL LIFT MODULA IN AN EXISTING BUILDING SCOPE OF WORK TABLE OF CONTENTS 1. DRAWING No. 23-0371 TABLE OF CONTENTS 2. DRAWING No. SHEET 2 OF 4 (FOR REFERENCE ONLY) SITE PLAN 3. DRAWING No. SHEET 3 OF 4 LAYOUT 4. DRAWING No. VL0NN5 SHEET 1 OF 1 MODULA LIFT PLAN VIEW & ELEVATIONS SCHEDULE OF DOCUMENTS VERTICAL LIFT MODULA (VLM) 1831 CARNEGIE AVE. SANTA ANA, CA 92705 AIR LIQUIDE BUILDING DATAPROJECT CONTACTS BLDG SQ FT: 250,000 CONSTRUCTION TYPE: IA OCCUPANCY TYPE: S-1/B FULLY SPRINKLERED: YES OWNER AD D R E S S : DRAWING NUMBER: DESCRIPTION: DRAWN BY: DATE: LAST REV. BY: REV. DATE: APRV'D BY: SAL E. FATEEN TYPE: DA T E RE V . BY DE S C R I P T I O N SCALE:N.T.S. SUBMITTALSERVICES 525 E. EDNA PL COVINA, CA 91723 909.869.0989 AI R L I Q U I D E 18 3 1 C A R N E G I E A V E . SA N T A A N A , C A 9 2 7 0 5 JM 3/20/23 TABLE OF CONTENTS 23-0371 PROJECT SQ FT: 155 SAL FATEEN SEIZMIC ENGINEERING, INC. 1130 E. CYPRESS STREET COVINA, CA 91724 C/O: ROY FARRO TEL: (909) 869-0989 RFARRO@SEIZMICINC.COM JENNIFER MARTINEZ PERMIT COORDINATOR SUBMITTAL SERVICES, INC. 525 E. EDNA PLACE COVINA, CA 91723 TEL: (626) 826-4659 JEN@SUBMITTALSERVICES.COM ALTERNATE CONTACT: DEBBIE DOLAN TEL:(909) 869-0989 x114 SOS@SUBMITTALSERVICES.COM AIR LIQUIDE GLOBAL, LLC 1831 CARNEGIE AVE. SANT ANA, CA 92705 TEL: (302) 786-5213 EXPIRES 12-31-2025 Bldg #101123247 APPROVALS: PLNG - F. Arias BLDG - A. So PUBLIC WORKS - Y. 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CYPRESS STREET • COVINA • CA 91724 • TEL : 909-869-0989 SEISMIC ANALYSIS OF VLM FOR Air Liquide 1831 Carnegie Ave Santa Ana, CA JOB #:23-0371 SAL E. FATEEN, P.E. EXPIRES 12-31-2025 PROJECT Air Liquide FOR Modula SHEET NO.2 CALCULATED BY RF DATE 2/27/2023 SCOPE: The purpose of this analysis is to ensure that the slab complies with the specifications set forth in the 2022 CBC. The base slab will be analyzed with respect to the most critical configuration and forces resulting from both static and seismic forces. PARAMETERS: THE VERTICAL LIFT MODULES CONSIST OF TRAYS AND ROTARY MOTORS THAT TRANSPORT MATERIAL TO AN OPERATOR WORKSTATION OPENING. DL =12,333 LB PL =49,612 LB FULL LOADED =61,945 LB THE ANCHORS WILL BE JUSTIFIED TO RESIST UPLIFT AND SHEAR. Fa =1.00 Ss =1.267 CODE -2022 CBC SPECIFICATIONS: -FIXTURE ML50 - 7100 -ANCHORS 5/8"Ø Hilti KB TZ2 x 3-3/4" embedment MIN. EMBED. (ESR - 4266) -SLAB 5.5 IN x 3000 PSI -SOIL Soil Bearing Pressure 1000 psf Modulus Of Subgrade Reaction 50 pci Note :Two L4x4x1/2 angle bolt to the column, one anchor per angle MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 / FAX: (909) 869-0981 INC. SEIZMIC PROJECT Air Liquide FOR Modula SHEET NO.3 CALCULATED BY RF DATE 2/27/2023 LOADS & DISTRIBUTION ANALYSIS BASED ON SECTION 1613 OF THE 2022 CBC Load Configuration 1 V =Cs * Ws WHERE Cs = SDS * I / R AND Ws = wDL + 0.67 x wPL SITE CLASS =D SDS =2/3*Fa*Ss AND Ss = 1.267, Fa = 1 =0.84 I =1.00 R =4 <=== Non Building Structure - Storage Rack wDL =12,333 LB Tray Capacity =960 LB wPL =49,612 LB No. of Tray =36 Ws =wDL + 0.67 x wPL ASCE 15.5.3.6 =45,573 LB Effec. Height =209.00 IN Fp =0.4 x ap x SDS x Wp x (1 + 2z/h) / (Rp/Ip)ASCE 13.3.1 Effec. Width =178.00 IN =0.4 x 2.5 x 0.84 x 1 x 45572.973 x 1 / 