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2502 GATEWAY RD; ; CBC2022-0439; Permit
Building Permit Finaled Commercial Permit Print Date: 10/03/2023 Job Address: 2502 GATEWAY RD, CARLSBAD, CA 92009-1742 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel#: 2132612000 Track#: Valuation: $90,725.36 Lot#: Occupancy Group: Project#: #of Dwelling Units: Plan#: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check#: Occupant load: Plan Check#: Code Edition: Sprinkled: Project Title: Description: VIASAT: 1,574 SF OFFICE/MANUFACTURING T.I. Applicant: Property Owner: SJS STUDIOS INC STEPHEN SCIRROTTO 543 N HIGHWAY 101 PIVOTAL 650 CALIFORNIA ST LLC 1702 E HIGHLAND AVE, # 310 PHOENIX, AZ 85016-4667 SOLANA BEACH, CA 92075-1132 (858) 514-7262 FEE BUILDING PLAN CHECK BUILDING PLAN REVIEW-MINOR PROJECTS (LOE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY COMM/IND Tl -STRUCTURAL FIRE F Occupancies Tl SB1473 -GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -COMMERCIAL (SMIP) Total Fees: $2,745.06 Total Payments To Date: $2,745.06 Permit No: Status: (city of Carlsbad CBC2022-0439 Closed -Finaled Applied: 12/20/2022 Issued: 03/10/2023 Fina led Close Out: 10/03/2023 Final Inspection: 09/08/2023 INSPECTOR: Kersch, Tim Alvarado, Tony Balance Due: AMOUNT $655.38 $194.00 $98.00 $16.00 $1,008.28 $744.00 $4.00 $25.40 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020{a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov C Cicyof Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check Est. Value PC Deposit Date CA(&bilc2-oc£~ 1>90 li<>-. 3Co .tJ l,s-s-, 3t: Job Address2502 Gateway Rd. Carlsbad, CA 92009 Suite: APN:213---261-01. 213-261-02. 213-261-oJ. 21J,2e1-04 ----- Tenant Name#: Viasat Lot#: 10, 11, 12, 13 Year Built: --------------------------- Year Built:. __ _ Occupancy: B/F-1 Construction Type: 111-8 Fire sprlnklers0'ESQNO A/C:QYEsQNo BRIEF DESCRIPTION OF WORK: Tenant improvement, including new non-load bearing partitions, ceiling, finishes, misc. hvac, electrical. 0 Addition/New: ____________ New SF and Use, __________ New SF and Use ______ SF Deck, SF Patio Cover, SF Other (Specify) ___ _ ~Tenant Improvement: _1.c..,5_7_4 ___ SF, Existing Use: _B_/F_-_1 _____ Proposed Use: _B_/F_-_1 ____ _ _____ SF, Existing Use: Proposed Use: ______ _ 0 Pool/Spa:. _____ SF Additional Gas or Electrical Features? ____________ _ 0 Solar: KW, ___ Modules, Mounted: 0Roof 0Ground 0 Reroof: ___________________________________ _ 0 Plumbing/Mechanical/Electrical Oather: ______________________________ _ PROPERTY OWNER Name: Pivotal APPLICANT (PRIMARY CONTACT) Name:Stephen Scirrotto Address·543 N. Highway 101 Address:650 East Camelback Rd. Suite 650 City·Soiana Beach State:_C_A __ Zip: 92075 City: Phoenix State:_AZ __ .Zip: 85016 Phone·BSB.914.7262 Phone:602.248.8181 Email·stephen@sjsstudiosinc.com Email: ___________________ _ DESIGN PROFESSIONAL CONTRACTOR OF Name:SJS Studios Inc. (Stephen Scirrotto) Business Name: Address:543 N. Highway 101 Address:1.L,f.4jµ.L,~!.....O~~{r2'2.....~~Pc~~b.--- City:Solana Beach State:CA Zip:_9_20_7_5 ___ City: 1 State:Af Zip:._,_.-"""....,.'---- Phone:858.914.7262 Phone: fl!i.; ~i~-£.Vt, Email:stephen@sjsstudiosinc.com Email:_,kJ;J~~ -~1;Ju,i4tt, (!6M'1 Architect State License: c3a12o CSLB License ._4';4_,..~....__.,._....,_._,P-L ___ Class:...,.il5...._ ___ __,_ Carlsbad Business License # (Required): f$lt6 a;JY.52 REV. 07/21 , THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaf firm under penal tyaf per jury that I am licensed under pravisians af Chapter 9 ( cammenci ng with Sectian 7000) af Divisian 3 af the Business and Prafessions Code, and my license is in full farce and effect. I also affirm under penalty of perjury one of the fallowing declarations (CHOOSE ONE): 01 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. Policy No .. _____________________________________ _ ~~ and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for th p rfor My workers' comp on r ce nd poli mber are: lnsuranceCompany Name: Policy No. -Expiration Date: ~'¥-"--¥''1.-'C:...«..J"'4::..;>------ -0R- Ocertificate of Exemption: I certify that in the performance of the work for which this permit is issued,/ shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: A.//4 I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued {Sec. 3097 (i) Civil Code). Lender's Name: ____________________ Lender'sAddress: ___________________ _ CONTRACTOR CERT/FICA TION: /certify that I have read the application and state that the above information is correct and that the information an the plans is accurate. /agree to comply with all City ordinances and State laws relating ta building construction. NAME (PRINT): • OR - (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law far the fallowing reason: n I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. ~44, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale}. -0R- D1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License law). -OR-01 am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM 8-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal res'rdence ·in wh·1ch I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicabl elaw, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http: I lwww.leginfo.ca.gov/calaw.html. OWNER CERT/FICA TION: /certify that I have read the application and state that the above information is correct and that the informatianonthe plans is accurate. /agree to comply with all City ordinances and State laws relating ta building construction. NAME (PRINT): SIGN: __________ DATE: ______ _ Note: If the person signing above ls an authorized agent for the property owner include form B-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV. 07/21 PERMIT INSPECTION HISTORY for (CBC2022-0439) Permit Type: Work Class: Status: Scheduled Date 09/07/2023 BLDG-Commercial Tenant Improvement Closed -Finaled Actual Inspection Type Start Date Checklist Item BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final 09/08/2023 BLDG-Final Inspection Checklist Item BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final Tuesday, October 3, 2023 Application Date: 12/20/2022 Owner: PIVOTAL 650 CALIFORNIA ST LLC Issue Date: 03/10/2023 Subdivision: Expiration Date: 12/26/2023 Address: 2502 GATEWAY RD IVR Number: 45382 CARLSBAD, CA 92009-1742 Inspection No. Inspection Status Primary Inspector Reinspection Inspection COMMENTS August 8, 2023· 1. interior, tenant improvement, scope of Viasat work per engineered, plans and detail specifications -partial approval. 