4 Effec. Depth =125.00 IN =0.21 x Wp <=== govern # of Base Plate =8 but not less than Tray Capacity =1,654 LB =0.3 x SDS x I x Wp ASCE 13.3.1 # of Trays =30 =0.252 x Wp Fp =0.252 x Wp =11,484 LB Pbp DL =wDL/8 Base Plates =1,542 LB Pbp PL =wPL/8 Base Plates =6,201 LB Movt. =Vtotal x (Htotal 2/3) =11484 x 139.33 =1,600,160 IN-LB Transverse Direction:(54 x T1 + 26 x T2) x 2 = Movt / 2 ----- (1) P-seismic =Movt./(Depth x 2 Frames)/ 2 Base Plates T2 / T1 = 26 / 54 ----- (2) =1600160 / 2 x 125 /2 According to (1) & (2) =3,200 LB T1 =1/4 x Movt / (54 + 26 x 26 / 54) =6,014 LB Longitudinal Direction: P-seismic =Movt./(2 Frame x Width)/ 2 Base Plates =1600160 / (2 x 178) /2 =2,247 LB Presisting =(0.9 - 0.2 Sds) x (wDL + 0.67 x WPL) / 8 Base Plates =4,170 LB MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 / FAX: (909) 869-0981 INC. SEIZMIC PROJECT Air Liquide FOR Modula SHEET NO.4 CALCULATED BY RF DATE 2/27/2023 LOADS & DISTRIBUTION ANALYSIS BASED ON SECTION 1613 OF THE 2022 CBC Load Configuration 2 V =Cs * Ws WHERE Cs = SDS * I / R AND Ws = wDL + wPL SITE CLASS =D SDS =2/3*Fa*Ss AND Ss = 1.267, Fa = 1 =0.84 I =1.00 R =4 wDL =12,333 LB 13081 wPL =49,612 LB Ws =wDL + wPL =61,945 LB Height =209 IN V =SDS x I / R x Ws RMI 2.6.2 Width =178 IN =0.84 x 1 / 4 x 61945 Depth =125 IN =0.21 x Wp <=== govern # of Base Plate =8 but not less than =0.044 x SDS x I x Wp =0.03696 x Wp Fp =0.21 x Wp =13,008 LB Pcol DL =wDL/8 Base Plates =1,542 LB Pcol LL =wPL/8 Base Plates =6,201 LB Movt. =Vtotal x (Htotal x 2/3) =13008 x 139.33 =1,812,511 IN-LB < Movt. In Config 1 Transverse Direction: P-seismic =Movt./(2 Frame x Depth) =1812511 / (125) =14,500 LB <<< governs Longitudinal Direction: P-seismic =Movt./(2 Frame x Width) =1812511 / (2 x 178) =5,091 LB Presisting =(0.9 - 0.2 Sds) x (wDL + 0.67 x WPL) =33,359 LB MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 / FAX: (909) 869-0981 INC. SEIZMIC PROJECT Air Liquide FOR Modula SHEET NO.5 CALCULATED BY RF DATE 2/27/2023 POST-INSTALLED ANCHOR ANALYSIS PER ACI 318-14 CHAPTER 17 Assumed cracked concrete application Anchor Type :Hilti Kwik Bolt TZ2 (KB-TZ2) ICC Report Number :ESR-4266 Slab Thickness (ha) :6.00 in Min. Slab Thickness (hmin) :5.50 in O.K. Concrete Strength (f'c) :3000 psi Size, diameter (da) :5/8 in Minimum embedment (hnom):3.750 in Effective Embedment (hef) :3.250 in # Anchors (n) =2 1.5*hef =4.88 in <=== maximum ca1 =6.00 in use ca1,adj =4.88 in ca2 =12.00 in use ca2,adj =4.88 in 3*hef =9.75 in <=== maximum s1 =12.00 in use s1,adj =9.75 in s2 =0.00 in use s2,adj =0.00 in e'N =0.00 in e'V =0.00 in From ICC ESR report Ase =0.1640 in^2 Vsa =10,255 lb f'uta =106700 psi Smin =#N/A Cmin =#N/A From calculation result of next two pages Cac =7.00 in Np,cr =N/A DOES NOT GOVERN ACCORDING TO REPORT Øseismic Adj. Strength conversion factor =1.4 Tension Capacity 3547 lb 0.75 2660 lb Shear Capacity 3365 lb 0.75 2524 lb ASD value 1800 lb 1890 lb 1130 E. Cypress St, Covina, CA 91724 E-Mail: Engineering@SeizmicInc.com Tel: (909) 869-0989 PROJECT Air Liquide FOR Modula SHEET NO.6 CALCULATED BY RF DATE 2/27/2023 TENSION STRENGTH Determine the design tensile strength a) Steel strength (ØNsa)17.4.1 Ø =0.75 17.3.3 a i ØNsa = ØnAsefuta 17.4.1.2 =0.75 x 2 x 0.164 x 106700 =26248 lb b) Concrete breakout strength (ØNcbg)17.4.2 Ø =0.65 17.3.3 c ii (Cat. 1, Cond. B) ANc =(ca1,adj+s1,adj+1.5hef)*(ca2,adj+s2,adj+1.5hef) =190.1 in^2 ANco =9hef 2 17.4.2.1c =95.1 in^2 Check if ANc < nAnco TRUE ANc/ANco =2.00 <== effective ratio to use Ψec,N =1.00 for cracked concrete 17.4.2.4 Ψed,N =1.00 Cmin>1.5hef 17.4.2.5 Ψc,N =1.00 for cracked concrete w/o reinf.17.4.2.6 kc =17 for cracked concrete 17.4.2.2a λa =1 Nb =kcλa(f'c)0.5(hef)1.5 17.4.2.2a =5456 LB Ψcp,N =1 17.4.2.7a ØNcbg =Ø(ANc/ANco)(Ψec,N)(Ψed,N)(Ψc,N)(Ψcp,N)(Nb)17.4.2.1 =0.65 x (2) x 1 x 1 x 1 x 1 x 5456 =7093 lb c) Pullout strength (ØNpn)17.4.3 Ø =0.65 Ψc,p =1 for cracked concrete 17.3.3 c ii (Cat. 1, Cond. B) ØNpn =ØΨc,pNp,cr(f'c/2500)0.5 17.4.3.1 =0.65 x 2 x 0 lb x (3000/2500)^0.5 =N/A Steel strength (ØNsa):26248 lb Embedment strength - concrete breakout strength (ØNcbg):7093 lb <=== governs Embedment strength - pullout strength (ØNpn):N/A 1130 E. Cypress St, Covina, CA 91724 E-Mail: Engineering@SeizmicInc.com Tel: (909) 869-0989 PROJECT Air Liquide FOR Modula SHEET NO.7 CALCULATED BY RF DATE 2/27/2023 SHEAR STRENGTH Determine the design shear strength a) Steel strength (ØVsa)Vsa (from Table):10,255 lb 17.5.1 Ø =0.65 17.3.3 a ii ØVsa = Øn0.6Asefuta 17.5.1.2 =0.65 x 2 x 0.6 x 0.164 x 106700 =13332 lb b) Concrete breakout strength (ØVcbg)17.5.2 Ø =0.70 17.3.3 c i B AVc =(1.5ca1+s1,adj+1.5ca1)ha =166.5 in^2 AVco =3ca1ha =108.0 in^2 Check if AVc < nAvco TRUE AVc/AVco =1.54 <== effective ratio to use Ψec,V =1.00 17.5.2.5 Ψed,V =1.00 Ψc,V =1.00 for cracked concrete w/o reinf.17.5.2.6 Ψh,V =1.22 17.5.2.8 da =0.625 in le =1.25 in 17.2.6 λa =1 Vb =The smaller of 7(le/da)0.2(da)0.5λa(f'c)0.5ca1 1.5 and 9λa(f'c)0.5ca1 1.5 17.5.2.2 =5117 lb ØVcbg =Ø(AVc/AVco)(Ψec,V)(Ψed,V)(Ψc,V)(Ψh,V)(Vb)17.5.2.1 =0.7x (1.54) x 1 x 1 x 1 x 1.22 x 5117 =6730 lb c) Concrete Pryout Strength (ØVcpg)17.5.3 Ø =0.70 17.3.3 c i B Kcp =2.0 17.5.3.1 Ncbg =10912 lb ØVcpg =ØKcpNcbg 17.5.3.1 =0.7 x 2 x 10912 lb =15277 lb Steel strength (ØVsa):13332 lb Embedment strength - concrete breakout strength (ØVcbg):6730 lb <=== governs Embedment strength - pryout strength (ØVpn):15277 lb 1130 E. Cypress St, Covina, CA 91724 E-Mail: Engineering@SeizmicInc.com Tel: (909) 869-0989 PROJECT Air Liquide FOR Modula SHEET NO.8 CALCULATED BY RF DATE 2/27/2023 ANCHOR ANALYSIS: Puplift =(Pseismic - Presisting)x Ω =(14500 LB- 33359 LB)x2 -37,719 LB <--No Uplift Puplift Per Base Plate =0 lb OVERSTRENGTH FACTOR =2.0 ASCE 15.5.3.1 ALLOWABLE TENSION =2660 LB V Per Base Plate =3,252 LB ALLOWABLE SHEAR =2524 LB (Corner Plates Anchored only )# OF ANCHORS PER CORNER BASE PLATE =2 INTERACTION EQN. PER 4.2.2 OF ICC ESR-4266 [Ps/Pt] + [Vs/Vt] ≤ 1.2 COMBINED STRESS =[0 LB/(2660 LB x 2)] + [3252 LB/(2524 LB x 2)] =0.64 ≤ 1.2 OK USE (2) 5/8"Ø Hilti KB TZ2 x 3-3/4" embedment MIN. EMBED. (ESR - 4266) PER BASE PLATE. TOTAL 8 BASE PLATES. BOLT ANALYSIS: Tension Force = LB Shear Force =3,252 LB No. of Bolts Per Plate =2 Tension Strength =φ x Fn x Ab x # of Bolts Diameter =0.63 IN =0.75 x 113000 x 0.307 x 2 Area =0.31 IN^2 =52,037 lb OK Fnt =113 KSI Fnv =68 KSI Shear Strength =φ x Fn x Ab x # of Bolts =0.75 