2. Pending permanent identification, labels and electrical breaker, identification labels, not fixed, temporary identification-labeling, due to back inventory of new electrical panel. metal cover plates. 3. Rest of the V1asat interior tenant improvement, work-OK. 4. Photos will suffice for new identification electrical panel placard labels. Informed Contractor representative-Wayne. 223369-2023 COMMENTS Passed September 7, 2023: Tony Alvarado 1. interior, tenant improvement, scope of Viasat work per engineered, plans and detail specifications -Approved. 2. permanent identification, labels and electrical breaker, identification labels, permanently fixed and front electrical panel covers installed correctly-Approved. 3. Rest of the Viasat interior tenant improvement, work-Approved. Passed Yes Yes Yes Yes Passed Yes Yes Yes Yes Complete Page 3 of 3 PERMIT INSPECTION HISTORY for (CBC2022-0439) Permit Type: BLDG-Commercial Work Class: Tenant Improvement Application Date: 12/20/2022 Issue Date: 03/10/2023 Owner: PIVOTAL 650 CALIFORNIA ST LLC Subdivision: Status: Scheduled Date 05/08/2023 06/26/2023 08/07/2023 Closed -Finaled Expiration Date: 12/26/2023 IVR Number: 45382 Address: 2502 GATEWAY RD CARLSBAD, CA 92009-1742 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Checklist Item BLOG-Building Deficiency NOTES Created By Angie Teanio COMMENTS TEXT 619-654-1764 Wayne 05/0812023 BLDG-17 Interior Lath!Drywall 210285-2023 Passed Tim Kersch Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio COMMENTS TEXT 619-654-1764 Wayne 06/26/2023 BLDG-85 T-Bar, Ceiling 215302-2023 Passed Tony Alvarado Grids, Overhead Checklist Item BLDG-Building Deficiency BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers NOTES Created By Angie Teanio Angie Teanio COMMENTS June 26, 2023: 1. Inspected overhead plumbing, mechanical, electrical, and any structural framing members, and mechanical HVAC chilled water supply lines, scope of work per engineered plans and detail specifications -approved. TEXT 619-654-1764 Wayne II Early AM 858-353-8716 Kristin 08/07/2023 BLDG-Final Inspection 219731-2023 Partial Pass Tony Alvarado Reinspection Inspection Passed Yes Created Date 04/27/2023 Passed Yes Created Date 05/05/2023 Passed Yes Yes Yes Yes Created Date 03/22/2023 04/21/2023 Complete Complete Reinspection Incomplete Tuesday, October 3, 2023 Page 2 of 3 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBC2O22-O439) Permit Type: BLDG-Commercial Work Class: Tenant Improvement Application Date: 12/20/2022 Owner: PIVOTAL 650 CALIFORNIA ST LLC Status: Scheduled Date 03/23/2023 04/24/2023 04/28/2023 Closed -Finaled Issue Date: 03/10/2023 Subdivision: Expiration Date: 12/26/2023 IVR Number: 45382 Address: 2502 GATEWAY RD CARLSBAD, CA 92009-1742 Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Status 03/23/2023 BLDG-85 T-Bar, Ceiling 206103-2023 Cancelled Grids, Overhead Checklist Item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS Canceled, not correct building or inspection. TEXT Tony Alvarado NOTES Created By Angie Teanio 619-654-1764 Wayne II Early AM 04/24/2023 BLDG-85 T-Bar, Ceiling 208792-2023 Partial Pass Tim Kersch Grids, Overhead Checklist Item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS Canceled, not correct building or inspection. Ou Duct seal partial. TEXT NOTES Created By Angie Teanio 619-654-1764 Wayne// Early AM Angie Teanio 04/28/2023 BLDG-14 Frame/Steel/Bolting/We lding (Decks) 209417-2023 858-353-8716 Kristin Passed Checklist Item COMMENTS BLDG-Building Deficiency NOTES Created By Angie Teanio BLDG-44 Rough/Ducts/Dampers 209418-2023 TEXT 619-654-1764 Wayne Passed Tim Kersch Tim Kersch Reinspection Incomplete Passed No No No No No Created Date 03/22/2023 Reinspection Incomplete Passed No No No No Yes Created Date 03/22/2023 04/21/2023 Complete Passed No Created Date 04/27/2023 Complete Tuesday, October 3, 2023 Page 1 of 3 WISEMAN --ROHY STRU CTURAL ENGINEERS STRUCTURAL CALCULATIONS FOR VIASAT Nl -MACH 3 LAB T.I. -PLAN CHECK 9915 Mira Mesa Blvd. TEL. (858) 536-5166 CARLSBAD, CA January 25, 2023 W+R Job 22-081 CBC2022-0439 2502 GATEWAY RD f::\ > ,_ -0 VIASAT: 1.574 SF OFFICE/MANUFACTURING T.I. Suite 200 WRENGINEERS.CC 2132612000 2/9/2023 CBC2022-0439 WISEMAN l ROHY STR UCTURAL ENGINEERS EQUIPMENT SEISMIC ANCHORAGE (2018 IBC / 2019 CBC / ASCE 7-16) Version 3.0 PROJECT: Viasal N1 Mach 3 Lab LOCATION: Server Rack JOB NO: 22-081 1/25/2023 15.04:09 EQUIPMENT ANCHORAGE PER ASCE 7-16 13.3.1 ap = 1 Equipment Weight = 3500 lb Length (long side) (@ anchors) = 35.2 in Rp = 2.5 Curb Weight = 0 lb Width (short side) (@ anchors) = 19.3 in Oo= 2.0 Total Weight= 3500 lb (Wp) Sos = 0.770 # Anchors on long side (10 max)= 2 (35.2 in oc) I -p-1.0 Top of Curb to COG = 59.5 in # Anchors on short side (8 max) = 0 (19.3 in oc) z = 0 ft (equip ht) Curb Height= 0 in (not counting corners at short sides) h = 6.5 ft (roof ht) Total Ht to COG= 59.5 in (HT) Total Anchor Points = 4 Horizontal Component (LRFD) Fpx MIN = 0.3 (Sos) (Ip) (Wp) = Fpx MAX = 1.6 (Sos) (Ip) (Wp) = 0.231 Wp 0.123 Wp 0.231 Wp 1.232 Wp Anchor Layout 84 60 36 .12 • -120 -96 .72 -48 -24e.12 0 •24 48 72 96 120 Vertical Component (LRFD) -36 0.154 WP -84 Anchorage Calculations: Strength Level Forces: ASD Level Forces: Mor= MR= MNer= Tu= Vu= NOTES: 0.462 WP = 0.154 WP = Critical Angle = 1617.0 lb (with Omega) 539.0 lb 0 degrees Fpx •HT= 96212 lb-in (0.9-Fp,) •WP• Lx = 25196 lb-in (at critical angle) (Mor -MR) = 71015 lb-in (at critical angle) 1840 lb Tension/ Anchor (worst case anchor) 404 lb Shear/ Anchor (all equal) Mor= MR= MNET= TAso= VAso= 0.323 WP = 0.108 Wp = Critical Angle = 1131.9 lb (with Omega) 377.3 lb 0 degrees F px • HT = 67348 lb-in (0.6-Fp,) • Wp • Lx = 16624 lb-in (at critical angle) (Mor -MR) = 50724 lb-in (at critical angle) 1314 lb Tension I Anchor (worst case anchor) 283 lb Shear/ Anchor (all equal) -This spreadsheet checks all angles (0 deg -90 deg) for each bolt arrangement. Forces given are for the worst-case angle. -Angles are measured up from the horizontal line in the diagram above through the center of the unit (0 deg = right, 90 deg = up). -Attachment to concrete or masonry shall use Omega unless governed by a ductile shear or tensile failure. -If equipment is mounted on vibration isolators with the clearance from equipment to frame > 0.25 inch use 2Fp (double Sds). -Lx is the distance to the farthest anchor measured perpendicularly from the angled line of rotation. E:\Projects\22\22-081 Viasat Nl Mach 3 Lab\Calcs\2019 CBC -Mechanical Anchorage -Server Rack 1:11-;~1 Hiltl PROFIS Engineering 3.0.82 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Wiseman + Rohy Structural Engineers 9915 Mira Mesa Blvd 8585365166 1 Hilti KB-TZ2 Kwik Bolt TZ2 -CS 1/2 (2 1/2) hnom3 2210254 KB-TZ2 1/2x3 3/4 h0r,ac1 = 2.500 in., hnom = 3.000 in. Carbon Steel ESR-4266 12/17/2021 I 12/1/2023 Design Method ACI 318-14 / Mech Page: Specifier: E-Mail: Date: cracked concrete, 3000, fc' = 3,000 psi; h = 5.000 in. hammer drilled hole, Installation condition: Dry 1 David Maestas 1/25/2023 6'Lb~,:~ - Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Geometry [In.) & Loading [lb, ft.lb) lnf)<JI dala and results must be cl1ecked fo, confo,mlty with the existing conditions and for plauslbilttyl PROFIS Engineering ( c) 2003-2023 HIIII AG, FL-9494 Schaan HUii Is a registered Trademark of HMH AG. Schaan 1:115;.1 --------------------------------Hi It i PROFIS Engineering 3.0.82 www.hiltl.com Company: Address: Phone I Fax: Design· Fastening point: 1.1 Design results Case Wiseman + Rohy Structural Engineers 9915 Mira Mesa Blvd 8585365166 I Hilti KB-TZ.2 Description Combination 1 Page: Specifier: E-Mail: Date: Forces (lb] / Moments [ft.lb] Seismic N = 1,840; V, = 404; Vy= 0; yes M, = 0.000; My = 0.000; M, = 0.000; 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension. -Compression) Anchor Tension force Shear force Shear force x Shear force y 1,840 404 404 0 max. concrete compressive strain: -[o/oo] max. concrete compressive stress: -(ps~ resulting tension force In (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Load N01 (lb) Capacity• N0 (lb] Utlllzatlon f3N = N0.Jt Steel Strength• 1,840 8,433 22 Pullout Strength• N/A N/A N/A Concrete Breakout Fallure0 1,840 2,216 84 • highest loaded anchor .. anchor group (anchors in tension) Input data and raaults must be checked for conformlly with the existing conditions and for plauslblhtyl PROFIS Engineering ( c ) 2003-2023 HIIU AG, FL-9494 Schaan HUtl Is a registered Trademark of HMU AG, Schaan Nn 2 David Maestas 1/25/2023 Max. Util. Anchor [%] 84 Status OK N/A OK 2 •=iiS•• Hilti PROFIS Engineering 3.0.82 www.hilti.com Company: Address: Wiseman + Rohy Structural Engineers 9915 Mira Mesa Blvd Page: Specifier: Phone I Fax: 8585365166 I Design: Hilti KB-TZ2 Fastening point: 3.1 Steel Strength N.. = ESR value (j> N .. .? N.,. refer to ICC-ES ESR-4266 ACI 318-14 Table 17.3.1.1 Variables A10 N [in.2] 0.10 Calculations N,. (lb] 11,244 Results N18 [lb] 11,244 114,004 0.750 3.2 Concrete Breakout Failure Net, = (:~:) lj/ od,N lflc,N 'l'cp,N Nb <j, Nct>.? N ... (j>nondudie 1.000 ~c seeACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ~c0 = 9 h!, lj/ ed,N = 0.7 + 0.3 ( ~.•5~,) S 1.0 lj/ = MAX(c","''" 1.5h•') 1.0 cp,N Cac • Cac S /7 1,5 Nb = k0 1' • 'Vf0 h., Variables h0, [in.] C0 min [in.] lj/ c.N 2.500 48.000 1.000 Calculations ANc pn.2] ~c:0 [ln.2] lj/ od.N 56.25 56.25 1.000 Results Neb [lb] (j> conao,o (j>solsmlc 4,547 0.650 0.750 E-Mail: Date: N.,. [lb) 8,433 1,840 ACI 318-14 Eq. (17.4.2.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) c. [in.] kc 6.750 21 lj/cp,N Nb [lb] 1.000 4,547 ~nonducllo ~ Nob [lb] 1.000 2,216 lopul data and re&u\11 must be checked for conformity with the eKisting conditions and for plauslbihtyl PROFIS Engineering ( c ) 2003-2023 HIIU AG, FL-9494 Schaen HUii is a roglste,od Trademar1< of HUii AG, Schaan ). . 1.000 Nu• [lb] 1,840 3 David Maestas 1/25/2023 ([psi] 3,000 3 •=iiSi.i Hiltl PROFIS Engineering 3.0.82 www.hilti.com Company: Address: Wiseman + Rohy Structural Engineers 9915 Mira Mesa Blvd Phone I Fax: 8585365166 I Design: Hilti KB-TZ2 Fastening point: 4 Shear load Load Vu, [lb] Steel Strength' 404 Steel failure (with lever arm)' N/A Pryout Strength" 404 Concrete edge failure in direction y-" 404 • highest loaded anchor ·•anchor group (relevant anchors) 4.1 Steel Strength V,a.eq = ESR value 41 v,ieo1 ~ v.,. Variables A.,v [ln.2] 0.10 Calculations V,1 09 [lb) 6,878 Results V11 .. [lb] 6,878 refer to ICC-ES ESR-4266 ACI 318-14 Table 17.3.1 .1 fut, [psi] 114,004 1.000 .nondudlle 0.650 1.000 ♦ v .... [lb) 4,471 lnpYI data and ruulls must be checl<ed for conformity with Iha existing cond1tlons and for plausibilityl Page: Specifier: E-Mail: Date: Capacity ♦ V" [lb] 4,471 NIA 6,365 38,244 Vua(lb] 404 PROFIS Englnaarlng ( c) 2003-2023 HIIU AG, FL-9494 Schaan HNtl Is a registered Trademark of Hlltl AG, Schaan Utilization f3v = Vu,/♦ v. 10 N/A 7 2 4 David Maestas 1/25/2023 Status OK N/A OK OK 4 •=iiS~• --------------------------------Hi It i PROFIS Engineering 3.0.82 www.hllti.com Company: Address: Phone I Fax: Design: Fastening point: 4.2 Pryout Strength Variables kcp 2 Cac [in.] 6.750 Calculations ANc [in.2] 56.25 Results 9,093 Wiseman + Rohy Structural Engineers 9915 Mira Mesa Blvd Page: Specifier: 8585365166 I Hilti KB-TZ2 her [in.] c.m1n [in.] 2.500 48.000 kc :i... 21 1.000 ANc0 [in.2] lj/ ed,N 56.25 1.000 4' conaoto +soil- 0.700 1.000 E-Mail: Dale: ACI 318-14 Eq. (17.5.3.