x 68000 x 0.307 x 4 =62,628 lb OK Combined Tension And Shear =φ x Fnt x Ab x # of Bolts =1.3Fnt - Fnt/(φFnv) x frv x 6 =1.3 x 113000 - 113000/ 0.75 x 68000 x 3252.1125 x 6 =838,166 LB OK USE (2) anchors per corner plate (8 anchors per machine) MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 / FAX: (909) 869-0981 INC. SEIZMIC PROJECT Air Liquide FOR Modula SHEET NO.9 CALCULATED BY RF DATE 2/27/2023 LOAD COMBINATIONS: SLAB AND SOIL Load combination per ANSI/ASCE 7-16 Resultant Load combination 1 1.4D + 1.2PL 1.4D + 1.2PL 2 1.2DL +1.4PL +1.6LL 1.2DL +1.4PL 3 1.2DL +0.85PL +0.5LL 1.2DL +0.85PL 4 1.2DL + 0.85PL + 0.5LL 1.2DL + 0.85PL 5 (1.2+0.2SDS)DL + (0.85+0.2SDS)PL + 0.5LL +1.0EL 1.37DL + 1.02PL +1.0EL 6 (0.9-0.2SDS)DL + (0.9-0.2SDS)PL -1.0EL 0.73DL + 0.73PL -1.0EL # of LEVELS = DL/base plate =1,542 LB PL/base plate =6,201 LB EL/base plate =3,200 LB Load combination 1 Pmax =1.4D + 1.2PL =1.4 x 1542 LB + 1.2 x 6201 LB =9,600 LB Load combination 2 Pmax =1.2DL +1.4PL =1.2 x 1542 LB + 1.4 x 6201 LB =10,532 LB Load combination 3 & 4 Pmax =1.2DL +0.85PL =1.2 x 1542 LB + 0.85 x 6201 LB =7,121 LB Load combination 5 Pmax =1.37DL + 1.02PL +1.0EL =1.37 x 1542 LB + 1.02 x 6201 LB + 1.0 x 3200 LB =11,622 LB Load combination 6 Pmax =0.73DL + 0.73PL -1.0EL =0.73 x 1542 LB + 0.73 x 0.67 x 6201 LB - 1.0 x 3200 LB =970 LB MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 / FAX: (909) 869-0981 INC. SEIZMIC PROJECT Air Liquide FOR Modula SHEET NO.10 CALCULATED BY RF DATE 2/27/2023 SLAB AND SOIL ANALYSIS The slab is checked for puncture stress. If no puncture occurs the slab is assumed to distribute the load over a larger area of the soil hence, actins as a footing. BASE PLATE DL-total/col =0 lb Weff. =11.8 in Pmax =11,622 lb Deff. =13.8 in a) Puncture:A1 =162.25 in^2 Fpunct =2.66 x (F'c^0.5) =2.66 x (3000 psi)^0.5 =146 psi Apunct =[(Weff.+t/2)+(Deff.+t/2)] x 2 x t =[(11.8 in + 5.5 in/2) + (13.75 in + 5.5 in/2)] x 2 x 5.5 in CONCRETE =342 in^2 t =5.50 in f'c =3,000 psi fv/Fv =P/(Apunct x Fpunct) =11622 lb/[342 in^2 x 146 psi x 0.6]SOIL =0.39 ≤ 1.0 OK fs =1000 psf b) Bearing:Ø=0.6 ØBn =0.85 x Ø x f'c x A1 =248,243 lb Pu / ØBn =11622 lb / 248243 lb =0.05 ≤ 1.0 OK c) Slab: Pn =1.72 [(ks R1/Ec)104+3.6]f't d2 < === Emperical method formula: "Load Carrying Capacity for Concrete =83,620 LB Slabs on Grade." Journal of Structural Engineering, ASCE, January 1997. ks =50 PCI modulus of subgrade reaction R1 =5.9 one-half the width of base plate Ec =3,122,000 PSI modulus of elasticity of concrete f't =1.7 (f'c)^(2/3)tensile strength in flexture of concrete =354 PSI b =[Ecd3/(12(1-μ2)ks)]0.25 =30.68 IN <=== radius of relative stiffness 1.5*b =46.02 IN <=== radius of relative curvature 2*1.5*b =92.03 IN <=== columns should be no closer than φ =0.6 factor of safety Pa =Pn x φ =50,172 LB Pmax / Pa =0.23 ≤ 1.0 OK MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 / FAX: (909) 869-0981 INC. SEIZMIC PROJECT Air Liquide FOR Modula SHEET NO.11 CALCULATED BY RF DATE 2/27/2023 Base Plate Analysis: Pmax =11,622 lb fa =P/A =Pcol/[Deff. x Beff.] =72 psi M1base/in =(W/in)(L^2)/2 =(fa)(b1^2)/2 =140 in-lb Sbase/in =(1)(t^2)/6 =0.084 in^3 Fbase =0.9 x Fy =32,400 psi fb/Fb =Mbase/(Sbase