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.?b) ACI 318-14 Eq. (17.4.2.2a) 'I' c.N 1.000 ( [psij 3,000 'V cp,N Nb [lb] 1.000 4,547 ~-♦ Vco [lb] 1.000 6,365 Input data and results must be checi<ed for conformity with the existing condlllons and for pleuslbililyl PROFIS Engineering ( c ) 2003-2023 Hlltl AG, FL-9494 Schean Hlltl la a raglsta,ed Trademark of HIit! AG, Schaen Vu• [lb] 404 5 David Maestas 1/25/2023 5 •=iiS~• Hilti PROFIS Engineering 3.0.82 www.hilti.com Company: Address: Wiseman + Rohy Structural Engineers 9915 Mira Mesa Blvd Page: Specifier: Phone I Fax: 8585365166 I Design: Hllli KB-TZ2 Fastening point: 4.3 Concrete edge failure in direction y- Vet, : (~:) ljl ed,V 'l'c,V 'l'n,V 'Vpo1alelV Vb cliVcc~Vua Ave see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) Avc<J = 4.5 c!, ljl ed,V = 0.7 + 0.3c .~i.J S 1.0 --~ 0 ljl n,v -'-J~-h-<! 1 . • Vb = (1 (f.}°'2 ~} 1-. ~c:,s Variables c,, [in.] 48.000 ) .. 1.000 Calculations Ave [in.21 600.00 Results 54,634 c,2 [in.] 48.000 d1 [in.] 0.500 2 Avc0 [In. ] 10,368.00 4> concrnte 0.700 lj/ c,V 1.000 ([psi] 3,000 lj/ ed.V 1.000 4>,oismlc 1.000 5 Combined tension and shear loads 0.830 0.090 5/3 E-Mail: Dale: ACI 318-14 Eq. (17.5.2.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17 .5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) h• [in.] 10 [1n.] 5.000 2.500 'V parelel,V 2.000 'Vn.v Vb [lb) 3.795 124,394 4'nonducdlo cli Vcb[lb) 1.000 38,244 Utilization ~Ny [%] Status 76 OK Input data and results musl be checked for conformlly wilh Iha exisllng conditions and for plauslbllityl PROFIS Engineering l c ) 2003-2023 HUil AG, FL-9494 Schaen HUU Is a registered Trademark of HIIU AG, Schaan V08 [lb) 404 6 David Maestas 1/25/2023 6 ,:,is., Hilti PROFIS Engineering 3.0.82 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 6 Warnings Wiseman + Rohy Structural Engineers 9915 Mira Mesa Blvd 8585365166 I Hilti KB-TZ2 Page: Specifier: E-Mail: Date: 7 David Maestas 1/25/2023 • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered -the anchor plate Is assumed to be sufficiently stiff, In order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CB FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. Refer to the manufacturer's product literature for cleaning and installation Instructions. For additional Information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • An anchor design approach for structures assigned to Seismic Design Category C, D, E or Fis given In ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this Is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b). Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed lo undergo ductile yielding at a toad level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension I shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by ro0. Hilti post-installed anchors shall be Installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input date and results must be checked 10< conformity with the existing cond1llons end for plausibllityl PROFIS Engineering ( c ) 2003-2023 Hlltl AG, FL-9494 Schaan Hilti Is a registered Trademark of Hlttl AG, Schaan 7 1:11-;;.1 Hilti PROFIS Engineering 3.0.82 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 7 Installation data Profile: - Hole diameter in the fixture: - Plate thickness (Input): - Wiseman + Rohy Structural Engineers 9915 Mira Mesa Blvd 8585365166 I Hilti KB-TZ2 Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Page: Specifier: E-Mail: Date: 8 David Maestas 1/25/2023 Anchor type and diameter: Kwik Bolt TZ2 -CS 1/2 (2 1/2) hnom3 Item number: 2210254 KB-TZ2 1/2x3 3/4 Maximum installation torque: 50.154 ft.lb Hole diameter in the base material: 0.500 in. Hole depth in the base material: 3.250 In. Minimum thickness of the base material: 5.000 in. Hilti KB-TZ2 stud anchor with 3 in embedment, 1/2 (2 1/2) hnom3, Carbon steel, Installation per ESR-4266 7.1 Recommended accessories Drilling Cleaning Suitable Rotary Hammer • Manual blow-out pump • Properly sized drill bit Coordinates Anchor In. Anchor x y c .• 0.000 0.000 48.000 48.000 48.000 Input data and results must be checked fOf conformity with I/lo axlsllng cond1Uons and for plauslblllly! PROFIS Engineering ( c) 2003-2023 HIIII AG, FL-9494 Schaen Hllll ls a registered Trademark of HIIU AG, Schaen Setting Torque controlled cordless impact tool Torque wrench Hammer 8 1:115;.1 ----------------------------------H ii ti PROFIS Engineering 3.0.82 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Wiseman + Rohy Structural Engineers 9915 Mira Mesa Blvd 85853651661 Hiltl KB-TZ2 8 Remarks; Your Cooperation Duties Page: Specifier: E-Mail: Date: 9 David Maestas 1/25/2023 Any and all information and data contained in the Software concern solely the use of Hiiti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hllti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, If applicable, carry out the updates of the Software offered by Hiltl on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. lnP<Jt data and results must be checked ror conrormlly with the existing oondltions and re, plauslbilityl PROFIS Engineering ( c ) 2003-2023 Hlltl AG, FL-9494 Schaan HHll ls a registered Trademark of Hiltl AG, Schaen 9 ""-nu1r ijihMfr-· Specifications Sub Brand Product Type Rear Door Type Front