x Fbase) =0.05 ≤ 1.0 OK Beff. =11.8 in Deff. =13.8 in b =7.85 in b1 =1.98 in t =0.71 in Fy =36,000 psi MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 / FAX: (909) 869-0981 INC. SEIZMIC YES NO INSTRUCTIONS: ORAN GE COUNTY FI RE AUTHORI TY Plan Submittal Criteria COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects and RESIDENTIAL TRACT developments · Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place. · Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section. · If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA. · In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations. · Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602. Address Suite City Project Scope/Business Description 1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways, curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within 300 feet of an active or proposed oil well? Fire Master Plan (PR145) 2. Property is adjacent to a wildland area or non-irrigated native vegetation? Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124) 3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170) 4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475) 5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000 sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285) 6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card, button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520) 7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment; industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations? Special Equipment Plan (PR315, PR340-PR382) 8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240) 9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330) 10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335) Initial each of the following two items indicating that you have read and understand the statement: 11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications. 12. 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Should you still require that the applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the appropriate plans and fees for OCFA review. 10-08-14 EE COM O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Referral Form Required for OCFA to review plans upon the request of the Building Department when the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”. City Official Requesting Review: City Reference #: __________________________ City / County: _____________________________________ Date: __________________________________ Contact Name: _____________________________________ E-Mail: __________________________________ Title: _____________________________________ Phone #: _________________________________ ** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. ** Reason(s) for Review: Please describe why OCFA Plan Review is or may be required by the City/County: OCFA COMMENTS:  No further action required on this specific plan type, based on information provided on: ____/______/______.  Project to be taken in for OCFA Review. Other: Name: _________________________________________ Contact #: ______________________________________ Date: _________________________________ Updated: 08/30/2021