Door Type -- Material Color - Overall Width (In.) Overall Width (mm) Overall Depth (In.) Overall Depth (mm) Overall Height (In.) Overall Height (mm) Number of Rack Units Casters Static Load Capacity (kg) Static Load Capacity (lb) Rolling Load Capacity (kg) Rolling Load Capacity (lb) Finish/Coating Standards Met Packaging Detail Std. Pkg. Qty. Std. Pkg. Volume (cf} Std. Ctn. Qty. Std. Ctn. Volume (cf) Infrastructure for a connected world FlexFusion Cabinet, 700mm x 48RU x 1200mm, White XG74822WS0001 FlexFusion Cabinet, 700mm x 48RU x 1200mm, White, Hardware Mount Rail, Top Cap w/ Brush Seal, Single Hinge Perforated Front Door, Split Perforated Rear Door, Standard Locks, Left and Right Side Panels, Left POU Bracket, Casters FlexFusion™ FlexFusion Cabinet Door Split Hinged Door Single Hinged -Steel White 28 700 48 1200 89.2 2266 48 Yes 1591 3500 1136 2500 Powder-Coated EIA-310-E, TINEIA-942, UL2416 (Pending), RoHS Compliant ' --- 1 70.5762 --------·- 0 0.0000 www.panduit.com For service and technical support, call 1-800-777-3300 Part: XG74822WS0001 © Panduit Corp. 2021 INSTALLATION INSTRUCTIONS V00029TK & WARNING ;abinet Tipping Hazard Mount cabinet to floor before equipment is installed in cabinet. FAILURE TO FOLLOW THESE INSTRUCTIONS CAN LEAD TO SERIOUS INJURY, DEATH, OR DAMAGE TO YOUR EQUIPMENT. Floor Mounting Secure (2) Shipping Hold Down Brackets at front and rear of cabinet See Floor Mounting View below for floor mounting dimensions Attach the anchors to the floor with appropriate hardware for your type of floor ., . ' ' .. (4) Shipping Hold Down Brackets & M10 screws Previously removed during 'Packaging Material Removal' step (Page 4). J:o; -__ 1=t1 ..--\[ --· _,.,.. Use 15mmSocket Wrench .. ;: .. - QJ.MA -600mm wide cabinets: -700mm wide cabinets: -800mm wide cabinets: DIM B: • Q • Q ' Q ' Q ' Q ' Q -1070mm deep cabinets: j-....;,,;.'-;,-......... ~. -1200mm deep cabinets: 4X 13mm DIA (.5"] Q Q Q Q Top view for floor mounting layout 0 " 0 () <> <> () () 0 0 • 0 103mm ___ ,........_ __ 0 IM A-- (4.1 "] For Technical Support: www.panduit.com/resourceslinstall_maintain.asp Page 6 of 20 DIM B 157mm [6.21 ·•-1111. ~ 1601 E. MIRALOMA AVE .• PLACENTIA. CA 92870 PROJECT: VIASAT N1 -MACH 3 LAB PROJECT CUSTOMER: RAMTEK PROJECT NO.: 22-677-01 DATE: 12/1/2022 DESCRIPTION OF WORK: EQUIPMENT ANCHORAGE DESIGN GENERAL NOTES: ~ > 1--0 1) AJ ENGINEERING. INC. SCOPE OF WORK IS LIMITED TO THE DESIGN OF EQUIPMENT ANCHORAGE. NO OTHER RESPONSIBILITY IS ASSUMED OR IMPLIED. 2) CONSTRUCTION SHOULD NOT BEGIN UNTIL ALL APPROVALS ARE IN PLACE, INCLUDING APPROVAL OF THIS SUBMITTAL BY OWNER"S AGENTS. CONSULTANTS, AND/OR BY BUILDING PERMIT PLAN CHECK. AJ ENGINEERING, INC. WILL NOT ASSUME RESPONSIBILITY FOR CONSTRUCTION DONE PRIOR TO APPROVALS. 0 12/1/2022 REV DATE CBC2022-0439 2502 GATEWAY RD VIASAT: 1.574 SF OFFICE/MANUFACTURING T.I. 2132612000 2/9/2023 CBC2022-0439 1601 E. MIRALOMA AVE., PLACENTIA, CA 92870 IAC-0 2,154 LBS PROJECT: VIASAT N1 -MACH 3 U>.B PROJECT CUST.: RAMTEK PROJ. NO.: 22-677-01 DESCRIP.: 93PM 200 SERIES, 15kVA/150kW CABINET ANCHORAGE REV ' : 'UPS/ IAC-B , , 1,77 LBS I: BATTERY 4,803 LBS ' . '" I:, DESCRIP. NQIE;, OWN BY: RQH CHKD BY: VH DATE: 11 /30/22 PAGE NO.: SK 1 DATE OF: AJ ENGINEERING, INC. IS ONLY RESPONSIBLE FOR EQUIPMENT HOLD DOWN ANCHORAGE. FOR EQUIPMENT INSTALU>.TION, REFER TO MANUFACTURER'S INSTRUCTION. ½"¢x3¼" MIN. EFF. EMBED. HIL Tl KB-TZ2 W/ 4¼" MIN. HOLE DEPTH & 4" MIN. EDGE DISTANCE, TYP. EB ELEVATION VIEW SCALE: NTS IAC-0 BACK SEISMIC ANGLE, SEE A/SK2 UPS BACK SEISMIC ANGLE, SEE B/SK2 PLAN VIEW SCALE: NTS I FRONT OF CABINETS I ♦ ♦ I BACK OF CABINETS I SIAC FRONT SEISMIC ANGLE, SEE C/SK2 ♦ ♦ ♦ BATTERY BACK SEISMIC ANGLE, SEE E/SK2 SIAC BACK SEISMIC ANGLE, SEE D /SK2 1601 E. MIRALOMA AVE., PLACENTIA, CA 92870 o/is"¢ HOLE, TYP L2½x2½x¼ PROJECT: VIASAT N1 -MACH 3 I.AB PROJECT CUST.: RAMTEK PROJ. NO.: 22-677-01 DESCRIP.: 93PM 200 SERIES, 15kVA/150kW SEISMIC ANGLE DETAIL REV HOLES IN THE VERTICAL LEG TO BE DRILLED IN THE FIELD TO MATCH EXISTING MOUNTING HOLES IN CABINET HOLE FOR ¾"¢ BOLT o/,5"¢ HOLE, TYP L2½x2½x¼ DESCRIP. OWN BY: RQH CHKD BY: VH DATE: 11 /30/22 PAGE NO.: SK2 DATE OF: HOLES IN THE VERTICAL LEG TO BE DRILLED IN THE FIELD TO MATCH EXISTING MOUNTING HOLES IN CABINET EB IAC-D SEISMIC ANGLE UPS SEISMIC ANGLE SCALE: NTS o/,5"¢ HOLE, TYP L2½x2½x¼ ¾" 1~ HOLES IN THE VERTICAL LEG TO BE DRILLED IN THE FIELD TO MATCH EXISTING MOUNTING HOLES IN CABINET 3/,5"¢ HOLE FOR ¾"0 BOLT o/,5"¢ HOLE, TYP L2½x2½x¼ SCALE: NTS HOLES IN THE VERTICAL LEG TO BE DRILLED IN THE FIELD TO MATCH EXISTING MOUNTING HOLES IN CABINET FOR SIAC FRONT SEISMIC ANGLE SIAC BACK SEISMIC ANGLE SCALE: NTS o/,5"¢ HOLE. TYP. SCALE: NTS HOLES IN THE VERTICAL LEG TO BE DRILLED IN THE FIELD TO MATCH EXISTING MOUNTING HOLES IN CABINET 4-3/,5"¢ HOLE FOR 3/e"¢ BOLT 32" EB BATTERY SEISMIC ANGLE SCALE: NTS DATE SIGNED 12/06/2022 1/18/23, 9:50 AM U.S. Seismic Design Maps OSHPD 2502 Gateway Rd, Carlsbad, CA 92009, USA Latitude, Longitude: 33.1275152, -117 .265322 Lowe's Hornet!\ f Palomar Commons Improvement Y ViaSat, Inc. B.g N2 q 9 Panera Bread ~ounty of San )iego Department of... Sky Zone Trampoline Park ' q Gate Repair Carlsbad Discovery Rd Viasat9 A . . Ingleton Ave Google Date T V1asat, Inc. Parking 2 Map data ©2023 1/18/2023, 9:48:57 AM Design Code Reference Document Risk Category Site Class Type Value Ss 0.959 s, 0.351 SMs 1.151 SM1 null -See Section 11.4.8 Sos 0.767 So1 null -See Section 11 .4.8 Type Value soc null -See Section 11.4.8 Fa 1.2 Fv null -See Section 11.4.8 PGA 0.418 FPGA 1.2 PGAM 0.502 TL 8 SsRT 0.959 SsUH 1.062 SsD 1.5 S1RT 0.351 S1UH 0.384 S1D 0.6 PGAd 0.5 PGAuH 0.418 CRs 0.903 https://www.seismicmaps.org ASCE7-16 Ill D -Default (See Section 11.4.3) Description MCER ground motion. (for 0.2 second period) Description MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration Mapped value of the risk coefficient at short periods 1/3 PROJECT: VIASAT N1 -MACH 3 LAB PROJECl OWN BY: ROH CUST: RAMTEK CHKO BY: VH ------------ PROJ. NO.: 22-677-01 1601 E MIRAJ OMA AVE P1 ACENJJA CA !12870 EQUIPMENT ANCHORAGE CALCULATION EQUIPMENT TAG(S): IAC-D EQUIPMENT MAKE & MODEL: 93PM 200 SERIES 15kVA/150kW SEISMIC DESIGN FORCE 2019 CBC SECTION 1613, SEISMIC FORCES SHALL BE DETERMINED BY ASCE 7 SECTION 13.3 WP= 2154 , COMP. WEIGHT A = p 1 , COMP. AMP. FACTOR R = p 2.5 , COMP. RESP. FACTOR Sos= 0.771 , SHORT PERIOD SPECTRAL ACCELERATION I -p-1.0 , IMPORTANCE FACTOR Z= 0 , COMP. ATTACH. ELEV. (FT. OR LEVEL) H= 1 , ROOF ELEV. (FT. OR LEVEL) Fp11,ca1c = 0.12 Wp = 266 LB = 0.4•Ap•Sos*lp•(1+2•ztH)Wp/Rp Fph,mln = 0.23 Wp = 498 LB = 0.3SoslpWp <== GOVERNS Fph,max = 1.23 Wp = 2657 LB = 1.6S05IPWP Fph = 0.23 Wp = 498 LB = MIN(FPH,MAX,MAX(FPH,CAI.C,FPH,MIN)), SEISMIC LATERAL FORCE Fpv = 0.15 Wp = 332 LB = 0.2*S05*Wp, SEISMIC VERTICAL FORCE DIMENSIONS 81 = 24 IN. , LENGTH BETWEEN ANCHORAGE LOCATIONS 2 X 82 = 42 IN. , WIDTH BETWEEN ANCHORAGE LOCATIONS H = 37 IN. , C.G. HEIGHT OF EQUIPMENT P"' ' y ~ r pri•cos"l N,= 8 , NO. OF ANCHORAGE LOCATIONS AT LONG EDGES N2 = 4 , NO. OF ANCHORAGE LOCATIONS AT SHORT EDGES N = 8 , TOTAL NO. ANCHORAGE LOCATIONS AREA MOMENT OF INERTIA AND CRITICAL ANGLE lxx = lyy = ex= 640 3528 1.26 rad 72 deg REACTIONS =[N,(N, +2)+(N -4)]x(!!.L)2 3(N, -2) 2 2 -,(Iyy x 81 J =tan ---/xx X 82 --e •p·1· s,n-0 X 1--Bl-J P irn ' pv -€t ►on·s "11'l Wp ' B1 -, 0onl ev. DATE: 12/1/2022 PAGE NO.: CS1-1 ... TABLE 13.5-1 OR 13.6-1 ... TABLE 13.5-1 OR 13.6-1 ... SECTION 11.4.4 ... SECTION 13.1.3 ... EON 13.3-1 ... EON 13.3-3 ... EON 13.3-2 ... SECTION 13.1.1 3 7 y 3: I __J 4 ' ~ pv 0 -F pn• cos"l Wp ' 4 4 B2 S'_Ct:' ..f.s_v. 3 Pr= 162 LB F,,. cos 8 x H x !!..J.. F,,. sin 8 x H x !!.J.. F,,-o.9w , + 2 + 2 ,TENSION ATLOCATION2 N lyy hex Pc= 727 LB 8 2 . B, F + t.iW F p1, cos 8 X H X -F p1, sm 8 x H x - ,,. • + 2 + 2 , COMP. FORCE AT LOCATION 4 N lyy /xx Ps = 62 LB ( F N•• J , SHEAR FORCE AT EACH LOCATION PROJECT: VIASAT N1 • MACH 3 LAB PROJEC1 OWN BY: RQH GUST: RAMTEK CHKD BY: VH ------------ PROJ. NO.: 22-677-01 DATE: 12/1/2022 1601 E MIRA! PMA AYE PLACENTIA CA 92870 PAGE NO.: CS1-2 POST INSTALLED ANCHOR BOLT DESIGN Oo = 2.50 , OVERSTRENGTH FACTOR TaoLT = 405 LB = 0 0*Pt, TENSION FORCE AT ANCHOR BOLTS VaoLT = 156 LB = 0 0*Ps, SHEAR FORCE AT ANCHOR BOLTS SEE HIL Tl PROF IS REPORT FOR CONCRETE ANCHOR CHECK i : i i S • i ______________________ _ Hilti PROFIS Engineering 3.0.81 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: AJ Engineering I IAC-D VIASAT N1 -MACH 3 LAB Page: Specifier: E-Mail: Date: Specifier's comments: 93PM 200 SERIES, 15kVA/150kW 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Kwlk Bolt TZ2 -CS 1/2 (3 1/4) 2210255 KB-TZ2 1/2x4 1/2 h8r,act = 3.250 in., hnom = 3.750 in. Carbon Steel ESR-4266 12/17/2021 I 12/1/2023 Design Method ACI 318-14 / Mech cracked lightweight concrete, 3000, fc' = 3,000 psi; h = 6.000 in. hammer drilled hole, Installation condition: Dry • Reinforcement: tension: condition 8, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Geometry [In.] & Loading [lb, In.lb] 4 I X 1 Randy H 12/1/2022 ----------------Input data and results must be checked for conformity with the exisling condilions and for plausibilityt PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hllti is a registered Trademarl< of Hiltl AG, Schaan 1 = i i S • 1 ______________________ _ Hllti PROFIS Engineering 3.0.81 www.hlltl.com Company: Address: Phone I Fax: Design: Fastening point: 1.1 Design results Case AJ Engineering I IAC-D VIASAT N1 -MACH 3 LAB Description Combination 1 Page: Specifier: E-Mail: Date: Forces (lb) / Moments [in.lb) N = 405; Vx = -156; Vy= 0; Mx = 0; My = 0; M, = 0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2022 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan Seismic yes 2 Randy H 12/1/2022 Max. Util. Anchor[%) 33 2 •=iiS-'i --------------------------------Hi It i PROFIS Engineering 3.0.81 www.hllti.com Company: Address: Phone I Fax: Design: Fastening point AJ Engineering I IAC-D VIASAT N 1 -MACH 3 LAB 2 Proof I Utilization (Governing Cases) Loading Proof Concrete Breakout Failure Tension Shear Concrete edge failure in direction x- Loading Combined tension and shear loads 0.324 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Page: Specifier: E-Mail: Date: Design values [lb] Utilization Load 405 156 0.157 Capacity PN / Pv [%] ------ 1,251 33/- 993 -/ 16 t; Utilization PN.v [%] 5/3 20 Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Randy H 12/1/2022 Status OK OK Status ------OK 3 •=iiS•• Hiltl PROFIS Engineering 3.0.81 www.hlltl.com Company: Address: Phone I Fax: Design: Fastening point: AJ Engineering I IAC-D VIASAT N1 -MACH 3 LAB 4 Remarks; Your Cooperation Duties Page: Specifier: E-Mail: Date: 4 Randy H 12/1/2022 • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilli AG. FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 PROJECT: VIASAT N1 -MACH 3 LAB PROJECT OWN BY: ROH CUST: RAMTEK PROJ. NO.: 22-677-01 1001 E MIRA! QMA AVF; Pl ACENTIA CA 92870 EQUIPMENT ANCHORAGE CALCULATION EQUIPMENT TAG(S): UPS/SIAC-B EQUIPMENT MAKE & MODEL: 93PM 200 SERIES, 15kVA/150kW SEISMIC DESIGN FORCE 2019 CBC SECTION 1613, SEISMIC FORCES SHALL BE DETERMINED BY ASCE 7 SECTION 13.3 w = p 1771 A -p -1 Rp = 2.5 Sos = 0.771 Ip= 1.0 Z= 0 H= 1 Fpt,.calc = 0.12 Wp = Fpt,.mln = 0.23 Wp = Fph.max = 1.23 Wp = Fph = 0.23 Wp = Fpv = 0.15 Wp = DIMENSIONS , COMP. WEIGHT , COMP. AMP. FACTOR , COMP. RESP. FACTOR , SHORT PERIOD SPECTRAL ACCELERATION , IMPORTANCE FACTOR , COMP. ATTACH. ELEV. (FT. OR LEVEL) , ROOF ELEV. (FT. OR LEVEL) 218 LB = 0.4•Ap•S05*Ip•(1+2•Z1H)Wp/Rp 410 LB = 0.3S05IpWp <== GOVERNS 2185 LB = 1.6S05IpWp 410 LB = MIN(FPH,MAX,MAX(FpH,CALC,FPH,MIN)), SEISMIC LATERAL FORCE 273 LB = 0.2*S05*Wp, SEISMIC VERTICAL FORCE CHKD BY: VH DATE: 12/1/2022 PAGE NO.: CS2-1 ... TABLE 13.5-1 OR 13.6-1 ... TABLE 13.5-1 OR 13.6-1 ... SECTION 11.4.4 ... SECTION 13.1.3 ... EON 13.3-1 ... EON 13.3-3 ... EON 13.3-2 ... SECTION 13.1.1 B1 = 40IN. , LENGTH BETWEEN ANCHORAGE LOCATIONS 2 . X .3 r)n' ~j r B2 = 42IN. . WIDTH BETWEEN ANCHORAGE LOCATIONS H = 37 IN. , C.G. HEIGHT OF EQUIPMENT N1= 10 , NO. OF ANCHORAGE LOCATIONS AT LONG EDGES N2= 4 , NO. OF ANCHORAGE LOCATIONS AT SHORT EDGES "-;,n·co ~ y €1 y 82 -F::,n· ~ N = 10 , TOTAL NO. ANCHORAGE LOCATIONS X L AREA MOMENT OF INERTIA AND CRITICAL ANGLE I--Bl--i lxx = lyy = a= 2000 4410 1.13 rad 65deg REACTIONS Pr= 36 LB Pc = 408 LB Ps = 41 LB = [N,(N, +2) + (N -4)]x(!!.J.)2 3(N, -2) 2 2 Pen • • Fov ~ pv --$--e--::>n's-~ W· t-on·coe~ Wp ' ' -i( lyy x B,) =tan ---/xx X B2 L L f-Bl -i-82 -: •Qnt E. e,. B . B F O 9W F _. cos IJ X H X -1.. F _. sin I} X H X ___!_ ,. -• • + 2 + 2 , TENSION AT LOCATION 2 N lyy /xx B 2 . 81 F + I 2W F _. cos IJ x H X -F _. sm 8 x H x - ,,,. • • + 2 + 2 , COMP. FORCE AT LOCATION 4 N lyy /xx ( F :• ) , SHEAR FORCE AT EACH LOCATION ) PROJECT: VIASAT N1 -MACH 3 LAB PROJECl OWN BY: RQH GUST: RAMTEK CHKD BY: VH PROJ. NO.: 22-677-01 DATE: 12/1/2022 1601 E MIRA! OMA AVE P\ACENJ]A CA 92870 PAGE NO.: CS2-2 POST INSTALLED ANCHOR BOLT DESIGN Clo= 2.50 , OVERSTRENGTH FACTOR TsoLT = 89 LB = no·Pt, TENSION FORCE AT ANCHOR BOLTS VsoLT = 102 LB = Oo•Ps, SHEAR FORCE AT ANCHOR BOLTS SEE HIL Tl PROF IS REPORT FOR CONCRETE ANCHOR CHECK 1:115;.1 Hilti PROFIS Engineering 3.0.81 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: AJ Engineering I UPS/SIAC VIASAT N 1 -MACH 3 LAB Specifier's comments: 93PM 200 SERIES, 15kVN150kW 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: issued I Valid: Proof: Stand-off installation: Profile: Kwik Bolt TZ2 • CS 1/2 (3 1/4) 2210255 KB-TZ2 1/2x4 1/2 hef,act = 3.250 in., hnom = 3.750 in. Carbon Steel ESR-4266 1211712021 I 121112023 Design Method ACI 318-14 / Mech Page: Specifier: E-Mail: Date: Base material: Installation: cracked lightweight concrete, 3000, fc' = 3,000 psi; h = 6.000 in. hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Geometry (in.] & Loading (lb, In.lb] 4 I z ' ~ ' ' y '60 X ' ~< ---Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Englneertng ( c ) 2003-2022 Hilti AG, FL-9494 Schaen Hilti is a registered Trademarl< of Hilti AG, Schaan Randy H 12/1/2022 ,:,,s., Hilti PROFIS Engineering 3.0.81 www.hlltl.com Company: Address: Phone I Fax: Design: Fastening point: 1.1 Design results AJ Engineering I UPS/SIAC VIASAT N1 -MACH 3 LAB Page: Specifier: E-Mail: Date: ___ C_a_s_e ____ D_e_s_cn-'·p_t_io_n ____________ Forces [lb)/ Moments [in.lb) Combination 1 N = 89; V, = -102; VY= O; M, = O; My= O; M, = O; Input data and results must be checked for confonnity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademarlt of Hilti AG, Schaan Seismic ---yes 2 Randy H 12/1/2022 Max. Util. Anchor[%) 11 2 •=iiS.ili Hilti PROFIS Engineering 3.0.81 www.hllti.com Company: Address: Phone I Fax: Design: Fastening point: AJ Engineering I UPS/SIAC VIASAT N1 -MACH 3 LAB 2 Proof I Utilization (Governing Cases) Loading Proof ----- Tension Concrete Breakout Failure Shear Concrete edge failure in direction x- Loading Page: Specifier: E-Mail: Date: Design values [lb] Utilization Load ~acity l3N / 13v [%] 89 1,251 BI - 102 993 -/ 11 Utilization 13 N,v [% J 13v 0.103 t 5/3 ---Combined tension and shear loads 4 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2022 Hilti AG, FL-9494 Schaen Hilt! is a registered Trademarlt of Hilti AG, Schaan 3 Randy H 12/1/2022 Status OK OK Status OK 3 1 : i i 5 • 1 ______________________ _ Hilti PROFIS Engineering 3.0.81 www.hllti.com Company: Address: Phone I Fax: Design: Fastening point: AJ Engineering I UPS/SIAC VIASAT N1 -MACH 3 LAB 4 Remarks; Your Cooperation Duties Page: Specifier: E-Mail: Date: 4 Randy H 12/1/2022 • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for confonmlty with the exisling condijions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti Is a registered Trademark of Hilti AG, Schaan 4 PROJECT: VIASAT N1 -MACH 3 LAB PROJECT OWN BY: RQH CUST: RAMTEK CHKD BY: VH ------------PROJ. NO.: 22-677-01 0 ATE: 12/1/2022 1601 E MIRAtOMA AVE Pl AGENDA GA 91870 PAGE NO.: CS3-1 EQUIPMENT ANCHORAGE CALCULATION EQUIPMENT TAG(S): BATTERY EQUIPMENT MAKE & MODEL: 93PM 200 SERIES 15kVA/150kW SEISMIC DESIGN FORCE 2019 CBC SECTION 1613, SEISMIC FORCES SHALL BE DETERMINED BY ASCE 7 SECTION 13.3 Wp= 4803 , COMP. WEIGHT Ap = 1 R = p 2.5 Sos = 0.771 , COMP. AMP. FACTOR , COMP. RESP. FACTOR , SHORT PERIOD SPECTRAL ACCELERATION ... TABLE 13.5-1 OR 13.6-1 ... TABLE 13.5-1 OR 13.6-1 ... SECTION 11.4.4 Ip= 1.0 Z = 0 H = 1 Fph,calc = 0.12 Wp = Fpn,min = 0.23 Wp = Fph,max = 1.23 Wp = Fph = 0.23 Wp = Fpv = 0.15 Wp = DIMENSIONS B1 = 27 IN. B2 = 42 IN. H = 37IN. N,= 8 N2 = 4 N= 8 , IMPORTANCE FACTOR , COMP. ATTACH. ELEV. (FT. OR LEVEL) , ROOF ELEV. (FT. OR LEVEL) 592 LB = 0.4*Ap*S05*Ip*(1+2*Z/H)Wp/Rp 1111 LB = 0.3S0slpWp <== GOVERNS 5925 LB = 1.6S0slpWp 1111 LB = MIN(FPH,MAX,MAX(FPH,cALc,FPH,MIN)), SEISMIC LATERAL FORCE 741 LB = 0.2*S05*Wp, SEISMIC VERTICAL FORCE ... SECTION 13.1.3 ... EQN 13.3-1 ... EQN 13.3-3 ... EQN 13.3-2 ... SECTION 13.1.1 , LENGTH BETWEEN ANCHORAGE LOCATIONS , WIDTH BETWEEN ANCHORAGE LOCATIONS 2 ,& __ x ___ __., 3 , C.G. HEIGHT OF EQUIPMENT , NO. OF ANCHORAGE LOCATIONS AT LONG EDGES , NO. OF ANCHORAGE LOCATIONS AT SHORT EDGES , TOTAL NO. ANCHORAGE LOCATIONS y 92 X 4 AREA MOMENT OF INERTIA AND CRITICAL ANGLE a, =[N,(N, +2) +(N -4)]x(!!.i..)2 ::, 0"1 lxx = 810 3(N, -2) 2 2 ' ' =[N2(N2 +2} +(N -4}]x(B2)2 rpv lyy = 3528 -0 r 3(Nl -2) 1 2 ::)"1' "1{) Wp ' Fpv 0 - r D"\'CO {) Wp ' a = 1.23 rad -•( Iyy x B1) = tan 70 deg /xx x B2 31 4 '- ,·on( ~v. REACTIONS Pr= 280 LB B2 . B F _ 0 9W F,,. cos 8 X H X -F p> sm 8 x H x _!_ ,. • , + 2 + 2 , TENSION AT LOCATION 2 N lyy !xx Pc = 1540 LB B2 . B, F + I .2W F,.. cos 8 X H X -F,.. sm 8 x H x - ,.. P + 2 + 2 , COMP. FORCE AT LOCATION 4 N Iyy /xx Ps = 139 LB , SHEAR FORCE AT EACH LOCATION 3 PROJECT: VIASAT N1 -MACH 3 LAB PROJECT OWN BY: RQH CUST: RAMTEK CHKD BY: VH ------------PROJ. NO.: 22-677-01 DATE: 12/1/2022 1001 f MIBAI PMA AYf Pl ACfNJIA CA 92870 PAGE NO.: CS3-2 POST INSTALLED ANCHOR BOLT DESIGN Oo = 2.50 , OVERSTRENGTH FACTOR TeoLT = 699 LB = n0•Pt, TENSION FORCE AT ANCHOR BOLTS VeoLT = 347 LB = no•Ps, SHEAR FORCE AT ANCHOR BOLTS SEE HIL Tl PROFIS REPORT FOR CONCRETE ANCHOR CHECK •=iiS•• --------------------------------Hi It i PROFIS Engineering 3.0.81 www.hlltl.com Company: Address: Phone I Fax: Design: Fastening point: AJ Engineering I BATTERY VIASAT N1 -MACH 3 LAB Specifier's comments: 93PM 200 SERIES, 15kVN150kW 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Kwlk Bolt TZ2 -CS 1/2 (3 1/4) 2210255 KB-TZ2 1/2x4 1/2 h01,act = 3.250 in., hnom = 3.750 in. Carbon Steel ESR-4266 12/17/2021 I 12/1/2023 Design Method ACI 318-14 / Mech Page: Specifier: E-Mail: Date: Base material: Installation: cracked lightweight concrete, 3000, fc' = 3,000 psi; h = 6.000 in. hammer drilled hole, Installation condition: Dry Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [In.) & Loading [lb, In.lb) tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Randy H 12/1/2022 1:115;.1 Hilti PROFIS Engineering 3.0.81 www.hlltl.com Company: Address: Phone I Fax: Design: Fastening point: 1.1 Design results Case AJ Engineering I BATTERY VIASAT N1 -MACH 3 LAB Description Combination 1 Page: Specifier: E-Mail: Date: Forces [lb)/ Moments [in.lb) N = 699; Vx = -347; Vy= O; M, = O; My = O; M, = O; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2022 Hilti AG. FL-9494 Schaan Hilti Is a registered Trademark of Hilti AG. Schaan Seismic yes 2 Randy H 12/1/2022 Max. Ulil. Anchor[%] 56 2 •=iiS•• ---------------------------------H ii ti PROFIS Engineering 3.0.81 www.hiltl.com Company: Address: Phone I Fax: Design: Fastening point: AJ Engineering I BATTERY VIASAT N1 -MACH 3 LAB 2 Proof I Utilization (Governing Cases) Loading Tension Proof Concrete Breakout Failure Shear Concrete edge failure in direction x- Loading Combined tension and shear loads 3 Warnings P. 0.559 Please consider all details and hints/warnings given in the detailed report! Page: Specifier: E-Mail: Date: Design values [lb) Load 699 347 Pv 0.349 Capacity 1,251 993 t 5/3 Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2022 Hi/ti AG, Fl-9494 Schaan Hilti is a registered Trademark of Hill1 AG, Schaan Utilization P.1 Pv [%! 56 / - -/ 35 ~_tilization ~N,v [%] 56 3 Randy H 12/1/2022 Status OK OK Status OK 3 •=iiS•• Hilti PROFIS Engineering 3.0.81 www.hiltl.com Company: Address: Phone I Fax: Design: Fastening point: AJ Engineering I BATTERY VIASAT N1 -MACH 3 LAB 4 Remarks; Your Cooperation Duties Page: Specifier: E-Mail: Date: 4 Randy H 12/1/2022 Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity wrth the existing conditions and for plausibility! PROFIS Engineering { c) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hil1i AG, Schaen 4 Building Permit Finaled Revision Permit Print Date: 10/03/2023 Job Address: 2502 GATEWAY RD, CARLSBAD, CA 92009-1742 Permit No: Status: (city of Carlsbad PREV2023-0117 Closed -Finaled Permit Type: BLDG-Permit Revision 2132612000 Work Class: Commercial Permit Revision Parcel#: Valuation: $0.00 Occupancy Group: B, F-1 #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: 2022 Sprinkled: Yes Project Title: Track#: Lot#: Project#: Plan#: Construction Type: 111-B Orig. Plan Check#: CBC2022-0439 Plan Check#: Description: VIASAT: ELECTRICAL REVISIONS Applicant Property Owner: SJS STUDIOS INC PIVOTAL 6SO CALIFORNIA ST LLC STEPHEN SCIRROTTO 543 N HIGHWAY 101 SOLANA BEACH, CA 92075-1132 (858) 514-7262 FEE BUILDING PLAN CH ECK FEE (manual) Total Fees: $120.00 Building Division 1702 E HIGHLAND AVE, # 310 PHOENIX, AZ 85016-4667 Total Payments To Date: $120.00 Applied: 06/06/2023 Issued: 07/31/2023 Fina led Close Out: 10/03/2023 Final Inspection: INSPECTOR: Balance Due: AMOUNT $120.00 $0.00 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov .------------·----·-- (city of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION 8-15 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov Original Plan Check Number crc2022-01:±.w.SLqL--~ /' \_I Project Address 2 ')o L-<;JJ l31J£),J A-i Plan Revision Number ?R~V20Z')-Q\ (l __ c~c ~-1 C"\ 1 LC.09- General Scope of Revision/Deferred Submittal: ___ _/f::_.L--rcc t7--z_~ _ _,Kf£.,~Yul~I '"-'''-"'-'->l-,__ ____ _ CONTACT INFORMATION: Name--5k.f L.,.,1 5~, 'r0f'/;o Phone 8'5)1 -5·; J -7 Z(, L Fax~, _______ _ Address 5:is N Hl0'< In I City <:;'J'\.-1, l5e<J. Zip 7 co::f6: Email Address ) kr h,/) e s· .\ S' s n,J,1 ( OJ I ,JC. (u'1 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 , Elements revised: GV'Plans D Calculations D Soils D Energy D Other 2. Describe revisions in detail 3. List page/SI where each revi::;ion is shown '1. -e V I I /1 <,_, C::.Lcfu,c,_/,_·, ,_,/-,cs:o--,--,_' -,--eGuifL--1(1-< 1-0 71'2 <, '-="-"~--1---~--+--+-+-~-i ~?uv ~ J°;h; l-ki,e (Jp./L..J-c,/. Po~ 1 • 1--1 ~:..L. 7 I -_i_....=..IL----+-,.-_j__~~-,-.---j /l.c_ ,J < I½,-</ Jc, I ( j__J:;;-I I?< ,Y /2 _ _'_UL-'-'--l___L."-""''¥-'~-"----___.j 13? u I -p, ✓ P Cc /,,_,,, I__,, lc 4, Does this revision, in any way, alter the exterior of the project? D Yes ~No 5, Does this revision add ANY new floor area(s)? D Yes ~o 6, Does this revision affect any fire related issues? D Yes [tj'.?No 7. Is this a complete set?. D Yes o/No / / , / ff!SSignature---:zft!d~ Date -~-f/2<.JL $ 1635 Faraday Avenue, Carlsbad. C~ ~h: 442-339-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov